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HomeMy WebLinkAbout6885 Aqua Vista Drme=hh. TRUSSWAY, LTD. Build Right Horn The Start/ MANUFACTURING, SALES AND DESIGN LOCATIONS LOCATION OFFICE NUMBER FAX NUMBER ACWORTH, GA . (770) 975-5777 (770) 9775-3322 FOUNTAIN, CO (719) 322.9662 (719) 322-0216 FREDERICKSBURG, VA. (540) 898.3477 (540) 898-3885 FT. WORTH, TX. (817) 589.1467 (817) 589-1741 HIGH POINT, N.C. (336) 883.6966 (336) 883-6939 HOUSTON, TX. (713) 691-6900 (713) 691-2064 ORLANDO, FL. (407) 857-2777 (407) 851-7899 STATE COLLEGE, PA (814) 235-0770 (814) 235-0750 M. G. McLAREN, P.C. Consuit►nc Engineers Submission has been checked only for generai conformance ACTION wilt, design concept of the project Comments made on shop Submission is in general drawings do not reiieve the conformance with lesion Contractor from corrpidance conce!,0. vJitn requirements of the Contract Documents. Submissions is in genera! Conimcior is resco,,sibie for conformance with design dimensions to be confirmed ;:oncept, except as noted. aril correlated at the job _•itc ,or information that partains P,evise and resubmit solely to the fabricatior _ processes or to te:l;nioues l o, J�,^I `�IGri Ig rf,IPCtBd f;,r ,;.::crstr.�ction. <-rc. for coordination of the yvcr4 of .II vvith :rb4cs. Fabrication May Froceed' f r,c Nct Fabr cute :c,teSW -PWn1 4RVA161 f" u 4pr $m, 885o Trussway Blvd. ad=hh Orlando, FL 32824 Phone: (407) 857-2777 Fax: (4o7) 851-7899 Operations Mgr. Gary Pierpont Design Mgr. Pat Conley Sales Rep. Rodney Piechowski TRUSSWAY PROJECT ID: NIA TRANSMITTED TO: FIRST FLORIDA JOBSITE CONTACT: MOB SSUPERINTE'NDE'NT Updated: 08/11/2010 COVERPAGE-V1_11.x1s TRUS�SWAY Date: 08/11 /2010 Submitted To: Project: Fort King Colony First Florida PID: Customer: First Florida Attention: Jon Sells City/State: Ze hyrhills, FL The following are submitted for your approval. NO VERBAL APPROVALS WILL BE ACCEPTED. Please review and approve, in writing, the enclosed drawing(s). Trussway has prepared these drawings based on our interpretation of your plans and/or specifications. It is not necessary that you check the actual truss engineering, truss plate sizes, lumber grades or splice locations, or the web patterns. Your approval of Trussway's drawings should include, but not be limited to, the following: 1) Design criteria (loading, building codes, etc.) 2) Truss lengths (dimensions on drawings are in feet -inches -sixteenths) 3) Truss profiles (shape) including pitch (roof trusses) and depth (floor trusses) 4) Location and on -center spacing of each truss on the Truss Placement Plan 5) Overhang (length, square, or plumb cut) 6) Compatibility of the trusses (configuration and location): a. with other trades (such as plumbing, mechanical, sky lights, flues) b. with structural aspects of the building 7) Other: Remarks: The original of this form and one set of approved drawings must be signed by an authorized agent of the customer and returned to Trussway prior to fabrication or delivery date confirmation. This project will require a minimum of (15) work days to finalize our drawings, fabricate, and begin shipping after receiving the approved drawings. Your approval of these drawings indicates that they become the essence of our contract and will supersede any plans, specifications or any other instructions written or verbal relating to the trusses on this project. Trussway has engineered only the products that it will manufacture and has not engineered or approved any other aspects of this project. Approved by: Customer's Authorized Agent Rec'd by: Title: Trussway, Ltd. Customer: Date: Date: 'Approval Letter.doc Updated. 6811112010 Trussway Holding Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 (713) 6916900 8850 Trussway Blvd., Orlando, FL 32824 (407) 857 2777 RE: FCK-F - Fort King Pc Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Robert Francis Oleck License #: 52514 Address: 4040 Greenfern Drive City: Orlando State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Wind Code: ASCE 7-05 Wind Speed: 110 mph Floor Load: 62.5 psf Roof Load: 40.0 psf This package includes 38 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Job ID# Truss Namel Date I No. Seal# I Job ID# Truss Namel Date 1 IH1457589 I FCK-F 1C01 8/11/010 118 IH1457606 I FCK-F I F05 8/11/010 12 IH1457590 I FCK-F IC03 18/11/010 119 IH1457607 I FCK-F IF06 18/11/010 13 IH1457591 I FCK-F IC04 18/11/010 120 IH1457608 I FCK-F IF06A 18/11/010 14 IH1457592 I FCK-F IC05 18/11/010 121 IH1457609 I FCK-F IF07 18/11/010 15 IH1457593 I FCK-F IC06 18/11/010 122 IH1457610 I FCK-F IF07A 18/11/010 16 IH1457594 I FCK-F IC07 18/11/010 123 IH1457611 I FCK-F IF08 18/11/010 17 I H1457595 I FCK-F IC08 18/11/010 124 1 H1457612 1 FCK-F IF09 18/11/010 1 18 I H1457596 I FCK-F IC09 18/11/010 125 1 H1457613 I FCK-F IF10 18/11/010 19 IH1457597 I FCK-F IC10 18/11/010 126 1H1457614 1FCK-F IF16 18/11/010 110 IH1457598 I FCK-F IC18 18/11/010 127 1H1457615 I FCK-F IF17 18/11/010 Ill IH1457599 I FCK-F IC28 18/11/010 128 IH1457616 I FCK-F IF18 18/11/010 112 IH1457600 I FCK-F ICS45 18/11/010 129 IH1457617 I FCK-F IF19 18/11/010 113 IH1457601 I FCK-F IF01 18/11/010 130 IH1457618 I FCK-F IF20 18/11/010 114 IH1457602 IFCK-F IF02 18/11/010 131 IH1457619 IFCK-F IF21 18/11/010 115 IH1457603 I FCK-F IF03 18/11/010 132 IH1457620 I FCK-F IF22 18/11/010 116 IH1457604 I FCK-F IF04 18/11/010 133 IH1457621 I FCK-F IF25 18/11/010 117 I H1457605 I FCK-F IF04A 18/11/010 134 I H1457622 I FCK-F IFS01 18/11/010 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trussway-Orlando. Truss Design Engineer's Name: Jim Meade My license renewal date for the state of Florida is February 28, 2011. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 1 of 2 Jim Meade 1 I r� RE: FCK-F - Fort King Pc Site Information: Project Customer: First Florida Lot/Block: xx Address: xx City: Zephyrhills Project Name: Fort King Colony Subdivision: xx State: Florida No. Seal# Job ID# Truss Name Date 35 IH1457623 I FCK-F FT01 8/11/010 136 IH1457624 I FCK-F IFT02 18/11/010 137 IH1457625 I FCK-F IFT04 18/11/010 138 IH1457626 I FCK-F IRF01 18/11/010 2 of 2 0 �I Trussway Holding Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 (713) 6916900 8850 Trussway Blvd., Orlando, FL 32824 (407) 857 2777 RE: FCK-R - Fort King Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Robert Francis Oleck License #: 52514 Address: 4040 Greenfern Drive City: Orlando State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 45.0 psf This package includes 126 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# JJob ID# ITruss Name I Date INo. I Seal# I Job ID# ITruss Name Date 1 IH1457627 I FCK-R IFIR01 8/11/010 118 IH1457644 I FCK-R IJ08 8/11/010 12 IH1457628 I FCK-R 1HR01 18/11/010 119 IH1457645 I FCK-R IJ08L 18/11/010 1 13 IH1457629 I FCK-R 1HR01L 18/11/010 120 IH1457646 I FCK-R J09 18/11/010 1 14 IH1457630 I FCK-R 1HR02 18/11/010 121 IH1457647 I FCK-R J10 18/11/010 1 15 IH1457631 I FCK-R IHR02L 18/11/010 122 IH1457648 I FCK-R IJ12L 18/11/010 1 16 IH1457632 (FCK-R 1HR03 18/11/010 123 IH1457649 I FCK-R IJ13L 18/11/010 1 17 IH1457633 I FCK-R IHR03L 18/11/010 124 IH1457650 I FCK-R IJ14L 18/11/010 1 18 IH1457634 I FCK-R lJ01 18/11/010 125 IH1457651 I FCK-R IR01 18/11/010 19 I H 1457635 I FCK-R 1J01 L 18/11/010 126 I H 1457652 I FCK-R I R01 G 18/11/010 110 I H1457636 I FCK-R IJ02 18/11/010 127 I H1457653 I FCK-R R01 L 18/11/010 Ill IH1457637 I FCK-R IJ02L W11/010 128 IH1457654 I FCK-R IR02 18/11/010 112 IH1457638 I FCK-R IJ03L 18/11/010 129 IH1457655 I FCK-R IR03 18/11/010 113 IH1457639 I FCK-R IJ05 18/11/010 130 IH1457656 I FCK-R IR03G 18/11/010 114 IH1457640 I FCK-R IJ06 18/11/010 131 IH1457657 I FCK-R IR03L 18/11/010 115 1H1457641 (FCK-R IJ06L 18/11/010 132 IH1457658 I FCK-R IR04 18/11/010 116 IH1457642 IFCK-R IJ07 18/11/010 133 (H1457659 IFCK-R IR04L 18/11/010 117 IH1457643 I FCK-R IJ07L 18/11/010 134 IH1457660 I FCK-R IR05 18/11/010 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trussway-Orlando. Truss Design Engineer's Name: Jim Meade My license renewal date for the state of Florida is February 28, 2011. NOTE: The seal on these drawings indicate acceptance of professionaa engineering responsibility solely for the truss components shown. 1 of 3 0`4 - Jim Meade Jamme K Meade. lIR L FkxMa RL No.16015 9411 Aborn street Housim TX 77M August 11,2010 1 11 E RE: FCK-R - Fort King Site Information: Project Customer: First Florida Lot/Block: xx Address: xx City: Zephyrhills Project Name: Fort King Colony Subdivision: xx State: Florida No. I Seal# Job ID# Truss Name I Date INo. I Seal# I Job ID# Truss Name Date 35 IH1457661 I FCK-R IR05L 8/11/010 177 IH1457703 I FCK-R I R35 18/11/010 136 I H 1457662 I FCK-R I R06 18/11/010 178 I H 1457704 I FCK-R I R36 18/11/010 137 I H 1457663 I FCK-R I R07 18111 /010 179 I H 1457705 I FCK-R I R36A 18/11/010 138 I H 1457664 I FCK-R I R08 18/11/010 180 I H 1457706 I FCK-R I R37 18/11/010 139 I H 1457665 I FCK-R I R09 18/11/010 181 I H 1457707 I FCK-R I R37A 18/11/010 140 I H 1457666 I FCK-R I R09A 18/11/010 182 I H 1457708 I FCK-R I R38 18/11/010 141 I H 1457667 I FCK-R I R10 18/11/010 183 I H 1457709 I FCK-R I R38A 18/11/010 142 IH1457668 I FCK-R IR10A 18/11/010 184 IH1457710 I FCK-R IR39 18/11/010 143 IH1457669 I FCK-R IR10B 18/11/010 185 IH1457711 I FCK-R IR39A 18/11/010 1 144 I H 1457670 I FCK-R I R 10C 18/11/010 186 I H 1457712 I FCK-R I R40 18/11/010 145 IH1457671 I FCK-R IR11 18/11/010 187 IH1457713 I FCK-R IR41 18/11/010 146 IH1457672 I FCK-R IR11A 18/11/010 188 IH1457714 I FCK-R IR42 18/11/010 147 I H 1457673 I FCK-R I R 12 18/11/010 189 I H 1457715 I FCK-R I R43 18/11/010 148 IH1457674 I FCK-R JR12A 18/11/010 190 IH1457716 I FCK-R IR44 18/11/010 149 IH1457675 I FCK-R JR13 18/11/010 191 IH1457717 I FCK-R IR45 18/11/010 150 IH1457676 I FCK-R JR13A 18/11/010 192 IH1457718 I FCK-R IR46 18/11/010 151 IH1457677 I FCK-R JR14 18/11/010 193 IH1457719 I FCK-R IR47 18/11/010 152 IH1457678 I FCK-R JR15 18/11/010 194 IH1457720 I FCK-R IR48 18/11/010 153 IH1457679 I FCK-R JR16 18/11/010 195 IH1457721 I FCK-R IR49 18/11/010 154 I H 1457680 I FCK-R J R17 18/11/010 196 I H 1457722 I FCK-R I R50 18/11/010 155 1H1457681 1FCK-R JR18 18/11/010 197 IH1457723 I FCK-R IR51 18/11/010 156 I H 1457682 I FCK-R J R19 18/11/010 198 I H 1457724 I FCK-R I R52 18/11/010 157 IH1457683 I FCK-R IR20 18/11/010 199 IH1457725 I FCK-R IR53 18/11/010 158 IH1457684 I FCK-R IR21 18/11/010 1100 IH1457726 I FCK-R IR54 18/11/010 159 I H 1457685 I FCK-R J R21A 18/11/010 1101 I H 1457727 I FCK-R I R55 18/11/010 160 IH1457686 I FCK-R IR22 18/11/010 1102 IH1457728 I FCK-R IR56 18/11/010 161 I H 1457687 I FCK-R I R22A 18/11/010 1103 I H 1457729 I FCK-R I R58 18/11/010 162 I H 1457688 I FCK-R I R23 18/11/010 1104 I H 1457730 I FCK-R I R59 18/11/010 163 I H 1457689 I FCK-R I R23A 18/11/010 1105 I H 1457731 I FCK-R I R60 18/11/010 164 I H 1457690 I FCK-R J R24 18/11/010 1106 I H 1457732 I FCK-R I R61 18/11/010 165 I H 1457691 I FCK-R J R25 18/11/010 1107 I H 1457733 I FCK-R I R62 18/11/010 166 I H 1457692 I FCK-R J R26 18/11/010 1108 I H 1457734 I FCK-R I R63 18/11/010 167 I H 1457693 I FCK-R I R27 18/11/010 1109 I H 1457735 I FCK-R I R64 18/11/010 168 I H 1457694 I FCK-R I R28 18/11/010 1110 I H 1457736 I FCK-R I R65 18/11/010 169 I H 1457695 I FCK-R I R28A 18/11/010 1111 I H 1457737 I FCK-R I R67 18/11/010 170 IH1457696 I FCK-R IR28B 18/11/010 1112 IH1457738 I FCK-R IR68 18/11/010 171 I H 1457697 I FCK-R I R29 18/11/010 1113 I H 1457739 I FCK-R I R69 18/11/010 172 I H 1457698 I FCK-R I R30 18/11/010 1114 I H 1457740 I FCK-R I R70 18/11/010 173 I H 1457699 I FCK-R I R31 18/11/010 1115 1 H 1457741 1 FCK-R I= 18/11/010 1 174 I H 1457700 I FCK-R I R32 18/11/010 1116 I H 1457742 I FCK-R J V01 L 18/11/010 175 1 H 1457701 1 FCK-R J R33 18/11/010 1117 I H 1457743 I FCK-R I V02 18/11/010 176 IH1457702 I FCK-R IR34 18/11/010 1118 IH1457744 I FCK-R IV02L 18/11/010 2 of 3 RE: FCK-R - Fort King Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida No. I Seal# lJob ID# Truss Name Date 119 IH1457745 I FCK-R IV03 8/11/010 1120 I H1457746 I FCK-R IV04 18/11/010 1 1121 I H1457747 I FCK-R IV05 18/11/010 1 1122 I H1457748 I FCK-R IV06 18/11/010 1 1123 IH1457749 IFCK-R IV07 18/11/010 1 1124 IH1457750 I FCK-R IV08 18/11/010 1 1125 1H1457751 1FCK-R IV09 18/11/010 1 1126 IH1457752 I FCK-R IV10 18/11/010 1 3 of 3 11 Trussway Holding Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 (713) 6916900 8850 Trussway Blvd., Orlando, FL 32824 (407) 857 2777 RE: FCK-C - Fort King Colony Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Robert Francis Oleck License #: 52514 Address: 4040 Greenfern Drive City: Orlando State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 55.0 psf This package includes 102 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Job ID# ITruss Name Date No. I Seal# Job ID# Truss Name Date 1 IH1457487 I FCK-C IHRC03 8/11/010 118 IH1457504 I FCK-C IJC12 8/11/010 12 IH1457488 I FCK-C IHRC03A 18/11/010 119 IH1457505 I FCK-C IJC13 18/11/010 13 I H1457489 I FCK-C IHRC04 18/11/010 120 I H1457506 I FCK-C IJC14 18/11/010 14 IH1457490 I FCK-C IHRC06 18/11/010 121 IH1457507 I FCK-C IP04 18/11/010 15 IH1457491 I FCK-C IHRC09 18/11/010 122 IH1457508 I FCK-C IP05 18/11/010 16 IH1457492 I FCK-C 1HRC10 18/11/010 123 IH1457509 I FCK-C IP06 18/11/010 17 IH1457493 I FCK-C lJC01 18/11/010 124 1H1457510 1FCK-C IP07 18/11/010 18 IH1457494 I FCK-C IJC01B 18/11/010 125 IH1457511 I FCK-C IRCO2 18/11/010 19 IH1457495 I FCK-C lJC01X 18/11/010 126 1H1457512 I FCK-C IRC03 18/11/010 110 IH1457496 I FCK-C IJCO2 18/11/010 127 1H1457513 I FCK-C IRC04 18/11/010 I11 IH1457497 I FCK-C IJC03 18/11/010 128 IH1457514 I FCK-C IRC05 18/11/010 112 IH1457498 I FCK-C IJC03C 18/11/010 129 IH1457515 I FCK-C IRC06 18/11/010 113 IH1457499 I FCK-C IJC05 18/11/010 130 IH1457516 I FCK-C IRC07 18/11/010 114 IH1457500 I FCK-C IJC06 18/11/010 131 IH1457517 I FCK-C IRC08 18/11/010 115 1H1457501 1FCK-C IJC06A 18/11/010 132 1H1457518 1FCK-C IRC09 18/11/010 116 IH1457502 I FCK-C IJC07 18/11/010 133 1H1457519 1FCK-C IRC10 18/11/010 117 IH1457503 I FCK-C lJC09 18/11/010 134 IH1457520 I FCK-C IRC10A 18/11/010 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trussway-Orlando. Truss Design Engineer's Name: Jim Meade My license renewal date for the state of Florida is February 28, 2011. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. 1 of 2 Jim Meade Janes K Mead Pe E Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 C 0 H n 0 RE: FCK-C - Fort King Colony Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida No. I Seal# Job ID# Truss Name Date No. I Seal# lJob ID# Truss Name Date 35 IH1457521 I FCK-C IRC13 8/11/010 177 IH1457563 I FCK-C I RC55 8/11/010 136 IH1457522 I FCK-C IRC14 18/11/010 178 IH1457564 I FCK-C IRC56 18/11/010 1 137 IH1457523 I FCK-C IRC15 18/11/010 179 IH1457565 I FCK-C IRC57 18/11/010 1 138 IH1457524 I FCK-C IRC16 18/11/010 180 IH1457566 I FCK-C IRC61 18/11/010 1 139 IH1457525 I FCK-C IRC17 18/11/010 181 IH1457567 I FCK-C IRC62 18/11/010 1 140 IH1457526 I FCK-C IRC18 18/11/010 182 IH1457568 I FCK-C IRC63 18/11/010 1 141 I H1457527 I FCK-C IRC19 18/11/010 183 I H1457569 I FCK-C IRC64 18/11/010 1 142 I H1457528 I FCK-C IRC20 18/11/010 184 I H1457570 I FCK-C IRC65 18/11/010 1 143 I H1457529 I FCK-C IRC21 18/11/010 185 I H1457571 I FCK-C IRC66 18/11/010 1 144 I H1457530 I FCK-C IRC22 18/11/010 186 I H1457572 I FCK-C IRC67 18/11/010 1 145 1 H1457531 1 FCK-C IRC23 18/11/010 187 I H1457573 I FCK-C IRC68 18/11/010 1 146 I H1457532 I FCK-C IRC24 18/11/010 188 I H1457574 I FCK-C VC01 18/11/010 1 147 I H1457533 I FCK-C IRC25 18/11/010 189 I H1457575 I FCK-C IVCO2 18/11/010 1 148 I H1457534 I FCK-C IRC26 18/11/010 190 I H1457576 I FCK-C IVC04 18/11/010 1 149 I H1457535 I FCK-C IRC27 18/11/010 191 I H1457577 I FCK-C IVC05 18/11/010 1 150 IH1457536 I FCK-C IRC28 18/11/010 192 IH1457578 I FCK-C IVC06 18/11/010 1 151 I H1457537 I FCK-C IRC29 18/11/010 193 I H1457579 I FCK-C IVC07 18/11/010 152 I H1457538 I FCK-C IRC30 18/11/010 194 I H1457580 I FCK-C IVC08 18/11/010 153 I H1457539 I FCK-C IRC31 18/11/010 195 1 H1457581 1 FCK-C IVC08A 18/11/010 154 IH1457540 I FCK-C IRC32 18/11/010 196 IH1457582 I FCK-C IVC08B 18/11/010 155 1 H1457541 1 FCK-C IRC33 18/11/010 197 I H1457583 I FCK-C IVC09 18/11/010 156 I H1457542 I FCK-C IRC34 18/11/010 198 I H1457584 I FCK-C lVC10 18/11/010 1 157 I H1457543 I FCK-C IRC35 18/11/010 199 I H1457585 I FCK-C 1VC11 18/11/010 1 158 I H1457544 I FCK-C IRC36 18/11/010 1100 I H1457586 I FCK-C IVC12 18/11/010 1 159 I H1457545 I FCK-C IRC37 18/11/010 1101 I H1457587 I FCK-C IVC13 18/11/010 1 160 I H1457546 I FCK-C IRC38 18/11/010 1102 I H1457588 I FCK-C IVC14 18/11/010 1 161 I H1457547 I FCK-C IRC39 18/11/010 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 162 I H1457548 I FCK-C IRC40 18/11/010 163 IH1457549 I FCK-C IRC41 18/11/010 164 IH1457550 I FCK-C IRC42 18/11/010 165 1 H 1457551 1 FCK-C I RC43 18/11/010 166 I H 1457552 I FCK-C I RC44 18/11/010 167 I H 1457553 I FCK-C I RC45 18/11/010 168 I H 1457554 I FCK-C I RC46 18/11/010 69 IH1457555 I FCK-C I RC47 8/11/010 170 IH1457556 I FCK-C IRC48 18/11/010 171 I H1457557 I FCK-C IRC49 18/11/010 172 I H1457558 I FCK-C I RC50 18/11/010 173 I H1457559 I FCK-C I RC50A 18/11/010 174 I H1457560 I FCK-C I RC50B 18/11/010 175 1 H1457561 1 FCK-C IRC53 18/11/010 176 IH1457562 I FCK-C IRC54 18/11/010 2 of 2 Trussway Holding Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 (713) 6916900 8850 Trussway Blvd., Orlando, FL 32824 (407) 857 2777 RE: FCK-A - Fort King Colony Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Robert Francis Oleck License #: 52514 Address: 4040 Greenfern Drive City: Orlando State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 55.0 psf This package includes 29 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Job ID# ITruss Name Date No. Seal# I Job ID# Truss Namel Date 1 IH1457448 I FCK-A 1HG1 8/11/010 118 IH1457465 I FCK-A IRG11 8/11/010 12 I H1457449 I FCK-A JHG2 18/11/010 119 I H1457466 I FCK-A IRG12 18/11/010 13 IH1457450 I FCK-A JHM1 18/11/010 120 IH1457467 I FCK-A IRG13 18/11/010 14 IH1457451 I FCK-A IJG1 18/11/010 121 IH1457468 I FCK-A IRG14 18/11/010 15 IH1457452 I FCK-A JJG2 18/11/010 122 IH1457469 I FCK-A IRG15 18/11/010 16 IH1457453 I FCK-A lJM1 18/11/010 123 IH1457470 I FCK-A IRG16 18/11/010 17 IH1457454 I FCK-A IJM2 18/11/010 124 1H1457471 1FCK-A IRG17 18/11/010 18 I H1457455 I FCK-A IRG01 18/11/010 125 I H1457472 I FCK-A IRG18 18/11/010 19 I H1457456 I FCK-A IRG02 18/11/010 126 I H1457473 I FCK-A IRM01 18/11/010 110 I H1457457 I FCK-A IRG03 18/11/010 127 I H1457474 I FCK-A IRM02 18/11/010 Ill IH1457458 I FCK-A IRG04 18/11/010 128 IH1457475 I FCK-A IRM03 18/11/010 112 IH1457459 I FCK-A IRG05 18/11/010 129 IH1457476 I FCK-A RM6 18/11/010 113 IH1457460 I FCK-A IRG06 18/11/010 1 1 114 IH1457461 I FCK-A IRG07 18/11/010 1 115 I H1457462 I FCK-A IRG08 18/11/010 116 IH1457463 I FCK-A IRG09 18/11/010 117 I H1457464 I FCK-A IRG10 18/11/010 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trussway-Orlando. Truss Design Engineer's Name: Jim Meade My license renewal date for the state of Florida is February 28, 2011. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. 1 of 1 James Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 Jim Meade L 1 1 11 Trussway Holding Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 (713) 6916900 8850 Trussway Blvd., Orlando, FL 32824 (407) 857 2777 RE: FCK-P - Fort King Colony Site Information: Project Customer: First Florida Project Name: Fort King Colony Lot/Block: xx Subdivision: xx Address: xx City: Zephyrhills State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Robert Francis Oleck License #: 52514 Address: 4040 Greenfern Drive City: Orlando State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.1 Wind Code: ASCE 7-05 Wind Speed: 110 mph Floor Load: N/A psf Roof Load: 40.0 psf This package includes 10 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Job ID# uss Name bl Date 1 H1457477 FCK-P 8/11/010 12 IH1457478 I FCK-P lJP1 18/11/010 1 13 IH1457479 I FCK-P IJP2 18/11/010 1 14 IH1457480 I FCK-P IJP3 18/11/010 1 15 1H1457481 1FCK-P IRP1 18/11/010 1 16 I H1457482 I FCK-P IRP2 18/11/010 1 17 I H1457483 I FCK-P IRP3 18/11/010 1 18 I H1457484 I FCK-P 1VP1 18/11/010 1 19 I H1457485 I FCK-P 1VP2 18/11/010 110 I H1457486 I FCK-P 1VP3 18/11/010 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Trussway-Orlando. Truss Design Engineer's Name: Jim Meade My license renewal date for the state of Florida is February 28, 2011. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. 1 of 1 Jim Meade James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 1 Job Truss Truss Type Qty Ply Fort King Pc H1457589 FCK-F C01 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 13:55:312010 Page 1 A1.5x3 II B1.5x3 II Scale = 1:11.5 E F L1 L1 D C 2x3 = 2x3 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 5.0 Code FBC200711-P12002 (Matrix) Weight: 11 lb LUMBER TOP CHORD 4 X 2 SYP No.3 LOAD CASE(S) BOT CHORD 4 X 2 SYP No.3 Standard WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 40/0-1-8 1-0-0 C = 40/0-1-8 1-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD D-E = -3610 A-E = -36/0 C-F = -36/0 B-F = -36/0 A-B = -3/0 BOTCHORD C-D = 013 NOTES (7-8) 1) Attach ribbon block to truss with 3-10d nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). � 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at James K Meade, P.E. 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer Florida P.E. No.16015 ends or restrained by other means. 9411 Alcorn Street 7) NOTE: Refer to attach Trussway Notes, Appendices Houston, TX 77093 and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. August 11,20 C WARNING - Ver(rg design panamet— and R&AD NOTES ON TRIS AND INCLUDED NITER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St Applicability of design parameters and proper incorporation of component Houston. TX 77093 pp ty g pa p p rp ponent is responsibility of building designer -not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. Tan erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Pc H1457590 FCK-F CO3 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 A 1.5x3 I I B 1.54 I I C 1.5x3 I I Scale = 1:11.3 G H L1 T1 L1 F E D 2x3 = 1.Sx3 11 2x3 = LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 17.5 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2007ITP12002 LUMBER TOP CHORD 4 X 2 SYP No.3 BOT CHORD 4 X 2 SYP No.3 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 76/0-1-8 3-0-0 D = 76/0-1-8 3-0-0 E = 178/0-1-8 3-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G = -68/0 A-G = -67/0 D-H = -68/0 C-H = -6710 A-B = -10/0 B-C = -10/0 BOTCHORD E-F = 0/10 D-E = 0/10 WEBS B-E = -167/0 NOTES (7-8) 1) Attach ribbon block to truss with 3-10d nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. CSI DEFL in (loc) I/defl L/d TC 0.17 Vert(LL) n/a n/a 999 BC 0.03 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 D n/a n/a (Matrix) 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 19 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 I ® WARNING - Verify desgn paramesere and READ NOTES ox TNIS AND INCLUDED LDTF.B REFERENCE PAGE ffiD--7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for an individual building component. n.om St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houstoon, TX 77093 91 is for lateral support of individual web members on Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 ru 8900 PP N p ry g n9 p N 8850 Trussway Blvd. IRLISSM erector. Additional permonent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery. erection and bracing, consult ANSKI 11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informaiton available from Truss Plate Institute, 583 D'Onofno Drive. Madson, WI 53719. Trussway, Truss Truss Type C04 FLOOR A 1.Sx3 II B 1.5x3 II H1457591 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 C 1.5x3 I D 1.5x3 I I Scale = 1:11.3 1 Tt L1 L1 H G F E 24 = 1.5x3 II 1.5x3 II 24 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) We n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 E n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 24 lb LUMBER 6) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 4 X 2 SYP No.3 10-0-0 oc and fastened to each truss with 3-10d (0.131" BOT CHORD 4 X 2 SYP No.3 X 3") nails. Strongbacks to be attached to walls at their WEBS 4 X 2 SYP No.3 outer ends or restrained by other means. OTHERS 4 X 2 SYP No.3 BRACING 7) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 4-0-0 oc 8) NOTE: The seal on this drawing indicates acceptance purlins, except end verticals. of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard H = 64/0-1-8 4-0-0 E = 64/0-1-8 4.0-0 G = 163/0-1-8 4-0-0 F = 163/0-1-8 4-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD H-1 = -57/0 A-1 = -57/0 E-J = -57/0 D-J = -57/0 A-B = -8/0 B-C = -8/0 C-D = -8/0 BOT CHORD G H = 0/8 F G = 0/8 = 0/8 WEBS B-G = -151/0 C-F = -151/0 NOTES (7-8) 1) Attach ribbon block to truss with 3-10d nails applied to flat face. James K Meade, P.E. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely Florida P.E. No.16015 braced against lateral movement (i.e. diagonal web). 9411 Alcorn Street 4) Gable studs spaced at 1-4-0 oc. Houston, TX 77093 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. i WARNING - Verify design parameters arrd READ NOTES ON TWS AND DYCWDED 84TES REFERENCE PAGE BUT- 7473 REPORS USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, n, T St oustoon, 77093 69 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 Is for lateral support of individual web members only. Addi ional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. IRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Pc H1457592 FCK-F C05 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 A1.5x3 II B1.5x3 II C 2x3 = D1.5x3 II E1.5x3 II Scale = 1:11.2 K L T1 1 1 O L1 L1 °D J I H G F 2x3 = 1.5x3 11 1.5x3 11 2x3 = 2x3 = LOADING (psf) TCLL 40.0 TCDL 17.5 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2007/TP12002 CSI TC 0.15 BC 0.01 WB 0.03 (Matrix) DEFL in (loc) I/deft Vert(LL) n/a n/a Vert(TL) n/a n/a Horz(TL) 0.00 F n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 31 lb LUMBER TOP CHORD 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at BOB CHORD 4 X 2 SYP No.3 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" WEBS 4 X 2 SYP No.3 X 3") nails. Strongbacks to be attached to walls at their OTHERS 4 X 2 SYP No.3 outer ends or restrained by other means. BRACING 7) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 5-0-0 oc 8) NOTE: The seal on this drawing indicates acceptance purlins, except end verticals, of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard J = 45/0-1-8 5-0-0 F = 45/0-1-8 5-0-0 H = 171/0-1-8 5-0-0 1 = 159/0-1-8 5-0-0 G = 159/0-1-8 5-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD J-K = -41/0 A-K = -41/0 F-L = -41/0 E-L = -41/0 A-B = -2/0 B-C = -2/0 C-D = -2/0 D-E = -2/0 BOT CHORD I-J = 0/2 H-I = 0/2 G-H = 0/2 F-G = 0/2 / / WEBS '� C-H = -158/0 B-1 = -146/0 oG ' D-G = -146/0 C-G = -0/0 NOTES (7-8) 1) Attach ribbon block to truss with 3-10d nails applied to James K Meade, P.E. flatface. Florida P.E. No.16015 2) Gable requires continuous bottom chord bearing. 9411 Alcorn Street 3) Truss to be fully sheathed from one face or securely Houston, TX 77093 braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. August 11,201 Ak WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED BBTEE REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department ic Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. H41 T on, T 7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 6977093 is for lateral support8850 Tru 8900 of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl- 32824 fabrication, quality control, storage, derivery, erection and bracing, consult ANSIM11 Quality Criteria, DSll and SCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss —a pe Otly Ply FaR1Cn gf P TFLOOR' H1457593 FCK-F C06 1 17 b ce (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 1.5x3 II 1.5x3 II 1.50 II 1.50 II Scale = 1:12.6 A B 34 = C D 3x3 = E F M N L1 71'Ti L1 or L K J I H G 34 = 1.5x3 II 1-4-D 34 = 1.54 II 34 = 3x3 = 2-8-0 d-6A 11 r LOADING (psf) SPACING 2-0-0 Csl DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 39 lb LUMBER TOP CHORD 4 X 2 SYP No.3 4) Gable studs spaced at 1-4-0 oc. BOT CHORD 4 X 2 SYP No.3 5) "Fix heels only" Member end fixity model was used in WEBS 4 X 2 SYP No.3 the analysis and design of this truss. OTHERS 4 X 2 SYP No.3 6) Recommend 2x6 stongbacks, on edge, spaced at BRACING 10-0-0 oc and fastened to each truss with 3-10d (0.131" TOP CHORD X 3") nails. Strongbacks to be attached to walls at their Structural wood sheathing directly applied or 6-0-0 oc outer ends or restrained by other means. purlins, except end verticals. 7) NOTE: Refer to attach Trvssway Notes, Appendices BOT CHORD and T-1 sheet for more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. L = 55/0-1-8 6-0-0 LOAD CASE(S) G = 3/0-1-8 6-0-0 Standard K = 172/0-1-8 6-0-0 J = 166/0-1-8 6-0-0 1 = 172/0-1-8 6-0-0 H = 137/0-1-8 6-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD L-M = -50/0 A-M = -50/0 G-N = -2/0 F-N = -2/0 A-B = -2/0 B-C = -1/0 C-D = -1/0 D-E = -0/0 / E-F= BO CHORDRD / K-L = 0/2 J-K = 0/2 K-L ' I-J = 0/1 H-1 = 0/1 G-H = 0/0 WEBS B-K = -157/0 C-J = -151/0 James K Meade, P.E. D-1 = -158/0 E-H = -125/0 B-J = -2/0 D-H = -1/0 Florida P.E. No.16015 9411 Alcorn Street Noyes (7 B) Houston, TX 77093 1) Attach ribbon block to truss with 3-10d nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely August 11,20 0 9 braced against lateral movement (i.e. diagonal web). WARNING - Verify design Pammeters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE EAU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design a based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 (713) 691 691 8900 IRLMSM 5900s�ay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Trussway, Orlando, FL 32824 OF if 1.5x3 II A LI FLOOR 1 1 Job Reference (optional) 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 Scale = 1:13.2 1.5x3 11 1.54 11 1.54 11 B 34 — C D 3x3 — E F L K J I H G 3x3 = 1.5x3 I I 3x3 = 1.5x3 I I 3x3 = 3x8 = r 1-4-0 2-8A { 4.OA 5-4.0 6-8-0 1-4.0 1-4-0 1-4-0 1-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 G n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 42 lb LUMBER TOP CHORD 4 X 2 SYP No.3 4) Gable studs spaced at 1-4-0 oc. BOT CHORD 4 X 2 SYP No.3 5) "Fix heels only" Member end fixity model was used in WEBS 4 X 2 SYP No.3 the analysis and design of this truss. OTHERS 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at BRACING 10-0-0 oc and fastened to each truss with 3-10d (0.131" TOP CHORD X 3") nails. Strongbacks to be attached to walls at their Structural wood sheathing directly applied or 6-0-0 oc outer ends or restrained by other means. purlins, except end verticals. 7) NOTE: Refer to attach Trussway Notes, Appendices BOT CHORD and T-1 sheet for more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. L = 5510-1-8 7-0-0 LOAD CASE(S) G 74/0 1-8 7-0-0 Standard K - 110/0-1-8 7-0-0 J = 170/0-1-8 7-0-0 1 = 159/0-1-8 7-0-0 H = 200/0-1-8 7-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD L-M = -51/0 A-M = -51/0 G-N = -68/0 F-N = -68/0 A-B = -2/0 B-C = -0/0 C-D = -0/0 D-E = -3/0 E-F = -3/0 BOT CHORD K-L = 0/2 J-K = 012 I-J = 0/0 H-1 = 0/0 G-H = 0/3 WEBS B-K = -156/0 C-J = -155/0 D-1 = -147/0 E-H = -186/0 B-J = -2/0 D-H = 0/4 NOTES (7-8) 1) Attach ribbon block to truss with 3-1Od nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). WARNING - Verify deeign p--tare and READ NOTES ON TNIS AND INCLUDED ADTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of components responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Cdteda, DSB-89 and BCS11 Buflding Component Safety tnfa matron available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. N 4 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, Engineering Department 9411 AI( St. Houston, TX 77093 (713) 691 6900 TKEPW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King Pc H1457595 FCK-F C08 FLOOR 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi rek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 W G" Scale = 1:15.0 1.5x3 11 1.5x3 I 1.5x3 11 1.54 11 A 3x3 = B C D 3x3 — E F 3x3 — G O P L T1 IT1T STI L N M L K J I H 3x3 = 3x3 = 1.54 I I 1.54 II 3x3 = 1.54 I I 3,6 = LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 H n/a n/a BCDL 5.0 Code FBC2007ITP12002 (Matrix) Weight: 50 lb LUMBER TOP CHORD 4 X 2 SYP No.3 3) Truss to be fully sheathed from one face or securely BOT CHORD 4 X 2 SYP No.3 braced against lateral movement (i.e. diagonal web). WEBS 4 X 2 SYP No.3 4) Gable studs spaced at 1-4-0 oc. OTHERS 4 X 2 SYP No.3 5) "Fix heels only" Member end fixity model was used in BRACING the analysis and design of this truss. TOP CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at Structural wood sheathing directly applied or 6-0-0 oc 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" purlins, except end verticals. X 3") nails. Strongbacks to be attached to walls at their BOT CHORD outer ends or restrained by other means. Rigid ceiling directly applied or 1 G-0-0 oc bracing. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates acceptance N = 69/0-1-8 8-0-0 of professional engineering responsibility solely for the H = 6210-1-8 8-0-0 truss component design shown. K = 160/0-1-8 8-0-0 LOAD CASE(S) L = 16610-1-8 8-0-0 Standard M = 159/0-1-8 8-0-0 J = 172/0-1-8 8-0-0 1 = 166/0-1-8 8-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-O = -65/0 A-0 = -6510 H-P = -50/0 G-P = -50/0 A-B = -13/0 B-C = -13/0 C-D = -D-E = -/0 E-F = -7/0 7/0 F-G = -22/0 / /1 BOTCHORD / M-N = 013 L-M = 0/13 G/ l K-L = 0113 J-K = 0/13 I-J = 0/7 H-I = OR WEBS D-K = -147/0 C-L = -153/0 James K Meade, P.E. B-M = -159/0 E-J = -152/0 Florida P.E. No. 16015 F-I = -152/0 D-J = -9/0 9411 Alcorn Street A-M = 0/18 F-H = -9/0 Houston, TX 77093 NOTES (7-8) 1) Attach ribbon block to truss with 3-1 Old nails applied to flat face. 2) Gable requires continuous bottom chord bearing. August 11,20 0 WARNING - Verify design parameters and READ NOTES ON TITS AND LVCLUDED MTTEE REFERENCE PAGE MR-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mirek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Houston, TX 7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown isfor late(713) 691 6900 IRLSSM ral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 6850 Tru691 690Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl- 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSl1 Bunding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King Pc H1457596 FCK-F C09 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 D" Scale = 1:16.7 1.5x3 I I 1.54 11 1.54 I I 1.54 11 1.54 I I A B 3x3 C D3X3 E F 3x3 = G H Q R L T T T T T T L ago P O N M L K J I 3x3 = 1.5x3 I I 1-d-0 3x3 = 1.54 I I 3x3 = 1.54 I I 4D-D Soo &&D 3x3 = 3x3 = Et-0.0 r F ulo I 14-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) n/a ri 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horc(TL) 0.00 1 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 55 lb LUMBER TOP CHORD 4 X 2 SYP No.3 WEBS BOT CHORD 4 X 2 SYP No.3 B-0 = -157/0 C-N = -153/0 WEBS 4 X 2 SYP No.3 D-M = -154/0 E-L = -152/0 OTHERS 4 X 2 SYP No.3 F-K = -158/0 G-J = -137/0 BRACING B-N = -2/0 D-L = 0/1 TOP CHORD F-J = 0/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. NOTES (7-8) BOT CHORD 1) Attach ribbon block to truss with 3-10d nails applied to Rigid ceiling directly applied or 10-0-0 oc bracing. flat face. 2) Gable requires continuous bottom chord bearing. REACTIONS (lb/size) 3) Truss to be fully sheathed from one face or securely P = 55/0-1-8 9-0-0 braced against lateral movement (i.e. diagonal web). 1 = 33/0-1-8 9-0-0 4) Gable studs spaced at 1-4-0 oc. 0 = 171/0-1-8 9-0-0 5) "Fix heels only" Member end fixity model was used in N = 167/0-1-8 9-0-0 the analysis and design of this truss. M = 168/0-1-8 9-0-0 6) Recommend 2x6 strongbacks, on edge, spaced at L = 165/0-1-8 9-0-0 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" K = 171/0-1-8 9-0-0 X 3") nails. Strongbacks to be attached to walls at their J = 149/0-1-8 9-0-0 outer ends or restrained by other means. 7) NOTE: Refer to attach Trussway Notes, Appendices FORCES (lb) - Maximum Compression/Maximum Tension and T-1 sheet for more information. TOP CHORD 8) NOTE: The seal on this drawing indicates acceptance P-Q = -51/0 A-Q = -50/0 of professional engineering responsibility solely for the I-R = -30/0 H-R = -30/0 truss component design shown. A-B = -2/0 B-C = -1/0 C-D = -1/0 D-E = -1/0 LOADCASE(S) E-F = -1/0 F-G = -1/0 Standard G-H = -1/0 BOT CHORD O-P = 0/2 N-0 = 0/2 M-N = 0/1 L-M = 0/1 James K Meade, P.E. K-L = 0/1 J-K = 0/1 I-J = 0/1 Florida P.E. No.16015 WEBS 9411 Alcorn Street B-0 = -157/0 C-N = -153/0 Houston, TX 77093 D-M = -154/0 E-L = -152/0 F-K = -158/0 G-J = -137/0 B-N = -2/0 D-L = 0/1 F-J = 0/0 August 11120 WARNIIIra - Verify design parameters and READ NOTES aN Tms AND INCLUDED MITER REFERENCE PADS MII--7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. 9411 ton, T St. Applicability of design meters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69is 00 PP d1' 9 Para P< Pe orP Po Insure 9 9 r9 9 8850 891 sway '� for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of The 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TFI1 Quality Criteria, DSB-89 and BCSIT Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King Pc H1457597 FCK-F C10 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 0" Scale = 1:18.4 1.5x3 II 1.5x3 II 1.5x3 II 1.54 II 1.54 II 1.54 II A B 3x3 = C D 3x3 = E F3X3 G H I S T L it 44 L R Q P O N M L K J 3x3 = 1.5x3 11 3x3 = 1-0-0 2-8-0 1.5x3 11 3x3 = 1.5x3 11 3x3 = 4-0-D 5-4-0 68-0 8-0.0 1.5x3 11 3x3 = 9-4-D r I F I I �10.0.n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 J n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 60 lb LUMBER TOP CHORD 4 X 2 SYP No.3 WEBS BOT CHORD 4 X 2 SYP No.3 G-L = -159/0 H-K = -125/0 WEBS 4 X 2 SYP No.3 B-P = -3/0 D-N = -0/0 OTHERS 4 X 2 SYP No.3 F-L = 0/0 BRACING TOP CHORD NOTES (7-8) Structural wood sheathing directly applied or 6-0-0 oc 1) Attach ribbon block to truss with 3-10d nails applied to purlins, except end verticals. flat face. BOT CHORD 2) Gable requires continuous bottom chord bearing. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3) Truss to be fully sheathed from one face or securely 6-0-0 oc bracing: M-N,L-M. braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. REACTIONS (lb/size) 5) "Fix heels only" Member end fixity model was used in R = 55/0-1-8 10-0-0 the analysis and design of this truss. J = 3/0-1-8 10-0-0 6) Recommend 2x6 strongbacks, on edge, spaced at Q = 171/0-1-8 10-0-0 10-0-0 oc and fastened to each truss with 3-10d (0.131" P = 168/0-1-8 10-0-0 X 3") nails. Strongbacks to be attached to walls at their O = 16610-1-8 10-0-0 outer ends or restrained by other means. N = 167/0-1-8 10-0-0 7) NOTE: Refer to attach Trussway Notes, Appendices M = 165/0-1-8 10-0-0 and T-1 sheet for more information. L = 173/0-1-8 10-0-0 8) NOTE: The seal on this drawing indicates acceptance K = 136/0-1-8 10-0-0 of professional engineering responsibility solely for the truss component design shown. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD = -50/0 R-S = -2/0 LOAD CASE(S) Standard I-T J-T = -2/0 I-T = -2/0 A-B = -2/0 B-C = -0/0 C-D = -0/0 D-E = 0/0 E-F = 0/0 F-G = -0/0 G-H = -0/0 H-1 = -0/0 BOT CHORD James K Meade, P.E. Q-R = 0/2 P-Q = 0/2 O-P = 0/0 N-0 = 010 Florida P.E. No.16015 M-N = -0/0 L-M = -0/0 9411 Alcorn Street K-L = 0/0 J-K = 0/0 Houston, TX 77093 WEBS B-Q = -156/0 C-P = -153/0 D-0 = -153/0 E-N = -154/0 F-M = -152/0 August 11120 0 T T T T T T AkWARND9G - 9'eri fg design parametare and READ N07ES ON TWe AND INCLf7DED MITRE REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcorn 8t. Allillb- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 dcmh Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, Wl 53719. Job Truss Truss Type Qty Ply Fort King Pc H1457598 FCK-F C18 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 A1.5x3 I I B 1.54 I I Scale = 1:11,4 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 17.5 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) - D = 8110-1-8 1-8-0 C = 81/0-1-8 1-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD D-E = -75/0 A-E = -74/0 C-F = -75/0 B-F = -74/0 A-B = -11/0 BOTCHORD C-D = 0/11 NOTES (7-8) 1) Attach ribbon block to truss with 3-1 Od nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. D C 2x3 = 2x3 = CSI DEFL in (loc) Udefl L/d PLATES GRIP TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.02 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) Weight: 12 lb LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 C Y WARNING - ve vy deargn pa an-tera and READ NOTES oN ims AND INCLEwzD wTER REFERENCE PAGE NU 7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on u 9411 Alcorn St. g N g N upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSM11 Quaflty Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Solely Information available from Truss Plate institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King Pc H1457599 FCK-F C28 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 A 1.5x3 I I B 1.50 I I C1.5x3 I I Scale = 1:11.4 G H 1 O L7 L1 °D F E D LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 17.5 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2007frP12002 LUMBER TOP CHORD 4 X 2 SYP No.3 BOT CHORD 4 X 2 SYP No.3 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 66/0-1-8 2-8-0 D = 66/0-1-8 2-8-0 E = 156/0-1-8 2-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G = -59/0 A-G = -59/0 D-H = -59/0 C-H = -59/0 A-B = -8/0 B-C = -8/0 BOTCHORD E-F = 0/8 D-E = 0/8 WEBS B-E = -146/0 NOTES (7-8) 1) Attach ribbon block to truss with 3-10d nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2x3 = 1.5x3 II 24 = CSI DEFL in (loc) I/defl Ud TC 0.13 Vert(LL) n/a n/a 999 BC 0.02 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 D n/a n/a (Matrix) 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 18 lb //'11\- - James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 C WARNING - V-VV design Parameter. and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE BDF7473 BEFORE USE. Engineering Department . Design valid for use only with MRek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 79411 Alcorn St7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPII Qualtty Criteria, DSB-89 and BCSII Building Component (407) 857 2777 NO Salety Informa8on ovoiloble from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Dry Ply Fort King Pc H1457600 FCK-F CS45 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 2X3 = .A 1.54 II B 1.54 II C D 1.5x3 II E 1.Sx3 11 Scale= 1:10.2 K L 1 T1 L1 T2 T3 L2 J I H G F 2x3 = 2x3 = 1.54 11 1.54 II alaa 2-2 a a a a 2x3 = awe r F LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horc(TL) 0.00 F n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 27 lb LUMBER 6) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 4 X 2 SYP No.3 10-0-0 oc and fastened to each truss with 3-10d (0.131" BOT CHORD 4 X 2 SYP No.3 X 3") nails. Strongbacks to be attached to walls at their WEBS 4 X 2 SYP No.3 outer ends or restrained by other means. OTHERS 4 X 2 SYP No.3 BRACING 7) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 4-4-8 oc St St 8) NOTE: The seal on this drawing indicates acceptance r except end verticals. of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard J = 22/0-1-8 4-4-8 F = 22/0-1-8 4-4-8 H = 178/0-1-8 4-4-8 1 = 140/0-1-8 4-4-8 G = 140/0-1-8 4-4-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD J-K = -2010 A-K = -20/0 F-L = -20/0 E-L = -20/0 A-B = -2/0 B-C = -3/1 C-D = -2/1 D-E _ -1/0 BOTCHORD I-J = 0/1 H-1 = 0/1 G-H = 0/1 F-G = 0/1 A wEes— C-H = -164/0 B-1 = -128/0 D-G = -128/0 C-1 = -0/0 NOTES (7-8) James K Meade, P.E. 1) Attach ribbon block to truss with 3-10d nails applied to flatface. Florida P.E. No.16015 2) Gable requires continuous bottom chord bearing. 9411 Alcorn Street 3) Truss to be fully sheathed from one face or securely Houston, TX 77093 braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. August 11120 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED BOTEE REPERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 ton,AlcT St. Applicability of design parameters and proper incorporation of component Houston, 6977093 pp H g pa pr pe rp parent is acing t ibnsu of building designer- not truss designer. Bracing shown 88 3) 89} 8900 '''� is for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction B the responsibility of the 6850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ARSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. k 0 Job Truss Truss Type Qty Ply Fort King Pc �F01 H1457601 FCK-F FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:34 2010 Page 1 0.1.8 2-6-0 H ' i 1-&3.0 0 1-3-0 1-3-0 1- r� 'riT-� 8 Scale=1:22.7 1.5x3 I 3x4 = 1.5x3 II 1.5x3 I I 3x3 = 3x4 = 1.54 II A B C D E F G N ELI 84 1XI108 K J 3x3 = I 3x6 = 3x4 = 3x3 = 13-6-0 3,6 = Plate LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) II Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.10 I-J >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.18 K-L >906 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 73 lb LUMBER TOP CHORD 4 X 2 SYP No.2 4) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 4 X 2 SYP No.2 10-0-0 oc and fastened to each truss with 3-10d (0.131" WEBS 4 X 2 SYP No.3 X 3") nails. Strongbacks to be attached to walls at their BRACING outer ends or restrained by other means. TOP CHORD 5) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied or 6-0-0 oc and T-1 sheet for more information. purlins, except end verticals. 6) NOTE: The seal on this drawing indicates acceptance BOT CHORD of professional engineering responsibility solely for the Rigid ceiling directly applied or 10-0-0 oc bracing. truss component design shown. REACTIONS (lb/size) LOAD CASE(S) L = 821/0-1-8 0-3-8 Standard H = 82110-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD L-M = -118/0 A-M = -118/0 H-N = -118/0 G-N = -118/0 A-B = -5/0 B-C =-1754/0 C-D =-1754/0 D-E =-1754/0 E-F =-1461/0 F-G = -5/0 BOT CHORD K-L = 0/1168 J-K = 0/1754 I-J = 0/1706 H-1 = 0/1176 WEBS F-H = -58/0 B-L = -389/0 LG F-I = 0/4l453 E-I = -389/0 / B-K = 01720 E-J =-115/308 Q` G C-K = -280/0 D-J = -192/8 NOTES (5-6) 1) Unbalanced floor live loads have been considered for James K Meade, P.E. this design. Florida P.E. No. 16015 2) Attach ribbon block to truss with 3-10d nails applied to 9411 Alcorn Street flat face. Houston, TX 77093 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. August 11,20 WARNWO - 9erVj design parameters and READ NOTES ON TffiS AND INCLUDED MITER REFERENCE PAGE MR--7473 BEFORE USE. Design valid for use only with MTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Engineering Department 9411 All at. Houston, TX 77093 (713) 691 6900TRLMRW 8850 Tmssway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type City Ply Fort King Pc H1457602 FCK-F F02 FLOOR 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:34 2010 Page 1 0.1-8 H 1 1-3-0� a^ 018 S. = 1:41.3 3x4 = 3x5 FP = 1.5x3 I I 5x5 = 44 = 3x6 FP = 3x3 = 3x3 = 34 = 34 = 3x4 = 44 = 5x5 = 1.54 I I A B C D E F G H I J K L M N AC AD o ob B 1 ab 50 AB AA Z Y X W V U T S R O P 0 47 = 3x10 li FP = 3x4 = 3x3 = 1.54 I 3x3 = 3x4 = 4x4 = 5x5 = 4x7 = 5x5 = 4x4 = 1.54 I I 24.2-B 3x10 MT20H FP = 1 Plate Y •0 - d A :0- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.42 U-V >690 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.77 Ll >374 240 MT20H 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.14 0 n/a n/a BCDL 5.0 Code FBC20071TP12002 (Matrix) Weight: 134 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 `Except* C-Y = 0/1112 J-R =-108210 B2: 4 X 2 SYP SS E-Y =-1082/0 J-S = 0/721 WEBS 4 X 2 SYP No.3 E-X = Of721 I-S = -688/0 BRACING F-X = -68810 I-T = -4/473 TOP CHORD F-W = -4/473 H-T =-567/143 Structural wood sheathing directly applied or 4-0-12 oc G-W =-567/143 G-V =-2271245 purlins, except end verticals. H-U =-227/245 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7-8) 1) Unbalanced floor live loads have been considered for REACTIONS (lb/size) this design. 0 = 1490/0-1-8 0-3-8 2) All plates are MT20 plates unless otherwise indicated. AB = 1490/0-1-8 0-3-8 3) Attach ribbon block to truss with 3-1 Od nails applied to flat face. FORCES (lb) - Maximum Compression/Maximum Tension 4) Bearing at joint(s) 0, AB considers parallel to grain TOP CHORD value using ANSI/TPI 1 angle to grain formula. Building AB -AC = -43/0 A -AC = -43/0 designer should verify capacity of bearing surface. O-AD = -43/0 WAD = -43/0 5) "Fix heels only" Member end fixity model was used in A-B = -2/0 B-C =-224610 the analysis and design of this truss. C-D =-3887/0 D-E =-388710 6) Recommend 2x6 strongbacks, on edge, spaced at E-F =-5023/0 F-G =-564210 10-0-0 oc and fastened to each truss with 3-10d (0.131" G-H =-581910 H-1 =-5642/0 X 3") nails. Strongbacks to be attached to walls at their I-J =-5023/0 J-K =-3887/0 outer ends or restrained by other means. K-L =-3887/0 L-M =-2246/0 7) NOTE: Refer to attach Notes, Appendices M-N = -2/0 in and T-1 sheet for more information. BOT CHORD 8) NOTE: The seal on this drawing indicates acceptance AA -AB = 0/1282 Z-AA = 0/3187 of professional engineering responsibility solely for the Y-Z = 0/3187 X-Y = 0/4569 truss component design shown. W-X = 0/5456 V-W = 015819 U-V = 0/5819 T-U = 0/5819 LOAD CASE(S) S-T = 0/5456 R-S = 0/4569 Standard James K Meade, P.E. Q-R = 0/3187 P-Q = 0/3187 Florida P.E. No.16015 O-P = 0/1282 9411 Alcorn Street WEBS Houston, TX 77093 M-0 =-1923/0 B-AB =-1923/0 M-P = 0/1531 B-AA = 0/1531 L-P =-1494/0 C-AA =-1494/0 L-R = 0/1112 August 11120 g WARMNG - V— V design parameters and READ NOTES ON THIS AND XCLUDED AUTER PEFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 19001111111 Design valid for use only with Walk connectors. This design is based on upon Houston, on, T St g y g N po parameters shown, and is for an individual building component. Houston, Alcorn 77093 Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Oncfno Drive, Madison, WI 53719. 1 Job Truss Truss Type Qty Ply Fort King Pc H1457603 FCK-F F03 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:34 2010 Page 1 0-1-8 Hf-1-3-0-I —I a'Sca le = 1:47.0 4x4 = 3x6 FP = 1.5x3 15x6 = 45 = 3x6 FP = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 3x4 = 44 = 4x5 = 5x6 = 1.5x3 11 B C D E F G H I J K L M N O P GA AH Ib B 1 b T d AF AE AD AC AB AA Z Y X W V U T S R Q 4x6 = 5x6 = 3x10 MT20H FP = 3x7 = 3x6 15x6 I I 3x6 I 3x6 11 3x7 = 44 = 45 = Sx6 = 46 = 1.5x3 SP = 4x4 = 3x10 MT20H FP = 45 = 1.5x3 SP = z7-aa F Plate1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.57 Y >566 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.99 Vert(TL) -1.05 Y-Z >307 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.16 Q n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 163 lb LUMBER TOP CHORD 4 X 2 SYP No.2 "Except* WEBS T2: 4 X 2 SYP No.1 B-AF =-2159/0 O-R = 0/1757 BOT CHORD 4 X 2 SYP No.1 'Except* B-AE = 0/1757 N-R =-1730/0 B3: 4 X 2 SYP No.2, B2: 4 X 2 SYP DSS C-AE =-1730/0 N-S = 0/1348 WEBS 4 X 2 SYP No.3 C-AD = 0/1349 M-S =-1276/0 BRACING D-AD =-1275/0 M-U = 0/912 TOP CHORD D-AB = 0/911 K-U =-1106/0 Structural wood sheathing directly applied or 3-7-9 oc F-AB =-1107/0 K-W = 0/737 purlins, except end verticals. F-Z = 07740 J-W = -564/0 BOT CHORD G-Z = -558/0 J-X = 01259 Rigid ceiling directly applied or 2-2-0 oc bracing. G-Y = 0/242 H-Y = -119/0 I-X = -125/0 I-Y = -18/0 REACTIONS (lb/size) AF = 1667/0-1-8 0-3-8 NOTES (5-6) Q = 1667/0-1-8 0-3-8 1) All plates are MT20 plates unless otherwise indicated. 2) Attach ribbon block to truss with 3-10d nails applied to FORCES (lb) - Maximum Compression/Maximum Tension flat face. TOP CHORD 3) "Fix heels only" Member end fixity model was used in AF-AG = -43/0 A -AG = -43/0 the analysis and design of this truss. Q-AH = -43/0 P-AH = -43/0 4) Recommend 2x6 strongbacks, on edge, spaced at A-B = -2/0 B-C =-2545/0 10-0-0 oc and fastened to each truss with 3-10d (0.131" C-D =-4484/0 D-E =-5861/0 X 3") nails. Strongbacks to be attached to walls at their E-F =-5861/0 F-G =-7036/0 outer ends or restrained by other means. G-H =-755710 H-1 =-7557/0 5) NOTE: Refer to attach Trussway Notes, Appendices I-J =-7570/0 J-K =-7034/0 and T-1 sheet for more information. / K-L =-5861/0 L-M =-5861/0 6) NOTE: The seal on this drawing indicates acceptance �1 M-N =-4484/0 N-O =-2545/0 O-P = -2/0 of professional engineering responsibility solely for the truss component design shown. 1/ \ BOT CHORD AE-AF = 0/1439 AD-AE = 0/3635 LOAD CASE(S) AC -AD= 0/5287 AB -AC= 0/5287 Standard AA -AB = 0/6558 Z-AA = 0/6558 James K Meade P.E. r Y-Z = on396 x-Y = 077570 Florida P.E. No. 16015 W-X = 0/7398 V-W = 0/6558 9411 Alcorn Street u-V = 0/6558 T-u = 0/5287 Houston, TX 77093 S-T = 0/5287 R-S = 013635 Q-R = 0/1439 WEBS O-Q =-2159/0 August 11120 ( WARNING - V A deatgn pannmeters and READ N07ES ON THIS AND INCLUDED M(TES' REFERENCE PAGE JW 7473 BEFORE USE. Engineering Department Design valid for use onlywith M7ek connectors. This design is based on u Houston, on, T 7 g N port parameters shown, and is for an individual binding component. Houston, Alcorn t. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 591 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCS11 Building Component (407) 857 2777 Safety Information avoilable from Truss Plate Institute, 583 D'Onofno Ddve, Madison, WI 53719. Job s Truss Type Qty Ply Fort King Pc TF01' H1457604 FCK-F FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:35 2010 Page 1 0.1-8 H 1 1-3-0 1 f i apre Sae = 1:43.4 4x4 = 1.5X3 11 3x8 FP = 1.5x3 II 5x5 = 45 = 3x6 FP = 3x5 = 1.54 II 313 = 3x3 = 4x4 = 4x5 = 5x5 = 1.54 II A B C D E F G 1 J K L M Tj N O C AD B o 1 m o f 10ir T AB AA zY X W V u T SR Q P 4x6 = 5x5 = 3x10 MT20H FP = 44 = 3x4 = 3x3 = 3x3 = 4x4 = 4x5 = 5x5 = 4x8 = 45 = 300 MT20H FP = 211. 1 Plate Offsets (X.Y), P' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.51 V >590 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.95 U-V >320 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.17 P n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 139 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 *Except* E-Y =-1185/0 K-T = 0/817 132: 4 X 2 SYP SS E-X = 0/822 J-T = -788/0 WEBS 4 X 2 SYP No.3 F-X = -781/0 J-U = 01457 BRACING F-W = 0/906 I-U = -472/0 TOP CHORD I-V =-3711482 G-W = -300/0 Structural wood sheathing directly applied or 2-2-0 oc H-V =-226/140 purlins, except end verticals. BOT CHORD NOTES (6-7) Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbalanced floor live loads have been considered for this design. REACTIONS (lb/size) 2) All plates are MT20 plates unless otherwise indicated. AB = 1568/0-1-8 0-3-8 3) Attach ribbon block to truss with 3-10d nails applied to P = 1568/0-1-8 0-3-8 flat face. 4) "Fix heels only" Member end fixity model was used in FORCES (lb) - Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 5) Recommend 2x6 strongbacks, on edge, spaced at AB -AC = -43/0 A -AC = -43/0 10-0-0 oc and fastened to each truss with 3-10d (0.131" P-AD = -43/0 O-AD = -43/0 X 3") nails. Strongbacks to be attached to walls at their A-B = -2/0 B-C =-2379/0 outer ends or restrained by other means. C-D =-4146/0 D-E =-4146/0 6) NOTE: Refer to attach Trussway Notes, Appendices E-F =-5410/0 F-G =-6414/0 and T-1 sheet for more information. G-H =-6414/0 H-1 =-6414/0 7) NOTE: The seal on this drawing indicates acceptance I-J =-6160/0 J-K =-5407/0 of professional engineering responsibility solely for the K-L =-/0 L-M =-4147/0 truss component design shown. M-N =-23792379/0 N-O = -2/0 BOT CHORD LOAD CASE(S) � AA -AB = 0/1352 Z-AA = 0/3383 Standard Y-Z = 013383 X-Y = 0/4892 W-X = 0/5902 V-W = 0/6414 U-V = 0/6392 T-U = 0/5903 S-T = 0/4892 R-S = 0/3383 James K Meade, P.E. Q-R = 0/3383 P-Q = 0/1352 Florida P.E. No.16015 WEBS 9411 Alcorn Street N-P =-2028/0 B-AB =-2028/0 Houston, TX 77093 N-Q = 0/1631 B-AA = 0/1632 M-Q =-1594/0 C-AA =-1594/0 M-S = 0/1213 C-Y = 0/1212 K-S =-1182/0 August 11120 WARNWO - Verify design panxmst— and READ NOTES ON THIS AND INCLUDED WT'ER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St Applicability of design parameters and proper incorporation of component is responsbility of building designer- not truss designer. Bracing shown Houston, TX 6977093 h for lateral support of individual web members on Additional temporary bracing to insure stability during construction a the responsibility 8850 Trussway u 8900 PPo N• P mY 9 TY 9 pga ding of the Orlando, do, Fl. 32 Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is The responsibility of the building designer. For general guidance regarding Oriantlo, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avoliabla from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Type Qty Ply Fort King Pc TF04sA H1457605 FCK-F FLOOR 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:35 2010 Page 1 0-1-8 H 2-6-o i 2-6-0 i' 1-1041 2261 DF4P Scale = 1:44.0 4x4 = 3x6 FP = 2x3 I1 1.5x3 I 4x7 = 3x6 FP = 3x7 = 1.5x3 11 1.5x3 11 - 3x4 = 3x3 = 4x4 = 4x6 = 26 11 5x7 I1 A B C D E F G H I J K L M N ¢I A B 0 1 � TT °b I 108'� �708 AA Z Y X W V u T S R Q P 47 = 4x6 = 3xl0 MT20H FP = 3x5 = 3x4 = 3x3 = 04 = 4,6 = 5x8 = 1.5x3 I I 1.5x3 SP = 3xl0 MT20H FP = 4x4 = 1.5x3 SP = Plate Offsets (X-Y), 10�0-3-O.Edoel. d d e 1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.55 U-V >540 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.96 Vert(TL) -1.03 U-V >290 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.02 0 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 136 lb LUMBER TOP CHORD 4 X 2 SYP No.2 "Except" WEBS T2: 4 X 2 SYP SS J-T = 0/969 D-Z =-1344/0 BOT CHORD 4 X 2 SYP No.2 "Except` I-T = -961/0 D-X = 0/972 62: 4 X 2 SYP SS I-U = 0/622 E-X = -976/0 WEBS 4 X 2 SYP No.3 H-U = -532/0 E-W = 0/1283 BRACING H-V =-361/659 F-W = 434/0 TOP CHORD G-V =-244/15 Structural wood sheathing directly applied or 4-8-2 oc purlins, except end verticals. NOTES (8-9) BOT CHORD 1) Unbalanced floor live loads have been considered for Rigid ceiling directly applied or 2-2-0 oc bracing. this design. 2) All plates are MT20 plates unless otherwise indicated. REACTIONS (lb/size) 3) Attach ribbon block to truss with 3-1 Od nails applied to AA = 1551/0-1-80-3-8 flatface. 0 = 1559/0-1-8 0-3-8 4) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) - Maximum Compression/Maximum Tension 5) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 10-0-0 oc and fastened to each truss with 3-10d (0.131" AA -AB = -12010 A -AB = -12010 X 3") nails. Strongbacks to be attached to walls at their O-P = 0/6 A-B = -5/0 outer ends or restrained by other means. B-C =-3296/0 C-D =-3296/0 6) Gap between inside of top chord bearing and first D-E =-4754/0 E-F =-6218/0 diagonal or vertical web shall not exceed 0.500in. F-G =-6218/0 G-H =-6218/0 7) CAUTION, Do not erect truss backwards. H-I =-5792/0 1-1 =-4796/0 8) NOTE: Refer to attach Trussway Notes, Appendices J-K =-3325/0 K-L =-3325/0 and T-1 sheet for more information. L-M =-1348/0 M-N =-1324/0 9) NOTE: The seal on this drawing indicates acceptance N-0 =-1348/0 of professional engineering responsibility solely for the BOT CHORD truss component design shown. Z-AA = 0/2412 Y-Z = 0/4142 X-Y = 0/4142 W-X = 0/5369 LOAD CASE(S) V-W = 0/6218 U-V = 0/6127 Standard T-U = 0/5401 S-T = 0/4185 James K Meade, P.E. R-S = 0/4185 Q-R = 0/2440 Florida P.E. No.16015 P-Q = 0/0 9411 Alcorn Street WEBS Houston, TX 77093 N-Q = -147/0 O-Q = 011980 L-Q =-1685/0 B-AA =-2792/0 L-R = 0/1405 J-R =-1366/0 B-Z = 0/1402 August 11120 A WARNING - VeHh design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an Individual building component. 9411 Alcorn St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (713) 6915900 TRLSSW 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Infomraiton available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53779. Job Truss Truss Type Qty Ply Fort King Pc H1457606 FCK-F F05 FLOOR 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:36 2010 Page 1 0.1-8 H 0 2-6.0 °" scale = 1:52.9 3x3 = 1.54 It 3x6 FP = 1.54 II 5x5 = 4x4 = 3x6 FP = 34 = 3x3 =1.5x3 II 3x6 = 44 = 46 = 5x6 = 3x3 II 3x4 = 44 =1.5x3 II A B C D E F G H I J K L M N O R �Al B NZN 1 AJ Ilb 82 "'108 T AH AG AF AE AD AC AB AA Z Y X W V U T S 4x6 = 5x5 = 3x10 MT20H FP = 34 = 3x3 = 3x5 = 4x4 = 4x6 = Sx6 = 48 = 1.5x3 11 46 = 1.5x3 SP = 3x3 = 3x6 FP = 1.54 I 4x4 = * NOTE: DO NOT TURN 253-12 END FOR END 30.11-8 I ,� P -8 e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL)-0.43AB-AC >698 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.95 Vert(TL)-0.79AB-AC >381 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.12 V n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 171 lb LUMBER 8) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 4 X 2 SYP No.2 "Except" BOT CHORD and T-1 sheet for more information. T3: 4 X 2 SYP SS AD-AE = 0/4314 AC -AD= 0/5100 9) NOTE: The seal on this drawing indicates acceptance BOT CHORD 4 X 2 SYP No.2 "Except" AB -AC = 015360 AA -AB = 0/5212 of professional engineering responsibility solely for the B3: 4 X 2 SYP No.1, 82: 4 X 2 SYP SS Z-AA = 0/4429 Y-Z = 0/3200 truss component design shown. WEBS 4 X 2 SYP No.3 X-Y = 0/1470 W-X = 0/1470 BRACING V-W = -976/0 U-V = -821/0 LOADCASE(S) TOP CHORD T-U = -821/0 S-T = -821/0 Standard Structural wood sheathing directly applied or 4-5-7 oc WEBS purlins, except end verticals. O-V =-174/34 B-AH =-1841/0 BOT CHORD N-V =-2297/0 B-AG = 0/1451 Rigid ceiling directly applied or 2-2-0 oc bracing. N-W = 0/1839 C-AG =-1415/0 L-W =-1781/0 C-AF = 0/1034 REACTIONS (lb/size) L-Y = 0/1402 D-AF =-1001/0 AH = 1419/0-1-8 0-3-8 K-Y =-1374/0 D-AD = 01635 V = 2754/0-1-8 0-3-8 K-Z = 0/1003 F-AD = -613/0 S =-349/0-1-8 0-3-8 J-Z = -98010 F-AC = 0/320 Max Uplift J-AA = 0/1137 G-AC =-310/75 S =-525(LC 2) G-AB =-562/265 H-AB =-125/229 Max Grav I -AA = -368/0 P-V =-2047/0 AH = 1429(LC 7) P-U = 0/395 Q-S = 011216 V = 2754(LC 1) Q-T = -439/0 S = 51(LC 3) NOTES (8-9) FORCES (lb) - Maximum Compression/Maximum Tension 1) Unbalanced floor live loads have been considered for TOP CHORD this design. = -246/ A -AI = -246/ 2) All plates are MT20 plates unless otherwise indicated. S-AJ S-AJ = -246l0 R-AJ = -246/0 3) Attach ribbon block to truss with 3-10d nails applied to A-B = -2/0 B-C =-2141/0 flatface. � C-D =-3684/0 D-E =-4714/0 4) Provide mechanical connection (by others) of truss to E-F =-4714/0 F-G =-5252/0 bearing plate capable of withstanding 525 lb uplift at joint G-H =-5212/0 H-1 =-5212/0 S. 1-J =-5212/0 J-K =-3822/0 5) "Fix heels only" Member end fixity model was used in James K Meade P.E. r K-L =-2343/0 L-M =-361/117 the analysis and design of this truss. Florida P.E. No. 16015 M-N =-361/117 N-O = 0/2495 6) Recommend 2x6 strongbacks, on edge, spaced at 9411 Alcorn Street O-P = 0/2496 P-Q = 01821 10-0-0 oc and fastened to each truss with 3-10d (0.131" Houston, TX 77093 Q-R = -10/0 X 3") nails. Strongbacks to be attached to walls at their BOT CHORD outer ends or restrained by other means. AG-AH = 0/1227 AF-AG = 0/3033 7) CAUTION, Do not erect truss backwards. AE-AF = 014314 August 11120 ® WARMN6 - Verify design parameters and READ NOTES ON TNTS AND INCLUDED WTEB REP'LRENCE PAGE BU 7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. you t Alcorn St. Applicability of design parameters and proper incorporation of component Houston, 6977093 pp lty g p p p rp portent is responsibility of building designer designer. Bracing shown 8850 8g1 8900 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Addtional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Orlando, FL 32824 qLmmmmw fabrication, qualify control, storage. delivery, erection and bracing, consult ANSI/TPn Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5113 D'Onofno Drive, Madison, WI 53719. fl Job Truss Truss Type Qty Ply Fort King Pc H1457607 FCK-F F06 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7'ek Industries, Inc. Tue Aug 1013:55:36 2010 Page 1 0-1-8 H 1� 2_6 °� � 0 ; I z� 0 — 1�211 z �D 22 P(8 Scale = 1:50.0 3x6 FP = 1.5x3 11 3x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 4x5 = 3x3 I I 3x4 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 1.5x3 11 A B C E F G H I J L M N 0 ACB1 B Z�q I� � AA Z Y X W V U T S R Q P 3x6 = 3x4 = 3x3 = 1.5x3 II 3x3 = 4x4 = 3x8 = 3x3 = 3x3 = 3x3 = 3,15 = 34 FP = * NOTE: DO NOT TURN 16.7-4 END FOR END 29-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.13 Y-Z >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.23 P-Q >681 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 P n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 157 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 J-S = 0/664 K-S = -658/0 WEBS 4 X 2 SYP No.3 K-R = 0/571 L-R = -316/0 BRACING N-P =-111610 N-0 =-77/403 TOP CHORD M-Q =-179141 B-AA =-1115/0 Structural wood sheathing directly applied or 6-0-0 oc B-Z = DR65 C-Z = -709/0 purlins, except end verticals. C-Y = 0/443 D-Y = -220/0 BOT CHORD H-T =-1916/0 F-V = -835/0 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: F-W = 0/480 E-W = -595/0 6-0-0 oc bracing: T-V,S-T,R-S. E-X =-33/188 I-T = -316/0 H-V = 0/878 REACTIONS (lb/size) T = 2138/0-1-8 0-3-8 NOTES (6-7) P = 625/0-1-8 0-3-8 1) Unbalanced floor live loads have been considered for AA = 852/0-1-8 0-3-8 this design. Max Grav 2) Attach ribbon block to truss with 3-10d nails applied to T = 2138(LC 1) flatface. P = 703(LC 3) 3) "Fix heels only" Member end fixity model was used in AA = 884(LC 2) the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) - Maximum Compression/Maximum Tension 10-0-0 oc and fastened to each truss with 3-10d (0.131" TOP CHORD X 3") nails. Strongbacks to be attached to walls at their AA -AB = -48/0 A -AB = -4810 outer ends or restrained by other means. P-AC = -113/0 O-AC = -113/0 5) CAUTION, Do not erect truss backwards. A-B = -2/0 B-C =-1225/0 C-D =-205210 D-E =-2052/0 E-F =-1773/0 F-G =-1010/0 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance G-H =-1010/0 H-1 = 0/1539 of professional engineering responsibility solely for the I-J = 0/1539 J-K =-809/318 truss component design shown. 4v K-L =-1312/0 L-M =-1312/0 M-N =-131210 N-0 = -5/0 LOAD CASE(S) BOT CHORD Standard Z-AA = 0R44 Y-Z = 011672 James K Meade, P.E. X-Y = 0/2052 wx = 0/2052 Florida P.E. No.16015 V-W = 0/1507 U-V =-194/488 9411 Alcorn Street T-U =-194/488 S-T =-534/461 Houston, TX 77093 R-S =-110/1139 Q-R = 0/1312 P-0 = 0/967 WEBS J-T =-1617/0 August 11,20 WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITES REFERENCE PAGE JIW-7473 BEFORE USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TP11 Quarriy Criteria, DSB-89 and BCS11 Building Component Safety Information available from Tens Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 891 69DO 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job T uas Truss Type Qty Ply Fort King Pc H1457608 FCK-F F06A FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:55:37 2010 Page 1 0-1-8 H H I �_"w P_" scale = 1:50.0 3x4 = 4x4 = 6x7 = 16 FP = 1.54 11 3x3 = 3x3 = 3x3 = 3x6 FP = 3x3 I I 4x4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 1.54 I I A B D E F G H I J K L M N Iq P Q AG AF AE AD AC AB AA Z Y X W V u T S R 3x6 = 3x3 = 3x3 = 3x5 FP = 4x4 = 6x7 = 5x4 = 4x4 = 3x3 = 3x3 = 3x3 = 4x4 = 34 = 3x4 = 3x3 11 3x6 FP = * NOTE: DO NOT TURN END FOR END LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.09 V >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.16 V-W >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 R n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 169lb LUMBER 9) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 4 X 2 SYP No.2 BOT CHORD and T-1 sheet for more information. BOT CHORD 4 X 2 SYP No.2 U-V = 0/2241 T-U = 0/2241 10) NOTE: The seal on this drawing indicates WEBS 4 X 2 SYP No.3 S-T = 0/1771 R-S = 0/780 acceptance of professional engineering responsibility BRACING WEBS solely for the truss component design shown. TOP CHORD H-AA = -97/0 I-Z = -94/0 Structural wood sheathing directly applied or 6-0-0 oc B-AG =-715/56 B-AF =-151/370 LOAD CASE(S) purlins, except end verticals. C-AF =-333/188 C-AE = -305/0 Standard BOT CHORD D-AE = 01334 D-AC = -659/0 Floor. Lumber Increase=1.00, Plate Increase=1.00 Rigid ceiling directly applied or 6-0-0 oc bracing. F-AC = 0/696 F-AB =-1081/0 1) Uniform Loads (pit) G-AB = 0/1090 G-AA =-1203/0 Vert: R-AG=-10, A-Q=-115 REACTIONS (lb/size) I -AA =-3581/0 P-R =-116910 Concentrated Loads (lb) AG = 417/0-1-8 0-3-8 P-S = 0/806 O-S = -769/0 Vert: 1=-2150(F) AA = 4459/0-2-4 0-3-8 O-T = 0/388 N-T = -357/0 R = 890/0-1-8 0-3-8 N-V = -55/0 L-V = 0/88 Max Uplift L-W = -457/0 K-W = 01490 AG = -19(LC 3) K-X = -860/0 J-X = 0/890 Max Grav J-Y =-1259/0 I-Y = 011197 AG = 586(LC 2) AA = 4459(LC 1) NOTES (9-10) R = 926(LC 3) 1) Unbalanced floor live loads have been considered for this design. FORCES (lb) - Maximum Compression/Maximum Tension 2) Attach ribbon block to truss with 3-10d nails applied to TOP CHORD flat face. AG-AH = -4110 A-AH = -4110 3) Provide mechanical connection (by others) of truss to R-AI = -42/0 Q-A] = -42/0 bearing plate capable of withstanding 19 lb uplift at joint A-B = - B-C = -/132 C-D =-89890/442 D-E _-562 4) "/932 4) "Fix heels only" Member end fixity model was used in E-F =-562/932 F-G = 0/1613 the analysis and design of this truss. G-H = 0/2673 H-1 = 0/2673 5) Recommend 2x6 strongbacks, on edge, spaced at I-J = 0/523 J-K =-1158/0 10-0-0 oc and fastened to each truss with 3-10d (0.131" K-L =-1950/0 L-M =-2235/0 X 3") nails. Strongbacks to be attached to walls at their M-N =-2235/0 N-O =-2016/0 outer ends or restrained by other means. O-P =-1287/0 P-Q = -2/0 6) CAUTION, Do not erect truss backwards. James K Meade, P.E. BOT CHORD 7) Hanger(s) or other connection device(s) shall be Florida RE. No. 16015 AF-AG =-37/478 AE-AF =-250/920 provided sufficient to support concentrated load(s) 2150 9411 Alcorn Street AD-AE =-652/840 AC -AD =-6521840 lb down at 13-1-8 on top chord. The design/selection of Houston, TX 77093 AB -AC =-1235/262 AA -AB =-208010 such connection device(s) is the responsibility of others. Z-AA =-1098/0 Y-Z =-1098/0 8) In the LOAD CASE(S) section, loads applied to the X-Y =-214/626 W-X = 0/1670 face of the truss are noted as front (F) or back (B). V-W = 012209 August 11120 WARNING - V— jg design P—ters and READ NOTES ON TAUS AND INCLUDED M1TEB REFERENCE PAGE Mu 7473 BEFORE USE. Engineering Department St Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 941 i on,AlcT 7 A licaUff of design parameters and proper into atian of component is res onsbli of building designer not truss designer. Bracing shown (713) 69 6 77g93 PP dY �9 Pa pr Pe r. A Po P M 9 9 9 9 8850 Tnu ay is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLESM erector. Additional permanent bracing of the overall structure is the responsibTity of The building designer. For general guidance regarding Orlando. FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Pc H1457609 FCK-F F07 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:37 2010 Page 1 0-1-8 H'1 2-6-0 1&12--I 0 1-3-0 i 1 0 112-12 I Srae=1:43.1 01.8 3x4 = 1.5x3 I I 3x3 = 1.5x3 11 1.5x3 I I 3x6 FP = 3x3 I I 3x4 = 3x3 = 1.5x3 I I 1.5x3 I I 3x3 = 1.54 I I A B C D E F G H I J K L M XALE tB 1 o a3 '" '108 V Ll T S R Q P 0 N 3x6 = 3x3 = 3x4 = 3x7 = 34 FP = 3x3 = 3x3 = 3x3 = 3x6 * NOTE:e DO NOT TURN 12-2-4 END FOR END 25.3.8 � Plate Offsets X Y : :0-1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.12 U-V >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.26 U-V >559 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 N n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 134 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 C-U = -166/3 D-T = -337/0 WEBS 4 X 2 SYP No.3 H-S =-147410 H-Q = 0/574 BRACING I-Q = -553/0 I-P = 01397 TOP CHORD J-P = -227/0 L-N =-1221/0 Structural wood sheathing directly applied or B-0-0 oc L-O = 0/527 K-0 = -221/0 purlins, except end verticals. BOT CHORD NOTES (6-7) Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1) Unbalanced floor live loads have been considered for 6-0-0 oc bracing: S-T. this design. 2) Attach ribbon block to truss with 3-10d nails applied to REACTIONS (lb/size) flat face. V = 647/0-1-8 0-3-8 3) "Fix heels only" Member end fixity model was used in S = 1758/0-1-8 0-3-8 the analysis and design of this truss. N = 71110-1-8 0-3-8 4) Recommend 2x6 srongbacks, on edge, spaced at Max Grav 10-0-0 oc and fastened to each truss with 3-10d (0.131" V = 686(LC 2) X 3") nails. Strongbacks to be attached to walls at their S = 1758(LC 1) outer ends or restrained by other means. N = 756(LC 4) 5) CAUTION, Do not erect truss backwards. 6) NOTE: Refer to attach Trussway Notes, Appendices FORCES (lb) - Maximum Compression/Maximum Tension and T-1 sheet for more information. TOP CHORD 7) NOTE: The seal on this drawing indicates acceptance V-W = -112/0 A-W = -112/0 of professional engineering responsibility solely for the N-X = -11510 M-X = -115/0 A-B = -B-C =-1245/0 truss component design shown. C-D =-121245/0 D-E = 0 LOAD CASE(S) / E-F =-1245/0 F-G = /919 0919 Standard G-H = 0/919 H-1 =-1125/0 G I-J =-1509/0 J-K =-1509/0 K-L =-1509/0 L-M = -5/0 BOTCHORD U-V = 0/939 T-U = 011245 James K Meade, P.E. S-T =-85/671 R-S = 0/815 Florida P.E. No.16015 Q-R = 01815 P-Q = 0/1409 9411 Alcorn Street O-P = 0/1509 N-0 = 0/1057 Houston, TX 77093 WEBS G-S = -319/0 B-V =-1084/0 F-S =-1337/0 B-U = 0/357 F-T = 0/794 August 11,20 I g WARNMG - Verify design parameters and READ NOTES ON rms AND MCLDDED ffilTEE REFERENCE PAGE AD7 7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT St. proper incorporation component is responsibility of building designer- not truss designer. Bracing shown Houston, 6977093 Applicability of design parameters and ro er cril oration of com 8850 ru 8900 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLISSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. Job Truss sType Qty Ply Fort King PcH1457610 [FLuOs FCK F F07A OR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:38 2010 Page 1 D-1-8 H 1 1-3-0— ( F&W orm 1� 28. e = 1:41.9 4x4 = 6x7 = 1.5x3 11 3x3 = 3x3 = 3x6 FP = 3x3 = 3x3 = 3x3 I I 3x3 = 3x3 = 3x6 FP = 3x3 = 3x3 = 1.5x3 I A B C D E F G H I J K L M N 0 AE JAID g o 1 m AC AB AA Z Y X W V IJ T S R 0 P 3x5 = 3x3 = 3x6 FP = 3x3 = 4x4 = 3x3 11 4x4 = 3x3 = 3x3 = 3x3 = 3x6 = 3x3 = Bx7 = 3x6 FP= * NOTE: DO NOT TURN END FOR END LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.04 S-T >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.06 S-T >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 HOrz(TL) 0.02 P n/a n/a BCDL 5.0 Code FBC2007frP12002 (Matrix) Weight: 144 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS Standard BOT CHORD 4 X 2 SYP No.2 I-V = -74/0 B-AC = -757/0 Vert: P-AC=-10, A-O=-115 WEBS 4 X 2 SYP No.3 B-AB = 0/410 C-AB =-373/36 Concentrated Loads (lb) BRACING C-Z = -152/0 E-Z = 0/182 Vert: l=-2150(F) TOP CHORD E-Y = -517/0 F-Y = 0/554 Structural wood sheathing directly applied or 6-0-0 oc F-X = -939/0 G-X = 0/949 purlins, except end verticals. G-W =-1088/0 I-W =-3239/0 BOT CHORD N-P = -876/0 N-Q = 0/524 Rigid ceiling directly applied or 6-0-0 oc bracing. M-Q = -488/0 M-S =-54/106 K-S = -75/84 K-T = -362/0 REACTIONS (lb/size) J-T = 0/392 J-U = -780/0 AC = 52710-1-8 0-3-8 I-U = 0/822 W = 4002/0-2-0 0-3-8 P = 649/0-1-8 0-3-8 NOTES (8-9) Max Grav 1) Unbalanced floor live loads have been considered for AC = 618(LC 2) this design. W = 4002(LC 1) 2) Attach ribbon block to truss with 3-10d nails applied to P = 707(LC 3) flat face. 3) "Fix heels only" Member end fixity model was used in FORCES (lb) - Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 4) Recommend 2x6 strongbacks, on edge, spaced at AC -AD = -4110 A -AD = -41/0 10-D-0 oc and fastened to each truss with 3-10d (0.131" P-AE = -41/0 O-AE = -41/0 X 3") nails. Strongbacks to be attached to walls at their A-B = -2/0 B-C = -764/0 outer ends or restrained by other means. C-D =-994/49 D-E =-994/49 5) CAUTION, Do not erect truss backwards. / E-F =-717/347 G-H = 0/1805 F-G = 0/835 H-1 = 0/1805 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2150 I-J =-511/331 J-K =-1155/0 lb down at 13-1-8 on top chord. The design/selection of K-L =-1289/0 L-M =-128910 such connection device(s) is the responsibility of others. M-N = -915/0 N-O = -2/0 7) In the LOAD CASE(S) section, loads applied to the BOT CHORD face of the truss are noted as front (F) or back (B). AB -AC = 01506 AA -AB = 0/999 8) NOTE: Refer to attach Trussway Notes, Appendices Z-AA = 0/999 Y-Z =-163/970 and T-1 sheet for more information. James K Meade, P.E. X-Y =-554/442 W-X =-1269/0 9) NOTE: The seal on this drawing indicates acceptance Florida P.E. No.16015 V-W =-563/51 U-V =-563/51 of professional engineering responsibility solely for the 9411 Alcorn Street T-U =-113/955 S-T = 0/1336 truss component design shown. Houston, TX 77093 R-S = 011222 Q-R = 011222 P-Q = 0/585 LOAD CASE(S) WEBS Standard H-W = -60/0 Floor: Lumber Increase=1.00, Plate Increase=1.00 August 111120 1) Uniform Loads (plf) ® WARNZIM - Very jy design parameters and READ NOTES ON Tffi8 AND INCLUDED MTER REFERENCE PAGE Afff 7473 EP.PORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLISOM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Cdleria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 h Job Truss [FLuO rss Type Qty Ply Fort King Pc H1457611 FCK-F F08 OR1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:38 2010 Page 1 0-1-8 3x3 = iArti5xi 1-3-0 r 0-l" E-1 3x3 = D1.5x Sete = 1:11.3 3x5 = 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 17.5 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2007/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) H = 1337/0-1-8 0-3-8 E = 1337/0-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD H-1 = -407/0 A-1 = -406/0 E-J = -407/0 D-J = 406/0 A-B = -16/0 B-C = -879/0 C-D = -16/0 BOT CHORD G-H = 0/879 F-G = 0/879 E-F = 0/879 WEBS C-E =-1266/0 B-H =-1266/0 B-G = -13/33 C-F = -13/33 NOTES (8-9) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Load case(s) 1, 2, 3 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. CSI DEFL in (loc) I/defl L/d TC . 0.66 Vert(LL) -0.00 G >999 360 BC 0.27 Vert(TL) -0.01 G >999 240 WB 0.28 Horz(TL) 0.01 E n/a n/a (Matrix) 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Floor. Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (pif) Vert: E-H=-10, A-D=-695 1 st chase Floor: Lumber Increase=1.00, Plate 2) Increase=1.00 Uniform Loads (plf) Vert: E-H=-10, A-C=-695, C-D=-615 2nd chase Floor. Lumber Increase=1.00, Plate 3) Increase=1.00 Uniform Loads (plf) Vert: E-H=10, A-B=-615, B-D=-695 PLATES GRIP MT20 244/190 Weight: 30 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Ver(jg design Parameters and READ NOTES ON THIS AND INCLUDED MUTTER REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Infounallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Pc H1457612 FCK-F F09 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:38 2010 Page 1 0-1-8 H 1 1-3-0 i Scaa-flee = 1:37.9 3x3 = 1.5x3 = 4x6 = 04 = 3x3 = 3x3 = 1.5x3 I I 1.54 I I 3x3 = 3x5 FP = 4x4 = 4x6 = 1.54 = A B C D E F G H I J K L M AA 0 Y X W V U T S R Q P O N 5x8 = 46 = 3x6 FP = 3x3 = 3x3 = 3x3 = 34 = 4x4 = 4x6 = 5x8 = 4x4 = = 3x6 FP22-5-0 Plate Offsets XY), [WO-5-0-Edge], d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.32 S-T >841 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.91 Vart(TL) -0.58 S-T >456 240 BCLL 0.0 Rep Stress Incr YES WS 0.56 Horz(TL) 0.12 N n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 123 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 `Except" D-U = 0/562 H-R = -543/0 132: 4 X 2 SYP No.1 E-U = -543/0 H-S =-166/608 WEBS 4 X 2 SYP No.3 E-T =-1661608 F-T =-329/34 BRACING G-S =-329/34 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc NOTES (6-7) purlins, except end verticals. 1) Unbalanced floor live loads have been considered for BOT CHORD this design. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. REACTIONS (lb/size) 3) Bearing at joint(s) Y, N considers parallel to grain Y = 1378/0-1-8 0-3-8 value using ANSI/fPI 1 angle to grain formula. Building N = 1378/0-1-8 0-3-8 designer should verify capacity of bearing surface. 4) "Fix heels only" Member end fixity model was used in FORCES (lb) - Maximum Compression/Maximum Tension the analysis and design of this truss. TOP CHORD 5) Recommend 2x6 strongbacks, on edge, spaced at Y-Z = -42/0 A-Z = -42/0 10-0-0 oc and fastened to each truss with 3-10d (0.131" N-AA = -42/0 M-AA = -42/0 X 3") nails. Strongbacks to be attached to walls at their A-B = -2/0 B-C =-2056/0 outer ends or restrained by other means. C-D =-3518/0 D-E =-4465/0 6) NOTE: Refer to attach Trussway Notes, Appendices E-F =-4952/0 F-G =-4952/0 and T-1 sheet for more information. G-H =-4952/0 H-1 =-4465/0 7) NOTE: The seal on this drawing indicates acceptance I-J =-3518/0 J-K =-3518/0 of professional engineering responsibility solely for the K-L =-2056/0 L-M = -2/0 truss component design shown. BOT CHORD / X-Y = 0/1183 W-X = 0/2905 LOAD CASE(S) C V-W = 0/2905 U-V = 0/4111 Standard G L T-U = 0/4797 S-T = 0/4952 R-S = 0/4797 Q-R = 014111 P-Q = 0/2905 O-P = 0/2905 N-0 = 0/1183 James K Meade, P.E. WEBS Florida P.E. No.16015 L-N =-177410 B-Y =-1774/0 1 9411 Alcorn Street L-O = 011386 B-x = 0/1386 Houston, TX 77093 K-O =-1349/0 C-X =-134910 K-Q = 0/972 C-V = 0/972 I-Q = -94210 D-V = -942/0 I-R = 0/562 August 11,20 WARNING - Yertfg design parnmsters and READ NOTES ON MIS AND INCLUDED MITES REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on, T St. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown Houston, 6977093 is for lateral support of individual web members on Additional temporary 8850 Tra 6900 ppo only. p rary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. Imissm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'0nofno Drive, Madison, WI 53719. Job T uss Truss Type Qty Ply Fort King Pc H1457613 FCK-F F10 FLOOR 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 10 13:55:39 2010 Page 1 0.1-8 H 1 1-3-0 f-1-3-0—I' 24— W Scale = 138.6 3x4 = 2x3 II 1.5x3 II 4x6 = 44 = 3x3 = 3x3 = 1.5x3 II 1.5x3 II 3x4 = 3x6 FP= 44 = 2x6 II 5x6 II A B C D E F G H 1 J K LM B o H - y ID8 Z Y X W V U T S R Q P O 4x6 = 44 = 3x6 FP = 44 = 3x3 = 3x3 = 3x4 = 3x4 = 44 = 3x6 FP = 5x7 = 1.5x3 I I Plate Offsets XY)� K0-3-0.Edaell. d e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.30 T >865 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.56 S-T >465 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.01 N n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 124 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 *Except* K-P =-1436/0 K-R = 0/1146 B2: 4 X 2 SYP No.1 J-R =-1121/0 J-S = 0/742 WEBS 4 X 2 SYP No.3 H-S = -691/0 H-T =-17/743 BRACING G-T = -261/0 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc NOTES (7-8) purlins, except end verticals. 1) Unbalanced floor live loads have been considered for BOT CHORD this design. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. REACTIONS (lb/size) 3) "Fix heels only" Member end fixity model was used in Z = 1356/0-1-8 0-3-8 the analysis and design of this truss. N = 1363/0-1-8 0-4-8 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" FORCES (lb) - Maximum Compression/Maximum Tension X 3") nails. Strongbacks to be attached to walls at their TOP CHORD outer ends or restrained by other means. Z-AA = -42/0 A -AA = 42/0 5) Gap between inside of top chord bearing and first N-0 = 0/5 A-B = -2/0 diagonal or vertical web shall not exceed 0.500in. B-C =-2018/0 C-D =-344510 6) CAUTION, Do not erect truss backwards. D-E =-4353/0 E-F =-4814/0 7) NOTE: Refer to attach Trussway Notes, Appendices F-G =-4814/0 G-H =-4814/0 and T-1 sheet for more information. H-1 =-3997/0 1-1 =-3997/0 8) NOTE: The seal on this drawing indicates acceptance J-K =-2823/0 K-L =-1171/0 of professional engineering responsibility solely for the L-M =-1151/0 M-N =-1171/0 truss component design shown. t BOT CHORD Y-Z = 011163 X-Y = 0/2850 LOAD CASE(S) W-X = 0/2850 V-W = 0/4019 Standard l' U-V = 0/4673 T-U = 0/4814 S-T = 0/4432 R-S = 0/3529 Q-R = 0/2101 P-Q = 0/2101 o-P = 0/0, James K Meade P.E. WEBS Florida P.E. No. 16015 M-P = -14310 N-P = 011719 9411 Alcorn Street B-Z =-1745/0 B-Y = 0/1356 Houston, TX 77093 C-Y =-1321/0 C-W = 0/944 D-W = -912/0 D-V = 0/531 E-V = -523/0 E-U =-187/571 F-U a-285/51 August 11,20 ( iL WARNING -Verify design parameters and READ NOTES ONTRIS AND INCLUDED MUTER REFERENCE PAGE JM-7473 BEFORE USE. Engineering Department Design valid for use only with Mgek connectors. This design is based on u 9411 on, T St. g y g N upon parameters shown, and is for an individual building component. Houston, Alcorn 77093 Applicability of design parameters and proper incorporation of component is responsbility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8350 Trussway Blvd. TRUSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Two Plate Institute, 583 D'Onofno Drive, Madison. W153719. Job Truss Truss Type Qty Ply Fort King Pc H1457614 FCK-F F16 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:39 2010 Page 1 D-1-8 �n ' Hf1,-�` 1 0 St. =1s0.0 4x4 = 1.5x3 11 3x3 = 3x3 = 1.5x3 11 1.5x3 11 3x4 = 3x5 = 3X3 11 3x6 FP = 3x4 = 3x4 = 1.54 11 1.54 11 3x3 = 3x3 = 44 = 1.54 I I A B C D E T, F G H 1 J K L. M O P Q R AH Io -"1'08 108" AF AE AD AC AB AA Z Y X W V U T S 3x6 = 3x3 = 3x3 = 3x4 = 3x5 = 3x7 = 4x4 = 34 FP = 3x4 = 3x3 = - 3x3 = 4x4 = 34 = 3x4 = * NOTE: DO NOT TURN 11-11-o END FOR END zs.3-B � Plate X Y -8 d :0-1-8 e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.14 U-V >999 360 MT20 2441190 TCDL 17.5 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.25 U-V >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 S n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 163 lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD BOT CHORD 4 X 2 SYP No.2 T-U = 0/1854 S-T = 0/806 WEBS 4 X 2 SYP No.3 WEBS BRACING H-AA = -112/0 B-AF = -778/0 TOP CHORD G-AA =-1153/0 B-AE = 0/423 Structural wood sheathing directly applied or 6-0-0 oc G-AB = 0/773 C-AE =-363/64 purlins, except end verticals. F-AB = -786/0 C-AD = -32210 BOT CHORD F-AC = 0/675 D-AD =-29/125 Rigid ceiling directly applied or 6-0-0 oc bracing. E-AC = -356/0 Q-S =-1209/0 I -AA =-152710 Q-T = 0/846 REACTIONS (lb/size) I-Z = 0/1171 P-T = -818/0 AF = 533/0-1-8 0-3-8 K-Z =-1133/0 P-U = 0/432 AA = 2147/0-1-8 0-3-8 K-X = 07724 O-U = -365/0 S = 93610-1-8 0-3-8 L-X = -73210 O-V =-234/223 Max Grav L-W = 0/698 M-W = -38110 AF = 628(LC 2) N-V =-146/69 AA = 2147(LC 1) S = 957(LC 3) NOTES (6-7) 1) Unbalanced floor live loads have been considered for FORCES (lb) - Maximum Compression/Maximum Tension this design. TOP CHORD 2) Attach ribbon block to truss with 3-10d nails applied to AF-AG = -43/0 A -AG = -42/0 flat face. S-AH = -42/0 R-AH = -42/0 3) "Fix heels only" Member end fixity model was used in A-B = -2/0 B-C = -785/0 the analysis and design of this truss. C-D =-10081132 D-E =-1008/132 4) Recommend 2x6 strongbacks, on edge, spaced at E-F = 132 F-G = 53 oc and fastened to each truss with 0/152 G-H = 0/1525 H-I = 0/1525 0/152 walls t their" X 3") nails. strongbacks to be attached to walls at their X 3") n I-J =-458/101 J-K =-458/101 outer ends or restrained by other means. K-L =-1591/0 L-M =-2356/0 5) CAUTION, Do not erect truss backwards. M-N =-2356/0 N-O =-2356/0 6) NOTE: Refer to attach Trussway Notes, Appendices O-P =-2126/0 P-Q =-1339/0 and T-1 sheet for more information. Q-R = -2/0 7) NOTE: The seal on this drawing indicates acceptance James K Meade, P.E. BOT CHORD of professional engineering responsibility solely for the Florida P.E. No.16015 AE-AF = 0/519 AD-AE = 0/1014 truss component design shown. 9411 Alcorn Street AC -AD =-132/1008 AB -AC =-397/751 Houston, TX 77093 AA -AB = -906/0 Z-AA = -573/0 LOAD CASE(S) Y-Z = 0/1152 X-Y = 0/1152 Standard W-X = 0/2030 V-W = 0/2356 U-V = 0/2356 August 11,20 ® WARNING - Verify design pannmetda and READ NOTES ON 9'NIS AND INCLUDED 1mTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Desi n valid for use only with M7ek connectors. This des n is based on upon meters shown, and is for an individual building component. Hots ton,AlcT St. 9 Y N po Pao 9 Bracing Houston, 6977093 Applicability of design parameters and proper incorporation of componenT is responsibTify of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the 8850 Trussway Blvd. IRLSOM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl- 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/tf 11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 90nofno Drive, Madison, WI 53719. - Job Truss Truss Type City Ply Fort King Pc H1457615 FCK-F F17 FLOOR 1 1 Jab Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:40 2010 Page 1 0-1-8 H o-� a �le S = 1:50.0 4x4 = 3x3 II 1.54 11 3x3 = 3x3 = 3x3 = 1.54 11 3x5 = 34 FP = 44 = 3x3 = 34 =1.54 11 3x3 = 3x3 = 3x4 = 1.54 I I A B C D., E F G H I J K L N O P Q to AHEll �A`313. R9 1f � -"TOS AF AE AD AC AB AA Z Y X W v U T S R 3x6 = 3x3 = 3x3 = 1.5x3 I I 3x4 = 4x4 = 3x7 = 34 FP = 3x3 = 1.5x3 113x3 = 3x3 = 3x4 = 3x6 = 4x4 = * NOTE: DO NOT TURNr 13-10-a END FOR END 293.8 Plate Offsets XY), M:G-1-8.Edggj LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL)-0.134C-AD >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.97 Vert(TL)-0.224C-AD >751 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 R n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 163 lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD BOT CHORD 4 X 2 SYP No.2 R-S = Or740 WEBS 4 X 2 SYP No.3 WEBS BRACING I-Z = -103/0 B-AF = -981/0 TOP CHORD G-Z =-120210 B-AE = 0/647 Structural wood sheathing directly applied or 6-0-0 oc G-AA = 0/808 C-AE = -622/0 purlins, except end verticals. F-AA = -856/0 C-AD =-36/172 BOT CHORD F-AB = 01778 D-AD =-35/177 Rigid ceiling directly applied or 2-2-0 oc bracing. D-AC = -237/0 E-AB = -388/0 P-R =-1110/0 J-Z =-1352/0 REACTIONS (lb/size) P-S = 0r750 J-X = 0/985 R = 848/0-1-80-3-8 O-S = -719/0 K-X = -951/0 Z = 2028/0-1-8 0-3-8 O-T = 0/333 K-W = 01586 AF = 740/0-1-8 0-3-8 N-T = -279/0 L-W = -638/0 Max Grav N-U =-305/122 L-V =-17/204 R = 882(LC 4) M-U = -55/98 Z = 2028(LC 1) AF = 792(LC 2) NOTES (6-7) 1) Unbalanced floor live loads have been considered for FORCES (lb) - Maximum Compression/Maximum Tension this design. TOP CHORD 2) Attach ribbon block to truss with 3-10d nails applied to AF-AG = -5010 A -AG = -5010 flat face. R-AH = -42/0 Q-AH = -42/0 3) "Fix heels only" Member end fixity model was used in A-B = -2/0 C-D =-1562/0 B-C =-1062/0 D-E =-1585/0 the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at a E-F =-1585/0 F-G =-706/259 10-0-0 oc and fastened to each truss with 3-10d (0.131" / t G-H = 0/1220 H-1 = 0/1220 X 3") nails. Strongbacks to be attached to walls at their I-J = 0/1220 J-K = -781/0 outer ends or restrained by other means. K-L =-1654/0 L-M =-1996/0 5) CAUTION, Do not erect truss backwards. M-N =-1996/0 N-0 =-1875/0 6) NOTE: Refer to attach Trussway Notes, Appendices O-P =-1213/0 P-Q = -2/0 and T-1 sheet for more information. BOT CHORD 7) NOTE: The seal on this drawing indicates acceptance James K Meade, P.E. AE-AF = 0/655 AD-AE = 0/1454 of professional engineering responsibility solely for the Florida P.E. No.16015 AC -AD = 0/1585 AB -AC = 0/1585 truss component design shown. 9411 Alcorn Street AA -AB =-22/1195 Z-AA =-500/234 Houston, TX 77093 Y-Z =-320/208 X-Y =-320/208 LOAD CASE(S) W-X = 0/1336 V-W = 011996 Standard U-V = 0/1996 T-U = 0/2051 S-T = 0/1666 August 11,20 WARNING - Verify design pammeters and READ NOTES ON TNIS AND INCLUDED M71'ER REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 ASt. Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston,n, TT X 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI171`11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort Kinrnc H1457616 FCK-F F18 FLOOR 1 1Jab Refeee o tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:412010 Page 1 0-1-8 H 1-3-0 - - - o a Scale = 1:50.0 34 11 4x4 = 1.Sx3 II 3.4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 3x6 FP = 3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 1.50 I I A B C D TI E F G H I J K L TI>M N O P TT j AH I� AF AE AD AC AB AA Z Y X W V U T S R Q 3x6 = 3x4 = 3x3 = 1.54 11 1.54 11 3x3 = 4x4 = 3x6 FP = 4x4 = 3x3 = 1.54 111.50 11 3x3 = 3x3 = 3x6 = 3x7 = * NOTE: DO NOT TURN 14-11-11 END FOR END 29-3-8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL)-0.10>C-AD >999 360 MT20 2441190 TCDL 17.5 Lumber Increase 1.00 BC 0.89 Vert(TL)-0.17AC-AD >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 Q n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 163 lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD BOT CHORD 4 X 2 SYP No.2 R-S = 011438 Q-R = 0/654 WEBS 4 X 2 SYP No.3 WEBS BRACING H-X = -116/0 B-AF =-1019/0 TOP CHORD G-X =-1334/0 B-AE = 0/678 Structural wood sheathing directly applied or 6-0-0 oc G-Z = 0/968 C-AE = -648/0 purlins, except end verticals. F-Z = -92610 C-AD = 0/218 BOT CHORD F-AA = 0/572 D-AD =-147/119 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: E-AA = -693/0 D-AC = -226/0 6-0-0 oc bracing: Z-AA,X-Z,W-X,V-W. L-AB = 0/256 O-Q = -980/0 J-X =-130910 O-R = 0/638 REACTIONS (lb/size) J-W = 0/949 N-R = -606/0 AF = 776/0-1-8 0-3-8 K-W = -911/0 N-S =-21/181 Q = 736/0-1-80-3-8 K-V = 0/541 M-S =-130/163 X = 2104/0-1-8 0-3-8 L-V = -635/0 L-U = 0/254 Max Grav M-T = -232/6 AF = 818(LC 2) Q = 789(LC 4) NOTES (6-7) X = 2104(LC 1) 1) Unbalanced floor live loads have been considered for this design. FORCES (lb) - Maximum Compression/Maximum Tension 2) Attach ribbon block to truss with 3-10d nails applied to TOP CHORD flat face. AF-AG = -48/0 A -AG = -48/0 3) "Fix heels only" Member end fixity model was used in Q-AH = -47/0 P-AH = -47/0 the analysis and design of this truss. A-B = -2/0 B-C =-110710 4) Recommend 2x6 strongbacks, on edge, spaced at C-D =-1652/0 D-E =-1733/0 10-0-0 oc and fastened to each truss with 3-10d (0.131" E-F =-1367/0 F-G =-494/278 X 3") nails. Strongbacks to be attached to walls at their G-H = 011451 H-1 = 0/1451 outer ends or restrained by other means. — I-J = 0/1451 J-K =-501/332 5) CAUTION, Do not erect truss backwards. K-L =-1310/0 L-M =-162310 6) NOTE: Refer to attach Trussway Notes, Appendices M-N =-155210 N-0 =-1056/0 and T-1 sheet for more information. 0-P = -2/0 7) NOTE: The seal on this drawing indicates acceptance BOT CHORD of professional engineering responsibility solely for the James K Meade, P.E. AE-AF = 0/680 AD-AE= 0/1515 truss component design shown. Florida P.E. No. 16015 AC -AD= 0/1733 AB -AC= 0/1733 9411 Alcorn Street AA -AB = 011733 Z-AA =-44/1046 LOAD CASE(S) Houston, TX 77093 Y-Z = -656/0 X-Y = -656/0 Standard W-X = -589/0 V-W =-98/1026 U-V = 0/1623 T-U = 0/1623 S-T = 0/1623 August 11,20 ® WARMNO - Ve Vy design parameters and READ NOTES ON TWS AND INCLUDED MUTTER REFERENCE PAGE MD--7473 BEFORE USE. Engineering Department Design valid for use only with MRek connectors. This design Alcorn St. design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is respomblity, of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. TRUSSM erector. Addtional permanent bracing of the overall structure is the responsiblity of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King Pc H1457617 FCK-F F19 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:412010 Page 1 0-1-8 2H8 e = 1:50.0 1.5x3 II 3x3 II 4x4 = 1.5x3 II 1.5x3 II 3x3 = 3x3 = 34 = 3x4 = 04 = 3x5 FP= 3x4 = 3x3 = 1.5x3 II 3x3 = 3x3 = 3x4 = 1.54 II A B C E F G H I J K L M O P Q R B Al Io �AH -1108 AG AF AE AD AC AB AA Z Y X W V U T S US = 3x3 = 3x3 = 3x4 = 4x4 = 3x7 = 3x3 FP = 3x4 = 3x3 = 3x3 = 3x3 = 3x4 = 3x6 = 1.54 II 44 = * NOTE: DO NOT "TURN 17-a.A END FOR END 29.3-8 I Plate Offsets •0- - Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.09 U-V >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.17 U-V >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 HOrz(TL) 0.03 S n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 166 lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD BOT CHORD 4 X 2 SYP No.2 U-V = 0/2072 T-U = 0/1679 WEBS 4 X 2 SYP No.3 S-T = OR45 BRACING WEBS TOP CHORD H-AA = -112/0 B-AG = -810/0 Structural wood sheathing directly applied or 6-0-0 oc G-AA =-1238/0 B-AF = 0/479 purlins, except end verticals. G-AB = 0/856 C-AF =-451/16 BOT CHORD F-AB = -880/0 C-AE =-206/14 Rigid ceiling directly applied or 6-0-0 oc bracing. F-AC = 0/745 D-AE = 0/380 D-AD = -298/0 E-AC = -304/0 REACTIONS (lb/size) Q-S =-1116/0 J-AA =-1495/0 S = 859/0-1-8 0-3-8 Q-T = 0/757 J-Z = 0/1138 AA = 2193/0-1-8 0-3-8 P-T = -726/0 K-Z =-1107/0 AG = 563/0-1-80-3-8 P-U = 0/340 K-X = 0/703 Max Grav O-U = -284/0 L-X = -696/0 S = 888(LC 3) O-V =-310/130 L-W = 0/608 AA = 2193(LC 1) M-W = -316/0 N-V =-81/123 AG = 663(LC 2) NOTES (6-7) FORCES (lb) - Maximum Compression/Maximum Tension 1) Unbalanced floor live loads have been considered for TOP CHORD this design. AG-AH = -48/0 A-AH = -48/0 2) Attach ribbon block to truss with 3-10d nails applied to S-AI = -42/0 R-AI = -42/0 flat face. A-B = -2/0 B-C = -843/0 3) "Fix heels only" Member end fixity model was used in C-D =-1136/41 D-E =-1071/222 the analysis and design of this truss. E-F =-1071/222 F-G =-282/776 4) Recommend 2x6 strongbacks, on edge, spaced at G-H = 0/1727 H-1 = 0/1727 10-0-0 oc and fastened to each truss with 3-10d (0.131" — I-J = 0/1727 J-K =-239/260 X 3") nails. Strongbacks to be attached to walls at their K-L =-1334/0 L-M =-2019/0 outer ends or restrained by other means. M-N =-2019/0 N-0 =-2019/0 5) CAUTION, Do not erect truss backwards. O-P =-189310 P-Q =-1221/0 6) NOTE: Refer to attach Trussway Notes, Appendices Q-R = -2/0 and T-1 sheet for more information. James K Meade, P.E. BOT CHORD 7) NOTE: The seal on this drawing indicates acceptance Florida P.E. No.16015 AF-AG = 0/541 AE-AF = 0/1127 of professional engineering responsibility solely for the 9411 Alcorn Street AD-AE =-222/1071 AC-AD=-222/1071 truss component design shown. Houston, TX 77093 AB -AC =-497f749 AA -AB =-1054/0 Z-AA = -732/0 Y-Z = 0/913 LOAD CASE(S) X-Y = 0/913 W-X = 0/1748 Standard V-W = 0/2019 August 11,20 i WARMAO - Vanjg design parameter. and READ NOTES ON 77US AND INCLUDED ADTEE REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 591 6,900 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl, erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, sToroge, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss pe Qty Ply fortKingPcH1457618 TFLOORY FCK-F F20 1 1 Job Reference tional Trussway, Orlando, FL 32824 7,140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:42 2010 Page 1 0.1-8 H - - 0. 8 Scale = 1:50.0 3x4 = 1.5x3 11 3x3 = 3x3 = 1.54 11 1.54 11 3x4 = 3.5 = 34 I1 4x4 = 3x6 FP = 3x3 = 1.54 11 1.5x3 11 3x3 = 3x3 = 4x4 = 1.54 I I B C D E F G H I J K L M N O P Q R GA AH Ri LB I� 1 11108 AF AE AD AC AS AA Z Y X W V U T S 3x6 = 3x3 = 3x3 = 3x4 = 3x5 = 3x7 = 3x6 FP = 3x4 = 3x3 = 34 = 3x3 = 4x4 = 3x6 = 4x4 = NOTE: DO NOT TURN 12-5-0 END FOR END 233.8 Plate Offsets Y : IAC�0-1-8.Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.10 U-V >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.68 Vert(TL) ' -0.19 U-V >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 S n/a n/a BCDL 5.0 Code FBC2007fTP12002 (Matrix) Weight: 163 lb LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD BOT CHORD 4 X 2 SYP No.2 T-U = 0/1820 S-T = 01795 WEBS 4 X 2 SYP No.3 WEBS BRACING H-AA = -109/0 B-AF = -833/0 TOP CHORD G-AA =-1160/0 B-AE = 0/475 Structural wood sheathing directly applied or 6-0-0 oc G-AB = 01773 C-AE _-410/19 purlins, except end verticals. F-AB = -796/0 C-AD =-238/43 BOT CHORD F-AC = 0l704 D-AD =-67/103 Rigid ceiling directly applied or 6-0-0 oc bracing. E-AC = -384/0 Q-S =-1191/0 I -AA =-1484/0 Q-T = 0/829 REACTIONS (lb/size) I-Y = 011127 P-T = -798/0 AF = 590/0-1-8 0-3-8 K-Y =-1093/0 P-U = 0/410 AA = 2111/0-1-8 0-3-8 K-X = 0/689 O-U = -357/0 S = 915/0-1-8 0-3-8 L-X = -684/0 O-V =-253/211 Max Grav L-W = 0/606 M-W = -322/0 AF = 669(LC 2) N-V =-127/90 AA = 2111(LC 1) S = 944(LC 4) NOTES (6-7) 1) Unbalanced floor live loads have been considered for FORCES (lb) - Maximum Compression/Maximum Tension this design. TOP CHORD 2) Attach ribbon block to truss with 3-10d nails applied to AF-AG = -4310 A -AG = -43/0 flat face. S-AH = -42/0 R-AH = -4210 3) "Fix heels only" Member end fixity model was used in A-B = -2/0 B-C = -855/0 the analysis and design of this truss. C-D =-1141/12 D-E =-1141/12 4) Recommend 2x6 strongbacks, on edge, spaced at /J E-F =-1141/12 F-G =-416/522 1D-0-0 oc and fastened to each truss with 3-10d (0.131" G-H = 0/1468 H-1 = 0/1468 X 3") nails. Strongbacks to be attached to walls at their I-J =-602/83 J-K =-602/83 outer ends or restrained by other means. K-L =-1663/0 L-M =-2307/0 5) CAUTION, Do not erect truss backwards. M-N =-2307/0 N-O =-2307/0 6) NOTE: Refer to attach Trussway Notes, Appendices O-P =-2078/0 P-Q =-131710 and T-1 sheet for more information. Q-R = -2/0 7) NOTE: The seal on this drawing indicates acceptance James K Meade, P.E. BOT CHORD of professional engineering responsibility solely for the Florida P.E. No.16015 AE-AF = 0/556 AD-AE = 0/1113 truss component design shown. 9411 Alcorn Street AC -AD =-12/1141 AB -AC =-276/845 Houston, TX 77093 AA -AB = -761/0 Z-AA = -480/0 LOAD CASE(S) Y-Z = -480/0 X-Y = 0/1259 Standard W-X = 0/2057 V-W = 0/2307 U-V = 0/2303 August 11120 WARNING - Verify design p--ters and BEAD NOTES ON THIS AND INCLUDED XWSS REFERENCE PAGE IW 7473 BEFORE USE. Engineering Department AlcDesign valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 on, T St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 6 77093 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (713) 891 900 TRUSSM erector. Additional permanent bracingof the overall structure is the responsibility of the building designer. For general guidance regardingOrlando, do, FLTwss3y Blvd. fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Cdteria, DSB-8and BCSI1 Building Comonent Orlando, 2 77 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. (407) 857 2777 Job Truss Truss Type Qty Ply Fort King Pc H1457619 FCK-F F21 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:55:42 2010 Page 1 0-1-8 H I r --8 11=� 'r 2-3 p�8 0'' Y Sne=7:43.t 3x4 = 1.5x3 I I 3x3 = 1.5x3 I I 1.5x3 I I 3x6 FP = 3x3 I I 3x4 = 34 = 1.5x3 I I 3x3 = 1.5x3 I I A B Ti C D E F G H I J K L W BB Ell 1 m '108 u T S R Q P 0 N M 3x6 = 34 = 3x4 = 3x7 = 3x6 FP = 3x3 = 1.5x3 I I 3x3 = 3x8 = * NOTE: DO NOT TURN ,2-s.D END FOR END 253-8 12-10-8 Plate Offsets(Xe LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.14 M-N >999 360 MT20 2441190 TCDL 17.5 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.28 M-N >545 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.04 M n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 131 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 H-R =-1351/0 H-P = 01545 WEBS 4 X 2 SYP No.3 I-P = -599/0 K-M =-124410 BRACING K-N = 0/548 J-N = -245/0 TOP CHORD I-O = -5/128 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. NOTES (6-7) BOT CHORD 1) Unbalanced floor live loads have been considered for Rigid ceiling directly applied or 10-0-0 oc bracing. this design. 2) Attach ribbon block to truss with 3-10d nails applied to REACTIONS (Ib/size) flat face. U = 702/0-1-8 0-3-8 3) "Fix heels only" Member end fixity model was used in R = 1681/0-1-8 0-3-8 the analysis and design of this truss. M = 733/0-1-8 0-3-8 4) Recommend 2x6 strongbacks, on edge, spaced at Max Grav 10-0-0 oc and fastened to each truss with 3-10d (0.131" U = 747(LC 7) X 3") nails. Strongbacks to be attached to walls at their R = 1681(LC 1) outer ends or restrained by other means. M = 769(LC 4) 5) CAUTION, Do not erect truss backwards. 6) NOTE: Refer to attach Trussway Notes, Appendices FORCES (lb) - Maximum Compression/Maximum Tension and T-1 sheet for more information. TOP CHORD 7) NOTE: The seal on this drawing indicates acceptance U-V = -115/0 A-V = -115/0 of professional engineering responsibility solely for the M-W = -115/0 L-W = -115/0 truss component design shown. A-B = -5/0 B-C =-1473/0 C-D =-147310 D-E =-1473/0 LOAD CASE(S) E-F =-1473/0 F-G = 0/637 Standard G-H = 0/637 H-1 =-1261/0 I-J =-1547/0 J-K =-154710 K-L = -5/0 BOT CHORD T-U = 011041 S-T = 0/1473 R-S = 0/972 Q-R = 0/976 James K Meade, P.E. P-Q = 0/976 O-P = 0/1547 Florida P.E. No.16015 N-0 = 0/1547 M-N = 0/1078 9411 Alcorn Street WEBS Houston, TX 77093 G-R = -323/0 B-U-1202/0 F-R =-1329/0 B-T = 0/504 F-S = 01787 C-T = -222/0 D-S = -338/0 August 11,20 WARNING - Verify design Pammeten and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based on u Houston, on, T St. g y g y upon parameters shown, and for an individual building component. Houston, Alcorn t. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. TRLIWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII QualBy CrNeria, DSS-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty, Ply Fort King Pc H1457620 FCK-F F22 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:43 2010 Page 1 0-1-8 H I-1— I—�--I agg��aa s�)e=1:41.9 3x4 = • 1.5x3 11 3x3 = 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3x6 FP = 3x3 I I 3x4 = 3x3 = 1.54 I 1.5x3 11 3x3 = 3x3 = 1.54 I A B C D E F G H I J K L M N O P AD JAC B 11 c 1 IT AB AA Z Y X W v U T S R Q 3x6 = 3x3 = 3x3 = 3x3 = 3x4 = 3x6 = 34 FP = 3x4 = 3x3 = 3x3 = 3x3 = 3x8 = * NOTE: DO NOT TURN i 12-4-8 END FOR END 24.7-n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 Z-AA >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.11 Z-AA >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 Q n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 138 lb LUMBER TOP CHORD 4 X 2 SYP No.2 WEBS BOT CHORD 4 X 2 SYP No.2 B-AB = -876/0 H-W =-1068/0 WEBS 4 X 2 SYP No.3 B-AA = 0/513 H-X = 0/689 BRACING C-AA = -45810 F-X = -688/0 TOP CHORD C-Z =-66/176 F-Y = 0/522 Structural wood sheathing directly applied or 6-0-0 oc D-Z =-123/15 E-Y = -293/0 puffins, except end verticals. 0-0 = -866/0 J-W =-1061/0 BOT CHORD O-R = 0/504 J-U = 0/683 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: N-R = -452/0 K-U = -681/0 6-0-0 oc bracing: W-X,U-W. N-S =-881166 K-T = 0/506 L-T = -280/0 M-S =-114/19 REACTIONS (lb/size) Q = 658/0-1-8 0-3-8 NOTES (6-7) AB = 669/0-1-8 0-3-8 1) Unbalanced floor live loads have been considered for W = 1700/0-1-8 0-3-8 this design. Max Grav 2) Attach ribbon block to truss with 3-10d nails applied to Q = 695(LC 4) flat face. AB = 701(LC 7) 3) "Fix heels only" Member end fixity model was used in W = 1700(LC 1) the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at FORCES (lb) - Maximum Compression/Maximum Tension 10-0-0 oc and fastened to each truss with 3-10d (0.131" TOP CHORD X 3") nails. Strongbacks to be attached to walls at their AB -AC = -41/0 A -AC = -41/0 outer ends or restrained by other means. Q-AD = -41/0 P-AD = =41/0 5) CAUTION, Do not erect truss backwards. A-B = -2/0 B-C = -907/0 6) NOTE: Refer to attach Trussway Notes, Appendices C-D =-1273/0 D-E =-637/17 and sheet for E-F =-1273/0 F-G =-637/17 nthiores rawinion. 7) NOTE: The seal on this drawing indicates acceptance E: I\ G-H =-637/17 H-1 = 0/806 of professional engineering responsibility solely for the I-J = 0/806 J-K =-649/29 truss component design shown. K-L =-1252/0 L-M =-1252/0 M-N =-1252/0 N-0 = -895/0 LOAD CASE(S) = D Standard BOT CHORDRD BO James K Meade, P.E. AA-AB = 0/585 Z-AA = 0/1196 Florida P.E. No. 16015 Y-Z = 0/1273 X-Y = 0/1032 9411 Alcorn Street W-X =-197/235 V-W =-208/258 Houston, TX 77093 U-V =-208/258 T-U = 0/1032 S-T = 0/1252 R-S = 0/1180 Q-R = 0/578 WEBS I-W = -96/0 August 11120 WARNING - verify design parameters and READ NOTES am TBIS AND INCLUDED lfr= REFERENCE PAGE Aff 7473 BEFORE USE. Engineering Department AlcDesign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Houston, n, T 77093 St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6916900 .v is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the respormblRy of the building designer. For general guidance regarding Orlando. FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPf1 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Infoanatfon available Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type I Qty Ply I Fort King Pc H1457621 FCK-F F25 FLOOR 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:43 2010 Page 1 0.1-8 H I 1-3-0 1460 %r-n , OF.q 1.5x3 II 3x3 = 1.54 II A B C 3x3 = D 3x6 = 3x6 = J 6-o.m I 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.04 E-F >999 360 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2007/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) H = 352/0-1-8 0-3-8 E = 352/0-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD H-1 = -50/26 A-1 = -50/26 E-J = -142/0 D-J = -142/0 A-B = -2/1 B-C = -330/0 C-D = -6/0 BOT CHORD G-H = 0/330 F-G = 0/330 E-F = 0/330 WEBS C-E = -373/0 B-H = -48110 B-G = 0/125 C-F = -60/6 NOTES (5-6) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. BC 0.38 Vert(TL) -0.07 E-F >974 240 WB 0.11 Horz(TL) 0.00 E n/a n/a (Matrix) 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Weight: 37 lb Scale = 1:12.6 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNOPG - Vsni jy design parameters and READ NOTES ON THIS AND D9CLUDED N1TE8 REFERENCE PAGE BIII-7473 BEFORE USE, Engineering Department Design valid for use on with Mrrek connectors. This design iis based on u 9411 on, T SL g onlyonly upon parameters shown, and for an individual building component. Houston, Alcorn 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown - (713) 691 6900 is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. IRLSSM erector. Additional pemnanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPlI Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Oty Ply rt King PcH1457M jFo FCK-F FS01 FLOOR 1 ob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:43 2010 Page 1 ax10 = 3x5 = Scale = 1:11.8 1.54 II A B C 3x3 = D I 1.54 1 K rb d 108- 1.5x3 I I H G F 1.5x3 II 4x4 = 3x8 = 5-11-8 5-11-8 Plate Y -0-4 d -0 0- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 100.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.07 E-F >943 360 MT20 2441190 TCDL 40.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.13 E-F >508 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 37 lb LUMBER TOP CHORD 4 X 2 SYP No.2 6) Recommend 2x6 sacon edge, spaced at BOT CHORD 4 X 2 SYP No.2 10 o D oc and fasteneded to to eachh t truss with 3 tOd (0.1.131" WEBS 4 X 2 SYP No.3 X 3") nails. Strongbacks to be attached to walls at their OTHERS 4 X 2 SYP No.3 outer ends or restrained by other means. BRACING 7) CAUTION, Do not erect truss backwards. TOP CHORD 8) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied, except end and T-1 sheet for more information. verticals. 9) NOTE: The seal on this drawing indicates acceptance BOT CHORD of professional engineering responsibility solely for the truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) LOAD CASE(S) E = 829/0-1-8 0-3-8 Standard K = 810/0-1-8 0-3-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD H-J = -72/0 A-J = -72/0 E-1 = -339/0 D-I = -33810 A-B = -908/0 B-C = -91110 C-D = -22/0 BOT CHORD G-H = 0/64 F-G = 0/907 E-F = 0/907 WEBS C-E = -991/0 A-G = 0/1164 B-G = -552/0 C-F = -124/0 A-K = -819/0 J-K = 0/120 / NOTES (8-9) 1) Attach ribbon block to truss with 3-1 Od nails applied to fiatface. James K Meade, P.E. 2) Truss to be fully sheathed from one face or securely Florida RE. NO. 16015 braced against lateral movement (i.e. diagonal web). 9411 Alcorn Street 3) Gable studs spaced at 1-4-0 oc. Houston, TX 77093 4) Bearing at joint(s) K considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. August 11,20 g WARNING - V-1h design pamme. and READ NOTES ON TRIS AND INCLUDED AUTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and a for an Individual building component. HoustonAlc, T 7 Applicability of design parameters and proper incorporation of component Houston, 6977093 pp ty g pa pr p rp porary a crop to rosy of building designer- not }runs designer. Bracing shown 8850 891 8900 is for lateral support of individual web members only. Additional temporary bracing }o insure stability during construction is the responsibility of the 6850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 657 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 11 1 Job Truss Ttvss Type Qty Ply Fort King Pc H1457623 FCK-F FT01 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:44 2010 Page 1 04-0 1-3-0 2.6.0 iI94 1 2-&D Scale: 3/8"=1' 2x3 11 2x3 I 44 = 3x10 = 1.5x3 I I 1.54 I I 3x10 = 3xe FP = 44 = 3x6 I I Bx8mnp = 6x6 = 3x6 I a BC D E F G H I T2 J KL Ti o N � hu- I� 108" "108 -'13 d W V U T S R Q P O N 24 II BAD = 3x5 FP = BxB = ex6 = ex6 = exlo = 2x6 I 64 = 34 FP = 17-6-4 LOADING (pat) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 80.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.31 Q-R >674 360 MT20 244/190 TCDL 35.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.54 Q-R >386 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) -0.13 M n/a n1a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 135lb LUMBER TOP CHORD 4 X 2 SYP No.2 `Except* WEBS T2: 4 X 2 SYP SS A-V = 0/3021 L-0 = -303/0 BOT CHORD 4 X 2 SYP No.2 *Except* M-0 = 0/3019 J-0 =-2409/0 B2: 4 X 2 SYP No.1 D-V =-2408/0 J-Q = 0/1754 WEBS 4 X 2 SYP No.3 D-T = 0/1753 H-Q =-1710/0 BRACING E-T =-1709/0 H-R = 0/1729 TOP CHORD E-S = 0/1729 F-S = -48710 Structural wood sheathing directly applied or 2-2-0 oc G-R = -486/0 purlins, except end verticals. BOT CHORD NOTES (5-6) Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbalanced floor live loads have been considered for this design. REACTIONS (lb/size) 2) "Fix heels only" Member end fixity model was used in A = 2174/0-1-8 0-3-8 the analysis and design of this truss. M = 217410-1-8 0.3-8 3) Recommend 2x6 stongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" FORCES (lb) - Maximum Compression/Maximum Tension X 3") nails. Strongbacks to be attached to walls at their TOP CHORD outer ends or restrained by other means. A-W = 0/30 M-N = 0130 4) Gap between inside of top chord bearing and first A-B =-2298/0 B-C =-2264/0 diagonal or vertical web shall not exceed 0.500in. C-D =-230010 D-E =-5288/0 5) NOTE: Refer to attach Trussway Notes, Appendices . E-F =-764810 F-G =-7648/0 and T-1 sheet for more information. G-H =-7648/0 H-1 =-5288/0 6) NOTE: The seal on this drawing indicates acceptance I-J =-5288/0 J-K =-2298/0 of professional engineering responsibility solely for the K-L =-2262/0 L-M =-2296/0 truss component design shown. James K Meade, P.E. BOT CHORD V-W = 0/0 U-V = 0/4063 LOAD CASE(S) Florida P.E. No.16015 T-U = 0/4063 S-T = 0/6529 Standard 9411 Alcorn Street R-S = Of7648 Q-R = 0/6530 Houston, TX 77093 P-Q = 0/4062 O-P = 0/4062 N-O = 0/0 WEBS B-V = -305/0 August 11,20 I WARNING - 9'erVy design parameters and READ ROTES ON TFRS AND MMETDBD fig= REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design B based on u building component. Hou on, T 77 g y g any upon parameters shown. and is for an individual buildi p Houston, Alcorn t. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality controL storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB.89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'OnoPoo Drive, Madison. WI 53719. Job Truss Type Qty Ply Fort King PcH1457624 TFT02 FCK-F FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:44 2010 Page 1 D-1-8 H` 2-s-0 1-9.4 1-3-0 0 Scale = 1:16.3 1.54 I I 3x4 = 1.54 11 3x4 = 1.5x3 11 A B C D E J K LE L�e L Bi 908 I H G 3x4 = 1.54 II 3,6 = 8.9-4 3x6 = Plate Offsets (X.Y)* -1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 80.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.17 F-G >586 360 MT20 244/190 TCDL 35.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.31 F-G >334 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.02 F n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 46 lb LUMBER 5) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 4 X 2 SYP No.1 and T-1 sheet for more information. BOT CHORD 4 X 2 SYP No.2 6) NOTE: The seal on this drawing indicates acceptance WEBS 4 X 2 SYP No.3 of professional engineering responsibility solely for the BRACING truss component design shown. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc LOAD CASE(S) purlins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 105110-1-8 0-3-8 F = 1051/0-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD I-J = -255/0 A-J = -254/0 F-K = -47/0 E-K = -47/0 A-B = -12/0 B-C =-1725/0 C-D =-172510 D-E = -2/0 BOT CHORD H-1 = 0/1725 G-H = 0/1725 F-G = 0/1021 WEBS D-F =-1397/0 B-I =-1902/0 D-G = 0/834 B-H = 0/193 / C-G = -354/0 NOTES (5-6) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to James K Meade, P.E. flat face. Florida P.E. No.16015 3) "Fix heels only" Member end fixity model was used in the 9411 Alcorn Street analysis and design of this truss. Houston, TX 77093 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. August 11,201 ® WARMING - Verify deaign p--ters and READ NOTES ON TWS AND INCLUDED AUTER REFERENCE PAGE Mtb7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design 's based only upon parameters shown, and isfor an individual Alcorn St.vidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. FCK-f I FT04 Trussway, Orlando, FLTrussway, Orlando, FL 32824 0-1-B H r 0-8.2 1-3-0 M 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Page 11 H0-8-2 014 Scale = 1:17.8 1.5x3 II Sx12 = 3x4 = 1.5x3 II 3x4 = 8x12 = 1.5x3 II A B C D E F G N LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 80.0 Plates Increase 1.Oo TC 0.84 Vert(LL) -0.05 J >999 360 MT20 244/190 TCDL 35.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.09 J-K >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 H n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 79 lb LUMBER TOP CHORD 4 X 2 SYP No.2 4) Hanger(s) or other connection device(s) shall be BOT CHORD 4 X 2 SYP No.2 provided sufficient to support concentrated load(s) 5000 WEBS 4 X 2 SYP No.3 lb down at 1-0-0 on top chord. The design/selection of BRACING such connection device(s) is the responsibility of others. TOP CHORD 5) In the LOAD CASE(S) section, loads applied to the Structural wood sheathing directly applied or 5-0-8 oc face of the truss are noted as front (F) or back (B). puriins, except end verticals. 6) NOTE: Refer to attach Trussway Notes, Appendices BOT CHORD and T-1 sheet for more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. H = 1566/0-1-8 0-3-8 LOAD CASE(S) L = 5712/0-2-14 0-3-8 Standard FORCES (lb) - Maximum Compression/Maximum Tension Floor: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (pit) TOP CHORD Vert: H-L=-20, A-G=-230 L-M = 0/41 A-M = 0141 Concentrated Loads (lb) H-N = 0159 G-N = 0/59 Vert: B=-5000(F) A-B = 0/2 B-C =-390310 C-D =-3754/0 D-E =-3754/0 E-F =-2107/0 F-G = 0/3 BOTCHORD K-L = 0/3670 J-K = 0/4110 I-J = 0/3204 H-1 = 011028 WEBS F-H =-1910/0 B-L =-6805/0 = E-I =-1511/0 C-K = -285/0 I/ r _ C-J -487/0 D-J = -132/0 �- E-J = 0/754 B-K = 0/331 F-I = 0/1534 James K Meade, P.E. NOTES (6-7) 1) Attach ribbon block to truss with 3-10d nails applied to Florida P.E. No.16015 fiatface. 9411 Alcorn Street 2) "Fix heels only" Member end fixity model was used in the Houston, TX 77093 analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. August 11 ,20 ( WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED AUTER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department . 093 (/13) on, X Design valid for use only with Ml9411 Alcorn St ek connectors. This design is based only upon parameters shown, and for an individual building component. TX 77 Applicability of design parameters and proper incorporation of component is responsibilityHouston, ity of building designer- not truss designer. Bracing shown o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 691Tru6900 sway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPf1 Qualify Criteria, DSB-89 and Ill Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type IQty Ply (Fort King Pc Trussway, Orlando, FL 32824 1-11-4 5x10 = * 3 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:44 2010 Page 2-1-0 2-1-0 2-1-0 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 1.5x4 II 4x9 = 1.5x4 II 4x9 = 2-1-0 1-11-4 Scale = 1:20.7 1.5x4 II UP4x10 = 2x8 II 2x6 II LOADING (psf) SPACING 2-0-0 CSI TCLL 40.0 Plates Increase 1.00 TC 0.98 TCDL 17.5 Lumber Increase 1.00 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.95 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP DSS BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 4 SYP No.1, W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) N = 9140/0-3-1 0-3-8 H = 7394/0-2-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-N =-8450/0 A-0 =-12879/0 B-0 =-12879/0 B-P =-1287910 C-P =-12879/0 C-Q =-23243/0 D-Q =-23243/0 D-E =-23243/0 E-F =-10635/0 F-G =-10635/0 G-H =-6802/0 BOT CHORD M-N = 0/0 L-M = 0/22197 K-L = 0/22197 J-K = 0/19435 1-J = 0/19435 H-1 = 0/0 WEBS A-M = 0/14897 B-M =-2691/0 C-M =-10418/0 C-L = 0/744 C-K = 0/1170 D-K =-2633/0 E-K = 0/4257 E-J = 0/981 E-1 =-9839/0 F-I =-162210 G-1 = 0/12302 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.19 K >766 360 MT20 2441190 Vert(TL) -0.34 K >415 240 Horz(TL) 0.05 H n/a n/a NOTES (8-9) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2018 lb down at 5-2-8, and 1103 lb down at 3-2-8, and 1103 lb down at 1-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 2) 3-ply truss to be connected together with 1 Od (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 2 rows at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2018 lb down at 5-2-8, and 1103 lb down at 3-2-8, and 1103 lb down at 1-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Provide adequate drainage to prevent water ponding. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2018 lb down at 5-2-8, and 1103 lb down at 3-2-8, and 1103 lb down at 1-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. Weight: 210 lb LOAD CASE(S) Standard Regular: Lumber Increase=1.00, Plate Increase=1.00 1) Uniform Loads (plf) Vert:A-G=-773, H-N=-260(F=-250) Concentrated Loads (lb) Vert: 0=-1103(F) P=-1103(F) 0=-2018(F) '1A'- (�-- James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Ver Vy design parameters and READ NOTES ONTUTS AND INCLUDED MITER REFERENCE PAGE ffiF7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6918900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Cdferia, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 3/4 "Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 1�16, * For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS C 1-2 C2-3 o c,,4 4 � 0 ;30 ze�' �pb U d U O °- F- C7� Cb7 C5-6 O � BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A NON►. T "' O MITek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPII . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. ® 2004 MITek® Job Truss FCK-R FR01 Trussway, Orlando, FL 32824 1-3-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 4 X 2 SYP No.1 BOT CHORD 4 X 2 SYP No.1 WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-5-13 oc bracing. REACTIONS (lb/size) J = 5373/0-2-110-4-0 Q = 5373/0-2-110-4-0 Max Uplift J =-3563(LC 3) Q =-3563(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-Q =-2781194 1-1 =-279/194 A-B = 0/0 B-C =-6390/4224 C-D =-10218/6766 D-E =-1150217626 E-F =-11502/7626 F-G =-10228/6770 G-H =-6388/4223 H-I = 0/0 BOTCHORD P-0 =-2645/3973 0-P =-6017/9056 N-0 =-7626/11502 M-N =-7626/11502 L-M =-7589/11430 K-L =-6014/9055 J-K =-265213983 WEBS H-J =-6446/4293 B-Q =-6442/4289 H-K =-2815/4310 B-P =-2823/4322 G-K =-4421/2969 C-P =-4420/2973 G-L =-1330/2064 C-0 =-1317/2044 F-L =-2024/1379 D-0 =-2099/1406 F-M =-631121 D-N = -33/88 E-M =-131/112 rype Qty Ply Fort King H1457627 TRUSS 1 1 Job Reference o tional 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:59 2010 Page 1 ' a^ NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. Scale = 1:26.2 8x12 = CSI TC 0.93 BC 0.91 WB 0.46 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) 0.22 L-M >815 240 Vert(TL) -0.34 L-M >539 180 Horz(TL) 0.11 J n/a n/a PLATES GRIP MT20 244/190 Weight: 170 lb NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Girder carries tie-in span(s): 30-0-0 from 0-0-0 to 15-4-0 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) / Vert: J-Q=-20, A-1=-692(F=-622) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARNING - 9erVy design parameters and READ NGTES ON Tffis AND D9cLUDED ffi/TEN REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Informaiton available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Truss Fort King TRUSS -1-10-10 5.5.0 1-10-10 5-5-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = -31/Mechanical B = 28210-1-8 D-5-11 D = 204/Mechanical Max Horz B = -65(LC 8) Max Uplift C = -31(LC 1) B = -304(LC 3) D = -130(LC 3) Max Grav C = 139(LC 8) B = 282(LC 1) D = 204(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -9/40 BOT CHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, CSI DEFL in (loc) I/defl Ud TC 0.45 Vert(LL) 0.09 B-D >644 240 BC 0.41 Vert(TL) -0.13 B-D >460 180 WB 0.00 HOrz(TL) 0.00 C n/a n/a (Matrix) 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-70 Trapezoidal Loads (plf) Vert: B=O(F=10, B=10)-to-D=-122(F=-51, 8=-51) C PLATES GRIP MT20 244/190 Weight: 19 lb H1457628 ) 2010 Pagel Scale = 1:14.1 dVr l_ James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Varib design pammetars and READ NOTES ON THIS AND INCLUDED M7TER REFERENCE PADS MI! 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457629 FCK-R HR01 L JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:59 2010 Page 1 -1-10.10 3.7-13 8-SO 1-1a10 37-13 2-9-3 1.5x4 11 Scale = 1:15.7 C 2x4 = 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1,25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-5-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 304/0-1-8 0-4-15 D = 230/Mechanical Max Horz B = 162(LC 3) Max Uplift B =-310(LC 3) D =-152(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/35 B-C = -66135 BOT CHORD B-D = 010 WEBS C-D =-174/180 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint B and 152 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. CSI DEFL in (loc) I/deft Ud TC 0.47 Vert(LL) -0.07 B-D >999 240 BC 0.33 Vert(TL) -0.14 B-D >503 180 W8 0.05 Horz(TL) 0.00 n/a n/a (Matrix) 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular. Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert:A-B=-70 Trapezoidal Loads (plf) Vert: B=-3(F=33, B=33)-to-C=-97(F=-13, B=-13), B=-O(F=10, 8=10)-to-D=28(17=4, B=-4) PLATES GRIP MT20 244/190 Weight: 25 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARND IG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an ind9411 Alcom St.vidual bulding component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fobrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H14576WI HR02 MONO TRUSS 1 1 Job Reference(optional) 'L 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:59 2010 Page 1 -1-10-10 3-0-4 r 1-10-10 3-4-4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 7/Mechanical B = 243/0-1-8 0-5-11 D = 17/Mechanical Max Horz B = 71(LC 3) Max Uplift B =-299(LC 3) Max Grav C = 44(LC 7) B = 243(LC 1) D = 46(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C = -27113 BOTCHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Scale = 1:10.1 1 C 2x3 = D CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.45 Vert(LL) -0.00 B-D >999 240 MT20 2441190 BC 0.07 Vert(TL) -0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 13 lb 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular. Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pit) Vert: A-B=70 Trapezoidal Loads (plf) Vert: B=-4(F=33, B=33)-to-C=-59(F=6, B=6), B=O(F=10, B=10)-to-D=-17(F=2, B=2) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify deaga Pammetera and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSYM erector. Addtional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/7111 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H14576311 FCK-R Trussway, Orlando, FL 32824 1-10.10 3-1-7 r 1 A ' 2x4 = LOADING (psf) SPACING 2 TCLL 20.0 Plates Increase TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 329/0-1-8 0.4-15 F = 22610-1-8 0-4-4 Max Horz B = 169(LC 3) Max Uplift B =-328(LC 3) F =-152(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/35 B-C = -96/0 BOT CHORD B-D = -36/53 WEBS D-E = 0/117 C-E = 0/117 C-F =-234/158 E-F = -43/64 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. Ili; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) Bearing at joint(s) F considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:59 2010 Page 3-1-7 ' 0-4-15 Scale = 1:16.4 4x8 = C 4x4 = F I�6 fi-7-13 fi-7-13 � -0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP 1.25 TC 0.47 Vert(LL) -0.06 B-D >999 240 MT20 244/190 BC 0.32 Vert(TL) -0.13 B-D > WB 0.09 Horz(TL) 0.00 F (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint B and 152 lb uplift at joint F. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-70 Trapezoidal Loads (plf) Vert: B=-4(F=33, B=33)4o-C=-106(F=-18, B=-18), B=-O(F=10, B=10)-to-D=-30(F=-5, B=-5) 575 180 n/a n/a Weight: 28 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ( WARNING - Verify design Parameters and READ NOTES oN Tffis AND INCLUDED mrTEK REFERENCE PAGE M11'-7473 BEFORE USE. Engineering Department St ldllllk� Design valid for use on with MiTek connectors. This design is based on upon parameters shown. and is for on individual building component. Houston, on,AlcT 7 9 N 9 H Po P g P Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction o the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job Trus Truss Type FCK-R HR03 MONO TRUSS 16ty Ply 1 Fort King H1457632 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:59 2010 Page 1 1-10.10 4-5-0 4-5-0 D A 3x4 II 1.5x4 II 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. REACTIONS (lb/size) E = 552/0-1-8 0-5-11 G = 449/0-1-8 0-5-11 Max Harz G = 399(LC 5) Max Uplift E _-660(LC 5) G =-460(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0147 B-C =-307/217 C-D =-105/69 D-E =-287/315 B-G =-367/344 BOT CHORD F-G =-433/246 E-F =-433/246 WEBS C-F =-108/129 C-E =-266/501 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.69 Vert(LL) 0.10 E-F >999 240 MT20 244/190 BC 0.43 Vert(TL) -0.15 E-F >677 180 WB 0.15 Horz(TL) -0.01 E n/a n/a (Matrix) Weight: 50 lb 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pit) Vert:A-B=-70 Trapezoidal Loads (plf) Vert: B=-3(F=34, 8=34)-to-D=-155(F=-42, B=-42), G=O(F=10, B=10)-to-E=-44(F=-12, 8=-12) Scale = 1:30.4 1 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 WARNING - 7entfy design parameters and READ N07ES ON 78IS AND INCLUDED =TER REFERENCE PADS =rl 7473 BEFORE USE. Engineering Department 9411 Mixim St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informotion available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457633 FCK-R HR03L MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:00 2010 Page 1 -1-10.10 4-94 9.11-12 Scale = 1:21.9 1.5x4 II D 2x6 = 1.0x4 n 3x4 = A:9-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.05 F >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.11 E-F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 HOrz(rL) 0.02 E n/a n/a BCDL 10.0 Code FBC2007lrP12002 (Matrix) Weight: 46 lb LUMBER 6) In the LOAD CASE(S) section, loads applied to the TOP CHORD 2 X 4 SYP No.2 face of the truss are noted as front (F) or back (B). BOT CHORD 2 X 4 SYP No.2 7) NOTE: Refer to yellow bracing and/or T-1 sheet for WEBS 2 X 4 SYP No.3 more information. BRACING TOP CHORD 8) NOTE: The seal on this drawing indicates acceptance Structural wood sheathing directly applied or 5-6 11 oc of professional engineering responsibility solely for the purlins, except end verticals. truss component design shown. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 7-3-4 oc bracing. Standard REACTIONS (lb/size) Regular: Lumber Increase=1.25, Plate Increase=1.25 E = 711/Mechanical 1) Uniform Loads (pit) B = 534/0-1-8 0-4-15 Vert:A-B=70 Max Horz Trapezoidal Loads (plf) B 357(LC 3) Vert: B=-4(F=33, 8=33)-to-D=-175(F=-52, B=-52), I M U I'rft B=-O(F=10, B=10)-to-E=-50(F=-15, B=-15) ax p E _-545(LC 3) B = 424(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/35 B-C =-10801482 C-D =-133/68 D-E =-326/377 BOTCHORD B-F =-730/1013 E-F =-730/1013 WEBS C-F = 0/260 C-E =-1053r759 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint E and 424 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. IL WARNINO - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU--7473 BEFORE USE Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, Engineering Department 9411 Almm St. Houston, TX 77093 (713) 691 6900 �yBB�s�B���y 8850 Trussway Blvd ■rRLSY Orlando, FL 32824 (407) 857 2777 r Job Truss Truss Type Qry, Ply Fort Kng H1457634' FCK-R J01 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7,140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:56:00 2010 Page-1 -1-4-0 0.10.15 1-4-0 0.10.15 Scale = 1:6.7 C D 2Xd = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.00 B >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/rP12002 (Matrix) Weight: 5 lb LUMBER 5) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 2 X 4 SYP No.3 and T-1 sheet for more information. BOT CHORD 2 X 4 SYP No.3 6) NOTE: The seal on this drawing indicates acceptance BRACING of professional engineering responsibility solely for the TOP CHORD truss component design shown. Structural wood sheathing directly applied or 0-10-15 oc puriins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 211/0-1-8 0-4-0 D = 8/Mechanical C = -47/Mechanical Max Horz B = 76(LC 6) Max Uplift B =-265(LC 6) C = -47(LC 1) Max Grav B = 211(LC 1) D = 17(LC 2) C = 79(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -50154 I BOT CHORD B-D = 0/0 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=S.Opsf; h=33ft; Cat. II; Exp B; James K Meade, P.E. enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for Florida P.E. No. 16015 members and forces & MWFRS for reactions shown; 9411 Alcorn Street Lumber DOL=1.33 plate grip DOL=1.33 Houston, TX 77093 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end August 11,20 fixity model was used in the analysis and design of this A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE MU--7473 BEFORE USE. Design valid for use only with Wei< connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/till Quality Criteria, OSB-89 and SCSII BuOding Component Safety Informalion available from Truss Plate Institute. 583 UOnofno Drive. Madison, WI 53719. Engineering Department 9411 Alcorn St. ' Houston, TX 77093 (713) 691 5900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2717 I Job Truss Truss Type City Ply Fort King H1457635 FCK-R J01 L JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi Tek Industries, Inc. Tue Aug 1013:56:00 2010 Page 1 -1-4-0 1-a11 1-4-0 1-0-11 Scale = 1:T0 2x3 = 1-Q11 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 B >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 6 lb LUMBER TOP CHORD 2 X 4 SYP No.3 4) Provide mechanical connection (by others) of truss to BOT CHORD 2 X 4 SYP No.3 bearing plate capable of withstanding 269 lb uplift at joint BRACING B and 28 lb uplift at joint C. TOP CHORD 5) "Fix heels only" Member end fixity model was used in Structural wood sheathing directly applied or 1-011 oc Stt the analysis and design of this truss. r 6) NOTE: Refer to yellow bracing and/or T-1 sheet for BOT CHORD more information. Rigid ceiling directly applied or 10 0-0 oc bracing. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. B = 205/0-1-8 0-3-8 LOAD CASE(S) D = 10/Mechanical Standard C = -28/Mechanical Max Horz B = 96(LC 6) Max Uplift B =-269(LC 6) C = -28(LC 1) Max Grav B = 205(LC 1) D = 20(LC 2) C = 64(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/34 B-C = -42/42 BOTCHORD B-D-D = 0/0 a NOTES (6,7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; James K Meade, P.E. enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for Florida P.E. No.16015 members and forces & MWFRS for reactions shown; 9411 Alcorn Street Lumber DOL=1.33 plate grip DOL=1.33 Houston, TX 77093 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. August 11,20 WARNING - Verify design j---ters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison- WI 53719. H1457636 FCK-R J02 �ROOFTRLISS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:00 2010 Page 1 -1-4-0 2-1 a15 1-4-0 z-10-1s Scale = 1:10.5 C LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 61/Mechanical B = 252/0-1-8 0-4-0 D = 26/Mechanical Max Horz B = 130(LC 6) Max Uplift C = -61(LC 6) B =-246(LC 6) Max Grav C = 61(LC 1) B = 252(LC 1) D = 52(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -49/17 BOTCHORD B-D = 0/0 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this 2x3 = D CSI DEFL in (loc) I/deft TC 0.46 Vert(LL) -0.00 B-D >999 BC 0.11 Vert(TL) -0.01 B-D >999 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 11 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNIINO - Ve fy design pannmeters and READ NOTES ON TNfa AND INCLUDED MTEK REFERENCE PAGE MU 7473 BEFORE USE. Engineering ineenng Department Design valid for use on with MTek connectors. This design is based on upon Houston, on,AlcT St. g N g N po parameters shown, and is for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRUSSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 691 6900sway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII BuIlding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. U Job Truss Truss Type City Ply Fort King H1457637 FCK-R J02L JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:00 2010 Page 1 -1.4-D 3.0.11 1-4-0 3-Q11 A 2x3 = Scale = 1:11.2 s-a11 3-a11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 12 lb LUMBER TOP CHORD 2 X 4 SYP No.3 4) Provide mechanical connection (by others) of truss to SOT CHORD 2 X 4 SYP No.3 bearing plate capable of withstanding 78 lb uplift at joint BRACING C and 258 lb uplift at joint B. TOP CHORD 5) "Fix heels only" Member end fixity model was used in Structural wood sheathing directly applied or 3-0.11 oc the analysis and design this truss. puriins. w 6) NOTE: Refer to yellow bracing and/or T-1 sheet for BOT CHORD more information. Rigid ceiling directly applied or 10.0-0 oc bracing. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. C = 73/Mechanical LOAD CASE(S) B = 259/0-1-8 0-3-8 Standard D = 28/Mechanical Max Horz B = 161(LC 6) Max Uplift C = -78(LC 6) B =-258(LC 6) Max Grav C = 73(LC 1) B = 259(LC 1) D = 57(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B= 0/34 B-C = -52/22 �j BOT CHORD BO B-D = 0/0 / NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; James K Meade, P.E. enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for Florida P.E. No.16015 members and forces & MWFRS for reactions shown; 9411 Alcorn Street Lumber DOL=1.33 plate grip DOL=1.33 Houston, TX 77093 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. August 11,2010 Alk WARNM - Verify design parameters and READ NOTES ON THIS AND D7CLUDED JUTER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 AM.am St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Trussway, Orlando, FL A 2x3 = LOADING (psf) SPACING 240-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 "Except' B2: 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. Except: 6-0-0 oc bracing: C-G 10-0-0 oc bracing: E-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 323/0-1-8 0-3-8 G = 170/0-1-8 0-3-0 Max Harz B = 211(LC 6) Max Uplift B =-281(LC 6) G =-132(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/34 B-C = -137/6 C-D = 0/0 E-F = 0/84 F-G = -44/45 C-F =-1321178 C-G = -30/3 BOT CHORD B-E = -70/72 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 M1ek Industries, Inc. Tue Aug 1013:56:00 2010 Page 4-9-8 CSI DEFL in (loc) I/deft Ud TC 0.28 Vert(LL) -0.02 B-E >999 240 BC 0.18 Vert(TL) -0.04 B-E >999 180 WB 0.00 Horz(TL) -0.00 G n/a n/a (Matrix) 3) Bearing at joint(s) G considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint B and 132 lb uplift at joint G. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard C D Scale = 1:14.8 1 PLATES GRIP MT20 2441190 Weight: 21 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNINO - VerVy daaign J---t-- ant READ NOTES ON THIS AND INCLUDED 1mTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston n, T SSt.Houstoon, TX 77093 Applicability of design parameters and proper incorporation of component Is crop to rosy of building designer- not truss designer. Bracing shown (713) 691 6900 TRUSWW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of The 8860 Twssway Blvd. erector. Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King H1457639 FCK-R Jos MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:012010 Page 1 i -1-40 0-10-15 1a-o 0-10-1s ' A D Scale = 1:14.3 1 n— 1� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.00 E n/r 180 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.01 E n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 7 lb LUMBER 6) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 2 X 4 SYP No.3 and T-1 sheet for more information. BOT CHORD 2 X 4 SYP No.3 7) NOTE: The seal on this drawing indicates acceptance WEBS 2 X 4 SYP No.3 of professional engineering responsibility solely for the BRACING truss component design shown. TOP CHORD Structural wood sheathing directly applied or D-10-15 oc LOAD CASE(S) purlins, except end verticals. Standard BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) D = 89/0-1-8 0-3-3 C = 81/Mechanical Max Harz D = 161(LC 6) C = 94(LC 1) Max Uplift D =-151(LC 6) C = -66(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-S = 0/46 B-C =-115/118 B-E =-75/145 BOTCHORD D-E =-94/209 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for James K Meade, members and forces & MWFRS for reactions shown; RE. Lumber DOL=1.33 plate grip DOL=1.33 Florida P.E. No. 16015 2) This truss has been designed for a 10.0 psf bottom 9411 Alcorn Street chord live load nonconcurrent with any other live loads. Houston, TX 77093 3) Refer to girder(s) for truss to truss connections. 4) Non Standard bearing condition. Review required. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 11,20 C WARNZIM - Verify design Parnmet— and READ NOTES ON TWS AND D9CLUDED AUTEK REFERENCE PAGE Am 7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based on u 9411 Alcorn St. g y g y pon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITP11 Quality Cdferia, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. LOADING (pst) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 20/Mechanical E _ -28/Mechanical F = 347/0-1-8 0-4-0 Max Horz F = 239(LC 6) Max Uplift D =-100(LC 6) E _ -67(LC 7) F =-248(LC 6) Max Grav D = 20(LC 1) E = 13(LC 2) F = 347(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C = -96/23 C-D = -5213 B-G =-102/188 BOT CHORD F-G = -0/306 E-F = 0/0 WEBS C-F =-164/90 7640 TRUSS 1 1 Job Reference (optional) H145 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:56:012010 Page 1 -1-4-0 2-1111 ltZO 2-10.15 D F E 1.5x4 II CSI DEFL in (loc) I/deft TC 0.67 Vert(LL) 0.00 E-F >999 BC 0.64 Vert(TL) 0.01 E-F >999 WB 0.03 Horz(TL) -0.06 D n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:19.4 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 16 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - ver; fy design paramstera and READ NOTES ON TWS AND INCLUDED ACTSK REFERENCE PAGE AW 7473 BEAORE USE Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Solely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457641 FCK-R J06L JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:012010 Page 1 -1-4-0 3.10-15 1-413-10-15 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 109/Mechanical B = 291/0-1-8 0-3-8 D = 37/Mechanical Max Harz B = 189(LC 6) Max Uplift C =-124(LC 6) B =-267(LC 6) , Max Grav, C = 109(LC 1) B = 291(LC 1) D = 741LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/34 B-C = -65/34 BOTCHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 2x3 = CSI DEFL in (loc) I/deft Ud TC 0.49 Vert(LL) -0.01 B-D >999 240 BC 0.23 Vert(TL) -0.03 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a We (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint C and 267 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNIAIO - V.Kh dssgn parameters and READ NOTES ON THIS AND INCLUDED WrEE REFERENCE PAGE Affi 7473 BEFORE USE. Engineering Department 9411 A Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston,n,TT 77X 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzr fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457642 FCK-R J07 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:01 2010 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 105/Mechanical E = 25/Mechanical F = 389/0-1-8 0-4-0 Max Harz' F = 315(LC 6) Max Uplift D =-183(LC 6) E _-103(LC 6) F =-312(LC 6) Max Grav D = 105(LC 1) E = 65(LC 2) F = 389(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C =-201/47 C-D = -98/35 B-G = -51 /177 BOT CHORD F-G = 01372 E-F = 0/0 WEBS C-F =-2721221 1-4-0 4-10-15 D 3.6 11 F E 1.5x4 I I n-9.8 4-10.15 CSI DEFL in (loc) I/deft TC 0.81 Vert(LL) 0.07 E-F >623 BC 0.47 Vert(TL) 0.07 E-F >668 WB 0.07 Horz(rL) -0.18 D n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:24.3 1 L/d PLATES GRIP 240 MT20 2441190 180 n/a Weight: 22 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - 9'erify design pamameters and READ NOTES ON THIS AND INCLUDED MI7EE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design's based any upon parameters shown, and is for an individual budding component. Houston, TX 77093 Applicabillty of design parameters and proper incorporation of component is responsbility of building designer- not truss designer. Bracing shown (713) 891 89og is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction B the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King H1457643 FCK-R J07L JACK 1 1 Jab Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:01 2010 Page 1 -1-0-0 1" 4$8 4.6.8 7-1-12 A W = 2x4 = 3x4 = Scale = 1:21.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.12 B-E >710 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.29 B-E >284 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code FBC2007fTP12002 (Matrix) Weight: 33 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) Provide mechanical connection (by others) of truss to BOT CHORD 2 X 4 SYP No.2 bearing plate capable of withstanding 153 lb uplift at joint WEBS 2 X 4 SYP No.3 E. 297 lb uplift at joint B and 65 lb uplift at joint D. BRACING 5) "Fix heels only" Member end fixity model was used in TOPCHORD the analysis and design of this truss. Structural wood sheathing directly applied or 6-0-0 oc Gap between inside of top chord bearing and first puffins, except end verticals. di diagonal or vertical web shall not exceed O.SOOin. BOT CHORD 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Rigid ceiling directly applied or 10-0-0 oc bracing. more information. 8) NOTE: The seal on this drawing indicates acceptance REACTIONS (lb/size) of professional engineering responsibility solely for the E = 241/Mechanical truss component design shown. B = 423/0-1-8 0-3-8 LOAD CASE(S) D = 56/Mechanical Standard Max Horz B = 275(LC 6) Max Uplift E _-153(LC 6) B =-297(LC 6) D = -65(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0134 B-C =-321/131 C-D = -48/15 D-E = 0/0 BOTCHORD B-E =-260/240 WEBS C-E =-296/321 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); James K Meade, P.E. TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Florida P.E. NO. 16015 Interior(1) zone; cantilever left and right exposed ;C-C for 9411 Alcorn Street members and forces & MWFRS for reactions shown; Houston, TX 77093 Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. August 11,20 WARMNG - Verify design parameters and READ NOTES ON THUS AND UNCLDDED ffiTEE REFERENCE PAGE MU--7473 BEFORE DSE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. I Trussway, Orlando, FL 32824 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 241/0-1-8 0-4-0 D = -8/Mechanical C = -63/Mechanical Max Horz E = 108(LC 6) Max Uplift E _-137(LC 6) D = -98(LC 6) C = -63(LC 1) Max Grav E = 241(LC 1) D = 8(LC 2) C = 18(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C = -51 /21 B-E =-218/275 BOTCHORD D-E = 010 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 TRUSS 11 1 1 1 H14576441 ''C_f��•S[•36� e ,,,, 1— C A s CSI DEFL in (loc) I/defl Ud TC 0.53 Vert(LL) 0.00 E >999 240 BC 0.22 Vert(TL) 0.00 E >999 180 WB 0.00 Horz(TL) -0.01 C ri n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Aug 1013:56:02 2010 Page 11 Scale = 1:14.3 1 PLATES GRIP MT20 244/190 Weight: 7 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARMNO - 7e1t/g design Parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MV--7473 BEFORE USE. Engineering Department Design valid for use only with M9ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 is for lateral support of individual web members on Additional temporary bracing to insure stability during construction is the responsibility of the (713) 691 6900 pp y' p°fOry g �' 9 p H IRMSM 8850 Trussway Blvd erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King H1457645 FCK-R J08L JACK 1 1 Job Reference o tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 A 1-4-0 3.6.14 3-6-14 E 2x4 1.5x4 11 1.5x4 11 1.5x4 I I 7-1-1 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES Plates Increase 1.25 TC 0.41 Vert(LL) 0.00 A n/r 120 MT20 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.00 A n/r 80 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a n/a Code FBC2007/iP12002 (Matrix) Weight: 3 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 70/0-1-8 7-1-12 B = 235/0-1-8 7-1-12 G = 169/0-1-8 7-1-12 H = 249/0-1-8 7-1-12 Max Horz B = 294(LC 6) Max Uplift F = -55(LC 6) B =-175(LC 6) G =-151(LC 6) H =-174(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/34 B-C =-196/41 C-D =-104/23 D-E = -31/16 E-F = -54/63 BOT CHORD B-H = 0/0 G-H = 0/0 F-G = 0/0 WEBS D-G =-135/169 C-H =-185/206 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1-2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint F, 175 lb uplift at joint B, 151 lb uplift at joint G and 174 lb uplift at joint H. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard GRIP 244/190 3 lb Scale = 1:19.9 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PADS ADb7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building9411 Alcom St. component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component ¢ responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillty of the 8850 T91 690y Blvtl. TRLWW swa erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King H1457646 FCK-R Jog MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 -1-4-o z-10-1s 1-4-0 z-10-1s Scale = 1:19.4 C A E 2.6 11 D 2-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.03 D-E >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) 0.03 D-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.07 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 14 lb LUMBER TOP CHORD 2 X 4 SYP No.3 2) This truss has been designed for a 10.0 psf bottom BOT CHORD 2 X 4 SYP No.3 chord live load nonconcument with any other live loads. WEBS 2 X 4 SYP No.3 3) Refer to girder(s) for truss to truss connections. BRACING 4) "Semi -rigid pitchbreaks with fixed heels" Member end TOP CHORD model was used in the analysis and design of this Structural wood sheathing directly applied or 2-10-15 oc trus truss. 5) NOTE: Refer to attach TrNotes, Appendices purlins, except end verticals. and T-1 sheet for more information. BOT CHORD 6) NOTE: The seal on this drawing indicates acceptance Rigid ceiling directly applied or 10.0-0 oc bracing. of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. C = 66/Mechanical LOAD CASE(S) E = 251/0-1-8 0-4-0 Standard D = 23/Mechanical Max Horz E = 239(LC 6) Max Uplift C =-128(LC 6) E _-179(LC 6) D = -96(LC 6) Max Grav C = 66(LC 1) E = 251(LC 1) D = 48(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C = -68/21 \ B-E =-221/217 _ BOT CHORD D-E = 0/0 James K Meade, P.E. NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); Florida P.E. No.16015 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; 9411 Alcorn Street enclosed; MWFRS (low-rise) gable end zone and C-C Houston, TX 77093 Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • August 11120 C WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW 7473 Ril USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. INSSM erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information avolable from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 U r 0 r H14576471 FCK-R J10 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:02 4-10-15 1 4-1015 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 140/Mechanical E = 328/0-1-80-4-0 D = 51/Mechanical Max Harz E = 315(LC 6) Max Uplift C =-212(LC 6) E _-263(LC 6) D =-124(LC 6) Max Grav C = 140(LC 1) E = 328(LC 1) D = 89(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C =-114/48 B-E =-286/251 BOT CHORD D-E = 0/0 Scale = 1:24.3 1 C E D 34 11 CSI TC 0.99 BC 0.62 WB 0.00 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.17 O-E -321 Vert(TL) 0.16 D-E >355 Horz(TL) -0.22 C n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 20 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1C A WARNM - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PADS MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsbility, of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criferia, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. Fort FCK-R IJ12L Trussway, Orlando, FL 32824 -1-4-0 5-0-11 1-4-0 5-0-11 A 2x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 154/Mechanical B = 338/0-1-8 0-3-8 D = 48/Mechanical Max Harz B = 227(LC 6) Max Uplift C =-180(LC 6) B =-285(LC 6) Max Grav C = 154(LC 1) B = 338(LC 1) D = 97(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/34 B-C = -91 /48 BOTCHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. H1457648 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 CSI DEFL in (loc) I/deft L/d TC 0.33 Vert(LL) -0.03 B-D >999 240 BC 0.22 Vert(TL) -0.07 B-D >802 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint C and 285 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:15.5 1 PLATES GRIP MT20 244/190 Weight: 18 lb Z(L James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNZIM - 9'er{ jy desgn parameters and READ N07TS ON TffiS AND MMUDED NITES REFERENCE PAGE dU( 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicabil'dy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, derwery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 NZO Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss [JACK russ Type Oty, Ply Fort King H1457649 FCK-R J13L 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 3-0-11 2x3 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 128/0-1-8 0-3-8 B = 100/Mechanical C = 28/Mechanical Max Horz A = 102(LC 6) Max Uplift A = -62(LC 6) B =-123(LC 6) Max Grav A = 128(LC 1) B = IOO(LC 1) C = 57(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -61/33 BOT CHORD A-C = Oro NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(l) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. CSI DEFL in (loc) Udefi Ud TC 0.26 Vert(LL) -0.00 A-C >999 240 BC 0.14 Vert(TL) -0.01 A-C >999 180 WB 0.00 Horz(TL) -0.00 B n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint A and 123 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:11.0 1 PLATES GRIP MT20 244/190 Weight: 10 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11120 C WARNING - Ver(& design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW--7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Appricabilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRMUM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSI-89 and BCSII Building Component (407) 857 2777 Safety Informalion available from Truss Plate Institute, 583 D'Onofna Drive, Madison. WI 53719. Job FCK-R Qty H14576501 J14L IJACK 11 I 1 IJob Reference (optional) 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:56:03 2010 -1-4.0 4-7-8 1-0-0 4-7-8 of A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 316/0-1-8 0-3-8 D = 177/Mechanical Max Horz B = 21O(LC 6) Max Uplift B =-276(LC 6) D =-134(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/34 B-C = -80/42 BOT CHORD B-D = 0/0 WEBS C-D =-134/156 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint B and 134 lb uplift at joint D. Scale = 1:14.5 1 C 2x3 = 1.Sx4 II CSI DEFL in (loc) Vdefi L/d TC 0.49 Vert(LL) -0.02 B-D >999 240 BC 0.31 Vert(TL) -0.05 B-D >984 180 WB 0.05 Horz(TL) 0.00 n/a n/a (Matrix) 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNLW - Verify design p.--ters and READ NOTES ON 787E AND INCLUDED AUTER REFERENCE PAGE JW--7473 BEFORE USE Design valid for use only with MTek connectors. This design B based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 19 lb /A ( James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2 01 1 Engineering Department 9411 Atom St. Houston, TX 77093 (713) 691 6900 VIRISOM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type FCK-R R01 MONO HIP Trussway, Orlando, FL 32824 ' I C C 6-3-2 6-3-2 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G-H, E-I, F-I REACTIONS (lb/size) A = 310/Mechanical L = 850/Mechanical J = 733/Mechanical I = 587/Mechanical I = 587/Mechanical N = 126/0-1-8 0-3-8 Max Harz A = 734(LC 6) Max Uplift A = -56(LC 6) L =-514(LC 6) J =-516(LC 6) 1 =-434(LC 4) N =-114(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -248/0 B-C =-370/82 C-D =-350/223 D-E =-250/115 E-F = -92/64 F-G = -1/2 H-N = 0/17 M-N =-111/111 G-M =-116/115 BOTCHORD A-L =-463/184 K-L =-275/113 J-K =-275/113 1-1 =-149182 H-1 = -2/1 H14576511 1 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:03 2010 Page 1 18-9-8 25-0.8 232-0 6-3-2 6-3-2 4-1-8 F G Scale = 1:61.3 1 L K J I 1.5x4 11 3x5 = CSI DEFL in (loc) I/deft L/d TC 0.52 Vert(LL) -0.09 A-L >999 240 BC 0.52 Vert(TL) -0.26 A-L >390 180 WB 0.41 Horz(TL) -0.03 N n/a n/a (Matrix) BOTCHORD A-L =-463/184 K-L =-275/113 J-K =-275/113 1-1 =-149/82 H-I = -2/1 WEBS B-L =-486/525 D-L =-387/247 D-J =-224/346 E-J =-413/359 E-I =-119/219 F-I =-355/355 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2"/190 Weight: 166 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Wrify design Parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzw fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 So" Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Fort King H14576521 R01G MONO HIP 1 1 Job Reference (optional) do, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:03 2010 Page 1 6-3-2 12.6-4 18-36 25-D-8 2&2-0 1 2 6-3-26-32 6.3-2 4-1-8 S T n A 3x4 = AN AM AL AK AJ At AH AG AF AE AD AC AB AA Z Y X W V 3x5 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.33 BC 0.21 WB 0.10 (Matrix) DEFL in (loc) Vert(LL) -0.01 A -AN Vert(TL) -0.02 A -AN Horz(TL) -0.02 AP I/deft >999 >999 n/a L/d 240 180 n/a LUMBER TOP CHORD 2 X 4 SYP No.3 Max Uplift TOP CHORD BOT CHORD 2 X 4 SYP No.3 AM = -23(LC 1) A-B =-730/52 WEBS 2 X 4 SYP No.3 AL = -112(LC 6) C-D =-588115 OTHERS 2 X 4 SYP No.3 AK = -86(LC 6) E-F = -53719 BRACING AJ = -91(LC 6) G-H =-460/10 TOP CHORD AH = -90(LC 6) 1-1 =-378110 Structural wood sheathing directly applied or 6-0-0 oc AG = -90(LC 6) K-L = -301/8 purlins, except end verticals. AF = -93(LC 6) M-N =-218/13 BOT CHORD AE = -73(LC 6) O-P =-136/13 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: AD = -98(LC 6) Q-R = -54/15 6-0-0 oc bracing: U-V. AC = -95(LC 6) S-T = -1/1 WEBS AB = -90(LC 6) AO -AP =-125/119 1 Row at midpt Z = -90(LC 6) BOT CHORD T-U, S-V, P-Y, Q-X, R-W Y _ -93(LC 6) A -AN = -6/6 X = -84(LC 6) AL -AM = -616 REACTIONS (lb/size) W = -74(LC 6) AJ-AK = -6/6 A = 147/Mechanical AP = -113(LC 4) AH-AI = -6/6 V = 288/0-1-8 0-4-0 Max Grav AF-AG = -6/6 AN = 392/Mechanical A = 190(LC 6) AD-AE = -6/6 AM = -23/Mechanical V = 288(LC 1) AB -AC = -2/3 AL = 152/1VIechanical AN = 392(LC 1) Z-AA = -2/3 AK = 114/Mechanical AM = 18(LC 6) X-Y = -2/3 AJ = 121/Mechanical AL = 152(LC 1) V-W = -2/3 AH = 120/Mechanical AK = 114(LC 1) WEBS AG = 120/Mechanical AJ = 121(LC 1) S-V =-224/218 AF = 121/Mechanical AH = 120(LC 1) C-AM = -4/12 AE = 11 echan�al AG = 120(LC 1) F-AK =-931101 1 AD = `/Mecharfical AF = 121(LC 1) H-AH =-93/103 /y AC = 129/Mtchanical AE = 111(LC 1) J-AF =-94/106 AB = 119/Mechanical-- AD = 120(LC 1) L-AD =-93/112 Z = 120/Mechanical AC = 129(LC 1) N-AB =-92/103 Y = 121/Mechanical AB = 119(LC 1) P-Y =-95/105 X = Z = 120(LC 1) R-W = -49/69 W = Jan"A4L0ctMjQa le, P.E. Y = 121(LC 1) AP = F1dlfl@tF3@.:*k.16015 x = 119(LC 1) Max Harz 9411 Street W = 53(LC 1) _ A ,g3I(c(orn AP = 165(LC 1) Max Uplift I-IOusiRo' rR 77093 V = FORCES (lb) AN =-326(LC 6) Maximum Compression/Maximum Tension = 1:55.6 1 U PLATES GRIP MT20 244/190 Weight: 241 lb B-C = -597/0 D-E = -541/0 F-G =-501/10 H-1 =-419/10 J-K =-336/10 L-M =-261/16 N-0 =-177/13 P-Q = -94/13 R-S = -28/24 U-AP = 0/63 T-AO =-130/123 AM -AN = -6/6 AK -AL = -6/6 AI-AJ = -6/6 AG-AH = -6/6 AE-AF = -6/6 AC -AD = -2/3 AA -AB = -2/3 Y-Z = -2/3 W-X = -2/3 U-V = -0/1 B-AN =-274/319 D-AL =-110/121 G-AJ =-94/104 I -AG =-93/103 K-AE = -84/86 M-AC =-102/108 O-Z =-93/103 Q-X =-87/102 August11 WARNING - Ver((g design Parameters and READ NOT'Es ON THIS AND INCLvDED MITER RzirimmCE PAGE MU-7473 BEFONB USE. Engineering Department 9411 Mcom St. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5990 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 Trussway Blvd. annsw erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, cludity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53749. Fort King H1457652 H is I n P FCK-R R01 G Trussway, Orlando, FL 32824 NOTES (10-11) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI rPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) AP considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard HIP I1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:04 2010 Page 2 WARNING - VeHh design parameters and READ NOTES ON THIS AND INCLUDED WTEN REFERENCE PAGE RUF7473 BEFORE USE. Engineering Department 9411 Alwm 7 Design valid for use only with M7ek connectors. This design is based only upon Parameters shown, and is for an individual building component. Houston, TX 7093 Applicability of design parameters and proper incorporation of component is respombility, of building designer- not Truss designer. Bracing shown (713) 891 6900 TRUSSW m for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillty of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and SCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. L [SP TypeIAL Oty Ply 1 I Fort King H1457653l FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:04 2010 Page 2-4-12 4-9-8 2-4-12 2-4-12 3x3 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. REACTIONS (lb/size) A = 82110-1-8 0-3-8 F = 821/0-1-8 0-3-0 Max Horz A = 148(LC 6) Max Uplift A =-514(LC 6) F =-579(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-521/239 B-C =-345/196 BOTCHORD A-E =-293/413 D-E =-2931413 D-F =-385/590 C-F =-231/193 WEBS B-E =-133/302 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/defl Ud TC 0.82 Vert(LL) 0.07 A-E >693 240 BC 0.89 Vert(TL) -0.10 A-E >501 180 WB 0.10 Horz(TL) -0.00 F n/a n/a (Matrix) 3) Bearing at joint(s) F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint A and 579 lb uplift at joint F. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pM Vert: A-C=-70, A-D=-320(F=-300) Scale = 1:14.7 1 PLATES GRIP MT20 2441190 Weight: 20 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARNING - 7er(fy design paramet— and READ NOTES ON 779S AND INCLUDED BDTEE REFERENCE PAGE affi-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. AddBionol temporary bracing to insure stability during construction 6 the responsibirity of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl- 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King FCK-R R02 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13 -1.4-0 7-8-11 15-5-5 23-2-0 2338 1-4-0 7-8-11 7-8-11 7-B-11 61-8 r_ 3x6 % ,• J 1 H 3x4 = 3x5 = 3x5 = 2x6 11 1.5x4 I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-7-12 oc bracing. WEBS 1 Row at midpt F-J, F-I REACTIONS (lb/size) B = 1235/0-1-8 0-4-0 1 = 1270/0-1-8 0-4-0 N = 203/0-1-80-3-8 Max Harz B = 718(LC 6) Max Uplift B =-741(LC 6) 1 =-828(LC 4) N =-174(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2347/1121 C-D =-218511161 D-E =-2014/1185 E-F =-1008/550 F-G = -1/1 H-N = 0/38 M-N =-178/175 G-M =-185/183 BOT CHORD B-L =-159412099 K-L =-925/1189 J-K =-92511189 1-1 =-1991258 H-1 = -1/1 WEBS C-L =-476/540 E-L =-673/1017 E-J =-890/838 F-J =-792/1147 F-I =-1173/904 CSI DEFL in (loc) I/defl Ud TC 0.94 Vert(LL) 0.20 B-L >999 240 BC 0.84 Vert(TL) -0.41 J-L >732 180 WB 1.00 Horz(TL) 0.07 N n/a n/a (Matrix) WEBS C-L =-476/540 E-L =-673/1017 E-J =-8901838 F-J =-792/1147 F-I =-1173/904 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing atjoint(s) N considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H1457654 5:04 2010 Pagel - Scale)= 1:55.4 11 PLATES GRIP MT20 2441190 Weight: 160 lb I, - James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON THIS AND DICLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. Thisdesign is based only upon parameters shown, and is for an individual building com9411 Alwm St. component. 9411 TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quaitly Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plote Institute, 583 D'Onofno Drive, Madison. WI 53719. Type Fort FCK-R I R03 ISPECIAL 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:C e 1-4-0 7-0.4 7-C1-4 7-6-8 6.10.6 10. 5x7 Scale=1:53.7 2x6 = 3x6 % _ .. I H 3x4 = 3x5 = 3x5 = 1.Sx4 \\ 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpt F-I, F-J REACTIONS (lb/size) B = 124610-1-8 0-4-0 1 = 119610-1-80-4-0 0 = 266/0-1-8 0-3-8 Max Horz B = 672(LC 7) Max Uplift B =-762(LC 7) 1 =-732(LC 5) 0 =-248(LC 6) Max Grav B = 1246(LC 1) I = 1196(LC 1) O = 280(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2404/1209 C-D =-2180/1158 D-E =-2023/1180 E-F =-11691657 F-G = -12/11 H-O = -4/19 M-0 =-2471231 G-M =-260/244 G-N = 0/0 BOT CHORD B-L =-163912158 K-L =-1050/1373 J-K =-105011373 1-1 =-365/471 H-1 = -11/11 CSI DEFL in (loc) I/deft Ud TC 0.86 Vert(LL) 0.17 B-L >999 240 BC 0.74 Vert(TL) -0.36 B-L >843 180 WB 0.56 Horz(TL) -0.12 O n/a n/a (Matrix) BOT CHORD B-L =-163912158 K-L =-1050/1373 J-K =-1050/1373 1-1 =-365/471 H-1 = -11/11 WEBS F-I =-1149/882 F-J =-697/1047 E-J =-824/774 E-L =-507/813 C-L =-421/476 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf-, BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing atjoint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 156 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 A WARNING - Verify design parameters and READ NOTES ON THIS AND ZNMLEFDED NUTEE REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trus"ay Blvd. ralssm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and BCSI7 Building Component (407) 857 2777 Safety Information avalabla from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss oType Qty Ply Fort K ngH1457656 FCK-R R03G [,'PESIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:05 2010 Page 1 - -4- - -0 5-8 1-4-0 7-0-4 7-D-4 7-fr8 6-10-8 jr, 1.5x4 = Scale = 1:59.6 1 1 1 1 Plate Offset. O� R T d N 3X6 = r " N M L K 3x4 = 3x5 = 3x5 = 5x4 = 1.5x4 11 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007fTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt F-N, F-O, I-L, H-M, G-N REACTIONS (lb/size) B = 1223/0-1-8 0-4-0 N = 1362/0-1-10 0-4-0 T = 123/0-1-8 0-3-8 Max Horz B = 672(LC 7) Max Uplift B = -749(LC 7) N = -884(LC 5) T = -111(LC 6) Max Grav B = 1223(LC 1) N = 1362(LC 1) T = 128(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2340/1174 C-D =-2117/1123 D-E =-1960/1145 E-F =-1106/622 F-G = -1/4 G-H = -1/4 H-I = -1/4 I-J = -1/4 K-T = -53/64 R-T = -63/56 J-R = -65/58 J-S = 0/0 BOT CHORD B-Q =-1606/2098 CSI DEFL in (loc) I/deft L/d TC 0.88 Vert(LL) 0.16 B-Q >999 240 BC 0.74 Vert(TL) -0.35 B-Q >849 180 WB 0.56 Hort(TL) 0.06 N n/a n/a (Matrix) BOT CHORD P-Q =-101911316 O-P =-1019/1316 N-O =-311/402 M-N = -4/1 L-M = -4/1 K-L = -4/1 WEBS F-N =-1018f784 F-O =-703/1058 E-0 =-841/782 E-Q =-507/811 C-Q =-417/475 I-L = -45/76 H-M = -86/16 G-N =-2411234 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing atjoint(s) T considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 191 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNG - Verify design parameters and READ NOTES ON TfIIS AND DYCLUDED BIITER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI7IPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Fort King H14576571 FCK-R I R03L IMONO HIP 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:05 2010 Page 3-6-14 7-1-12 10-2-2 13-&0 3-&14 3-&14 3-0-6 3-3-14 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing. REACTIONS (lb/size) A = 1047/Mechanical F = 1429/0-1-110-3-8 Max Horz A = 242(LC 5) Max Uplift A =-685(LC 5) F =-1039(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2250/1505 B-C =-196011245 C-D =-1734/1189 D-E = 0/0 E-F =-192/212 BOTCHORD A-G =-1558/2028 F-G =-928/1176 WEBS B-G =-293/387 C-G =-198/437 D-G =-414/770 D-F =-1623/1281 NOTES (10-11) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 4x5 I I C 3x5 = D CSI DEFL in (loc) I/deft Ud TC 0.58 Vert(LL) 0.08 A-G >999 240 BC 0.76 Vert(TL) -0.24 F-G >656 180 WB 0.58 HOrz(rL) 0.04 F n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint A and 1039 lb uplift at joint F. 6) Girder carries hip end with 0-0-0 right side setback, 7-1-12left side setback, and 7-1-12 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 Ib down and 463 lb up at 7-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-70, C-E=-155(F=-85), A-G=-20, F-G=44(F=-24) Concentrated Loads (lb) Vert: G=605(F) Scale: 10=1, 1.5x4 II E PLATES GRIP MT20 2441190 Weight: 67 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verlfy design Parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building componen}. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 11 Job Truss Truss Type Qty Ply Fort King H1457658 FCK-R R04 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:05 2010 Page 1 -1-0-0 6-f'r5 13.0-11 19-7-0i 28-5-8 2l 8 6.6.5 6-(r5 6-6-5 6-148 2-110.0 I = 1:52.6 4X5 = J I 3x4 = 3x5 = 3x8 4x7 I I = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt H-I, E-J, G-J, G-1 REACTIONS (lb/size) 1 = 1301/0-1-9 0-4-0 B = 141210-1-11 0-4-0 Max Harz B = 691(LC 6) Max Uplift I =-913(LC 6) B =-878(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2846/1557 C-D =-2440/1286 D-E =-2359/1307 E-F =-1313/711 F-G =-1148f738 G-H = -56/10 H-1 = -44/54 BOTCHORD B-L =-1988/2575 K-L =-1441/1897 J-K =-1441/1897 1-1 =-321/430 WEBS C-L =-454/511 E-L =-2491630 E-J =-936/779 F-J =-25/187 G-J =-737/1072 G4 =-12521954 CSI DEFL in (loc) I/deft TC 0.74 Vert(LL) 0.20 B-L >999 BC 0.96 Vert(TL) -0.55 B-L >637 WB 0.40 Horz(TL) 0.09 1 n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 167 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design Faramet-si and READ NOTES ON THIS AND INCLUDED BDTEE REFERENCE FAOE EW-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bul9411 Almm at. ding component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the 8850 Trmsway Blvd. IRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 63719. FCK-R R04L MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:06 2010 Page 1 5-7-13 9-1-12 13.6-0 5-7-13 3-5-14 444 4x5 11 1.5x4 II Scale= 1:27.5 C D LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 5-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. REACTIONS (lb/size) A = 598/Mechanical E = 598/0-1-8 0-3-8 Max Harz A = 308(LC 6) Max Uplift A =-337(LC 6) E _-361(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-980/545 B-C =-613/300 C-D = -11111 D-E =-146/145 BOT CHORD A-F =-709/859 E-F =-3101491 WEBS B-F =-423/470 C-F =-197/461 C-E =-651/411 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 3x4 = E 3x4 = CSI DEFL in (loc) I/deft Ud TC 0.40 Vert(LL) -0.13 A-F >999 240 BC 0.57 Vert(TL) -0.37 A-F >427 180 WB 0.38 Horz(TL) 0.02 E n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint A and 361 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 66 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ( WARNING - Verify design parameters and READ NOTES ON TNTS AND LNMUDED AUTEE REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and 11CSI7 Building Component (407) 857 2777 Safety Intonation available from Truss Plate Institute. 583 D'Oncfno Drive. Madison, WI 53719. 1 k k Job Truss Truss Type Qty Ply Fat King H1457660 FCK-R R05 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:06 2010 Page 1 1-1-0-0 5-19 11-8-11 17-7-0 24-58 29-?-8 1-4-0 510.5 510.5 510.5 6-10.8 N0:10 1 = 1:52.6 3x7 3x4 = 3x5 = 3x8 = 4x7 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt H-I, E-J, G-1 REACTIONS (lb/size) 1 = 130110-1-9 0-4-0 B = 1412/0-1-11 0-4-0 Max Horz B = 691(LC 6) Max Uplift I =-913(LC 6) B =-878(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-2854/1583 C-D =-2448/1283 D-E =-2374/1295 E-F =-13921746 F-G =-1240f723 G-H = -76139 H-I =-136/154 BOTCHORD B-L =-2019/2600 K-L =-1537/2045 J-K =-1537/2045 1-1 =-559/766 WEBS C-L =-430/483 E-L =-149/539 E-J =-9371731 F-J = 0/177 G-J =-508/806 G-1 =-13221974 CSI DEFL in (loc) I/deft Ud TC 0.63 Vert(LL) -0.20 I-J >999 240 BC 0.96 Vert(TL) -0.54 I-J >649 180 WB 0.62 Horz(TL) 0.10 1 n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bu0ding designer. For general guidance regardng fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII BuBding Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI53719. PLATES GRIP MT20 244/190 Weight: 164 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Oriando, FL 32824 (407) 857 2777 Job Truss Truss Type Oty Ply Fort King H1457661 FCK-R R05L MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:06 2010 Page 1 5-fr14 11-1-12 13.6-0 r 5-(r14 5-Fr14 2-0-4 1 4x5 11 1.5x4 II Scale: 3/8"=l' C D 31 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.07 A-F >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.16 A-F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 HOrz(fL) 0.01 E n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 68 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) Provide mechanical connection (by others) of truss to BOT CHORD 2 X 4 SYP No.2 bearing plate capable of withstanding 328 lb uplift at joint WEBS 2 X 4 SYP No.3 A and 415 lb uplift at joint E. BRACING 6) "Fix heels only" Member end fixity model was used in TOP CHORD the analysis and design of this truss. Structural wood sheathing directly applied or 5-8-1 oc 7) NOTE: Refer to yellow bracing and/or T-1 sheet for puriins, except end verticals. more information. BOT CHORD 8) NOTE: The seal on this drawing indicates acceptance Rigid ceiling directly applied or 6 10 7 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) A = 598/Mechanical LOAD CASE(S) E = 598/0-1-8 0-3-8 Standard Max Harz A = 375(LC 6) Max Uplift A =-328(LC 6) E _-415(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1053/549 B-C =-820/452 C-D = -010 D-E = -77/77 BOT CHORD A-F =-790/929 E-F =-184/224 WEBS B-F =-440/518 C-F =-466/688 / C-E =-526/431 G NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); James K Meade, P.E. TCDL=5.Opsf; BCDL=S.Opsf; h=38ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Florida P.E. No.16015 Interior(1) zone; cantilever left and right exposed ;C-C for 9411 Alcorn Street members and forces & MWFRS for reactions shown; Houston, TX 77093 Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. August 1 1,20 4) Refer to girder(s) for truss to truss connections. WARMNG - 9'erj j}f design pammetere and READ NOTES ON TFUS AND INCLUDED AUTElr REFSIYSNCE PAGE AW- 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall stricture is the responsb7ity, of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI/Ti ll Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informaflon available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. r.>• Fort 1 FCK-R R06 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MITek Industries, Inc. Tue Aug 1013:56:07 2010 Page 1 r-1-4-0 , 7-9.8 15.7-0 22-5-8 29-3-8 �7-4-0 7-99 7-38 6-10-8 610-0 = 1:52.6 1 4x5 = H 3x4 = 3x5 = 3x4 = 47 I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt G-H, F-H REACTIONS (lb/size) H = 1301/0-1-9 0-4-0 B = 1412/0-1-11 0-4-0 Max Horz B = 691(LC 6) Max Uplift H =-913(LC 6) B =-878(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-2810/1520 C-D =-2492/1383 D-E =-2384/1409 E-F =-1393/751 F-G =-105/59 G-H =-212/239 BOT CHORD B-K =-194312535 J-K =-1198/1593 I-J =-1198/1593 H-1 =-808/1143 WEBS C-K =-537/605 E-K =-576/915 E-1 =-362/462 F-I =-307/607 F-H =-1510/1071 CSI DEFL in (loc) I/deft TC 0.86 Vert(LL) 0.22 B-K >999 BC 0.95 Vert(TL) -0.58 B-K >597 WB 0.72 Horz(TL) 0.09 H n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Lid I PLATES GRIP 240 MT20 244/190 180 n/a Weight: 154 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, N t7 WARMNG - V-V9 design Paramet— and READ NOTES ON TMS AND DYCLUDED AQ4'EE REFERENCE PAGE AAQ7473 BEFORE USE. Engineering Department Design valid for use only with MIndividual9411 Alcorn St. ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLqsw erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPft Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information ovalable from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457663 FCK-R R07 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:07 2016 Page 1 441100.ill 45.08 25 2x• = 1:45.1 JAV — 3x8 = 3x5 = 3x5 = 4x7 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 1 Row at midpt F-G, E-G REACTIONS (lb/size) G = 113310-1-8 0-4-0 K = 1133/0-1-8 0-3-8 Max Harz K = 527(LC 6) Max Uplift G =-820(LC 6) K =-609(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-163/83 B-C =-1494/800 C-D =-1344/809 D-E =-13921736 E-F = -69/36 F-G =-123/135 A-K =-182/159 BOT CHORD J-K =-1220/1277 1-1 =-89111279 H-1 =-891/1279 G-H =-450/588 WEBS B-J = 0/188 C-J = 0/217 D-J =-212/82 D-H =-913/756 E-H =-796/1260 E-G =-10981850 B-K =-1458/842 CSI DEFL in (]oc) I/deft TC 0.64 Vert(LL) -0.22 J-K >999 BC 0.69 Vert(TL) -0.58 J-K >524 WB 0.91 Horz(TL) 0.05 G n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fusty model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 159 lb James K Meade, P.E. Florida RE. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - Vert%g design parameter,, and READ NOTES ON THIS AND INCLUDED M7'EE REFERENCE PAGE MI-7473 REFORE USE. Engineering Department 9411 Atom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSOM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FI. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King H1457664 FCK-R R08 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:07 2010 Page 1 7-9.0 147-8 20-1-14 25.5.8 7-9-0 I310-8 _ii 5-3.10 I = 1:46.9 1 2X6 II 3x9 _ 3x5 = 3x5 = 4x7 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 1 Row at midpt E-F, D-F REACTIONS (lb/size) F = 1133/0-1-8 0-4-0 J = 1133/0-1-80-4-0 Max Harz J = 527(LC 6) Max Uplift F =-820(LC 6) J =-609(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1616/812 B-C =-1426/850 C-D =-1334/617 D-E = -84/43 E-F =-144/159 A-J =-1062/639 BOT CHORD 1-J =-652/161 H-1 =-1127/1584 G-H =-1127/1584 F-G =-5501732 WEBS B-I = 0/218 C-1 = -190/0 C-G =-846/697 D-G =-578/1045 D-F =-11691884 A-1 =-523/1291 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.83 Vert(LL) -0.11 F-G >999 240 MT20 244/190 BC 0.76 Vert(TL) -0.30 F-G >997 180 WB 0.58 HOrz(TL) 0.04 F n/a n/a (Matrix) Weight: 151 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 0 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ( WARNING - Verify design parameters and READ NOTES oN THIS AND INCLUDED mTEE REPs'ncwCE PAGE MV 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only wi}h M7ek connectors. This design B based only upon parameters shown, and'n for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLqsw erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS-89 and BCSIt Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onoino Drive, Madison, WI 53719. Job Truss s Type Oty Ply Fort Kng H1457665 FCK-R R09 IS'UPES CIAL 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:07 2010 Page 1 59.0 12-7-8 19.0-8 2SS8 59-0 510.8 6-SO 6•SO 4x 1:45.5 1 J F 2x6 II 5x8 = 3x5 = 3x4 = 4x7 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007,71312002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-5 oc bracing. WEBS 1 Row at midpt E-F, D-F REACTIONS (lb/size) F = 1132/0-1-8 0-4-0 J = 1132/0-1-8 0-4-0 Max Horz J = 527(LC 6) Max Uplift F =-820(LC 6) J =-609(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1720/919 B-C =-1637/865 C-D =-13461576 D-E =-102/52 E-F =-177/195 A-J =-1058/641 BOTCHORD I-J =-581/106 H-1 =-1382/1939 G-H =-138211939 F-G =-679/918 WEBS B-I = 0/301 C-1 =-3941199 C-G =-979/750 D-G = 414/867 D-F =-1267/941 A-1 =-733/1471 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.67 Vert(LL) -0.12 F-G >999 240 MT20 244/190 BC 0.78 Vert(TL) -0.32 F-G >947 160 WB 0.85 Horz(TL) 0.05 F n/a n/a (Matrix) Weight: 148 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARND(O - verify design paratmetero and READ NOTES ON TNfa AND INCLUDED AUTE8 REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Aicom St. Design valid for use only with Mffek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown (713) 6915900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent brocing of the overall structure is the responsbTty of the building designer. For general guidance regarding Orlando, FL 32824 qqzp fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T911 QuCify CfBetia, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate institute, 583 D'Onofno Drive, Madison, WI 53719. Fort King H14576661 FCK-R R09A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:56:08 2010 Page 1 9- -7- B 4-& 5- 5.9.D s-10-8 B-SO Ss-o 11.0 F 4) = 1:45.6 1 2x6 11 5xB = 3X5 = 3x4 = 4x6 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. WEBS 1 Row at midpt F-G, D-G REACTIONS (lb/size) G = 1132/0-1-8 0-4-0 K = 1132/0-1-8 0-4-0 Max Horz K = 505(LC 6) Max Uplift G =-795(LC 6) K =-616(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1720/932 B-C =-1637/880 C-D =-1346/599 D-E =-105/17 F-G =-180/182 A-K =-1058/648 E-F = -1419 BOT CHORD J-K =-560/106 1-1 =-1384/1939 H-1 =-1384/1939 G-H =-678/917 WEBS B-J = 0/301 C-J =-394/209 C-H =-9801754 D-H =-415/866 D-G =-1261/935 A-J =-745/1471 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 0.66 Vert(LL) -0.12 G-H >999 240 BC 0.78 Vert(TL) -0.32 G-H >955 180 WB 0.86 Horz(TL) 0.05 G n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNMO - Ve fy design jo-ters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE JW 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilty of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. PLATES GRIP MT20 244/190 Weight: 148 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSS= 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Type I Qty Ply I Fort King H1457667 R10 (SPECIAL 1 1 Job Reference (optional) FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:08 2010 Page 5- 1-8-0 i 1-7-8 6.10.8 7-5-0 7-SD 4.50 [12 1.5x4 1:48.0 1 3x5 = 3x4 = 3x5 = 3x4 = 4X7 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt H-I, G-I, E-J REACTIONS (lb/size) 1 = 1132/0-1-8 0-4-0 M = 1132/0-1-8 0-4-0 Max Horz M = 479(LC 6) Max Uplift I =-816(LC 6) M =-613(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -78/39 B-C = -58/12 C-D = -54/13 D-E =-2085/1014 E-F =-14041558 F-G =-1240/573 G-H =-120/59 H-1 =-203/226 A-M =-104/94 BOTCHORD L-M =-1154/1201 K-L =-1641/2382 J-K =-1641/2382 1-1 =-798/1098 WEBS G-1 =-1381/1006 G-J =-284/778 E-J =-1262/871 E-L =-493/340 D-L =-335/1049 D-M =-1500/871 CSI DEFL in (loc) I/deft TC 0.87 Vert(LL) 0.15 J-L >999 BC 0.83 Vert(TL) -0.35 W >863 WB 0.60 Horz(TL) 0.07 1 n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 144 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING . Vi f, design parameters and READ NOTES ON TNIS AND INCLUDED M TEK REFERENCE PAGE MQ-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design s based on u 9411 on, T 7 g y g N Pon parameters shown, and s for an individual building component. Houston, Alcorn t. Applicability of design parameters and proper incorporation of component is respombi llity of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUMM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/7I1 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 90nofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King H1457668 FCK-R R10A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:09 2010 Page 1 0 1 & 68 8 0- 1-&0 1-7-8 6-10.8 7-5-0 4-8-0 2-11-0 4.50 1.5x' 3x5 = 2xeSole: 1/4"=1' H I N - J 3x5 = 3x4 = 3x5 = 3x4 = 3X4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt I-J, G-J, E-K REACTIONS (lb/size) J = 1132/0-1-8 0-4-0 N = 1132/0-1-8 0-4-0 Max Horz N = 400(LC 6) Max Uplift J =-750(LC 4) N =-634(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -78/39 B-C = -58/13 C-D = -54/13 D-E =-2085/1074 E-F =-1404/628 F-G =-1240/643 G-H =-129112 1-1 =-208/203 A-N =-103/94 H-1 = -24/17 BOT CHORD M-N =-1101/1201 L-M =-1638/2382 K-L =-1638/2382 J-K =-783/1099 WEBS G-J =-13691980 G-K =-288/777 E-K =-1261/884 E-M =-4921367 D-M =-376/1G49 D-N =-1501/904 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 0.86 Vert(LL) 0.15 K-M >999 240 BC 0.82 Vert(TL) -0.34 J-K >886 180 WB 0.60 Horz(TL) 0.07 J n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 143 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED N!'I'ER REFERENCE PAGE Efll-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Cdteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Infa mallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457669 FCK-R R10B SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13,56:09 2010 Page 1 1-11-810-s-B253.8 1-11-8 1-7-9 &10-1 7-pro 7-SO = 1:45.3 1 a A A L 3x5 = 3x4 = 3x5 = 3x4 = H 4x6 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Row at midpt G-H, F-H, D-I REACTIONS (lb/size) H a 1125/0-1-8 0-4-0 L = 1125/0-1-8 0-3-8 Max Harz L = 469(LC 6) Max Uplift H =-811(LC 6) L a-608(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -52/0 B-C = -48/19 C-D =-20411986 D-E =-1391/550 E-F =-1228/565 F-G =-120/59 G-H =-203/226 A-L = -92/82 BOT CHORD K-L =-1117/1147 J-K =-1617/2345 I-J =-161712345 H-1 =-792/1088 WEBS F-H a-1369/998 F-I =-276/769 D-1 =-1234/853 D-K =-503/346 C-K =-347/1061 C-L =-1468/856 CSI DEFL in (too) I/defl Ud TC 0.87 Vert(LL) 0.15 I-K >999 240 BC 0.82 Vert(TL) -0.35 H-1 >865 180 WB 0.57 Horz(TL) 0.07 H n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 144 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201C WARNING - VerVy design paramaters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Design valid for use only with MITek connectors. This design is based my upon parameters shown, and is form individual building component. Houston, on, T S77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzoor fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/rPll Quality Crffeda, DSB-89 and BCS11 Building Component (407) 857 27T7 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job IRIOC Truss Truss Type Oty Ply Fort King H1457670 FCK-R SPECIAL 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:09 2010 Page 1 1-11-8 3-7-0 10-5-8 17-1Q8 22-4-8 25-3-6 1-11-9 1-7-8 fr10.8 7-5-0 4-6-D 2-11-0 3x5 = G Scale = 1:46.1 H 11 M I 3x5 = 3x4 = 3x5 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Row at midpt H-I, F-I, D-J REACTIONS (lb/size) 1 = 1125/0-1-8 0-4-0 M = 1125/0-1-8 0-3-8 Max Horz M = 390(LC 6) Max Uplift I =-746(LC 4) M =-630(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -52/0 B-C = 47/19 C-D =-2042/1046 D-E =-1392/620 E-F =-1228/634 F-G =-129/12 H-1 =-208/203 A-M = -92/82 G-H = -24/17 BOT CHORD L-M =-1063/1147 K-L =-1614/2344 J-K =-1614/2344 1-1 =-776/1089 WEBS F-I =-1357/972 F-J =-280/768 D-J =-1233/866 D-L =-502/373 C-L =-387/1061 C-M =-1469/889 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 0.85 Vert(LL) 0.15 J-L >999 240 BC 0.82 Vert(TL) -0.34 I-J >888 180 WB 0.57 Horz(TL) 0.07 1 n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ,Y WARMNO - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE BDI-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsbility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. PLATES GRIP MT20 244/190 Weight: 142 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alwm St. Houston, TX 77093 �yey���r (713) 691 8900 TRLS7yf�lt 8850 Trussway Blvd. Ortando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King H1457671 FCK-R R11 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:10 2010 Page 1 0. 8 7- 7 L_ 00 -D 4.2-12 4-312 5.11-8 5-11-8 411-0 0 Scale = 1:45.1 5x5 1.5x4 II E F K 3x5 = 3 G 4x8 = 3x5 = 3x5 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 1 Row at midpt F-G, E-G REACTIONS (lb/size) K = 1132/0-1-8 0-4-0 G = 1132/0-1-8 0-4-0 Max Horz K = 323(LC 4) Max Uplift K =-634(LC 4) G =-740(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-131/122 A-B = -63/9 B-C =-290311477 C-D =-3260/1724 D-E =-1355f733 E-F = -1413 F-G =-155/148 BOT CHORD J-K =-1355/1780 1-1 =-1092/1625 H-1 =-1092/1625 G-H =-454/659 WEBS B-K =-196011159 B-J =-504/1272 C-J =-1435/893 D-J =-949/1697 D-H =-917/726 E-H =-625/1128 E-G =-1114/775 CS] DEFL in (loc) I/defi TC 0.74 Vert(LL) 0.23 H-J >999 BC 0.73 Vert(TL) -0.43 J-K >700 WB 0,96 Horz(TL) 0.06 G n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 146 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Ve if y design parameters and READ NOTES ON TZOS AND INCLUDED AUTEN REFERENCE PAGE d!- 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plateinstitute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 1 Job Truss Truss Type �Qty Ply Fort King H1457672 FCK-R R11A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:10 2610 Page 1 41-12 8-5-8 145-0 20-4-8 25-3.8 41-12 4312 5-11-8 5-11-8 411-0 Scale = 1:46.1 5x5 = 1.5x4 I I E F 0 3x5 = 4x8 = 3x5 = 3X5 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 1 Row at midpt F-G, E-G REACTIONS (lb/size) K = 1125/0-1-8 0-3-8 G = 112510-1-8 0-4-0 Max Horz K = 323(LC 4) Max Uplift K =-629(LC 4) G =-736(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-124/116 A-B = -5918 B-C =-2846/1446 C-D =-3198/1690 D-E =-1343/726 E-F = -14/3 F-G =-1551148 BOT CHORD J-K =-1313/1710 1-1 =-1082/1607 H-1 =-108211607 G-H =-450/654 WEBS B-K =-1901/1124 B-J =-517/1287 C-J =-1415/883 D-J =-922/1647 D-H =-903/719 E-H =-617/1114 E-G =-1105/770 CSI DEFL in (loc) I/deft L/d TC 0.74 Vert(LL) 0.22 H-J >999 240 BC 0.73 Vert(TL) -0.40 J-K >746 180 WB 0.93 Horz(TL) 0.06 G n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices 'and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 145 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201 WARNINO - Verify design parameters, and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St Des'gn valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsrbTrly of building designer- not thus designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 1 Job Truss �SF`a russ Type Qty Ply Fort King H1457673 FCK-R R12 CIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:10 2010 Page 1 57-8 12-7-0 + 18-fi-8 2SS8 6.7-8 511-8 511-8 571-0 Scale = 1:44.7 5x10 D 2.6 II E - 4xr — 3x5 = 3x5 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 `Except B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt B-J, C-G, D-F REACTIONS (lb/size) J = 1132/0-1-8 0-4-0 F = 1132/0-1-8 0-4-0 Max Horz J = 323(LC 4) Max Uplift J =-639(LC 4) F =-735(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-2411223 A-B =-176/104 B-C =-3170/1619 C-D =-1125/596 D-E = -21/17 E-F =-229/219 BOTCHORD 1-J =-2387/3765 H-1 =-133311959 G-H =-133311959 F-G =-6331999 WEBS B-J =-3680/2009 8-1 =-1089/802 C-1 =-570/1280 C-G =-11441828 D-G =-3391797 D-F =-1300/819 CSI DEFL in (loc) I/deft L/d TC 0.67 Vert(LL) 0.35 G-1 >864 240 BC 0.83 Vert(TL) -0.79 G-1 >383 180 WB 0.94 HOrz(TL) 0.10 F n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05: 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 139 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED IVf[TER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 INSWW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 6850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quardy Crffeda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information oval from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. I] 1 u n u 1 Job Truss Truss Type Qty Ply Fort King H1457674 FCK-R R12A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:10 2010 Page 1 SSS 12-50 18-48 253-5 SSB 511-8 511-8 fr11-0 Scale = 1:44.4 5x10 = 2x6 II D E 4.50 12 3x5 C 2x6 I I 5x5 = A TI J 4x7 = I H G 8-3-13 3x5 = 3x5 = 3x4 = 18-4-8 3x4F 10-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.33 G-1 >901 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.78 G-1 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.10 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 138 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 *Except*X TCDL=5.Opsf; BCDL=5,Opsf; h=33ft; Cat. II; Exp B; 82 X 4 SYP No.1 enclosed; MWFRS (low-rise) gable end zone and C-C WEBS 2 X 4 SYP No.3 BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces & MWFRS for reactions shown; Structural wood sheathing directly applied or 3-0-2 oc Lumber DOL=1.33 plate grip DOL=1.33 puriins, except end verticals. 2) Provide adequate drainage to prevent water ponding. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 4-0.13 oc bracing. chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end WEBS 1 Row at midpt B-J, C-G, D-F fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 5) NOTE: Refer to attach Trussway Notes, Appendices J = 112510-1-8 0-3-8 and T-1 sheet for more information. F = 1125/0-1-8 0-4-0 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the Max Harz = J 323(LC 4) truss component design shown. Max Uplift LOAD CASE(S) J =-634(LC 4) Standard F =-731(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-J =-235/217 A-B =-167/98 B-C =-107/1584 C-D =-91 D-E _ -21/17 E-F =-229/21229/219 BOT CHORD I-J =-2331/3669 0-1 =-1319/1933 G-H =-1319/1933 F-G =-628/991 WEBS B-J =-3595/1961 B-1 = -104Z 772 C-1 =-545/1234 C-G =-1124/818 James K Meade, P.E. D-G =-333/789 D-F =-1289/812 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 0 WARNING - Ver(fy design Parmmeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This 9411 Alcorn St. design is based any upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Onando, FL 32824 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Compon—f (407) 857 2777 fety SaInformation avaffa&e from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Type IOty IPly I Fort King H1457675 R13 ISPECIAL I1 I 1 IJob Reference (optional) lando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:112010 Page 47-8 10-7-0 16.6.8 21-D-0 25-58 47-8 5-11-8 5.11-8 45$ 45-8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 "Except' B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-K, C-H REACTIONS (lb/size) K = 113210-1-8 0-4-0 G = 1132/0-1-8 0-4-0 Max Harz K = 343(LC 6) Max Uplift K =-645(LC 4) G =-730(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-211/178 A-B =-349/149 B-C =-3140/1642 C-D =-14491799 D-E =-1281/808 E-F = -21/0 F-G =-128/119 BOTCHORD J-K =-355615542 1-1 =-160912419 H-1 =-1609/2419 G-H =-5411789 WEBS B-K =-5260/3124 B-J =-2684/1813 C-J =-298/833 C-H =-1268/940 D-H = 0/245 E-H =-444/769 E-G =-12121845 Sole = 1:44.9 1 4x6 3x4 = 1.5x4 II D E F 4x6 = 3x5 = 3x8 = CSI DEFL in (loc) I/defl TC 0.78 Vert(LL) 0.53 H-J >571 BC 0.93 Vert(TL) -0.82 H-J >370 WB 0.98 Horz(TL) 0.13 G n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 3x4 = L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 139 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING -Verify design parameters, and READ NOTES ON THIS AND INCLUDED AuTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based on u 9411 on, T St. g y g y upon parameters shown, and is for an individual building component. Houston, Alcorn 77093 Applicability of design parameters and proper incorpaotion of component B responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Bivd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consuls ANSI/TPII Qualay Criteria, DSO-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457676 FCK-R R13A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:11 2010 Page 1 45-8 10.5A 16-4-8 20.10-0 25-3.8 45-8 rr11-8 511-8 4-5.8 4b8 Scale = 1:44.6 4x6 3x4 = D E K 7,10 = H G 4x8 _ 3x5 _ 3x8 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-2-15 oc bracing. WEBS 1 Row at midpt B-K, C-H REACTIONS (lb/size) K = 1125/0-1-8 0-3-8 G = 1125/0-1-8 0-4-0 Max Horz K = 343(LC 6) Max Uplift K =-640(LC 4) G =-726(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-203/171 A-B =-326/136 B-C =-3079/1608 C-D =-1435/792 D-E =-1268/800 E-F = -2111 F-G =-128/119 BOT CHORD J-K =-343715341 1-1 =-1589/2382 H-1 =-1589/2382 G-H =-537/783 WEBS B-K =-5085/3019 B-J =-2539/1724 C-J =-279/805 C-H =-1241/926 D-H = 0/241 E-H =-4381759 E-G =-12021839 CSI DEFL in (loc) I/defl TC 0.78 Vert(LL) 0.49 H-J >611 BC 0.90 Vert(TL) -0.76 H-J >394 WB 0.97 Horz(TL) 0.12 G n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this. truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 138 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 i WARMO - Vert jy design Paramete and READ NOTES ON THIS AND INQADED BDTES REFERENCE PACE 6W-7473 SEFORE USE. Engineering Department 9411 Aloom Sl. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. IRLWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty PlyTJobReference H1457677 FCK-R R14 MONO HIP 1 (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:11 2010 Page 1 511-8 11-11-0 17-2-0 22-SO � 511-8 511-8 S3.0 53-0 -"I Scale = 1:39.0 5x5 = 1.5x4 I 3x4 = C D E 4.50 12 ri 1.5x4 \\ B A RI R2 I H G 3x5' 3x4 = 3x5 = 3x4 = F 7.5-11 14-11-5 3x4 = 22-5-D I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.12 A-1 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.24 A4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2007fTP12002 (Matrix) Weight: 112 lb LUMBER TOP CHORD 2 X 4 SYP No.2 3) This truss has been designed for a 10.0 psf bottom BOT CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live loads. WEBS 2 X 4 SYP No.3 4) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING fixity model was used in the analysis and design of this TOP CHORD truss. Structural wood sheathing directly applied or 3-10-6 oc 5) NOTE: Refer to attach Trussway Notes, Appendices purlins, except end verticals. and T-1 sheet for more information. BOT CHORD 6) NOTE: The seal on this drawing indicates acceptance Rigid ceiling directly applied or 52-14 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) A = 99510-1-8 04-0 Standard F = 995/0-1-8 0-4-0 Max Horz A = 353(LC 6) Max Uplift A =-554(LC 4) F =-648(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2109/1188 B-C =-188211110 C-D =-1064/672 D-E = -1916 E-F =-150/141 BOTCHORD H-1 =-602/1206 A -I = -823/1 � 06 884 G-H =-823/1206 F-G =-602/884 { WEBS B-I =-399/467 C-1 =-450/687 C-G =-258/303 D-G =-188/454 D-F =-1166/801 James K Meade, P.E. NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); Florida P.E. No. 16015 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; 9411 Alcorn Street enclosed; MWFRS (low-rise) gable end zone and C-C Houston, TX 77093 Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. August 11120 WAMUNa - veriA design parameters and READ NOr8s ON THIS AND MCLUDED MITER REFERENCE PAGE AW 747a BEFORE USE. Engineering Department 9411 Alcorn St.dgft Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 'I'� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 Nzpr fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 YCnofno Drive, Madison, WI 53719. H H k E IFCK-R IR15 HIP 1 H14576781 way, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 13:56:12 2010 Page 1 1-4-0 411-8 9-11-0 17-4-11 22-5-0 1-4-0 411-8 411-8 7-5-11 5-as Scale = 1:40.2 5x5 D 3x4 = E 3x5 9 3x4 = 3x5 = 3x4 = G 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. REACTIONS (lb/size) G = 991/0-1-8 0-4-0 B = 1103/0-1-8 0-4-0 Max Horz B = 336(LC 6) Max Uplift G =-637(LC 4) B =-713(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2119/1207 C-D =-1841/1058 D-E =-12611770 E-F = -23/0 F-G =-110/103 BOTCHORD B-J =-1314/1907 1-1 =-959/1427 H-I =-959/1427 G-H =-71911049 WEBS C-J =-308/385 D-J = -201 /457 D-H =-2141267 E-H =-107/456 E-G =-1315/915 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/deft L/d TC 0.65 Vert(LL) 0.11 H-J >999 240 BC 0.59 Vert(TL) -0.23 G-H >999 180 WB 0.91 Horz(TL) 0.06 G n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 110 lb 'I'A' �__ James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( ® WARNM - verify design para—t— and READ NOTES oN THTS AND INCLDDED SDTER REFERENCE PAGE AU-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 891 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truu Plate Institute, 5B3 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457679 FCK-R R16 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:56:12 2010 Page 1 -1-4-0 7-11-0 1SQ4 22-5-0 1-4-0 7-11-0 7-1-4 12 Scale = 1:40.3 5x6 1.Sx4 II 44 = C D E 4.50 12 0 a M B I H G F 3x7 % 7-11-0 1.5x4 II 3x5 = 4x8 = 15-D-4 2x4 II 22-5-n I Plate sets -B LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.19 B-I >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.33 B-I >793 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code F13C2007/TPI2002 (Matrix) Weight: 105 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; WEBS 2 X 4 SYP No.3 BRACING enclosed; MWFRS (low-rise) gable end zone and C-C TOP CHORD Interior(1) zone; cantilever left and right exposed ;C-C for Structural wood sheathing directly applied, except end members and forces & MWFRS for reactions shown; verticals. Lumber DOL=1.33 plate grip DOL=1.33 BOT CHORD 2) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 5-4-11 oc bracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WEBS 1 Row at midpt E-G 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this REACTIONS (lb/size) truss. 5) NOTE: Refer to attach Trussway Notes, Appendices F = 991/0-1-8 0-4-0 /0-1-8 -4- and T-1 sheet for more information. B = 110 0 6) NOTE: The seal on this drawing indicates acceptance Max Horz B = 279(LC 6) of professional engineering responsibility solely for the Max Uplift truss component design shown. F =-632(LC 4) LOAD CASE(S) B =-727(LC 4) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-1949/1083 C-D =-1692/1084 D-E =-1692/1085 E-F =-919/657 BOT CHORD B-1 =-1098l1716 H-1 =-1100/1706 G-H =-1100/1706 F-G = -36/57 WEBS C-1 = 0/330 C-G =-71/142 D-G =-557/542 E-G =-1140/1778 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11120 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD--7473 BEFORE USS. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLESM erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI1 Building Component (407) 857 2777 safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457680 FCK-R R17 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:12 2010 Page 1 -1-4-0 511-0 11-SO 16-11-0 22-SO 1 511-0 56-0 56-0 S6-0 4x6 .— F.—, 3x4 = 3x5 = 3x5 = Scale=1:40.3 1 2x4 II 3x5 % J I H 3x4 = 3x5 = 3x4 = 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. WEBS 1 Row at micipt F-H REACTIONS (lb/size) H = 991/0-1-8 0-4-0 B = 1103/0-1-8 0-4-0 Max Harz B = 221(LC 6) Max Uplift H =-628(LC 4) B =-740(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2087/1191 C-D =-1885/1179 D-E =-2169/1303 E-F =-2169/1303 F-G = -59/22 G-H =-170/159 BOT CHORD B-K =-117311861 J-K =-1554/2379 I-J =-1554/2379 H-1 =-1166/1760 WEBS C-K =-124/433 D-K =-540/452 D-I =-276/329 F-I =-181/595 F-H =-1859/1248 CSI DEFL in (loc) Vdefl TC 0.50 Vert(LL) 0.18 I-K >999 BC 0.76 Vert(TL) -0.33 I-K >799 WB 0.41 Horz(TL) 0.08 H n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 102 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON T87S AND DICUMED MITES REFERENCE PAGE AIR-7473 BEFORE USE Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and isfor an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUMM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457681 FCK-R R18 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:12 2010 Page 1 -1-4-0 3.11-0 B-412 13.0-4 17-7-12 1-40 3-11-0 45-12 47-8 47-8 49.4 Scale = 1:40.3 4.50 12 5x6 C 1.5x4 D 3x8 = 3x5 = 1.5x4 It 4x8 = E F G H 4x5 1'L 5x4 II 4x9 = 15x4 I 6x10 = 5x12 MT20H WB = 3x7 I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 'Except" W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-6-13 oc bracing. REACTIONS (lb/size) 1 = 139510-1-10 0-4-0 B = 1494/0-1-12 0-4-0 Max Horz B = 164(LC 5) Max Uplift I =-932(LC 3) B = 1044(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-3143/2028 C-D =-4633/3120 D-E =-4633/3120 E-F =-3299/2205 F-G =-3299/2205 G-H =-3299/2205 H-I =-1317/944 BOT CHORD B-N =-1915/2846 M-N =-1921/2835 L-M =-3212/4794 K-L =-3212/4794 J-K =-3212/4794 1-1 =-68/102 WEBS C-N = 0/209 C-M =-1284/1907 D-M =-459/467 E-M =-170/109 E-K = 0/218 E-J =-1582/1065 G-J =-4701476 H-J =-2260/3381 CSI DEFL in (loc) I/deft TC 0.84 Vert(LL) 0.50 K-M >533 BC 0.83 Vert(TL) -0.72 K-M >367 WB 0.80 HOrz(TL) 0.12 1 n/a (Matrix) NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 0-0-0 right side setback, 3-11-0 left side setback, and 3-11-0 end setback. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 122 lb up at 3-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-70, C-H=-98(F=-28), B-1=-28(F=-8) Concentrated Loads (lb) Vert: C=-110(F) L/d PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Weight: 106 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WAwnm - v_vy deelgn pammetera and READ NOTEs ON Tws AND maxD&D wr= REFERENCE PAGE AM--7473 a&FORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parometers shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 Trussway Blvd. IRLMSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/7111 Quality Cdfeda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457682 FCK-R R19 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:13 2010 Page 1 1-4-0 A C 2x3 = D Scale = 1:12.4 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OA6 Vert(LL) -0.01 B-D >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrc(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 14 lb LUMBER 5) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 2 X 4 SYP No.3 and T-1 sheet for more information. BOT CHORD 2 X 4 SYP No.3 6) NOTE: The seal on this drawing indicates acceptance BRACING of professional engineering responsibility solely for the TOP CHORD truss component design shown. Structural wood sheathing directly applied or 3-11-0 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 104/Mechanical B = 289/0-1-8 0-4-0 D = 36/Mechanical Max Horz B = 159(LC 6) Max Uplift C =-113(LC 6) B =-256(LC 6) Max Grav C = 104(LC 1) B = 289(LC 1) D = 72(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -58/31 BOTCHORD B-D = 0/0 /� C NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C James K Meade, P.E. Interior(1) zone; cantilever left and right exposed ;C-C for Florida P.E. No. 16015 members and forces & MWFRS for reactions shown; 9411 Alcorn Street Lumber DOL=1.33 plate grip DOL=1.33 Houston, TX 77093 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this August 11,20 0 g ® WARMNG - Vitrify design pa-ters, and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI/TPII Quagly Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FCK-R I R20 ICOMMON 1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:13 201 1-4-0 6-0-0 12-0-0 13-0 o 1-4-0 6.0.0 6-0-0 Scale = 1:29.1 X W V U T S R O P O N 2x4 II 1.5x4 II 1.5x4 II 1.5x4 I 1.5x4 II 1.5x4 II 1.5x4 1.5x4 1.5x4 II 2x4 I 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 CSI DEFL in (loc) I/deft TC 0.33 Vert(LL) -0.01 M n/r BC 0.12 Vert(TL) -0.02 M n/r WB 0.06 HOrc(TL) 0.00 N n/a (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 Max Grav BOT CHORD 2 X 4 SYP No.2 T = 126(LC 10) WEBS 2 X 4 SYP No.3 U = 121(LC 10) OTHERS 2 X 4 SYP No.3 V = 115(LC 10) BRACING W = 181(LC 7) TOP CHORD R = 126(LC 11) Structural wood sheathing directly applied or 6-0-0 oc Q = 121(LC 11) purlins, except end verticals. P = 115(LC 11) BOT CHORD 0 = 173(LC 6) Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (lb) REACTIONS (lb/size) Maximum Compression/Maximum Tension X = 201/0-1-8 12-D-0 TOP CHORD N = 201/0-1-812-0-0 A-B = 0/46 B-C =-43/176 S = 121/0-1-8 12-0-0 C-D =-14/124 D-E =-12/162 T = 125/0-1-812-0-0 E-F =-12/214 F-G =-15/253 U = 121/0-1-812-0-0 G-H =-15/253 H-1 =-12/214 V = 115/0-1-812-0-0 1-1 =-12/162 J-K =-14/124 W = 7/0-1-812-0-0 K-L =-43/176 L-M = 0/46 R = 12510-1-812-0-0 B-X =-214/441 L-N =-214/441 Q = 121/0-1-8 12-0-0 BOT CHORD P = 115/0-1-812-0.0 W-X = -38/76 V-W = -38176 0 = 7/0-1-812-0-0 U-V = -38/76 T-U = -38/76 Max Horz S-T = -38/76 R-S = -38176 X =-116(LC 7) Q-R = -38/76 P-Q = -38176 Max Uplift O-P = -38/76 N-0 = -38176 X = I 7) / WEBS N = F31 (LC 6) G-S = -138/0 F-T =-99/102 T = `/ 8 (LC 6) U =-113(LC S) E-U =-95/123 C-W =-130/56 D-V =-88/109 H-R =-99/101 V = -84(LC 6) I-Q =-95/123 J-P =-88/109 W =-145(LC 6) K-O =-130/54 R = - Q Jamep bllg�de, P.E. Nores (9-10) P = Floricb(RLEDNo.16015 1) Unbalanced roof live loads have been considered for o = 941 t1AT8 &)Street this design. Grav HouSfq1,uT6)77093 Xax N = S = 129(LC 7) L/d PLATES GRIP 120 MT20 244/190 80 n/a Weight: 88 lb 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard August 11,20 WARNING -Verify design parameters and EEAD NOTES ON THIS AND DRZUDED AD7ER REFERENCE PAGE MU 7473 EEPORE USE, Engineering Department 9411 Alwm St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� a for lateral support of -individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSIM1 Quardy Cdteria. DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. rype Fort King 1 1 1 1 1 1 1 1 H14576841 FCK-R R21 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:13 2010 Page 1 0 44 0- -0 4-3.4 4-3-4 5-7-5 5.7-5 =1:46.5 1 N N 3x4 = 3x4 = 3x10 MT20H = 3x8 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt G-H, C-1, F-H REACTIONS (lb/size) H = 1132/0-1-8 0-4-0 L = 1132/0-1-8 0-4-0 Max Horz L = 451(LC 4) Max Uplift H =-760(LC 4) L =-593(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -51/13 B-C =-2721/1241 C-D =-1605/654 D-E =-1401/586 E-F =-1275/604 F-G = -88/47 G-H =-158/163 A-L =-134/124 BOTCHORD K-L =-1407/1804 J-K =-1810/2906 I-J =-1810/2906 H-1 =-541/777 WEBS B-K =-343/1100 C-K =-482/306 C-1 =-1511/851 D-I =-402/411 F-I =-542/1056 F-H =-1185/830 B-L =-1988/1066 CSI DEFL in (loc) Vdefl Ud TC 0.47 Vert(LL) 0.21 I-K >999 240 BC 0.97 Vert(TL) -0.41 I-K >737 180 WB 0.84 Horz(TL) 0.08 H n/a n/a (Matrix) NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 149 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNO - Verify design parameters and READ NOTES ON THIS AND INCLUDED BDTER REFERENCE PAGE JIW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, derwery, erection and bracing. consult ANSI/TP11 Qualily Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FCK-R I R21 A Trussway, Orlando, FL 32824 1 -4 4-2 - 1 toss Type Qty Ply Fort King H1457685 I PECIAL 1 1 Job Reference (optional) 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:56:14 2010 Page 1 B-SB 14-0-13 19.8-3 2538 4-3.4 57-5 17-5 57-5 = 1:45.0 1 L 3x4 = 3x4 = 3x10 MT20H = 3x8 = H 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt G-H, C-I, F-H REACTIONS (lb/size) H = 112510-1-8 0-4-0 L = 1125/0-1-8 0-3-8 Max Harz L = 451(LC 4) Max Uplift H =-756(LC 4) L =-588(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -47/11 B-C =-2661/1210 C-D =-1592/647 D-E =-1388/579 E-F =-1262/597 F-G = -88/47 G-H =-158/163 A-L =-128/118 BOTCHORD K-L =-136711733 J-K =-1781/2849 I-J =-1781/2849 H-1 =-5371771 WEBS B-K =-353/1113 C-K =-492/311 C-1 =-1466/828 D-I =-401/411 F-I =-535/1042 F-H =-1175/824 B-L =-1929/1032 CSI TC 0.46 BC 0.97 WB 0.77 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) 0.20 I-K >999 240 Vert(TL) -0.40 I-K >741 180 Horz(TL) 0.08 H n/a n/a PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 149 lb NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11120 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 1ND-7473 BEPORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an mdvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job ' FCK-R Trussway,( m 1 ri 1 1 rype Fort H1457686 R22 ISPECIAL 1 I 1 Job Reference (optional) FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:14 2010 Page 1 6 8 12-10-13 19-2-3 25.5.8 6-7-8 6-3-5 6-3-5 6.3-5 = 1:46.9 �3_ 2.4 II 5x12 = 3x5 = 3x5 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W7: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt F-G, A-J, C-J, E-G REACTIONS (lb/size) K = 1132/0-1-8 0-4-0 G = 1132/0-1-8 0-4-0 Max Harz K = 505(LC 4) Max Uplift K =-583(LC 4) G =-761(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-1058/594 A-B =-3698/1720 B-C =-4209/2044 C-D =-15211617 D-E =-1380/637 E-F = -99/52 F-G =-177/183 BOTCHORD J-K =-615/175 1-1 =-1299/1939 H-1 =-1299/1939 G-H =-6171887 WEBS A-J =-165313616 B-J =-1859/1101 C-J =-1206/2263 C-H =-903/706 E-H =-490/1023 E-G =-1241/869 CSI DEFL in floc) I/deft Ud TC 0.82 Vert(LL) 0.39 H-J >773 240 BC 0.97 Vert(TL) -0.80 H-J >378 180 WB 0.73 Horz(TL) 0.05 G rile n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior()) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 143 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - V—U%r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design a based on upon parameters shown, and is for an individual building 941 i Alcom St. g y a N po p ng component. shown Houston, TX 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzmopp fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Fort H1457687I FCK-R I R22A ISPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:56:14 2010 6-5.8 12-8-13 19-0.3 25-3-8 6.5-8 E3-5 6-3-5 63-5 = 1,45.0 1 2x4 II 5X12 = 3x5 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 "Except' W7: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt F-G, C-J, E-G REACTIONS (lb/size) K = 1125/0-1-8 0-3-8 G = 112510-1-8 0-4-0 Max Horz K = 505(LC 4) Max Uplift K =-577(LC 4) G =-757(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-1052/587 A-B =-3602/1670 B-C =-4102/1988 C-D =-1506/609 D-E =-13651629 E-F = -99/52 F-G =-1771183 BOT CHORD J-K =-6101166 1-1 =-1287/1914 H-1 =-1287/1914 G-H =-613/879 WEBS A-J =-1609/3531 B-J =-181611076 C-J =-1160/2175 C-H =-887/698 E-H =-483/1009 E-G =-1231/864 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.92 Vert(LL) 0.38 H-J >798 240 MT20 244/190 BC 0.97 Vert(TL) -0.78 H-J >386 180 WB 0.97 Horz(TL) 0.05 G n/a n/a (Matrix) Weight: 142 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf-, h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 WARNING - Verify design Pararrr t— and READ NOTES ON TWS AND INCLUDED MTEE REFERENCE PAGE AU-7473 BEFORE USE. Engineering Department Design valid for use on with Mgek connectors. This design is based on upon H411 ton,AlcT St. g y ig N po parameters shown, and is for an individual building component. Houston, m t. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the TRUSUM 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfledo, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. k u 1 L Job Truss Truss Type Qty Ply Fort King H1457688 FCK-R R23 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1017:01:17 2010 Page 1 47-8 11.8-13 18-63 255-8 47-8 6-11-5 Cr11-5 11:1-5 2x4 I I Scale =1:52. 4.50 12 F 3 IF KI G 7x10 = 4x6 = 3x5 = 3x4 = 47 II r 8.5.13 i 18-11-11 i 25-SB LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.53 H-J >572 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.85 H-J >357 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.13 G n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 141 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP *Except* TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; B2 X 4 SYYPP No.o.1 X 4 SYP No.3 WEBS 2 X enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces & MWFRS for reactions shown; Structural wood sheathing directly applied, except end Lumber DOL=1.33 plate grip DOL=1.33 verticals. 2) Provide adequate drainage to prevent water ponding. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 2-2-0 oc bracing. chord live load nonconcurrent with any other live loads. "Semi 4) -rigid pitchbreaks with fixed heels" Member end WEBS 1 Row at midpt F-G, E-G, B-K fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 5) NOTE: Refer to attach Trussway Notes, Appendices K = 1132/0-1-8 G-4-0 and T-1 sheet for more information. G = 1132/0-1-8 0-4-0 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the Max Horz = K 595(LC 6) truss component design shown. Max Uplift K = 606(LC 6) LOAD CASE(S) Standard G =-823(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-199/164 A-B =-333/127 B-C =-3107/1424 C-D =-13851570 D-E =-1232/592 E-F =-109/58 F-G =-198/220 — BOT CHORD J-K =-3651/5606 1-1 =-1590/2201 H-I =-1590/2201 G-H =-740/1007 E-H -H =-389/831 E-G =-1316/971 James K Meade, P.E. C-H =-1156/882 C-J =-346/962 1 Florida P.E. No.16015 B-J =-2794/1853 B-K =-5340/2967 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Vest jy deal gn parameter and READ NOTES ON THIS AND INCLUDED YMEE REFERENCE PACE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 T is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing., consult ANSI/TPI7 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type Iaty IPly I Fort King H1457689 FCK-R I R23A ISPECIAL I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:15 2010 Page i 45.8 11-4-13 18-4-3 25-3-8 � 45-8 6-11-5 6-11-5 B•11-5 1� = 1:45.0 1 19 10x12 II 4x6 = 3x5 = 3x4 = 4x7 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-2-4 oc bracing. WEBS 1 Row at midpt F-G, E-G, B-K REACTIONS (lb/size) K = 1125/0-1-8 0-3-8 G = 1125/0-1-8 0-4-0 Max Hom K = 595(LC 6) Max Uplift K = -600(LC 6) G = -819(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-191/156 A-B =-310/115 B-C =-304611393 C-D =-1373/563 D-E =-1219/585 E-F =-109/58 F-G =-198/220 BOTCHORD J-K =-3540/5405 1-1 =-1575/2171 H-I =-1575/2171 G-H =-736/998 WEBS E-H =-382/820 E-G =-1306/965 C-H =-11331871 C-J =-3271930 B-J =-2648/1769 B-K =-516612870 CSI DEFL in (loc) Vdefl TC 0.97 Vert(LL) 0.49 H-J >611 BC 0.90 Vert(TL) -0.79 H-J >379 WB 0.94 Horz(TL) 0.12 G n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 2441190 180 n/a Weight: 140 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND D9CLUDED AUTEK REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcom Sl. Design valid for use only with M7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRUSMW erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quardy Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 11 P u Job Truss Truss Type Qty Ply Fort King H1457690 FCK-R R24 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:15 2010 Page 1 I� 7-5-11 7-511 7-511 3x6 I G / 1.5x4 II 3x5 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-7 oc bracing. WEBS 1 Row at midpt E-F, B-G, D-F REACTIONS (lb/size) F = 995/0-1-8 0-4-0 A = 995/0-1-8 0-4-0 Max Horz A = 650(LC 6) Max Uplift F =-752(LC 6) A =-503(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-2045/930 B-C =-1086/402 C-D =-921/425 D-E =-119/61 E-F =-211/234 BOTCHORD A-1 =-1396/1821 H-1 =-1396/1821 G-H =-1396/1821 F-G = 707/933 WEBS B-I = 0/318 B-G =-953/740 D-G =-178/589 D-F =-11661884 CSI TC 0.78 BC 0.63 WB 0.48 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.18 A-1 >999 Vert(TL) -0.29 A-1 >908 Horc(TL) 0.06 F n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 118 lb NOTES (4-5) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf-, BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 5) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - 17e h design parameters and READ NOTES ON TWS AND INCLUDED 11UTEE REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Mill Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofno Drive, Madison, WI 53719. Scale = 1:46.0 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alcom St. Houston, TX 77093 (71$) 6916900 TRUSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King H1457691 FCK-R R25 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:16 2010 Page 1 -1-4-0 7-511 14-11-5 22-5-0 1-4-0 7-5.11 7-5-11 7-5-11 1? 3x5 % _ n G 1.5x4 11 3x5 3x4 = 3x4 = Scale=1:44.6 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC0.78 Vert(LL) 0.15 B-J >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.27 B-J >991 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 HOrc(TL) 0.06 G n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 120 lb LUMBER TOP CHORD 2 X 4 SYP No.2 2) This truss has been designed for a 10.0 psf bottom BOT CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live loads. WEBS 2 X 4 SYP No.3 3) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING fixity model was used in the analysis and design of this TOP CHORD truss. Structural wood sheathing directly applied or 3-5-7 oc 4) NOTE: Refer to attach Trussway Notes, Appendices purlins, except end verticals. and T-1 sheet for more information. BOT CHORD 5) NOTE: The seal on this drawing indicates acceptance Rigid ceiling directly applied or 5-1-0 oc bracing. of professional engineering responsibility solely for the WEBS truss component design shown. 1 Row at midpt F-G, C-H, E-G LOAD CASE(S) REACTIONS (lb/size) Standard G = 991/0-1-8 0-4-0 B = 1103/0-1-8 0-4-0 Max Horz B = 691(LC 6) Max Uplift G =-746(LC 6) B =-654(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2020/893 C-D =-1082/395 D-E =-917/419 E-F= -119/61 F-G= -211/234 BOT CHORD B-J =-1359/1796 1-1 =-1359/1796 H-1 = -1359/1796 G-H= -701/929 WEBS C-J = 0/315 C-H =-930/706 E-H =-169/586 E-G =-1162/877 James K Meade, P.E. NOTES (4-5) Florida P.E. No.16015 1) Wind: ASCE 7-05; 140mph (3-second gust); 9411 Alcorn Street TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; Houston, TX 77093 enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 August 11,201 C WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEPORE USE. Engineering Department 9411 Alcorn at. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSII Building Component (407) 857 2777 Safety InfarmaBOn available from Truss Plate Institute, 583 D'Onof io Drive. Madison, WI 53719. R26 IMONO TRUSS 11 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 -1-4-0 - 22-5-0 1-4-0 22-5.0 d 3x4 = AH AG AF AE AD AC AB AA Z Y X W V U T S 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt R-S REACTIONS (lb/size) S = 4510-2-8 22-5-0 B = 252/0-2-8 22-5-0 T = 119/0-2-8 22-5-0 U = 122/0-2-8 22-5-0 V = 120/0-2-8 22-5-0 W = 120/0-2-8 22-5-0 X = 120/0-2-8 22-5-0 Y = 120/0-2-8 22-5-0 z = 120/0-2-8 22-5-0 AB = 120/0-2-8 22-5-0 AC = 120/0-2-8 22-5-0 AD = 121/0-2-8 22-5-0 AE = 116/0-2-8 22-5-0 AF = 141/0-2-8 22-5-0 AG = 24/0-2-8 22-5-0 AH = 317/0-2-8 22-5-0 Max Horz B = 691(LC 6) Max Uplift S = -39(LC 6) B = -7(LC 6) T = -83(LC 6) U = -93(LC 6) V = -90(LC 6) W = -90(LC 6) X = -90(LC 6) CSI DEFL in (loc) I/defi L/d TC 0.37 Vert(LL) 0.00 A n/r 120 BC 0.16 Vert(TL) 0.01 A n/r 80 WB 0.10 Horz(TL) -0.00 S n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 178 lb H14576921 Page 11 Scale = 1:48.6 1 Max Uplift WEBS Y = -90(LC 6) C-AH =-233/255 z = -90(LC 6) AB = -90(LC 6) NOTES (8-9) AC = -90(LC 6) 1) Wind: ASCE 7-05; 140mph (3-second gust); AD AE = = -90(LC 6) -89(LC 6) TCDL=5.0 sf; B L=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; - zone and C-C AF = -99(LC 6) Interior(1 0 leight exposed ;C-C for AG = 39(LC 6) memb an fo�&ow'.,iBe)fg:nd1erend s & faCNFRS foctions shown; AH = -224(LC 6) Lum OL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss FORCES (lb) only. For the face), see Maximum Compression/Maximum Tension Standard I rjyft&* Njt9aQjdaip.LM.apj licable, or TOP CHORD consult qu I ft8M jirp±esNrber, bCff SI/TPI A-B = 0/26 B-C =-641/49 1-2002. C-D = -533/0 D-E =-513/20 3) All plates94ANWfa LSAF40herwi a indicated. E-F =-468116 F-G =-428/16 4) Gabler c"CW8ftrIylcTuiib '#Q9ahord earing. G-H = -387/0 H-1 =-384116 5) Gable s I-J =-346/16 J-K =-305/16 6) This truss has been designed for a 10.0 psf bottom K-L =-264/16 L-M =-223/16 chord live load nonconcurrent with any other live loads. M-N =-182/16 N-0 =-141116 7) "Semi -rigid pitchbreaks with fixed heels" Member end O-P =-100/16 P-Q = -58/15 fixity model was used in the analysis and design of this Q-R = -18/9 R-S = -36/41 truss. BOT CHORD 8) NOTE: Refer to attach Trussway Notes, Appendices B-AH = -1/0 AG-AH= -1/0 and T-1 sheet for more information. AF-AG = -1/0 AE-AF = -1/0 9) NOTE: The seal on this drawing indicates acceptance AD-AE = -1/0 AC -AD= -1/0 of professional engineering responsibility solely for the AB -AC = -1/0 AA -AB = -1/0 truss component design shown. Z-AA = -1/0 Y-Z = -1/0 X-Y = -1/0 W-X = -1/0 LOAD CASE(S) V-W = -1/0 U-V = -1/0 Standard T-U = -1/0 S-T = -1/0 WEBS Q-T =-92/100 P-U =-96/106 O-V =-93/103 N-W =-93/103 M-X =-93/103 L-Y =-93/103 K-Z =-93/103 J-AB =-93/103 I -AC =-93/103 G-AD =-94/104 F-AE =-91/102 E-AF =-106/115 D-AG = -29/44 August 11,20 JL WARNINO - Ventfy design pa —met-. and READ NOTES ON TFDS AND INCLUDED WTE8 REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction is the responsibility of the 8850 Trassway Blvd . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSVTPn Quardy Criteria. DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, Wl 53719. Job Truss Truss Type City Ply Fort King H1457693 FCK-R R27 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7,140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:16 2010 Page 1 r 45-8 5-10-0 4S8 1-4-8 3x5 I I Sale = 1:15.1 1.5x4 II B C LOADING (psf) SPACI TCLL 20.0 Plates I TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. REACTIONS (lb/size) A = 725/0-1-8 0-4-0 D = 725/0-1-8 0-4-0 Max Horz A = 138(LC 5) Max Uplift A =-405(LC 5) D =-444(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1109/492 B-C = -0/0 C-D = -43/41 BOTCHORD A-E =-513/981 D-E =-195/292 WEBS B-E =-437/942 B-D =-517/345 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Girder carries tie-in span(s): 10-0-0 from 0-0-0 to 5-10-0 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2xe- 3x4 = 2-a-s ,( s-1ao 2-5-8 3.1-8 NG 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES increase 1.25 TC 0.45 Vert(LL) 0.03 D-E >999 240 MT20 BC 0.49 Vert(TL) -0.05 D-E > WB 0.30 Horz(TL) 0.01 D (Matrix) 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pit) Vert: A-B=-70, B-C=70, A-D=-193(F=-173) 999 180 n/a n/a Weight: 27 lb GRIP 244/190 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ( WARNING - VeNjy design j---t— and READ NOTES ON TIUS AND INC.LEMED MITES REFERENCE PAGE MII--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TKORW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/7111 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. King F r FCK-R R28 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MITek Industries, Inc. Tue Aug 101 -1-4-0 2-" 4-1-8 5-10.0 1-4-0 2-5-8 1-9 1-8-8 9I A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 263/0-1-8 0-4-0 B = 392/0-1-8 0-4-0 Max Horz B = 166(LC 5) Max Uplift F =-183(LC 5) B =-331(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-244/103 C-D =-153/74 D-E =-118/47 E-F =-184/187 BOT CHORD B-G =-119/153 G-H =-119/153 F-H =-119/153 NOTES (8-9) 1) Wind: ASCE 7-06; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Girder carries hip end with 1-8-8 right side setback, 2-5-8 left side setback, and 2-5-8 end setback. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this CSI DEFL in (loc) I/deft Lid TC 0.67 Vert(LL) 0.03 B-F >999 240 BC 0.24 Vert(TL) -0.08 B-F >868 180 WB 0.00 Horz(TL) 0.00 F n/a n/a (Matrix) 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 21 lb up at 4-1-8, and 27 lb down and 30 lb up at 2-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-70, C-D=-72(F=-2), D-E=-70, B-F=-2l (F=-1) Concentrated Loads (lb) Vert: C=-27(F) D=-19(F) 3x5 I I E PLATES GRIP MT20 244/190 Weight: 22 lb H1457694 52010 Pagel Scale = 1:14.8 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MB--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� a for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 9CS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457695 FCK-R R28A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:17 2010 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 111/0-1-8 0-4-0 B = 108/0-1-8 0-3-8 C = 23/0-1-8 0-4-0 Max Harz A = 75(LC 6) Max Uplift A = -59(LC 6) B =-125(LC 6) Max Grav A = 111(LC 1) B = 108(LC 1) C = 44(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-D = -39/0 B-D = -44/27 BOT CHORD A-E = 0/0 C-E _ -0/0 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 2-5-8 B CSI DEFL in (loc) I/defi L/d TC 0.09 Vert(LL) -0.00 A-C >999 240 BC 0.04 Vert(TL) -0.00 A-C >999 180 WB 0.00 Horz(TL) -0.00 B n/a n/a (Matrix) 4) Girder carries hip end with 1-8-8 right side setback, 2-5-8 left side setback, and 2-5-8 end setback. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 21 lb up at 0-9-0, and 27 lb down and 30 lb up at 2-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pit) Vert: A-B=-70, A-E=-21(F=-1), C-E=-21(F=-1) Concentrated Loads (lb) Vert: B=27(F) D=-19(F) Scale = 1:9.7 1 PLATES GRIP MT20 244/190 Weight: 8 lb James K Meade, P.E. Florida P.E. No.16O15 9411 Alcorn Street Houston, TX 77093 August 11, WARND9G - Verlff design parameters aM READ NOTES ON 7WS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 941nth 1 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the 8850 Twssway BW erector. Addtonol permanent bracing of the overall structure is the responsbility of the building designer. For general guidance regarcling Orlando, FL 32824 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 Job Truss Truss Type Qty Ply Fort FCK-R R286 SPECIAL 1 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 227/0-1-8 0-4-0 D = 16/0-1-8 0-4-0 C = 38/0-1-8 0-3-8 Max Horz B = 95(LC 6) Max Uplift B =-250(LC 6) C = -50(LC 7) Max Grav B = 227(LC 1) D = 31(LC 2) C = 38(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -40/12 BOT CHORD B-D = 0/0 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. s Oct 12009 MTek Industries, Inc. Tue Aug 1013: C 2x3 = D CSI DEFL in floc) I/defl Ud TC 0.44 Vert(LL) -0.00 B >999 240 BC 0.04 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 4) Girder carries hip end with 1-8-8 right side setback, 2-5-8 left side setback, and 2-5-8 end setback. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 21 Ito up at-0-1-8, and 27 lb down and 30 lb up at 2-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-70, B-D=-21(F=-1) Concentrated Loads (lb) Vert: B=-19(F) C=-27(F) li WAPJfM - 7erib design parameters and READ NOTES ON THIS AND INCLUDED BUTER REFERENCE PAGE EDI-7473 BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not thus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. PLATES GRIP MT20 2441190 Weight: 7 lb H1457696 Page 1 Scale: 1.5"=1' James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King H1457697 FCK-R R29 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:17 2010 Page 1 -1-4A 4.6.8 9.1-0 10.5.0 1-4-0 4-(i8 46-8 1-4-0 A 2x6 = P _ N M L K J _ 2x4 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 2x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 206/0-1-8 9-1-0 H = 206/0-1-8 9-1-0 L = 100/0-1-8 9-1-0 M = 134/0-1-8 9-1-0 N = 112/0-1-8 9-1-0 K = 134/0-1-8 9-1-0 J = 11210-1-8 9-1-0 Max Harz B 67(LC 6) Max Uplift B = -225(LC 6) H = -237(LC 7) M = -119(LC 6) N = -47(LC 7) K = -118(LC 7) J = -49(LC 6) Max Grav B = 206(LC 1) H = 206(LC 1) L = 100(LC 1) M = 134(LC 1) N = 112(LC 10) K = 134(LC 1) J = 112(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -41/46 C-D = -16/76 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.37 Vert(LL) -0.01 1 n/r 120 MT20 244/190 BC 0.04 Vert(TL) -0.02 1 n/r 80 WB 0.04 Horz(TL) 0.00 H n/a n/a (Matrix) Weight: 40 lb TOP CHORD D-E =-221106 E-F =-22/102 F-G = -16/52 G-H = -41/43 H-1 = 0/26 BOT CHORD B-N = 0/72 M-N = 0/72 L-M = 0/72 K-L = 0/72 J-K = 0/72 H-J = 0/72 WEBS E-L = -71/7 D-M =-112/130 C-N = -73/67 F-K =-112/129 G-J = -73/68 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=S.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 14-0 Co. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Stale = 1:21.8 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE b111--7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on upon 9411 Alcorn St. 9 Y 9 N Po Parameters shown, and for an individual bulding component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 6918900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilty, of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsible ty of the building designer. For general guidance regarding Orlando, FL 32824 NZOOF fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informaiton available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. Job FCK-R Trussway, Orlando, 1 0 N ' a E R30 Qty 1 1 1 =L 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:18 6-0-0 9.0-0 12-ao 13.4-0 14-0 9 N M L 6x6 = 6x6 = I H 2x4 II 2x6 // 2x6 \\ 2x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or4-11-12 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) M = 38710-1-8 0-4-0 H = 387/0-1-8 0-4-0 L = 3778/0-4-7 (input: 0-4-0) 1 = 3778/0-4-7 (input: 0-4-0) Max Horz M =-116(LC 6) Max Uplift M =-387(LC 5) H =-389(LC 6) L =-2090(LC 6) 1 =-2093(LC 5) Max Grav M = 388(LC 9) H = 388(LC 10) L = 3778(LC 1) I = 3778(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C =-45/130 C-D =-1560/1013 D-E =-1560/1014 E-F = 45/131 F-G = 0/46 B-M =-214/308 F-H =-214/309 BOTCHORD L-M =-86/117 K-L =-5141785 J-K =-646/1182 1-1 =-444/785 H-1 = -5/29 WEBS D-K = 426/626 CSI DEFL in (loc) I/defi Ud TC 0.28 Vert(LL) 0.03 J-K >999 240 BC 0.62 Vert(TL) -0.05 J-K >999 180 WB 0.51 Horz(TL) 0.01 1 n/a file (Matrix) WEBS C-K =-684/1272 C-L =-214611211 D-J =-427/626 E-J =-68411272 E-I =-2146/1211 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) WARNING: Required bearing size atjoint(s) L, I greater than input bearing size. 5) Girder carries tie-in span(s): 29-2-0 from 0-0-0 to 12-0-0 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-70, B-D=-70, D-F=-70, F-G=-70, H-M=-624(F=-604) IL WARWNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED bf19'EE REFERENCE PAGE AM--7473 BEFORE USE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is far an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. PLATES GRIP MT20 244/190 Weight: 89 lb H1 Page 11 Scale=1:28.2 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900IRLSPW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King H1457699 FCK-R R31 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:18 2010 Page 1 -1.4-0 4-f'r8 7 �1 488 3.0.8 11r0 A 245 = C 2x4 = F 2x4 II Scale = 1:20.0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.04 B-G >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.08 B-G >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 33 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) Refer to girder(s) for truss to truss connections. BOT CHORD 2 X 4 SYP No.2 6) "Semi -rigid pitchbreaks with fixed heels" Member end WEBS 2 X 4 SYP No.3 fixity model was used in the analysis and design of this BRACING truss. TOP CHORD 7) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied or 6-0-0 oc and T-1 sheet for more information. purlins, except end verticals. 8) NOTE: The seal on this drawing indicates acceptance BOT CHORD of professional engineering responsibility solely for the Rigid ceiling directly applied or 10-0-0 oc bracing. truss component design shown. REACTIONS (lb/size) LOAD CASE(S) F = 386/Mechanical Standard B = 50910-1-8 0-4-0 Max Horz B = 121(LC 6) Max Uplift F =-217(LC 7) B =-377(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-585/282 C-D =-527/261 D-E =-4851214 E-F =-324/233 BOT CHORD B-G =-214/485 F-G =-214/485 WEBS C-G = 0/167 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. James K Meade, P.E. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; Florida P.E. No.16015 enclosed; MWFRS (low-rise) gable end zone and C-C 9411 Alcorn Street Interior(1) zone; cantilever left and right exposed ;C-C for Houston, TX 77093 members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom August 1 1,20 chord live load nonconcurrent with any other live loads. WARNING - PerVy design parameters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department St Design valid for use on with MBek connectors. This design is based on u 9411 on, T 7 g NN upon parameters shown, and k for an individual building component. Houston, Alcorn 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6111 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITPll Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 21111111111111 Job Truss Truss Type Oty Ply Fort King H1457700 FCK-R R32 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:18 2010 Page 1 6.9-2 B-9-2 6-9-2 6-9-2 2-1-8 r. Scale =1:60.7 1 4x5 = n u I H 3x4 = 3x5 = 3x4 = 4x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 1 Row at midpt G-H, D-1, E-H REACTIONS (lb/size) A = 1286/Mechanical M = 1307/0-1-8 0-3-8 Max Horz A = 792(LC 6) Max Uplift A =-667(LC 6) M =-929(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2776/1410 B-C =-2400/1164 C-D =-2248/1176 D-E =-1207/532 E-F =-139111 F-G = -19/15 H-M = -691 /1039 L-M =-263/264 G-L =-268/268 BOT CHORD A-K =-1993/2521 J-K =-1379/1774 I-J =-1379/1774 H-I =-79311065 WEBS B-K =-471/550 D-K =-333/699 D-I =-897/742 E-1 =-338/802 E-H =-1421/1057 CSI DEFL in (loc) I/defl Ud TC 0.95 Vert(LL) 0.22 A-K >999 240 BC 0.87 Vert(TL) -0.56 I-K >607 180 WB 0.87 Horz(TL) -0.19 M n/a n/a (Matrix) NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L PLATES GRIP MT20 244/190 Weight: 162 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNFIM - V-Ijk design pammetere and READ NOTES ON TIDS AND INCLUDED MTTEE REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 941m 1 AlcoSt. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing,, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Inf—allon ovalable from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King H1457701 FCK-R R33 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:18 2010 Page 1 9- -0 7-3-2 7-3-2 7-3-2 7-3.2 0- -8 4x5 = _ H 3x4 = 3x5 = 3x4 = - 4x _ LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP N0 .3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt G-H, F-H REACTIONS (lb/size) A = 1286/Mechanical M = 1307/0-1-8 0-3-8 Max Horz A = 848(LC 6) Max Uplift A =-647(LC 6) M =-995(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-274611332 B-C =-2410/1137 C-D =-2316/1160 D-E =-1254/512 E-F =-1093/526 F-G =-111/49 H-M =-762/1098 L-M =-206/230 G-L =-209/232 BOT CHORD A-K =-1970/2491 J-K =-1310/1677 I-J =-1310/1677 H-1 =-665/853 WEBS B-K =-480/557 D-K =-440/756 D-I =-883/777 F-I = -491 /894 F-H =-1321/1039 CSI DEFL in (loc) I/defl TC 0.83 Vert(LL) 0.25 A-K >999 BC 0.95 Vert(TL) -0.58 A-K >588 WB 0.89 Horz(TL) -0.10 M n/a (Matrix) NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing atjoint(s) M considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard IL WARNINM - Ver(/ij design parameters and READ NOTES ON TJUS AND INCLUDED IUTER REFERENCE PAGE JIW-7473 BEFORE USE L L/d PLATES GRIP 240 MT20 2441190 180 n/a Weight: 164 lb Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS11711 Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Scale = 1:57.1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, 1 1 1 1 1 1 1 1 1 1 1 0 1 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type �Qty Ply Fort King H1457702 FCK-R R34 SPECIAL 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:19 2010 Page 1 -1.4-0 4-Cr8 1-4-0 4-&8 Scale = 1:20.0 A 24 = C 2X - F 3x5 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.16 B-G >654 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.28 B-G >376 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 34 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) Refer to girder(s) for truss to truss connections. BOT CHORD 2 X 4 SYP No.2 6) "Semi -rigid pitchbreaks with fixed heels" Member end WEBS 2 X 4 SYP No.3 fixity model was used in the analysis and design of this BRACING truss. TOP CHORD 7) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied or 6-0-0 oc and T-1 sheet for more information. purlins, except end verticals. 8) NOTE: The seal on this drawing indicates acceptance BOT CHORD of professional engineering responsibility solely for the Rigid ceiling directly applied or 10-0-0 oc bracing. truss component design shown. REACTIONS (lb/size) LOAD CASE(S) F = 386/Mechanical Standard B = 509/0-1-8 0-4-0 Max Harz B = 161(LC 6) Max Uplift F =-224(LC 7) B =-372(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-452/191 C-D =-343/169 D-E =-360/187 E-F =-249/194 BOTCHORD B-G =-187/360 F-G =-187/360 WEBS C-G = -51 /128,- NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. James K Meade, P.E. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; Florida RE. No. 16015 enclosed; MWFRS (low-rise) gable end zone and C-C 9411 Alcorn Street Interior(1) zone; cantilever left and right exposed ;C-C for Houston, TX 77093 members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom August 11,20 ic chord live load nonconcurrent with any other live loads. WARNING - V-j& design parameters and READ NOTES ON 2WS AND INCLUDED MITER REFERENCE PAGE AW-7473 SEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 ApplicalAlty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 it for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction 4 the responsibility, of the 8850 Trussway Blvd. TRUMM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fobricafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Trussway, A R35 HIP 11 1 1 lo, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:: 1-4.0 5-6-0 B-2-0 i 9-1-0 1-4-0 T 5.6 0 2-8-0 0.11-0 3x5 = Bxe 11 1.5x4 II 5x7 = G 4x10 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-11 oc bracing. REACTIONS (lb/size) B = 2848/0-3-6 0-4-0 G = 2725/Mechanical Max Horz B = 196(LC 5) Max Uplift B =-1723(LC 5) G =-1571(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0131 B-C =-4823/2687 C-D =-3067/1740 D-E =-2914/1695 E-F = -8/13 F-G = -27/30 BOT CHORD B-I =-2559/4407 H-1 =-2559/4407 G-H =-4221716 WEBS D-H =-4791872 E-H =-1637/2862 E-G =-2078/1225 C-1 =-654/1230 C-H =-1654/987 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. CSI DEFL in floc) l/defi L/d TC 0.65 Vert(LL) 0.10 H-1 >999 240 BC 0.90 Vert(TL) -0.14 H-1 >729 180 WB 0.92 Horz(TL) 0.03 G n/a n/a (Matrix) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries tie-in span(s): 26-0-0 from 0-0-0 to 9-1-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-13=40, D-E=-70, E-F=-70, B-G=-553(F=533) PLATES GRIP MT20 2441190 Weight: 55 lb Page Scale = 1:19.7 1 c.- James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - 7erifg design j---t—. aad READ NOTES ON THIS AND D9CLUDED MrTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilty of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 683 D'Onofno Drive, Madison, WI 53719. H14577041 FCK-R R36 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:56:19 20167 1 -1-4-0 4-10-1z s-s-e 1.4.0 4.1a12 4 V2 2x6 = D Scale = 1:20.6 1 _ I H G _ 2x4 1.5x4 I I 1.5x4 11 1.5x4 11 2x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) F = 129/0-1-8 9-9-8 B = 246/0-1-8 9-9-8 H = -38/0-1-8 9-9-8 1 = 298/0-1-8 9-9-8 G = 339/0-1-8 9-9-8 Max Harz B = 87(LC 6) Max Uplift F = -79(LC 7) B = -237(LC 6) H = -54(LC 2) I = -187(LC 6) G = -248(LC 7) Max Grav F = 129(LC 11) B = 246(LC 10) H = 83(LC 7) 1 = 298(LC 10) G = 339(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -46/48 C-D =-32/103 D-E =-38/109 E-F = -28157 BOTCHORD B-I = -1/54 H-I = -1/54 G-H = -1/54 F-G = -1154 WEBS D-H = -95/15 CSI DEFL in (loc) I/deft Ud TC 0.37 Vert(LL) 0.00 A n/r 120 BC 0.17 Vert(TL) 0.00 A n/r 80 WB 0.09 Horz(TL) 0.00 F n/a n/a (Matrix) WEBS C-I =-217/228 E-G =-258/289 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 . 244/190 Weight: 39 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Vmfy design pa-ters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AM--7473 BEFORE USE Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (7t 3) 691 6900 IRLISSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (713 T91 6900 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457705 FCK-R R36A MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:56:20 2010 Page 1 6.11-10 1311-4 20.10.14 27-10.2 8-11-10 8-11-10 611-10 fr11-10 1-38 H O 3x6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-1-13 oc bracing: A-M. WEBS 1 Row at midpt H-I, F-J REACTIONS (lb/size) A = 1134/0-1-8 0-3-8 J = 1194/0-1-8 0-4-0 O = 265/0-1-8 0-3-8 Max Harz J = 816(LC 6) Max Uplift A =-555(LC 6) J =-815(LC 6) 0 =-258(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2399/1097 B-C =-2174/1044 C-D =-2084/1066 D-E =-1152/475 E-F =-998/497 F-G =-124/31 G-H = -10/12 1-0 = -11/23 N-0 =-231/234 H-N =-244/247 BOT CHORD A-M =-908/2153 L-M =-266/1350 K-L =-266/1350 J-K = 0/562 I-J = -12/10 WEBS F-J =-1194/1016 F-K =-604/952 D-K =-758/700 Scale = 1:62.5 1 M L n J 1 3x4 = 3x5 = 3x4 = 2x6 1.5x4 I I CSI DEFL in (loc) I/defi L/d TC 0.87 Vert(LL) 0.17 A-M >999 240 BC 0.74 Vert(TL) -0.36 A-M >824 180 WB 0.89 Horz(TL) -0.09 0 n/a n/a (Matrix) WEBS D-M =-562/834 B-M = 4351511 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 0 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 156 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August11 WARNING - V-Ify deaign paramet— and READ NOTES ON TBTS AND D9CLUDED BUTER REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss desQn— Bracing shown (713) 891 6900 '� I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway915900 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King H1457706 FCK-R R37 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 T 140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:20 2010 Page 1 -1-4.0 410.12 8-38 r 1-4 410.12 3-412 1-EO Scale = 1:21.2 2x4 = C 4.50 12 TZ 4x5 ZZ 3x9 11 D E T1 T3 B w A 61 H F 3x5 G 813.8 1.5x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.12 B-H >907 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.31 B-H >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code FBC2007/fP12002 (Matrix) Weight: 34 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) This truss has been designed for a 10.0 psf bottom BOT CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live loads. WEBS 2 X 4 SYP No.3 5) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING fixity model was used in the analysis and design of this TOP CHORD truss. 6) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied or 6-0.0 oc St and T-1 sheet for more information. r except end verticals. 7) NOTE: The seal on this drawing indicates acceptance BOT CHORD Rigid ceiling directly applied or 10 0.0 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) B = 507/0-1-8 0-4-0 Standard G = 451/0-1-8 0-4-0 Max Horz B = 124(LC 6) Max Uplift B =-380(LC 6) G =-272(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-482/262 C-D = 455/282 D-E =-360/174 E-F =-171/30 BOTCHORD B-H =-222/402 G-H =-1741360 / F-G =-174/360 WEBS D-H =-202/268 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this James K Meade, P.E. design. 2) Wind: ASCE 7-05; 140mph (3-second gust); Florida RE. No. 16015 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; 9411 Alcorn Street enclosed; MWFRS (low-rise) gable end zone and C-C Houston, TX 77093 Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. August 11120 0 ® WARNEW - Verify design parameters and READ NOTES ON TIHS AND INCLUDED JUTER REFERENCE PAGE IM--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRILISSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Fort King FCK-R I R37A IMONO HIP I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:20 1-4-0 1 6-6-0 13-0.0 19-Cr0 26.OA 29.3-8 1-4-0 6.6-0 Bb-0 6-fr0 8.6-0 33.8 N Scale = 1:59.8 1 3x6 % J I 3x4 = 3x5 = 3x4 = 1.5x4 \\ 2x6 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 "Except' T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. WEBS 1 Row at midpt H-I, F-J REACTIONS (lb/size) B = 1258/0-1-8 0-4-0 J = 1115/0-1-8 0-4-0 0 = 335/0-1-8 0-3-8 Max Horz B = 799(LC 6) Max Uplift B =-740(LC 6) J =-716(LC 6) 0 =-320(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2470/1190 C-D =-2183/1062 D-E =-2065/1072 E-F =-1197/552 F-G = -158/2 G-H = -26/28 1-0 = -28/39 N-0 =-277/272 H-N =-296/292 BOT CHORD B-M =-1759/2225 L-M =-1178/1485 K-L =-1178/1485 J-K =-657f798 I-J = -28/26 WEBS F-J =-1262/1033 F-K =-433f776 E-K =-695/616 CSI DEFL in (loc) I/defl L/d TC 0.93 Vert(LL) 0.15 B-M >999 240 BC 0.74 Vert(TL) -0.34 S-M >895 180 WB 0.54 Horz(TL) 0.25 0 n/a n/a (Matrix) WEBS E-M =-4141'703 C-M =-426/486 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 0 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 0 d N PLATES GRIP MT20 244/190 Weight: 155 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARN3NG - V-1b design parameters and READ NOTES ON TITS AND JNME DED ffiTEE REPEItENCE PAGE ➢M-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building Alcorn St,ding component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tniwway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCS11 Building Componeni (407) 857 2777 Safety information available from Truss Rate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job I� FCK-R . Trussway, Orlando ' � A 11 Type Fort King R38 SPECIAL 1 1 Job Reference (optional) FL 32824 7.140 s Oct 1 2009 M7ek Industries, Inc. Tue Aug 1013:56:20 2010 Page 1 -1r� 4.3-810-12 8 1-4-0 410-12 1-412 3-Cr0 2x4 = C Scale = 1:21.2 1 3x4 axc n G oxv I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. REACTIONS (lb/size) B = 507/0-1-8 0-4-0 G = 451/0-1-8 0-4-0 Max Horz B = 164(LC 6) Max Uplift B =-375(LC 6) G =-286(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-4261180 C-D =-353/219 D-E =-318/166 E-F =-209/149 BOT CHORD B-H =-183/333 G-H =-166/318 F-G =-166/318 WEBS D-H =-145/184 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/defl Ud TC 0.82 Vert(LL) 0.16 B-H >658 240 BC 0.74 Vert(TL) -0.32 B-H >326 180 WB 0.06 HOrz(TL) 0.01 G n/a n/a (Matrix) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard IL WARNING - V-1 fg dsaiga Parameters and READ NOTES ON THIS AND INCLUDED J07FI' R 9CE PAGE AW-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 36 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 Engineering Department 9411 Alcom St. Nill Houston, TX 77093 (713) 691 6900 IRLSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Truss Fort FCK-R I R38A IMONO HIP 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:212010 Page -1-4-0 1 6-14 12-2-8 11 -12 24-5.0 29-3-8 1-4-0 6.1-4 6.1-4 6-1-0 410-8 N �F 0 Scale = 1:53.4 11 316 = ... _ .. J 1 3x4 = 3XS = 3x4 = Sx4 = 1.5x4 I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 1 Row at micipt G-J, F-J REACTIONS (lb/size) B = 1224/0-1-8 0-4-0 J = 1340/0-1-9 0-4-0 O = 144/0-1-8 0-3-8 Max Horz B = 754(LC 6) Max Uplift B =-726(LC 6) J =-884(LC 6) 0 =-140(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2390/1160 C-D =-2114/1029 D-E =-2024/1040 E-F =-1190/550 F-G =-108/42 G-H = -2/4 1-0 = OU N-0 =-138/137 H-N =-143/142 BOT CHORD B-M =-1688/2152 L-M =-1171/1497 K-L =-1171/1497 J-K =-636/803 I-J = -412 WEBS G-J =-375/370 F-J =-1117/880 F-K =-427f771 E-K =-718/637 E-M =-351/615 CSI DEFL in (loc) I/defl Ud TC 0.57 Vert(LL) 0.14 M >999 240 BC 0.67 Vert(TL) -0.33 J-K >919 180 WB 0.51 Horz(TL) 0.08 O n/a n/a (Matrix) WEBS C-M =-379/439 NOTES (6.7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joints) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 166 lb e��O' �__ James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNa - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED AUT'EE REFERENCE PAGE dill 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tru3sway Blvd. TRLSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/1f Il Quality Crfferra, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. n Job Truss Truss Type Qty Ply Fort King H1457710 FCK-R R39 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:212010 Page 1 1-4-0 r 14.,) 5-0-8 + 2-11-0 1-Cr0 Scale = 1:20.9 3x4 - 2x6 = 1.Sx4 I C D E 3x5 11 T2 4.50 12 y F T3 T1 v3 d a B A B1 Li Li I G 1.5x4 II 3x4 I 2x6 = H 1.5x4 II Plate ets 0- -1 D - - -0-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.21 B-I >509 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.34 B-I >310 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 H n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 39 lb LUMBER TOP CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces B.MWFRS for reactions shown; Structural wood sheathing directly applied or 6-0-0 oc Lumber DOL=1.33 plate grip DOL=1.33 purlins, except end verticals. 3) Provide adequate drainage to prevent water ponding. BOT CHORD 4) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. chord live load nonconcurrent with any other live loads. "Semi 5) -rigid pitchbreaks with fixed heels" Member end REACTIONS (lb/size) fixity model was used in the analysis and design of this B = 507/0-1-8 0-4-0 truss. 6) NOTE: Refer to attach Trussway Notes, Appendices H = 451/0-1-8 0-4-0 and T-1 sheet for more information. Max Horz 7) NOTE: The seal on this drawing indicates acceptance B = 178(LC 6) of professional engineering responsibility solely for the Max Uplift truss component design shown. B =-377(LC 6) H =-278(LC 5) LOAD CASE(S) Max Grav Standard B = 507(LC 10) H = 451(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-366/143 C-D =-259/181 D-E =-316/212 IA' E-F =-298/174 F-G =-157/87 BOT CHORD B-I =-164/266 H-I =-154/259 G-H =-154/259 WEBS C-I =-94/159 E-H =-143/154 James K Meade P.E. r Florida P.E. No.16015 NOTES (6-7) 9411 Alcorn Street 1) Unbalanced roof live loads have been considered for this Houston, TX 77093 design. August 11,20 ® WARNING - 9'arVy design parameters and READ NOTES ON TWS AND INCLUDED ADTEE REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicabirrty of design parameters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King H1457711 FCK-R R39A MONO HIP 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:212010 Page 1 -1-4-0 7-5-11 14-11-5 22 ,11 293-8 1-4-0 7-5-11 7-5-11 7-5-11 510.8 I 16�' MEW-3�wm■ 3x7 5 - -- - H 1.5x4 // 3x4 = 3x5 = 3x4 = 4x7 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 1 Row at midpt G-H, E-1, F-H REACTIONS (lb/size) H = 1301/0-1-9 0-4-0 B = 1412/0-1-110-4-0 Max Horz B = 696(LC 6) Max Uplift H =-871(LC 4) B =-858(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-290511430 C-D =-2056/1028 D-E =-1890/1052 E-F =-1097/572 F-G = -15/8 G-H =-228/211 BOTCHORD B-L =-186312615 K-L =-1888/2522 J-K =-1240/1706 1-1 =-1240/1706 H-I =-556/813 WEBS C-L = 01333 C-K =-760/657 E-K =-221/558 E-I =-1044/855 F-I = 491 /881 F-H =-1290/885 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.86 Vert(LL) 0.19 K-L >999 240 MT20 244/190 BC 0.68 Vert(TL) -0.35 K-L >994 180 WB 0.72 Horz(TL) 0.10 H n/a n/a (Matrix) Weight: 167 lb 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - verify design parameter and READ NOTES ON TNfS AND INCLEMED MUTER REFERENCE PAGE AU 7473 PEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT 7 Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583-D'Onofno Drive, Madison, WI 53719. L Job Truss Truss Type Oty Ply Fort King H1457712 FCK-R R40 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:22 2010 Page 1 -1-4-0 69-11 1?-7-5 20.5-0 2410.4 29-3-8 1-0-0 69-11 Ei9.11 69.11 45-4 4-5-4 3x4 = Scale = 1:52.5 4.50 12 F G H II 4 3x4 E 3x5 D 1.5x4 C W1 B 04 d L K J 4x5 = 9-&3 3x4 = 3x5 = 3x6 = 20.50 4x7 II 29-3-8 10-7-13 Plate Offsets -0.-4 --0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.20 J-L >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.59 J-L >585 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 1 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 167 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 *Except* TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; B1: 2 X 4 SYP No.1 WEBS Z X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces & MWFRS for reactions shown; StStructural wood sheathing directly applied or 2-11-15 oc Lumber DOL=1.33 plate grip DOL=1.33 r except end verticals. 2) Provide adequate drainage to prevent water ponding. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Rigid ceiling directly applied or 2-2-0 oc bracing. 4) "Semi -rigid pitchbreaks with fixed heels" Member end WEBS 1 Row at midpt H-I, E-J, G-I fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 5) NOTE: Refer to attach Trussway Notes, Appendices I = 1301l0-1-9 0-4-0 T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance 6) B = 1412/0-1-11 0-4-0 of professional engineering responsibility solely for the Max Horz truss component design shown. = B 639(LC 6) Max Uplift LOAD CASE(S) I =-862(LC 4) Standard B =-862(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 8-C = -245 275 C-D =-1209/655 D-E = -10441 -2300/1498 82 E-F =-1209/655 F-G =-1044l682 G-H = -1011 H I 127/118 BOT CHORD B-L =-1877/2566 K-L =-131011837 J-K =-1310/1837 1-1 =-429/618 James K Meade P.E. WEBS r C-L =-454/517 E-L =-291/702 Florida P.E. No. 16015 E-J =-991/833 F-J = 0/156 9411 Alcorn Street G-J =-554/884 G-I =-1263/886 Houston, TX 77093 August 11120 WAwmw - verify design paramete and READ NOTES off Tars AND DIcirmwaD EDTEE REFERENCE PAGE MU-7473 BMIORE USE. Engineering Department 9411 Almm St. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 8916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI/TP11 Quality Criteria, DSB-89 and BCSIt BuIlding Component (407) 857 2777 Safety Information avolable from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort g H145771 FCK-R R41 MONO HIP 1 1 Kin Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:22 2010 Page -1-4-0 , 6-1-11 12-35 18.5-0 23-10-4 29.3-8 r 1-4-0 8.1-11 6-1-11 6-1-11 SS-4 5.5.4 6 d der Scale = 1:51.9 1 4x6 3x4 1.5x4 11 = F G H 3x7 - J 1 3x4 = 3x5 = 3x8 4x7 I = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt H-I, G-1 REACTIONS (lb/size) 1 = 1301/0-1-9 0-4-0 B = 141210-1-110-4-0 Max Horz B = 581(LC 6) Max Uplift I =-854(LC 4) B =-861(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2838/1543 C-D =-2437/1274 D-E =-2298/1294 E-F =-1449/820 F-G =-1281/831 G-H = -23/0 H-I =-154/143 BOT CHORD B-L =-1856/2584 K-L =-137611988 J-K =-1376/1988 1-1 =-570/808 WEBS C-L =-439/491 E-L =-196/535 E-J =-888/741 F-J = 0/225 G-J =-466/785 G-1 =-1317/947 CSI DEFL in (loc) I/defl TC 0.70 Vert(LL) -0.32 I-J >999 BC 0.98 Vert(TL) -0.83 I-J >417 WB 0.98 Horz(TL) 0.09 1 n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 162 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/1Pt1 Quality Cdteda, DSB-89 and BCSI1 Building Component (407) 857 2777 Solety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. n 1 IJ 1 Job Truss Truss Type Qty Ply7FnH1457714 FCK-R R42 MONO HIP 1 nce (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:22 2010 Fe -gel 55-11 10.11-5 1E10 22-10.4 29-3-8 SS11 SS11 SS11 SS4 65.4 Scale = 1:50.4 5x5 = 2x4 I I 3x4 = 4.50 12 E F G 1.5x4 D 3x5 W1 1.5x4 C B A g�} ul d K J I 4x5 = H 9-9-3 4x8 = 3x5 = 3x4 = 19-6-5 4x7 11 233-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.21 A-K >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.54 A-K >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 H n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 157 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. ill; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING TOP CHORD Interior(1) zone; cantilever left and right exposed ;C-C for Structural wood sheathing directly applied or 3-2-11 oc members and forces & MWFRS for reactions shown; puriins, except end verticals. Lumber DOL=1.33 plate grip DOL=1.33 ROT CHORD 2) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 2-2-0 oc bracing. 3) This truss has been designed for a 10.0 psf bottom WEBS chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end 1 Row at midpt G-H, E-K, F-H fixity model was used in the analysis and design of this REACTIONS (lb/size) truss. 5) NOTE: Refer to attach Trussway Notes, Appendices H = 1304/0-1-9 0-4-0 and T-1 sheet for more information. A = 1304/0-1-9 0-4-0 6) NOTE: The seal on this drawing indicates acceptance Max Horz of professional engineering responsibility solely for the A = 482(LC 6) truss component design shown. Max Uplift H = 851(LC 4) LOADCASE(S) A =-720(LC 4) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2898/1648 B-C =-2480/1344 C-D =-2409/1357 D-E =-2626/1680 E-F =-1338/846 F-G = -22/5 G-H =-182/171 BOTCHORD A-K =-1897/2646 J-K =-101211495 a` I-J =-101211495 H-1 =-726/1059 WEBS B-K =-432/493 D-K =-472/545 James K Meade P.E. E-K =-937/1229 E-1 =-354/404 , F-I =-289/627 F-H =-1470/1019 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARNING - V-Vy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid far use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, 177093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 IRLISSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from iruss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King H145771 FCK-R R43 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:22 2010 Page 53.E 1117-0 25-5-8 5-3-8 5-3.8 7-5.4 7-5-4 5x5 C Scale = 1:44.2 1 4x5 = E J 3r = ti F 3x4 = 3x5 = 3x10 = 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 1 Row at midpt E-F, C-G, E-G, B-J REACTIONS (lb/size) F = 1132/0-1-8 0-4-0 J = 1132/0-1-8 0-4-0 Max Harz J = 301(LC 6) Max Uplift F =-745(LC 4) J =-637(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-143/107 B-C =-1504/904 C-D =-11581766 D-E =-11581766 E-F =-1072/770 A-J =-188/176 BOT CHORD I-J =-103611338 H-I =-893/1273 G-H =-893/1273 F-G = -15/23 WEBS B-I = 0/264 C-1 =-100/311 C-G =-143/226 D-G =-597/573 E-G =-943/1425 B-J =-1529/879 CSI DEFL in (loc) I/defi L/d TC 0.79 Vert(LL) -0.12 G-1 >999 240 BC 0.74 Vert(TL) -0.36 G-1 >837 180 WB 0.46 Horz(TL) 0.04 F n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 145 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 ® WARNING - Verify design parameters and READ NOTES ON TJ97S AND INCLUDED JIDTEE REFERENCE PAGE J W 7473 J3EPGRE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Wei< connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibirdy of the 8850 Tmssway Blvd. erector: Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information ovalable from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53779. 1 1 Job S Tr—e Trs, Truss Truss Type Qty Ply FortlKing H1457716 R44 MONO HIP 1 1 Job Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:23 2010 Page 1 43.8 8.7-0 14-2-8 19-1%9 25-5-8 43.8 43-8 5.7-8 5-7-8 5.7-8 Scale = 1:45.1 1.5x 4.50 (12 4x6 C 3x4 = 3x5 = 3x4 = D E F 1.5x4 I I G L I H 3x5 = 3x8 = 3x5 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. WEBS 1 Row at midpt F-H REACTIONS (lb/size) H = 1132/0-1-8 0-4-0 L = 1132/0-1-8 0-4-0 Max Harz L = 244(LC 6) Max Uplift H =-737(LC 4) L =-653(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-122170 B-C =-1524/930 C-D =-1379/922 D-E =-1325/840 E-F =-1325/840 F-G = -2417 G-H =-166/156 A-L =-154/134 BOT CHORD K-L =-96311230 J-K =-1020/1504 I-J =-1020/1504 H-1 =-712/1044 WEBS B-K =-22/227 C-K =-24/268 D-K =-166/187 D-I =-352/356 F-I =-252/565 F-H =-1357/936 B-L =-1466/916 CSI DEFL in floc) I/deft Ud PLATES GRIP TC 0.47 Vert(LL) -0.12 K-L >999 240 MT20 244/190 BC 0.68 Vert(TL) -0.32 K-L >930 180 WB 0.68 Horz(TL) 0.06 H n/a n/a (Matrix) Weight: 144 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard UU � James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARMNO - 9' fy design pammeters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE EDI 7473 BEFORE USE, Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd IRLOSM - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onof io Olive, Madison. WI 53719. Job Truss Truss Type City Ply Fort K ng H1457717 FCK-R R45 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:23 2010 Page 1 •10-8 9- - 5- 8 9.8 5-9.8 &3.8 6-3-8 fr3-8 Scale = 1:44.5 3x4 = _ 5x6 3x5 = 2x4 II 4.50 12 3x4 = C D E F G 3x5 = 3x5 I A B L K J I H 3x4 = 3x4 = 6-7-D _ 3x5 3x4 = 18-0.4 3x5 = 25-5-8 r LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.16 H-1 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.44 H-1 >688 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.07 H n/a n/a BCDL 10.0 Code FBC2007rrPI2002 (Matrix) Weight: 136 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING TOP CHORD Interior(1) zone; cantilever left and right exposed ;C-C for Structural wood sheathing directly applied or 4-6-6 oc Stt members and forces & MWFRS for reactions shown; r except end verticals. Lumber DOL=1.33 plate grip DOL=1.33 BOT CHORD 2) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 5-6 15 oc bracing. 3) This truss has been designed for a 10.0 psf bottom WEBS chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end 1 Row at midpt F-H, C-L fixity model was used in the analysis and design of this REACTIONS (lb/size) truss. 5) NOTE: Refer to attach Trussway Notes, Appendices L = 1132/0-1-8 0-4-0 and T-1 sheet for more information. H = 113210-1-8 0-4-0 6) NOTE: The seal on this drawing indicates acceptance Max Horz of professional engineering responsibility solely for the L = 167(LC 6) truss component design shown. Max Uplift L =-673(LC 4) LOAD CASE(S) H =-729(LC 4) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L =-276/289 A-B =-127/107 B-C =-1861206 C-D =-14211943 D-E =-38/1/1024 E-F =-188/17724 F-G = -38/12 G-H =-188/177 BOTCHORD /J K-L =-940/1406 J-K =-1218/1813 1-J =-1218/1813 H-1 =-912/1350 WEBS C-K =-121/492 D-K =-469/378 James K Meade, P.E. D-1 =-247/315 F-I =-182/560 F-H =-1573/1077 C-L =-1508/805 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11120 WARNING - V—W design parameters and READ NOTES ON THIS AND DICLUDED XFTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Bhd. erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H14577181 FCK-R R46 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:23 2010 Page 1 1-1-8 2-18 4.7-0 11-fi•8 18-8-0 2SS8 1-1-8 1-8-0 1-9-8 611-8 &11-8 6.11-8 Scale = 1:45.3 4.50 12 4x8 — 3x5 = 3x5 = D 1.5x4 I ( 3x5 = 3x8 = E F G 2x6 I I H 3x4 = 1.5x4 11 3x5 = 3x8 = 1.5x4 II 34 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrP12002 'LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. WEBS 1 Row at midpt G-1 REACTIONS (lb/size) 1 = 1132/0-1-8 0-4-0 N = 1132/0-1-8 0-4-0 Max Horz N = 80(LC 6) Max Uplift I = -721(LC 4) N = -695(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -92/91 B-C = -42/62 C-D = -26/58 D-E =-2261/1458 E-F =-226111458 F-G =-2261/1458 G-H = -47/30 H-1 =-210/199 A-N =-149/157 BOTCHORD M-N =-874/1322 L-M =-872/1327 K-L =-872/1327 J-K =-1167/1827 1-1 =-1167/1827 WEBS D-M = 0/246 D-K =-683/1032 E-K =-506/487 G-K =-322/479 G-J = 01294 G-1 =-1976/1262 D-N =-1591/954 CSI TC 0.73 BC 0.56 WB 0.87 (Matrix) DEFL in (loc) I/deft Vert(LL) 0.17 J-K >999 Vert(TL) -0.28 J-K >999 HOrz(rL) 0.07. 1 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 137 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNO - V—ijlI,, design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quarity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H145771 FCK-R R47 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:24 2010 Page 94 1, 1, 410.4 6-11-8 6-11-8 4.50 12 3x5 = 2x8 I I 3x5 = B C 3x4 = 3x5 = 3x5 = D E F Scale = 1:44.5 1 2x4 II G L K J I H 3x5 = 3x4 = 3x10 MT20H = 3x4 = 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. WEBS 1 Row at midpt F-H, C-L REACTIONS (lb/size) H = 113210-1-8 0-4-0 L = 1132/0-1-8 0-4-0 Max Harz L = 23(LC 6) Max Uplift H =-716(LC 4) L =-709(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-133/94 B-C = -74/56 C-D =-2475/1499 D-E =-2479/1495 E-F =-2479/1495 F-G = -57/18 G-H =-168/157 A-L =-178/162 BOTCHORD K-L =-1344/2020 J-K =-1896/2897 1-J =-1896/2897 H-I =-1337/2024 WEBS F-H =-216111446 F-I =-216/678 D-I =-487/467 D-K = 493/464 C-K =-212/678 C-L =-2134/1413 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d TC 0.70 Vert(LL) 0.25 I-K >999 240 BC 0.84 Vert(TL) -0.43 I-K >710 180 WB 0.50 Horz(TL) 0.11 H n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. It; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 125 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WAMW - Ve (& design parameters and READ NOTES ON TBIS AND INCLUDED MITER REFERENCE PASS MIb7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6915900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway BIM. TRLSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Orlando, FL 32824 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/11`11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457720 FCK-R R48 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:24 2010 Page 1 5-0.1 1a1-1a 1s3.10 20.5.7 z5 5-a 10.1 5-1-13 5-1-13 51-13 Scale=1:43.7 4x5 = 6x7 = 4x5 = 5x7 = 5xl2 MT20H WB = 08 = 2x4 I B C D E F G lA Tq m v 0 n N M L K J T I H 3x7 11 4x8 = 5x12 MT20H WB _ 5x7 = 4x5 = Bx7 = tat 1a1-la 4x5 = 1s a 1m zaa7 2ssa r P se -1 S-6-0-0. - -1-1 3-8 - -0 d -4 Q- 8 0- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.65 J-L >466 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.98 J-L >307 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 HOrz(Q 0.16 H n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 126 lb LUMBER NOTES (8-9) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.t TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 enclosed; MWFRS (low-rise) gable end zone; cantilever BRACING left and right exposed ; Lumber DOL=1.33 plate grip TOP CHORD DOL=1.33 StStructural wood sheathing directly applied or 2-2-6 oc 2) Provide adequate drainage to prevent water ponding. r except end verticals. 3) All plates are MT20 plates unless otherwise indicated. BOT CHORD 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Rigid ceiling directly applied or 3-6-0 oc bracing. 5) Girder carries tie-in span(s): 3-11-0 from 0-G-0 to WEBS 25-5-8 1 Row at midpt E-1. F-H 6) "Semi -rigid pitchbreaks with fixed heels" Member end REACTIONS (lb/size) fixity model was used in the analysis and design of this N = 1581/0 1-14 0-4-0 truss. 7) In the LOAD CASE(S) section, loads applied to the H = 1581/0-1-14 0-4-0 face of the truss are noted as front (F) or back (B). Max Uplift 8) NOTE: Refer to attach Trussway Notes, Appendices N = 972(LC 3) and T-1 sheet for more information. H =-972(LC 3) 9) NOTE: The seal on this drawing indicates acceptance FORCES (lb) - Maximum Compression/Maximum Tension of professional engineering responsibility solely for the truss component design shown. TOP CHORD A-N =-1447/939 A-B =-3595/2211 LOAD CASE(S) B-C =-5441/3346 C-D =-5441/3346 D-E =E-F = Standard -5441/3346 -3596/2211 F-G = -91/56 G-H =-162/149 Regular: Lumber Increase=1.25, Plate Increase=1.25 1) UniformLoads CHORD BOTH-N A- Vert: A-G=-70, H-N=-56(F=-36) > M-N M-N = -57/92 L-M =-2211/3595 K-L =-3346/5441 J-K =-3346/5441 I-J =-3346/5441 H-1 =-2211/3596 WEBS James K Meade, P.E. A-M =-2294l3732 B-M =-1001/744 B-L =-1201/1953 C-L =-356/340 Florida P.E. No.16015 C-J = -0/0 E-J =-53/304 9411 Alcorn Street E-1 =-1951/1200 F-I =-438/922 Houston, TX 77093 F-H =-3734/2296 August 11120 WARNING - Verify design parameters and READ NOTES oN THas AND DTCLUDEo xrTEH REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Truwway Blvd. TRMSW erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive. Madison, WI 53719. Job Truss cuss Type Qty Ply Fort King H1457721 FCK-R R49 MONO TRUSS 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:24 2010 Page 1 d 4x5 = 7-3-8 6-11-12 7-7-4 7-3-8 3x5 = Scale = 1:72.3 3x5 = 2x4 11 4.50 12 G K J I H 3x4 = 3x5 = 3x4 = 4x7 L M Ii N 9.8.11 1 18-9-13 29.2-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.26 A-K >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.63 H-I >548 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 HOrz(TL) -0.11 M n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 163 lb LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp 8; WEBS 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C OTHERS 2 X 4 SYP No.3 BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces 8 MWFRS for reactions shown; Structural wood sheathing directly applied or 2-6-5 oc Stt Lumber DOL=1.33 plate grip DOL=1.33 r except end verticals. 2) This truss has been designed for a 10.0 psf bottom BOT CHORD chord live load nonconcurrent with any other live loads. Rigid ceiling directly applied or 3 11-10 oc bracing. 3) Bearing at joint(s) M considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building WEBS 1 Row at midpt G-H, F-H designer should verify capacity of bearing surface. "Semi 4) -rigid pitchbreaks with fixed heels" Member end REACTIONS (lb/size) fixity model was used in the analysis and design of this A = 1286/0-1-8 0-3-8 truss. 5) NOTE: Refer to attach Notes, Appendices M = 1307/0-1-8 0-3-8 and T-1 sheet for more information. inform Max Horz A = 848(LC 6) 6) NOTE: The seal on this drawing indicates acceptance Max Uplift of professional engineering responsibility solely for the A a-647(LC 6) truss component design shown. M =-995(LC 6) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B C-D E-F =-2735/1325 =-/84 =-11551155/568 B-C D-E F-G =-2407/1141 =-123/544 =-112/47 H-M =-769/1104 L-M =-200/223 G-L =-202/225 BOT CHORD A-K =-1961/2479 J-K =-1332/1711 I-J =-1332/1711 H-1 =-661/838 WEBS James K Meade .P.E. + B-K =-465/538 D-K =-428/722 Florida P.E. No. 16015 D-I =-872/774 F-I =-517/927 9411 Alcorn Street F-H =-1311/1046 Houston, TX 77093 August 11,20 1 ( WARNING - verify design pam to and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE Sffi-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mill connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. C� I Job Truss Truss Type Qty Ply Fort ig �JobRKefarence H1457722 FCK-R R50 MONO TRUSS 1 1 (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 17:02:00 2010 Page 1 -1-4-o a -so 1 4-0 4-5-D Scale = 1:13. C 4.50 12 T1 rr B d A B1 2x3 = D M0.8.0 d_L0 101 3.11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.01 B-D >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.04 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 16 lb, LUMBER NOTES (5-6) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOA CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. ll; Exp B; BRACING enclosed; MWFRS (low-rise) gable end zone and C-C TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc Interior(1) zone; cantilever left and right exposed ;C-C for purlins. members and forces & MWFRS for reactions shown; BOT CHORD Lumber DOL=1.33 plate grip DOL=1.33 Rigid ceiling directly applied or 10-0-0 oc bracing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 3) Refer to girder(s) for truss to truss connections. C = 4) "Semi -rigid pitchbreaks with fixed heels" Member end B = 09/0-1 8 0-4-al 309/0-1-8 0-4 0 fixity model was used in the analysis and design of this D = 41/Mechanical truss. 5) NOTE: Refer to attach Trussway Notes, Appendices Max Horz B = 173(LC 6) and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance Max Uplift C = -136(LC 6) of professional engineering responsibility solely for the B = -264(LC 6) truss component design shown. Max Grav C = B = 12 309(LC 1) LOAD CASE(S) Standard D = 82(LC (LC 2)) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -68/37 James K Meade, P.E. BOT CHORD Florida P.E. No. 16015 B-D = 0/0 9411 Alcorn Street Houston, TX 77093 August 11,20 C WARNING - verify design paranseters and READ NOTES ON TZ7S AND XCLODED M TFjr REFERENCE PAGE MIF7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 69o0 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSll Building Component (407) 857 2777 Safety Information available from truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King H1457723 FCK-R R51 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:25 2010 Page 1 B-7-7 6-7-7 1 D E J I H G F 1.5x4 II 3x4 = 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 1/0-1-8 6-7-7 J = 66/0-1-8 6-7-7 F = -2/0-1-8 6-7-7 1 = 192/0-1-8 6-7-7 H = 186/0-1-8 6-7-7 G = 141/0-1-8 6-7-7 Max Horz J = 186(LC 6) Max Uplift E _ -1(LC 6) F = -5(LC 2) 1 = -304(LC 6) H = -142(LC 6) G = -101(LC 6) Max Grav E = 1(LC 1) J = 182(LC 6) 1 = 192(LC 1) H = 186(LC 1) G = 141(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-178128 B-C =-115/24 C-D = -51/23 D-E = -15/0 A-J = -174/0 BOT CHORD I-J = -186/0 CSI DEFL in (loc) I/deft L/d TC 0.09 Vert(LL) n/a n/a 999 BC 0.05 Vert(TL) n/a n/a 999 WB 0.07 Horz(TL) -0.00 E n/a n/a (Matrix), BOT CHORD H-I = 0/0 G-H = 0/0 F-G = 0/0 WEBS B-I =-149/164 C-H =-146/162 D-G =-1071118 A-1 = -0/247 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:27.1 1 PLATES GRIP MT20 244/190 Weight: 38 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED NITER: REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT 7 Applicability of design parameters and proper Incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 6977093 PP riy 9 P P rP Po P tY 9 9 9 9 8850 691 8900 '� 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tnrssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. I L L Job Truss Truss Type Qry Ply Fort King H1457724 FCK-R R52 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:25 2010 Page 1 49-11 7-7-3 4-9-11 4.50 12 n Scale = 1:47.0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D-E REACTIONS (lb/size) E = 189/0-1-8 7-7-3 G = 173/0-1-8 7-7-3 F = 296/0-1-87-7-3 Max Horz G = 135(LC 6) Max Uplift E _-237(LC 4) F =-171(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -56/21 B-C = -63/31 C-D = 0/0 D-E = -93188 A-G = -148/0 BOT CHORD F-G = -135/0 E-F = -88/36 WEBS B-F =-265/151 A-F = 0/96 B-E =-76/186 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 3x G F E 1.5x4 II 3x4 = 3x4 = CSI DEFL in (loc) I/deft L/d TC 0.30 Vert(LL) n/a n/a 999 BC 0.13 Vert(TL) n/a n/a 999 WS 0.24 Horz(TL) -0.00 E n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 74 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - V-1A design Parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual budding component. Houston, TX 77093 Ailflyof design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown - (713) 691 6900 TRLSSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Infoanation available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job TruRrZss Truss Truss Type Qty Ply Fort King H1457725 FCK-R MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:25 2010 Page 1 7-3-8 147-0 21-10.8 29-2-0 7.3-8 7-3-8 7-3-8 7-3-8 4.50 12 Scale = 1:60.8 T 3)5 S R 3x5 Q P N O M L L K J 3x5 I % H G 5 6 E F S 2 S 3 4 D STV S1 C KN� B S S A AQ 14 q N ,G}SI 3x4 = V AO AN AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W a4 D 3x5 = 16-8-0 3x5 = zso D -z a i 1941 Plate Offsets:0- -1 0- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.01 A -AO >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 A -AO >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.02 AQ We n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 244 lb LUMBER TOP CHORD 2 X 4 SYP No.2 Max Uplift TOP CHORD BOT CHORD 2 X 4 SYP No.2 AN = -22(LC 1) A-B =-860/59 B-C = -726/0 WEBS 2 X 4 SYP No.3 AM = -110(LC 6) C-D =-716/22 D-E = -670/0 OTHERS 2 X 4 SYP No.3 AL = -87(LC 6) E-F =-665/16 F-G =-629/17 BRACING AJ = -91(LC 6) G-H =-588/17 H-I =-547/17 TOP CHORD Al = -90(LC 6) 1-1 =-506/17 J-K =-465/17 Structural wood sheathing directly applied or 6-0-0 oc AH = -90(LC 6) K-L =-424/17 L-M =-383/17 purlins, except end verticals. AG = -90(LC 6) M-N = -342/1 N-0 =-340/17 BOT CHORD AF = -90(LC 6) O-P =-301/17 P-Q =-260/17 Rigid ceiling directly applied or 6-0-0 oc bracing. AE = -90(LC 6) Q-R =-218/16 R-S =-182/20 WEBS AD = -90(LC 6) S-T =-171/40 T-U = -61/32 1 Row at midpt AC = -90(LC 6) V-AQ = 0/64 AP-AQ =-114/127 U-V, T-W, Q-Z, R-Y, S-X AA = -90(LC 6) U-AP=-119/132 Z = -96(LC 6) BOT CHORD REACTIONS (lb/size) Y = 70(LC 6) A -AO = -1/1 AWAO = -1/1 A = 145/0-2-1425-2-0 X = -31(LC 6) AM -AN= -1/1 AL -AM= -1/1 W = 345/0-2-14 25-2-0 AQ = -122(LC 6) AK -AL = -1/1 AJ-AK = -1/1 AO = 392/0-2-14 25-2-0 Max Grav AI-AJ = -1/1 AH-AI = -1/1 AN =-22/0-2-1425-2-0 A = 240(LC 6) AG-AH= -1/1 AF-AG= -1/1 AM = 150/0-2-14 25-2-0 W = 345(LC 1) AE-AF = -1/1 AD-AE = -1/1 AL = 114/0-2-14 25-2-0 AO = 392(LC 1) AC -AD = -1/1 AB -AC = -1/1 AJ = 12110-2-14 25-2-0 AN = 16(LC 6) AA -AB = -1/1 Z-AA = -1/1 Al = 120/0-2-1425-2-0 AM = 150(LC 1) Y-Z = -1/1 X-Y = -1/1 AH = 120/0-2-1425-2-0 AL = 114(LC 1) W-X = -1/1 V-W = -1/1 AG = 120/0-2-1425-2-0 AJ = 121(LC 1) WEBS AF = 120! �425-2- AI = 120(LC 1) T-W =-274/305 B-AO =-273/322 AE = 1 2{1425-2- AH = 120(LC 1) C-AN = -5/14 D-AM =-109/119 AD = 20 2- 4 �5-2-0 AG = 120(LC 1) F-AL =-91/101 G-AJ =-94/104 AC = 120/0-2-1425-2-0 AF = 120(LC 1) H-AI =-93/103 I-AH =-93/103 AA = 121/0-2-1425-2-0 AE = 120(LC 1) J-AG =-93/103 K-AF =-93/103 Z = 122/0-2-1425-2-0 AD = 120(LC 1) L-AE =-931103 M-AD =-93/103 Y = AC = 120(LC 1) O-AC =-93/103 P-AA =-94/104 x = Ja�JF4Wi e, P.E. AA = 121(LC 1) Q-Z =-971107 R-Y = -80/89 AQ = Fldffft &.4WD.'16015 Z = 122(LC 1) S-x = -15/16 Max Horz 9411; ftLczr�Street x = 11o(�C 1)LC ) ) SOUS O 77093 Max Uplift ,� AQ = 155(LC 1) W = AO =-330(LC 6) FORCES (lb) Maximum Compression/Maximum Tension August 11120 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON TBIS AND INCLUDED MTEB REFERENCE PADS MU-7473 BEFORE USE. Engineering Department 90111111 Design valid for use only with M1ek connectors. This desi n Is based on u Houston, on, T St. g y g N upon porameters shown, and is for an indvidual building component. Houston, m 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 Nzmopp fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM1 Quality CrBeria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. L, Job Truss Truss Type Qty Ply Fort King H1457725 FCK-R R53 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:26 2010 Page NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) Bearing at joint(s) AQ considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARMWO - Verify design parameters and READ NoTzs ON TAIs AND INCLUDED BQTEB REFERENCE PAGE BfB-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 891 8900 TMISSW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibility of the 8850 591 5gay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Intomnallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Fort King FCK-R I R54 IMONO TRUSS I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MMek Industries, Inc. Tue Aug 1( -I�p 7-3-14 14-7-12 21-11-10 29-3-8 1 0 7-3.14 7-3-14 7-3-14 7314 1-' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-9 oc bracing. WEBS 1 Row at midpt H-1, G-K, G-J REACTIONS (lb/size) B = 1239/0-1-8 0-4-0 J = 1249/0-1-8 0-4-0 0 = 219/0-1-8 0-3-8 Max Horz B = 889(LC 6) Max Uplift B =-689(LC 6) J =-874(LC 6) 0 =-231(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2378/1008 C-D =-2193/1009 D-E =-2100/1033 E-F =-1151/452 F-G =-991/475 G-H =-106/54 1-0 = -0/19 N-0 =-198/220 H-N =-207/230 BOTCHORD B-M =-1667/2132 L-M =-1010/1279 K-L =-1010/1279 J-K =-375/434 1-J = -2/1 WEBS C-M =-457/524 E-M =-626/922 E-K =-796/743 G-K =-712/1072 G-J =-1186/1020 H1457726 113:56:26 2010 Page 1 Scale = 1:59.6 N 0 d N 3x4 = 3x5 = 3x5 = 2x6 \\ 1.5x4 II CSI DEFL in floc) I/defl L/d TC 0.79 Vert(LL) 0.17 B-M >999 240 BC 0.74 Vert(TL) -0.37 B-M >822 180 WB 0.80 Horz(TL) 0.10 0 n/a n/a (Matrix) WEBS C-M =-4571524 E-M =-626/922 E-K =-796/743 G-K =-712/1072 G-J =-1186/1020 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 161 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARMING - 7er(fg design parameters and READ NG7Ea ON Tffis AND ny twico mT EK REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 69DO is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safely Infoanalion available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. I Job ' FCK-R Trussway, Orla d I Truss Truss Type Oty Ply R55 MONO TRUSS 1 1 ndo, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:5E -1-4-0 , 7-3.14 147-12 21-11-10 233$ 1-4-0 7-314 7314 7-&14 7-3-14 4x5 = I 3x4 = 3x5 = 3x4 = 4x7 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt H-1, G-1 REACTIONS (lb/size) 1 = 130110-1-9 0-4-0 B = 1412/0-1-11 0-4-0 Max Harz B = 889(LC 6) Max Uplift I =-980(LC 6) B =-811(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2817/1348 C-D =-2460/1153 D-E =-2367/1176 E-F =-1300/532 F-G =-1138/555 G-H =-114/62 H-1 =-206/228 BOT CHORD B-L =-1983/2543 K-L =-1333/1718 J-K =-1333/1718 I-J =-684/881 WEBS C-L =-4871552 E-L =-4271759 E-J =-886/777 G-J =-495/912 G-1 =-1335/1041 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.81 Vert(LL) -0.21 I-J >999 240 MT20 2441190 BC 0.94 Vert(TL) -0.58 B-L >599 180 WB 0.89 HOrz(TL) 0.09 1 n/a n/a (Matrix) Weight: 164 lb NOTES (4-5) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 5) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H1457727 0 Page 1 Scale = 1:56.8 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNING - 7er(& design parameters and READ NOTES ON TNIS AND INCLUDED IRTEE REFERENCE PAGE AW- 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLOSM erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Irdormaiton available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Truss H14577281 R56 IMONO TRUSS I1 1 IJob Reference (optional) FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:26 r3-0-0 -1.8.0 7-3-14 147-12 21-11-10 293-8 1-4-0 1-8-0 7-3-14 7-3-14 7-3-14 7-3.14 Scale = 1:66.0 3x5 'i 3x4 = 3x5 = 3x4 = 4x7 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt I-J, H-J REACTIONS (lb/size) J = 1100/0-1-8 0-4-0 B = 168/0-1-8 0-4-0 N = 1597/0-1-14 0-4-0 Max Harz B = 943(LC 6) Max Uplift J =-845(LC 6) N =-1072(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/37 B-C =-896/21 C-D =-1165/851 D-E =-1380/440 E-F =-1288/463 F-G =-1003/346 G-H =-841/360 H-1 =-114/62 I-J =-205/228 BOTCHORD C-N =-7021330 M-N =-976/998 L-M =-975/1201 K-L =-975/1201 J-K =-569/708 WEBS D-N =-2193/1685 D-M = 0/304 F-M = 0/152 F-K =-508/497 H-K =-2801651 H-J =-1071/865 CSI DEFL in (ioc) I/deft L/d PLATES GRIP TC 0.76 Vert(LL) -0.20 J-K >999 240 MT20 244/190 BC 0.75 Vert(TL) -0.52 J-K >590 180 WB 0.82 Horz(TL) 0.05 J n/a n/a (Matrix) Weight: 173 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - 7er(/ij design parameters and READ NOTES ON TAUS AND INCLUDED NITER' REFERENCE PACE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilty of the 8850 Tmssway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crifeda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type H1 1 lJ FCK-R R58 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:56:27 2010 Page 1 8- - 4 1 -1 9.3.10 5- 1 8-1-14 6-1-14 8.1-14 6-1-14 3: I Scale = 1:56.8 K ,, G 3x5 = 3x4 = 3x5 = 3x4 = 47 I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. WEBS 1 Row at midpt F-G, E-G, B-K REACTIONS (lb/size) K = 1132/0-1-8 0-4-0 G = 1132/0-1-8 0-4-0 Max Horz K = 724(LC 7) Max Uplift K =-532(LC 7) G =-896(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-272/271 A-L = 0/0 A-B =-2261197 B-C =-15301757 C-D =-1438/777 D-E =-932/398 E-F = -94/39 F-G =-171/190 BOT CHORD J-K =-129211417 1-1 =-947/1120 H-1 =-947/1120 G-H =-509/615 WEBS E-G =-1078/897 E-H =-4631741 D-H =-619/627 D-J = -351 /407 B-J =-171/402 B-K =-1498/567 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.65 Vert(LL) -0.12 G-H >999 240 MT20 244/190 SC 0.66 Vert(TL) -0.32 G-H >956 180 WB 0.68 HOrz(fL) 0.05 G n/a n/a (Matrix) Weight: 165 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard JL WARNING, - Vai fy design parameters and READ NOTES ON THIS AND INCLUDED ffi(TE%REFERENCE PAGE AW-7473 BEFORE USE Design valid for use only with Wei< connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication- quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DS11i and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 Engineering Department 9411 Almm St. Houston, TX 77093 (713) 891 6900 IRLSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type City Ply Fort King H1457730 FCK-R R59 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:27 2010 Page 1 36-0 10.9.13 18-1-11 2SS8 3-6-0 7-313 7-3.13 7-3-13 0 Scale = 1:60.2 1 3x5 = 3x4 = 3x5 = 3x4 = 4.7 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-3 oc bracing. WEBS 1 Row at midpt F-G, E-G REACTIONS (Ib/size) K = 1132/0-1-8 0-4-0 G = 1132/0-1-8 0-4-0 Max Horz K = 590(LC 4) Max Uplift K =-508(LC 4) G =-822(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -87/75 A-B = -38/0 B-C =-1495/560 C-D =-1025/345 D-E =-863/368 E-F =-113/63 F-G =-2071215 BOT CHORD J-K =-1133/1161 1-1 =-1018/1297 H-1 =-1018/1297 G-H =-5581736 WEBS B-K =-1497/720 B-J = 0/262 C-J = 0/212 C-H =-604/563 E-H =-315/680 E-G =-11151848 CSI DEFL in (loc) I/deft L/d TC 0.69 Vert(LL) -0.17 G-H >999 240 BC 0.73 Vert(TL) -0.45 G-H >676 180 WB 0.67 Horz(TL) 0.05 G n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 160 lb I James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 C WARNING - Ver f fy design parameters and READ NOTES ON THIS AND INMUDED MITER REFERENCE pppg bf1I7473 BEFORE USE. Engineering Department 9411 Alcorn St Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TXIL Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLUM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 Nzpr fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII quality Criteda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King H1457731 FCK-R R60 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:27 2010 Page 1 8-2-0 12-7-3 19.0.5 255.8 6-53 6S3 fi-S3 T F I 4.50 F12 �I Scale = 1:57.7 K J 1 11 G 1.5x4 11 4x8 = 3x5 = 3x4 = 4x7 I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-6-5 oc bracing. WEBS 1 Row at midpt F-G, E-G REACTIONS (lb/size) K = 1132/0-1-8 0-4-0 G = 1132/0-1-8 0-4-0 Max Horz K = 518(LC 4) Max Uplift K =-528(LC 4) G =-814(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K =-1086/544 A-B =-1370/558 B-C =-1573/718 C-D =-10481389 D-E =-905/409 E-F = -99/40 F-G =-1811187 BOT CHORD J-K = -541 /31 1-1 =-89011168 H-1 =-890/1168 G-H =-4841639 WEBS A-J =-641/1604 B-J =-951/642 C-J =-2901329 C-H =-570/569 E-H =-4231774 E-G =-1077/820 CSI DEFL in (loc) I/defl L/d TC 0.58 Vert(LL) -0.18 G-H >999 240 BC 0.88 Vert(TL) -0.47 G-H >646 180 WB 0.65 Horz(TL) 0.03 G n/a n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 166 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11120 0 WARNM - Verify design parameters and READ NOTES ON TNfS AND JNCLUDED AUTF3 REFERENCE PAGE AW 7473 REFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Ill Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457732 FCK-R R61 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:96:28 2010 Page 1 1 11 3-4.5 0-4 5- 10- 4-7-11 37-15 7-10-145 5-0.10 I Scale = 1:58.0 6.00 12 1.5x4 M ` I ' I 3x4 = 3x4 = 3x5 = 3x4 = 4.1 II LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2,T3: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 1 Row at midpt H-I, G-I, G-J, E-L, C-M REACTIONS (lb/size) 1 = 1132/0-1-8 0-4-0 M = 113210-1-8 0-4-0 Max Horz M = 501(LC 6) Max Uplift 1 =-869(LC 6) M =-559(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -44/58 B-C = -9/32 C-D =-1169/513 D-E =-1175/529 E-F =-1064/417 F-G =-1018/442 G-H = -80/29 H-1 =-131/132 A-M =-781110 BOT CHORD L-M =-1022/1086 K-L =-981/1234 J-K =-981/1234 1-1 =-414/498 WEBS G-1 =-1047/880 G-J =-544/908 E-J =-703/677 E-L =-102/20 C-L = 0/329 C-M =-14611700 CSI DEFL in (loc) I/defl TC 0.95 Vert(LL) 0.26 J-L >999 BC 0.81 Vert(TL) -0.52 I-J >586 WB 0.65 Horz(TL) 0.04 1 n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 2441190 180 n/a Weight: 170 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MR--7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 on,AlcT St. Applicability of design Houston, 6977093 pp ty g parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 891 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TMJSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfteda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. r Type IQty ply I Fort King H1457733 FCK-R R62 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:28 2010 Page 1 2-10-0 60.0 11-60 18.5-12 25.5.8 2-10: 3.2-0 5.6.0 B-11-12 8-11-12 6.( Scale = 1:59.0 K G 3x5 = 3x4 = 3x5 = 3x4 = 4x7 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-3-2 oc bracing. WEBS 1 Row at midpt F-G, E-G, C-K REACTIONS (lb/size) G = 1132/0-1-8 0-4-0 K = 1132/0-1-8 0-4-0 Max Horz K = 501(LC 6) Max Uplift G =-869(LC 6) K =-559(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-117/111 B-C =-35/121 C-D =-1058/525 D-E =-1055/408 E-F =-111/41 F-G =-1891210 A-K =-189/188 BOT CHORD J-K =-922/898 1-1 =-967/1218 H-I =-967/1218 G-H =-568/699 WEBS C-J =-22/498 D-J =-3251113 D-H =-529/507 E-H =-3421703 E-G =-1099/900 C-K =-1223/571 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.78 Vert(LL) -0.25 G-H >999 240 MT20 244/190 BC 0.76 Vert(TL) -0.64 G-H >471 180 WB 0.61 Horz(fL) 0.04 G n/a n/a (Matrix) Weight: 170 lb NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING - verify design parameters and READ NOTES ON TNIS AND INCLUDED WTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 '� a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI7 Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply FJobReference H1457734 FCK-R R63 SPECIAL 1 1 (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:29 2010 Page 1 4:&:" 25-5.8 IM12 IN515 11-3-12 4.50 12 V Scale = 1:61.8 T S R Q 6.00 12 3x5 3x5 = O P E F G H I J K L N D C M v 3x5 I I B A 1 S 0 S Dr6 Sr STt ET4 ST T1AR ET4 sr STI. �J r' AQ AP AO AN AM AL AK AJ Al AH AG AF w I', AE AD AC AB AA Z Y X W 7x6 = 3x5 = 75•S8 Plate ets �0-2-8 - -4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a rife 999 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) -0.00 W n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 302 lb LUMBER TOP CHORD 2 X 4 SYP No.2 Max Uplift Max Grav BOT CHORD 2 X 4 SYP ND.2 X = -61(LC 4) AP = 129(LC 1) WEBS 2 X 4 SYP No.3 Y = -97(LC 6) OTHERS 2 X 4 SYP No.3 Z = -89(LC 6) FORCES (lb) BRACING AA = -90(LC 6) Maximum Compression/Maximum Tension TOP CHORD AB = -90(LC 6) TOP C RD Structural wood sheathing directly applied or 6-0-0 oc AC = -92(LC 6) A-B 6 3 C =-477/21 purlins, except end verticals. AD = -96(LC 6) C-D = 1 D-E 328/0 BOT CHORD AE = -18(LC 6) 318/ C = -318/0 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: AF = -16(LC 4) G-H = -318/0 H-1 = -318/0 8-4-8 oc bracing: AP-AQ. AH = -83(LC 6) 1-1 = -318/0 J-K = -318/0 WEBS Al = -77(LC 6) K-L - - -318/0 1 Row at midpt AJ = -76(LC 6) M-N JaFHWK Meade, RE-305/16 V-W, A-AQ, U-X, T-Y, S-Z, R-AA, Q-AB AK = -74(LC 4) O-P F�6 E. No. 15 221/16 AL = -67(LC 4) Q-R -139/16 REACTIONS (lb/size) AM = 181(LC 6) S-T - 9 corn Stfe -t -56/15 W = 4610-2-11 25-5-8 AN = -178(LC 6) U-V Houston, TX 770M -37150 AQ = 49/0-2-11 25-5-8 AO = -101(LC 6) AQ-A - -397/0 X = 118/0-2-11 25-5-8 AP = -1815(LC 6) BOT CHORD Y = 123/0-2-11 25-5-8 Max Grav AP-AQ = -567/1 AO -AP = -2/0 Z = 120/0-2-11 25-5-8 W = 46(LC 1) AN -AO = -210 AM -AN = -2/0 AA = 120/0-2-11 25-5-8 AQ = 1922(LC 6) AL -AM = -2/0 AK -AL = -2/0 AB = 120/0-2-11 25-5-8 X = 118(LC 1) AJ-AK = -2/0 AI-AJ = -2/0 AC = 120/0-2-1125-5-8 Y = 123(LC 1) AH-AI = -2/0 AG-AH = -2/0 AD = 119/0-2-11 25-5-8 Z = 120(LC 1) AF-AG = -2/0 AE-AF = -2/0 AE = 121/0-2-11 25-5-8 AA = 120(LC 1) AD-AE = -2/0 AC -AD = -2/0 AF = 121/0-2-11 25-5-8 AB = 120(LC 1) AB -AC = -2/0 AA -AB = -2/0 AH = 119/0-2-1125-5-8 AC = 120(LC 1) Z-AA = -2/0 Y-Z = -2/0 At = 120/0-2-1125-5.8 AD = 119(LC 1) X-Y = -2/0 W-X = -2/0 AJ = 120/0-2-11 25-5-8 AE = 121(LC 1) WEBS AK = 12010-2-1125-5-8 AF = 121(LC 1) U-X = -90/90 T-Y =-96/106 AL = 119/0-2-11 25-5-8 AH = 119(LC 1) S-Z =-93/104 R-AA =-931103 AM = 121/0-2-11 25-5-8 AI = 120(LC 1) Q-AB =-93/103 P-AC =-93/105 AN = 120/0-2-11 25-5-8 AJ = 120(LC 1) O-AD =-93/110 N-AE _ -94/31 AO = 119/0-2-11 25-5-8 AK = 120(LC 1) L-AF = -94/29 K-AH = -93/96 AP = 129/0-2-11 25-5-8 AL = 119(LC 1) J-AI = -93190 I-AJ = -93/89 Max Harz AM = 121(LC 1) H-AK = -93/87 G-AL = -93/81 AQ = 501(LC 6) AN = 120(LC 1) F-AM =-94/193 D-AN =-931194 Max Uplift AO = 119(LC 1) C-AO =-93/108 t ontinued on page 2 58(LC s) August 11,20 0 WARNING - VerVy design parameters and READ NOTES ON TBIS AND INCLUDED AUTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on upon parameters shown. and is for an Individual building component. Houston, on,AlcT St. 9 Y 9 N Po P P Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not Truss designer. Bracing shown (713) 891 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLMSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Qualily Criteda, DSB-89 and BCSII Building Component (407) 857 2777 bl Safety Information availae from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty PIy Fort King H1457734 FCK-R R63 SPECIAL 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:29 2010 Page FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-624/23 B-C =-477121 C-D =-423/21 D-E = -328/0 E-F = -318/0 F-G = -318/0 G-H = -318/0 H-I = -318/0 I-J = -318/0 J-K = -318/0 K-L = -318/0 L-M = -318/0 M-N =-319/16 N-O =-305/16 O-P =-262/16 P-Q =-221/16 Q-R =-180/16 R-S =-139/16 S-T = -98/16 T-U = -56/15 U-V = -20/10 V-W = -37/50 AQ-AR =-1936/0 A -AR = -39710 BOT CHORD AP-AQ = -567/1 AO -AP= -2/0 AWAO = -2/0 AM -AN= -2/0 AL -AM = -2/0 AK -AL = -2/0 AJ-AK = -2/0 AI-AJ = -2/0 AH-AI = -2/0 AG-AH= -2/0 AF-AG = -2/0 AE-AF = -2/0 AD-AE = -2/0 AC -AD = -2/0 AB -AC = -2/0 AA -AB = -2/0 Z-AA = -2/0 Y-Z = -2/0 X-Y = -2/0 W-X = -2/0 WEBS B-AP =-98/315 AP -AR =-2/1640 NOTES (10-11) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ® WARNING - Vertfy dealga pannmet— and READ NOTES ON THIS AND INCLUDED dUTEE REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLMSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Trussway, Orlando, FL 32824 A TRUSS I1 I 1 IJob Reference (optional) 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:29 2010 Page 3-0-0 4-2-0 D Scale = 1:15.6 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 C-E >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 C-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) Beveled plate or shim required to provide full bearing BOT CHORD 2 X 4 SYP No.2 surface with truss chord at joint(s) B. WEBS- 2 X 4 SYP No.3 5) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING fixity model was used in the analysis and design of this TOP CHORD truss. Structural wood sheathing directly applied or 4-2-0 oc St St 6) NOTE: Refer to attach Trussway Notes, Appendices r and T-1 sheet for more information. BOT CHORD 7) NOTE: The seal on this drawing indicates acceptance Rigid ceiling directly applied or 10-0-0 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) C = 279/0-1-8 0-4-0 Standard E = 150/0-1-8 0-4-0 B = 174/0-1-8 0-4-0 Max Horz C = 137(LC 6) B = 83(LC 6) Max Uplift C =-136(LC 6) E _-111(LC 6) B =-212(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/37 B-C = -20/20 C-D = -66/33 BOTCHORD C-E = 0/0 > \ WEBS D-E =-112/131 Noyes (8 7) James K Meade, P.E. 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; Florida P.E. No.16015 enclosed; MWFRS (low-rise) gable end zone and C-C 9411 Alcorn Street Interior(1) zone; cantilever left and right exposed ;C-C for Houston, TX 77093 members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. August 11120 1 3) Non Standard bearing condition. Review required. WARMW - Verify design P--ters and READ NOTES ON THIS AND D9cLODED BDTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn at Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI7 quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'OnoMo Drive, Madison. WI 53719. ii I FCK-R I R65 Trussway, Orlando, FL 32824 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 1 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) E = 259/0-1-8 0-4-0 G = 388/0-1-8 0-4-0 Max Harz G = 370(LC 6) Max Uplift E _ 418(LC 6) G =-321(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C =-194/240 C-D = -55/36 B-G =-319/400 BOTCHORD F-G =-344/109 E-F =-344/109 WEBS D-E =-100/93 C-F =-335/97 C-E =-160/503 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. H14577361 TRUSS I1 1 IJob Reference (optional) T 140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:29 2010 Page 1 1-4.0 6-0-0 D G 2x5 — 1.5x4 II 3x4 CSI DEFL in (loc) I/deft L/d TC 0.30 Vert(LL) 0.02 F-G >999 240 BC 0.17 Vert(TL) -0.03 F >999 180 WB 0.15 Horz(rL) -0.00 E n/a n/a (Matrix) 4) Bearing atjoint(s) E, G considers parallel to grain value using ANSIlrPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:30.4 1 PLATES GRIP MT20 244/190 Weight: 41 lb //1 (,- �_, James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNZIM - Ver jfy design parameters and READ NOTES ON THIS AND INCLUDED JUT FK REFERENCE PACE JW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd! TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofmo Drive, Madison, WI 53719. Job Truss Truss Type Qry Ply Fort King H1457737 FCK-R R67 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:30 2010 Page 1 140 5-7-12 5.7-12 Scale = 120.5 1 4x4 = D I H G 3x4 = 1.5x4 I I 1.5x4 11 1.5x4 11 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) F = 15310-1-8 11-3-8 B = 266/0-1-8 11-3-8 H = -163/0-1-811-3-8 1 = 408/0-1-8 11-3-8 G = 446/0-1-8 11-3-8 Max Harz B = 93(LC 6) Max Uplift F = -93(LC 7) B = -245(LC 6) H = -163(LC 1) I = -268(LC 6) G = -328(LC 7) Max Grav F = 154(LC 11) B = 267(LC 10) H = 174(LC 7)- 1 = 408(LC 1) G = 446(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -49165 C-D =-40/121 D-E =-43/127 E-F = -46/69 BOT CHORD B-I = -7/66 H-I = -7/66 G-H = -7/66 F-G = -7/66 WEBS D-H =-146/82 CSI DEFL in (loc) I/deft Ud TC 0.37 Vert(LL) -0.00 A n/r 120 BC 0.25 Vert(TL) 0.01 A n/r 80 WB 0.10 Horz(Q 0.00 F n/a n/a (Matrix) WEBS C-1 =-288/294 E-G =-306/321 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1-2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 44 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 Y WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED AUTEE REPERENCE PAGE AW-7473 BEPORE USE. Engineering Department 9411 Alwnn St. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPn Quality Criteria, OSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 Job Truss Truss Type Qty Ply Fort King H1457738 FCK-R R68 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:30 2010 Page 1 -1.4.0 5-7-12 9-9-8 11-3-8 1-4-0 5-7-12 41-12 1-fr0 4x4 = C Scale = 121.6 1 1�7 3x5 = 1.5x4 11 G 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. REACTIONS (lb/size) B = 574/0-1-8 04-0 G = 519/0-1-8 0-4-0 Max Harz B = 130(LC 6) Max Uplift B =-631(LC 6) G =-440(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-674/982 C-D =-642/993 D-E =-4781791 E-F =-101/163 BOT CHORD B-1 =-873/553 H-I =-873/553 G-H =-792/478 F-G =-792/478 WEBS O-H =-357/387 C-1 =-468/208 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/defl L/d TC 0.93 Vert(LL) 0.20 B-1 >628 240 BC 0.75 Vert(TL) 0.16 B-1 >770 180 WB 0.12 Horz(TL) -0.01 G n/a n/a (Matrix) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 41 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARND9G - Verify deeiga Parameters gad READ NOTES oN THIS AND nvmvDED mTEE REFERENCE PAGE MD-7473 BEFORE VIE, Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the 8850 Trussway Blvd. TRLSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TI ll Quality CrBeria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FCK-R I R69 ISPECIAL 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:30 1-4-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 6 SYP No.2 `Except' W1: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 573/0-1-8 0-4-0 H = 534/0-1-8 0-" Max Harz B = 170(LC 6) Max Uplift B =-627(LC 6) H =-440(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-630/907 C-D =-538/901 D-E =-515/853 E-F = 0/0 E-H =-4031502 BOTCHORD B-1 =-853/515 H-1 =-853/515 G-H = 010 WEBS C-1 =-347/148 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 5-7-12 2-1-12 3-6r0 Scale = 1:21.1 1 4x5 = C 3x5 6 Loxq n H 4x7 11 7-9-8 10-7-8 , 11-3-8 r 7-9-8 2-1 D-0 0-8-0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.25 TC 0.74 Vert(LL) 0.32 B-1 >381 240 MT20 244/190 Lumber Increase 1.25 BC 0.92 Vert(TL) 0.26 B-I >468 180 Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 H n/a n/a (Matrix) 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Weight: 42 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,201( A WARNING - Verify design parameter. sad READ NOTES ON TIUS AND D9CLUDED MITES REFERENCE PAGE MIb7473 BEFORE USE. Engineering Department 9411 Alcorn St' Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design porometers and proper incorporation of component is responsibility. of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLESM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quardy Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 1 u Job Truss Truss Type Qty Ply Fort King H1457740 FCK-R R70 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:56:30 2010 Page 1 9-36 11-38 1-4-0 5-4-8 45-0 1-60 Scale = 1:21.6 4x5 C 3x4 = 3x4 D E „ 3x5 = H 1.5x4 I I 1.5x4 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. REACTIONS (lb/size) B = 574/0-1-8 0-4-0 H = 519/0-1-8 0-4-0 Max Horz B = 178(LC 6) Max Uplift B =-627(LC 4) H =-509(LC 4) Max Grav B = 574(LC 10) H = 519(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-716/1045 C-D =-590/1034 D-E =-618/1010 E-F = -35/83 F-G =-84/194 BOT CHORD B-I =-993/596 H-1 = -15/27 G-H = -15/27 WEBS C-I =-1241147 E-H =-433/382 E-1 =-1057/616 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.42 Vert(LL) 0.12 B-I >999 240 MT20 244/190 BC 0.39 Vert(TL) 0.10 B-I >999 180 WB 0.52 Horz(TL) -0.01 H n/a n/a (Matrix) Weight: 51 lb 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 wAmvzfw - Vertfy design parameters and READ NOTES oN Twis AND INCLUDED YITEE REFERENCE PAGE MIT 7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on u Houston, on, T 7 g y g N upon parameters shown, and is for an individual building component. Houston, Alcorn t. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Truss y Bivd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 wasm fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaffty Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 3 Job Truss Truss Type Oty Ply Fort King H1457741 FCK-R Vol VALLEY 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:312010 Page 1 1-5-8 1-5-8 1-5.8 ydi = Scale = 1:6.5 6.00 12 B C A ���z�z�z�z�z�z���z�z�z�z���z���zv�z�z���_�z�z�_�z�z�z�_�z�z�z�z�_►z�z�z�z�_�z�r�2z�zr_�z 2x3 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 79/0-1-8 2-11-0 C = 79/0-1-8 2-11-0 Max Horz A = 11(LC 5) Max Uplift A = -44(LC 6) C = -44(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -80/59 B-C = -80/59 BOT CHORD A-C = -39/62 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2x3 CSI DEFL in (loc) I/deft Ltd TC 0.04 Vert(LL) n/a n/a 999 BC 0.06 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 7 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNO - Va if y design parameters aM READ xoTEs oily Tffis AND IIVCLUDED AuTEE REFERENCE PAGE MU 7a73 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Truss ay aNd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component (407) 657 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457742 FCK-R V01 L MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:56:31 2010 Page 1 1-11-8 1-11-B LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 51/0-1-8 1-11-8 C = 51/0-1-8 1-11-8 Max Horz A = 36(LC 6) Max Uplift A = -24(LC 6) C = -39(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -21/12 B-C = -39/45 BOT CHORD A-C = 010 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5_Do r12 B L 2X3 i 24 11 CSI DEFL in (loc) Vdefl L/d TC 0.04 Vert(LL) n/a n/a 999 BC 0.02 Vert(TL) n/a n/a 999 WB 0.00 HOrz(TL) 0.00 n/a n/a (Matrix) 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard IL WARNING - Verify design parameters and READ NOTES ON TRRIS AND INCLUDED MITE%REFERENCE FADE MU--7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Intormation available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 5 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 I Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUSM 8850 Trussway Blvd. Orlando, FL 32824 qlZor (407) 857 2777 FCK-R IV02 IVALLEY I11 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:312010 2-11-8 2-11-8 2x3 i LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 214/0-1-8 5-11-0 C = 214/0-1-8 5-11-0 Max Horz A = -29(LC 4) Max Uplift A =-118(LC 6) C =-118(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-216/159 B-C =-216/159 BOTCHORD A-C =-106/167 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2x3 = Scale = 1:11.2 B CSI DEFL in (loc) I/defi Ud TC 0.13 Vert(LL) n/a n/a 999 BC 0.40 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. . 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 2x3 PLATES GRIP MT20 244/190 Weight: 17 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 1 WARNING - Vmfy design parameter and READ NOTES ON THIS AND INCLUDED A17TEE REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77D93 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not Truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. H1457744 FCK-R I V02L IMONO TRUSS I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:31 3-11-8 B C 2x3 - 2X3 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 141/0-1-8 3-11-8 C = 141/0-1-8 3-11-8 Max Horz A = 100(LC 6) Max Uplift A = -68(LC 6) C =-110(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -59134 B-C =-109/125 BOT CHORD A-C = 0/0 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI DEFL in (loc) I/deft L/d TC 0.29 Vert(LL) n/a n/a 999 BC 0.16 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) 5) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:11.3 PLATES GRIP MT20 2441190. Weight: 13 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201 WARNING - Verify deasgn parameters and READ NOTES ON TNIS AND INCLUDED B0'TEE REFERENCE PAGE affi 7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design Is based on u Houston, on, T St. g N 9 only upon parameters shown, and is for an individual building component. Houston, Alcorn 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/711 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Informallon available from Truss Plate Institute. 583 D'0nofno Drive, Madison. WI 53719. ,Ioo 1 russ r Fuss 1 ype ury �viy rort rung H145774 FCK-R V03 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M1Tek Industries, Inc. Tue Aug 10 13:56:31 2010 Page a b d 4-5-8 4-5-8 2x4 = Scale = 1:16.6 B D 2x4 i 1.5x4 II 2x4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 29 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) "Semi -rigid pitchbreaks with fixed heels" Member end BOT CHORD 2 X 4 SYP No.3 fixity model was used in the analysis and design of this OTHERS 2 X 4 SYP No.3 truss' 6) NOTE: Refer to attach Trussway Notes, Appendices BRACING TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 6-0-0 oc Stt 7) NOTE: The seal on this drawing indicates acceptance r of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard A = 179/0-1-8 8-11-0 C = 179/0-1-8 8-11-0 D = 341/0-1-8 8-11-0 Max Harz A = 47(LC 5) Max Uplift A =-128(LC 6) C =-138(LC 7) D =-127(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -79/83 B-C = -79/62 BOT CHORD A-D = -4/29 C-D = -4/29 WEBS B-D =-244/176 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. James K Meade, P.E. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. ill; Exp B; Florida P.E. No.16015 enclosed; MWFRS (low-rise) gable end zone and C-C 9411 Alcorn Street Interior(1) zone; cantilever left and right exposed ;C-C for Houston, TX 77093 members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom August 11,20 I 9 chord live load nonconcurrent with any other live loads. WARNING - 7errfg design paramstere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MU-7473 EEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component B respombility, of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the 8850 Trussway Blvd. TRIMM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457746 FCK-R VO4 VALLEY 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:32 2010 Page 1 511-8 11-11-0 511-8 + 511-8 1 B Scale = 1:19.3 6.00 F12 ST1 C A 101 81 c O d D 3x7 1.5x4 II 11-11-0 3x7 11-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.07 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007frP12002 (Matrix) Weight: 39 Ito LUMBER TOP CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.3 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. ll; Exp B; OTHERS 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces 8 MWFRS for reactions shown; Structural wood sheathing directly applied or 6-0-0 oc Lumber 33 plate grip 33 purlins. 3) Gable requires continuous bottom chord bearing. requires bottom chord BOT CHORD 4) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10 0-0 oc bracing. chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end REACTIONS (lb/size) fixity model was used in the analysis and design of this A = 219/0-1-811-11-0 truss. 6) NOTE: Refer to attach Trussway Notes, Appendices C = 219/0-1-8 11-11-0 219/0-1-8 and T-1 sheet for more information. D = 11-11-0 7) NOTE: The seal on this drawing indicates acceptance Max Horz A 65(LC 4) of professional engineering responsibility solely for the truss component design shown. Max Uplift A =-145(LC 6) LOAD CASE(S) C =-158(LC 7) Standard D =-242(LC 6) Max Grav A = 222(LC 10) C = 222(LC 11) D = 532(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-127/115 B-C =-127/86 BOT CHORD A-D = -4/42 C-D = -4/42 WEBS B-D =-348l240 James K Meade, P.E. NOTES (6-7) Florida P.E. No.16015 1) Unbalanced roof live loads have been considered for this 9411 Alcorn Street design. Houston, TX 77093 August 11120 WARNING - Verify design parametare and READ NOTES ON TITS AND DYCLUDED AITBR REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, on,AlcT St. g Y 9 N Po P 9 P Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 0916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction Is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 REFMBEIW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Creech, DS1-89 and BCSII Building Component (407) 857 2777 11,11111111001 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King H1457747 FCK-R V05 ALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:32 2010 Page 1 6-0-0 64)-0 kale = 121.2 F E D 3x7 I I 1.5x4 11 3x7 11 LOADING (psf) SPACING 0 2-0-.25 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 44 lb LUMBER TOP CHORD 2 X 4 SYP No.2 3) Gable requires continuous bottom chord bearing. BOT CHORD 2 X 4 SYP No.3 4) This truss has been designed for a 10.0 psf bottom WEBS 2 X 4 SYP No.3 chord live load nonconcurrent with any other live loads. OTHERS 2 X 4 SYP No.3 5) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING fixity model was used in the analysis and design of this TOP CHORD truss. 6) NOTE: Refer to attach Notes, Appendices Structural wood sheathing directly applied or 6-0-0 oc and informTrussation. sheet for more information. purlins, except end verticals. E: 7) NOTE: The seal on this drawing indicates acceptance BOT CHORD of professional engineering responsibility solely for the Rigid ceiling directly applied or 10-0-0 oc bracing. truss component design shown. REACTIONS (lb/size) LOAD CASE(S) F = 37010-1-812-0-0 Standard D = 370/0-1-8 12-0-0 E = 31310-1-8 12-0-0 Max Horz F = -71(LC 4) Max Uplift F =-283(LC 6) D =-286(LC 7) E _ -7(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F =-3/3A-B =-363/332 B-C =-36363/326 26 C-D =-32222/31818 BOT CHORD / E-F =-204/245 D-E _-204/245 a` C WEBS B-E =-175/68 James K Meade, P.E. NOTES (6-7) 1) Unbalanced roof live loads have been considered for this Florida P.E. No.16015 design. 9411 Alcorn Street 2) Wind: ASCE 7-05; 140mph (3-second gust); Houston, TX 77093 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; August 11120 Lumber DOL=1.33 plate grip DOL=1.33 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 g WARNING - Verljy design Parameters and READ NOTES oN TRfs AND INCLUDED =TER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on u 9471 on, T St. g y g N port parameters shown, and is for an individual building component. Houston, Alcorn t. Applicability of design parameters and proper incorporation of component is responsbirity, of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/1PII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Two Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Type H1 V06 VALLEY 1 1 Job Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:32 2010 Page 1 _ -_1-40 6-0.0 12-0-0 13.4-0 1.4-0 6.0-0 fr0-0 1-4-0 H G F 1.5x4 II 1.5x4 11 1.5x4 II :24.3 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.03 E n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Vert(TL) 0.05 E Ink 80 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 51 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) This truss has been designed for a 10.0 psf bottom BOT CHORD 2 X 4 SYP No.3 chord live load nonconcurrent with any other live loads. WEBS 2 X 4 SYP No.3 5) "Semi -rigid pitchbreaks with fixed heels" Member end BRACING fixity model was used in the analysis and design of this TOP CHORD truss. Structural wood sheathing directly applied or 6-0-0 oc 6) NOTE: Refer to attach Trussway Notes, Appendices puriins, except end verticals. and T-1 sheet for more information. BOT CHORD 7) NOTE: The seal on this drawing indicates acceptance Rigid ceiling directly applied or 10-0-0 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) H = 431/0-1-8 12-0-0 Standard F = 431/0-1-8 12-0-0 G = 398/0-1-8 12-0-0 Max Horz H = 116(LC 6) Max Uplift H =-428(LC 6) F =-430(LC 7) G = -1(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-H =-380/463 A-B = 0/46 B-C =-228/294 C-D =-228/291 = 0/46 D-F = -380/463 BO BOT CHORD G-H =-134/116 F-G =-134/116 WEBS C C-G =-266/69 NOTES (6-7) James K Meade, P.E. 1) Unbalanced roof live loads have been considered for this design. Florida P.E. No. 16015 2) Wind: ASCE 7-05; 140mph (3-second gust); 9411 Alcorn Street TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; Houston, TX 77093 enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 August 11,20 3) Gable requires continuous bottom chord bearing. WARMNG - Verqy design parameters and READ NOTES ON TRrs AND INCLUDED MITER REFERENCE PAGE AW- 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. FCK-R V07 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:33 2010 Page 1 8-2-10 16-5-4 B-2-10 8-2-10 E Scale = 1:30.9 v .b 3x4 i Q P 0 N M L K J 3x4 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 136/0-1-1016-5-4 1 = 136/0-1-10 16-5-4 M = 96/0-1-10 16-5-4 O = 150/0-1-1016-5-4 P = 6/0-1-10 16-5-4 Q = 348/0-1-1016-5-4 L = 150/0-1-1016-5-4 K = 6/0-1-10 16-5-4 J = 348/0-1-1016-5-4 Max Horz A = -92(LC 4) Max Uplift A = -59(LC 7) 1 = -58(LC 7) 0 = -116(LC 6) P = -12(LC 6) Q = -291(LC 6) L = -114(LC 7) K = -13(LC 7) J = -291(LC 7) Max Grav A = 136(LC 1) I = 136(LC 1) M = 100(LC 7) 0 = 151(LC 10) P = 6(LC 10) Q = 348(LC 1) L = 1-51(LC 11) K = 6(LC 11) CSI TC 0.28 BC 0.19 WB 0.09 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 1 n/a n/a Max Grav J = 348(LC 1) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = -92/56 B-C =-55/128 C-D =-19/148 D-E =-31/188 E-F =-311181 F-G =-19/120 G-H = -55/95 H-I = -60/56 BOTCHORD A-Q = 0/109 P-Q = 01109 O-P = 0/109 N-O = 01109 M-N = 0/109 L-M = 0/109 K-L = 0/109 J-K = 0/109 I-J = 0/109 WEBS E-M = -85/0 D-O =-112/126 C-P = -24/41 B-Q =-243/283 F-L =-112/123 G-K = -24/42 H-J =-243/283 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP MT20 244/190 Weight: 75 lb 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 C A WARNING - Verify deaign pa tars and READ NOTES ON T875 AND DViMUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 885o Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 NZW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate institute, 5a3 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 H14577501 FCK-R V08 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MfTek Industries, Inc. Tue Aug 1013:56:33 2010 Page 1 6.2-10 12-5-4 62-10 6-2-10 Scale = 1:21.5 44 = B D 3x8 1.5x4 11 3x8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 229/0-1-8 12-5-4 C = 229/0-1-8 12-5-4 D = 558/0-1-8 12-5-4 Max Harz A = -68(LC 4) Max Uplift A =-152(LC 6) C =-165(LC 7) D =-254(LC 6) Max Grav A = 233(LC 10) C = 233(LC 11) D = 558(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-133/120 B-C =-133/91 BOT CHORD A-D = -4/44 C-D = -4/44 WEBS B-D =-364/251 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.54 Vert(TL) n/a n/a 999 WB 0.08 Horz(TL) 0.00 C n/a n/a (Matrix) Weight: 41 lb 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 ® wARMNo - Verify deaiga parameter and R&4D NOTES cw TEIS AND INCLUDED BGTEE REFERENCE PAGE 8Db747319EPORE USE. Engineering Department Design valid for use only with MTek connectors. This design B based on upon parameters shown, and is for an individual building Houston, on,AlcT St. g y g N po p ng component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. INISSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzr fabrication, quality control. storage, delivery, erection and tracing, consult ANSI/TPI1 Quality Criteria, DSO-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss �ALLEY russType Oty Ply Fort King FCK-R V09 1 1 Job Reference (optional) H1457751 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:33 2010 Page 1 d 4-2-10 2x4 = B 4-2-10 D 2x4 i 1.5x4 2x4 Scale: 3/4 =1' 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 27 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) "Semi -rigid pitchbreaks with fixed heels" Member end BOP CHORD 2 X 4 SYP No.3 fixity model was used in the analysis and design of this WEBS 2 X 4 SYP No.3 truss. 6) NOTE: Refer to attach Trussway Notes, Appendices BRACING TOP CHORD and T-1 sheet for more information. SttStructural wood sheathing directly applied or 6-0-0 oc 7) NOTE: The seal on this drawing indicates acceptance r of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard A = 16810-1-8 8-5-4 C = 168/0-1-8 8-5-4 D = 320/0-1-8 8-5-4 Max Horz A = 44(LC 5) Max Uplift A =-120(LC 6) C =-129(LC 7) D =-119(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -74f77 B-C = -74/58 BOTCHORD A-D = -3/28 C-D = -3/28 WEBS B-D =-229/165 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. James K Meade, P.E. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; Florida P.E. No.16015 enclosed; MWFRS (low-rise) gable end zone and C-C 9411 Alcorn Street Interior(1) zone; cantilever left and right exposed ;C-C for Houston, TX 77093 members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom August 11, 20 g chord live load nonconcurrent with any other live loads. WARNDYG - Verify design parameters and READ NO7E5 oN rjus AND iNcLUDED M17EK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. dofth Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� Is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsb0ity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarrty Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 Job Truss Truss Type Qty Ply Fort King H1457752 FCK-R V10 VALLEY 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:33 2010 Page 1 2x3 2-2-10 2-2-10 ' 2x3 - Scale = 1:8.5 B 2x3 4-54 4-54 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007ffP12002 (Matrix) Weight: 12 lb LUMBER 6) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 2 X 4 SYP No.2 and T-1 sheet for more information. BOT CHORD 2 X 4 SYP No.3 7) NOTE: The seal on this drawing indicates acceptance BRACING of professional engineering responsibility solely for the TOP CHORD truss component design shown. Structural wood sheathing directly applied or 4-6-4 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 14810-1-8 4-5-4 C = 148/0-1-8 4-5-4 Max Harz A = 20(LC 5) Max Uplift. A = -81(LC 6) C = -81(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-149/109 B-C =-149/109 BOT CHORD A-C =-73/115 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNWO - Verify design parmmetere and READ NOTES ON THIS AND INCLUDED ffi1TER REYERFMCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 690D is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7111 quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. M Symbols PLATE LOCATION AND ORIENTATION 3/4 * Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-Th6" * For 4 x 2 orientation, locate plates 0-169' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI I : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS Cl-2 C2-3 WEBS c'a 4 U dab "' _ 0- U O a c6-7 cs 6 O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. a 2004 MiTek® rype IQty Ply I Fort King Colony H14574871 11 FCK-C Trussway, Orlando, FL 32824 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8 = 334/0-1-8 0-7-12 D = 6/Mechanical C = -115/Mechanical Max Harz B = 87(LC 5) Max Uplift 8 =-354(LC 5) C =-115(LC 1) Max Grav B = 334(LC 1) D = 18(LC 2) C = 151(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/61 B-C = -67/65 BOTCHORD B-D = 0/0 NOTES (8.g) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 1 1 IJob Reference (optional) 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 1-1610 1-3-8 i 1-3-8 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.42 Vert(LL) -0.00 B >999 240 MT20 244/190 BC 0.02 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 7 lb 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 lb uplift at joint B and 115 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert:A-B=-90 Trapezoidal Loads (pit) Vert: B=-3(F=43, B=43)-to-C=-64(F=13, B=13), B=O(F=10, B=10)-to-D=-14(F=3, 8=3) 2010 Page 1l Scale = 1:8.6 1 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARHING - Vmfy design parameters and READ NOTES ON THIS AND INCLUDED DD7EE REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcom SI. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avolable from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457488 FCK-C HRC03A JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:47 2010 Page 1 1-10-10 3-5-10 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 14/Mechanical B = 299/0-1-8 0-7-12 D = 19/Mechanical Max Harz B = 109(LC 5) Max Uplift B =-270(LC 5) Max Grav C = 48(LC 7) B = 299(LC 1) D = 50(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-E = 0/53 B-E = 0/53 B-C = -50/20 BOT CHORD B-D = 0/0 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. CS1 DEFL in (loc) I/deft L/d TC 0.50 Vert(LL) -0.01 B-D >999 240 BC 0.13 Vert(TL) -0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint B. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-E=-90 Trapezoidal Loads (plf) Vert: E=O(F=45, B=45)-to-C=-78(F=6, B=6), B=-2(F=9, B=9)-to-D=-17(F=1, 8=1) Scale = 1:13.2 1 PLATES GRIP MT20 244/190 Weight: 14 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design pammeb s and READ NOTES ON THIS AND INCLUDED Jill REFERENCE PAGE BT37-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX'r7093 Applicability of design parameters and proper incorporation of component is responsbilrty of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLESW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quatily Criteria, DSB-89 and BCSII Building Component (407) 857 2717 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 11 P Job Truss Truss Type Qty Ply Fort King Colony H1457489 FCK-C HRC04 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:47 2010 Page 1 A LOADING (psf) SPACING 2-0-0 TCLL 213.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP DSS BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 65/Mechanical B = 459/0-1-8 0-4-15 E _ -24/Mechanical Max Horz B = 193(LC 5) Max Uplift D = -50(LC 5) B =-498(LC 5) E _ -29(LC 8) Max Grav D = 65(LC 1) B = 459(LC 1) E = 26(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/105 B-C =-138/103 C-D = 41/18 BOT CHORD B-F = 010 E-F = 0/0 WEBS C-F =-245/147 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2-9-15 4-1-7 r 4-1-7 417 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.50 Vert(LL) -0.03 E-F >999 240 MT20 2441190 BC 0.30 Vert(TL) 0.03 E-F >999 180 WB 0.05 Horz(TL) -0.00 D n/a n/a (Matrix) Weight: 19 lb 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint D, 498 lb uplift at joint B and 29 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-90 Trapezoidal Loads (plf) Vert: B=-5(F=43, B=43)-to-D=-93(F=-1, B=-1), B=-O(F=10, B=10)-to-E=-21(F=-0, B=-0) Scale = 1:18.7 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 g WARNING - Verify design parameters and READ NOTES ON Tars AND INCLUDED M1TEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TIRMSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and 8CSI1 Building Component (407) 857 2777 Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457490 FCK-C HRC06 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:48 2010 Page 1 -1-10-10 611-6 1-10-10 t311-6 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 438/0-1-8 0-4-15 D = 76/Mechanical C = 319/Mechanical Max Harz B = 263(LC 5) Max Uplift B =-407(LC 5) D = -96(LC 3) C =-278(LC 5) Max Grav B = 438(LC 1) D = 142(LC 2) C. = 319(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/61 B-C =-134/88 C-D = 0/0 BOTCHORD B-D = 0/0 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in floc) I/defl Ud TC 0.77 Vert(LL) 0.20 B-D >393 240 BC 0.43 Vert(TL) -0.23 B-D >346 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint B, 96 lb uplift at joint D and 278 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-13=-90 Trapezoidal Loads (plf) Vert: B=-5(F=43, B=43)-to-C=-156(F=-33, B=-33), B=-O(F=10, B=10)-to-D=-35(F=-7, B=-7) Scale = 1:20.2 1 PLATES GRIP MT20 244/190 Weight: 29 II) James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNEIM - Verifg design parameters ami READ NOTES ON THIS AND INCLUDED JUTER REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsbTty of building designer- not truss designer. Bracing shown (713) 691 69DO is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding Oriando, FL:32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457491 FCK-C HRC09 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:54:48 -1-10-10 410.10 9-.5 1-10.10 4-10-10 4-10-190 I P L LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007fTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. REACTIONS (lb/size) E = 825/Mechanical B = 639/0-1-8 0-7-12 Max Harz B = 450(LC 5) Max Uplift E _-546(LC 5) B =-313(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-G = 0/53 B-G = 0/53 B-C =-926/171 C-D =-173/108 D-E =-385/367 BOTCHORD B-F =-499/809 E-F =-499/809 WEBS C-F = 0/256 C-E =-883/544 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- 4) Refer to girder(s) for truss to truss connections. CSI DEFL in (loc) I/deft Ud TC 0.75 Vert(LL) 0.02 F >999 240 BC 0.36 Vert(TL) -0.08 E-F >999 180 WB 0.42 Horz(TL) 0.01 E n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint E and 313 lb uplift at joint B. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-G=-90 Trapezoidal Loads (plf) Vert: G=O(F=45, B=45)4o-D=-220(F=-65, B=-65), B=-2(F=9, B=9)-to-E=-49(F=-14, B=-14) D Scale = 1:25.6 PLATES GRIP MT20 244/190 Weight: 49 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 A 'WARMNO - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based on u 9411 on,AlcT St. g y g h upon parameters shown, and is for an individual building component. Houston, m 77093 ApplicaUrity of design parameters and proper incorporation of component is responsiblity, of building designer- not truss designer. Bracing shown (713) 6916900 IRWWW is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS11-89 and 11CS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457492 FCK-C HRC10 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:54:48 2010 Page 1 -2-9.15 3.7-13 7-310 2-9.15 3.7-13 37-13 C Scale: 3/8"=l' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 *Except* W1: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 597/0-1-8 0-7-12 D = 516/Mechanical Max Horz E = 412(LC 5) Max Uplift E _-283(LC 5) D =-351(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/102 B-C =-135/89 C-D =-329/339 B-E =-526/359 BOT CHORD E-F = -63/39 D-F = -63139 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 4) Refer to girder(s) for truss to truss connections. E 3x6 = D 2x6 = CSI DEFL in (loc) I/deft L/d TC 0.98 Vert(LL) 0.09 D-E >915 240 BC 0.53 Vert(TL) -0.19 D-E >454 180 WB 0.00 Horz(TL) -0.00 D n/a n/a (Matrix) 5) Bearing at joint(s) E considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint E and 351 lb uplift at joint D. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert:A-B=-90 Trapezoidal Loads (pit) Vert: B=-3(F=43, B=43)-to-C=-164(F=-37, B=-37), E=O(F=10. B=10)-to-F=-20(F=O, 8=0), F=-60(F=O, B=0)-to-D=-76(F=8, B=-8) PLATES GRIP MT20 244/190 Weight: 38 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Ve fy design parameters and READ NOTES ON 7WS AND INCLUDED MiTEE REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Weria, DSB-89 and SCSI? Building Component Safety Information avallable from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. (407) 857 2777 I � L 1 n H1457493 FCK-C JC01 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:48 2010 Page 1 1-10 Scale = 1:9.0 il A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 262/0-1-8 0-3-8 D = 10/Mechanical C = -44/Mechanical Max Horz B = 123(LC 6) Max Uplift B =-281(LC 6) D = -18(LC 4) C = 44(LC 1) Max Grav B = 262(LC 1) D = 19(LC 2) C = 75(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/58 B-C = -71/52 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interlor(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft L/d TC 0.42 Vert(LL) -0.00 B >999 240 BC 0.03 Vert(TL) -0.00 B >999 180 WB 0.00 Horc(TL) -0.00 C n/a n/a (Matrix) 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint B, 18 lb uplift at joint D and 44 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard JL WARNING - Ve 01, design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component Salety Warmallon available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. PLATES GRIP MT20 244/190 Weight: 6 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900TRUSSM 8850 Tmssway Blvd. Oriando, FL 32824 (407) 857 2777 Job Truss [JACK russ Type city Ply Fort King Colony FCK-C JC016 1 1 Job Reference (optional) H1457494 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:48 2010 Page 1 2-a0 1-a0 2-0 1-0-0 Scale = 1:12.5 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 429/0-1-8 0-3-8 D = 10/Mechanical C = -150/Mechanical Max Horz B = 187(LC 6) Max Uplift B =-492(LC 6) C =-150(LC 1) Max Grav B = 429(LC 1) D = 19(LC 2) C = 243(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/98 B-C =-140/172 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CSI DEFL in (loc) I/deft L/d TC 0.58 Vert(LL) -0.00 B >999 240 BC 0.02 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint B and 150 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 7 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Btvd IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss. Plate Institute, 583 D'Onofno Drive, Madison, Wl 53719. Job ' FCK-C Trussway, 'I Plate Offsets (X,Y)� Type D HIP 1 Fort King Colony s -1.4-0 1-0.0 2-10.0 1-4-0 1-0-0 1.10-0 LOADING (psi) Type D HIP 1 Fort King Colony s -1.4-0 1-0.0 2-10.0 1-4-0 1-0-0 1.10-0 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 33610-1-8 0-3-8 E = 126/Mechanical Max Horz B = 125(LC 6) Max Uplift B =-254(LC 6) E _ -73(LC 4) Max Grant B = 336(LC 1) E = 137(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-118/54 C-D = -55/32 D-E = -92/75 BOTCHORD B-E = -32/55 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Tue Aug 1013:54:48 C D 2x3 11 CSI DEFL in (loc) I/deft L/d TC 0.53 Vert(LL) -0.00 B-E >999 240 BC 0.17 Vert(TL) -0.00 B-E >999 180 WS 0.00 Horz(TL) 0.00 E n/a n/a (Matrix) 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint B and 73 lb uplift at joint E. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: B-E=-39(F=-19), A-C=-90, C-D=-90 PLATES GRIP MT20 244/190 Weight: 12 lb H Scale = 1:8.9 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNum - v-i jy design parameters and READ NOTES ON rwis AND nvcz vnED wTEE REFERENCE PAGE MV 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Crlteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457496 FCK-C JCO2 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:49 2010 Page 1 -1-4-D 2-6.8 1-40 2-6-8 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 52/Mechanical B = 31310-1-8 0-5-8 D = 23/Mechanical Max Harz B = 188(LC 6) Max Uplift C = -51(LC 7) B =-282(LC 6) D = -43(LC 4) Max Grav C = 52(LC 1) B = 313(LC 1) D = 45(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C = -83/18 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/defi L/d TC 0.50 Vert(LL) 0.01 B-D >999 240 BC 0.18 Vert(TL) 0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint C, 282 lb uplift at joint B and 43 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:13.6 1 PLATES GRIP MT20 244/190 Weight: 11 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 l WARNDVG - ve design parameters and READ NOTES ON THIS AND MCLUDED BITTER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicab7dy, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. TRUSM erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication, qualify control, s}orage. delivery, erection and bracing, consult ANSIITP11 Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. FCK-C JC03 JACK 1 1 Job Reference Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi 1.40 3.0.0 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 90/Mechanical B = 322/0-1-8 0-3-8 D = 28/Mechanical Max Horz B = 208(LC 6) Max Uplift C = -84(LC 6) B =-279(LC 6) D = -53(LC 4) Max Grav C = 90(LC 1) B = 322(LC 1) D = 56(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C = -86/35 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft L/d TC 0.46 Vert(LL) 0.02 B-D >999 240 BC 0.28 Vert(TL) 0.02 B-D >999 180 WB 0.00 HOrz(TL) -0.00 C n/a n/a (Matrix) 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint C, 279 lb uplift at joint B and 53 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H1457497I Aug 10 13:54:49 2010 Page 11 Scale = 1:15.0 1 PLATES GRIP MT20 244/190 Weight: 12 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 WARN7l - 7sri. design. parameters and READ NOTES ON TNIS AND INCLUDED ffi7TEK REFERENCE PAGE AW--7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job (Truss Truss Type Qty Ply Fort King Colony FCK-C JC03C JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M1Tek Industries, z-o 0 3-ao z-o-o 3-0-0 ' A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 51/Mechanical B = 421/0-1-8 0-3-8 D = 28/Mechanical Max Horz B = 284(LC 6) Max Uplift C = -58(LC 7) B a-391(LC 6) D = -53(LC 4) Max Grav C = 51(LC 1) B = 421(LC 1) D = 56(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/99 B-C =-117/28 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Intedor(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r. H1457498 Pagel , 1013:54:49 2010 Scale = 1:19.3 ' t CSI TC 0.60 BC 0.28 WB 0.00 (Matrix) DEFL in (loc) Well Vert(LL) 0.02 B-D >999 Vert(TL) 0.02 B-D >999 Horz(TL) -0.00 C n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 14 lb 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint C, 391 lb uplift at joint B and 53 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - Verify design parameters and READ NOTES ON T87S AND INCLUDED BOTER REFERENCE PAGE BW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB.89 and BCSII Building Component (407) 857 2777 Salety Information available from Truss Plate Institute, 583 90nofno Drive, Madison, WI 53719. Job ' FCK-C Truss JC05 FL 32624 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 Type Qty Ply Fort King Colony 1 1 Job Reference o H1 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:49 2010 Page 1 -1-4-0 SO-0 1 4 0 So-0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 195/Mechanical B = 417/0-1-8 0-3-8 D = 48/Mechanical Max Horz B = 295(LC 6) Max Uplift C =-194(LC 6) B =-329(LC 6) D = -91(LC 4) Max Grav C = 195(LC 1) B = 417(LC 1) D = 96(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-126/79 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Scale = 1:20.8 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.38 Vert(LL) 0.14 B-D >409 240 MT20 244/190 BC 0.47 Vert(TL) 0.12 B-D >480 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 19 lb 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint C, 329 lb uplift at joint B and 91 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 16 WARNING -Verify design parameters and READ NOTES ON TffiS AND INCLUDED AUTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on u 9411 Alcorn St. g ty 9 only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safefy Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457500 FCK-C JC06 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:49 2010 Page 1 6-7-8 1-0 0 G7-8 Scale = 1:24.5 D A 2x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 465/0-1-8 0-5-8 E = 333/Mechanical Max Horz B = 342(LC 6) Max Uplift B =-214(LC 6) E _-244(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0144 B-C =-371/66 C-D = -87/45 BOT CHORD B-E =-262/253 WEBS D-E =-11a/118 C-E =-296/305 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. CS] DEFL in (loc) I/defl Ud TC 0.17 Vert(LL) -0.08 B-E >937 240 SC 0.39 Vert(TL) -0.20 B-E >375 180 WB 0.09 Horz(TL) 0.00 E n/a We (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint B and 244 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 34 lb ';�/A_ (_ James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARND90 - vent jy design ---e— and READ NOTES oN Tws AND nymvDED lti REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual bin9411 Alcom St. ding component. Houston, TX 77093 Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 8916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457501 JC06A JACK 1 1 Job Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:50 2010 Page 1 6-7-8 6-7-8 C Scale: 1/2"=l' 2x4 _ 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 344/0-1-8 0-5-8 D = 344/Mechanical Max Harz A = 286(LC 6) Max Uplift A = -84(LC 6) D =-258(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-285/17 B-C =-129/95 BOT CHORD A-E = 0/0 D-E = 010 WEBS B-E =-1951278 C-D =-229/215 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. CSI DEFL in (loc) I/deft Ud TC 0.53 Vert(LL) 0.21 D-E >358 240 BC 0.59 Vert(TL) -0.30 D-E >254 180 WB 0.08 Horz(TL) 0.00 n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint A and 258 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard IL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MZT-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. PLATES GRIP MT20 244/190 Weight: 28 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Almm St. Houston, TX 77093 (713) 691 6900 TRUSOM 8850 Trussway Blvd Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Oty Ply Fort King Colony H1457502 FCK-C JC07 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:50 2010 Page 1 3 A 1-4-0 7-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 215/Mechanical B = 526/0-1-8 0-5-8 E = 138/Mechanical Max Horz B = 382(LC 6) Max Uplift D =-187(LC 6) B =-259(LC 6) E _ -68(LC 6) Max Grav D = 215(LC 1) B = 526(LC 1) E = 145(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/60 B-C =-232/24 C-D =-109/93 BOT CHORD B-F = 0/0 E-F = 0/0 WEBS C-F =-139/198 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 CSI DEFL in (loc) I/defi Ud TC 0.46 Vert(LL) 0.25 F >321 240 BC 0.65 Vert(TL) -0.37 F >216 180 WB 0.06 Horz(Q 0.02 D n/a n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint D, 259 lb uplift at joint B and 68 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard n Scale = 1:26.5 1 PLATES GRIP MT20 244/190 Weight: 28 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ( ® WARNING - Verify design. o eters arW READ NOTES ON TBIS AND INCLUDED IUTEE REFERENCE PAGE MZ17473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Wei< connectors. This design is based only upon parameters shown, and B for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibTty of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI7 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Insfitute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 I] - Job Truss Truss Type Qty Ply Fort King Colony H1457503 FCK-C JC09 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:50 2010 Page 1 2-10-0 A 2x3 11 C Scale = 1:13.2 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.02 A-C >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.03 A-C >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 6 lb LUMBER TOP CHORD 2 X 4 SYP No.3 8) Gap between inside of top chord bearing and first OTHERS 2 X 4 SYP No.3 diagonal or vertical web shall not exceed 0.500in. BRACING 9) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 2-10-0 oc St 10) NOTE: The seal on this drawing indicates r acceptance of professional engineering responsibility BOT CHORD solely for the truss component design shown. Rigid ceiling directly applied. LOAD CASE(S) REACTIONS (lb/size) Standard A = 176/0-1-8 0-5-8 C = 129/Mechanical Max Harz A = 60(LC 5) C = 66(LC 5) Max Uplift A =-144(LC 5) C = -95(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-C = -52/52 A-B = 0/0 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. / 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 James K Meade, P.E. tall by 2-0-0 wide will fit between the bottom chord and any other members. Florida P.E. No. 16015 4) Refer to girder(s) for truss to truss connections. 9411 Alcorn Street 5) Provide mechanical connection (by others) of truss to Houston, TX 77093 bearing plate capable of withstanding 144 lb uplift at joint A and 95 lb uplift at joint C. 6) Non Standard bearing condition. Review required. 7) "Semi -rigid pitchbreaks with fixed heels" Member end in the design August 11,20 C fixity model was used analysis and of this WARNING - Verify desgn Parnmetera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MM7473 BEFORE USE. Engineering Department Design valid for use only with Monly9411 Alcorn St. connectors. This design is based onupon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 590D B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the 8850 Trussway Blvd IRLSOM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457504 FCK-C JC12 JACK 1 1 Job Reference (optional) Trussway. Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Auq 10 13:54:50 2010 Pape 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 514/0-1-8 0-5-8 D =-22/Mechanical C = -218/Mechanical Max Horz E = 163(LC 6) Max Uplift E _-123(LC 6) D =-203(LC 6) C =-218(LC 1) Max Grav E = 514(LC 1) C = 83(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-E =-478/395 A-B = 0/97 B-C =-143/58 BOT CHORD D-E = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C interior(1) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A -2-0-o a-1a1s 2-0-o a10-1s C E D 3x5 11 r a1a15 1 CSI DEFL in (loc) I/defi L/d TC 0.94 Vert(LL) 0.00 E >999 240 BC 0.54 Vert(TL) 0.00 E >999 180 WS 0.00 Horz(TL) -0.04 C n/a n/a (Matrix) 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint E, 203 lb uplift at joint D and 218 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale=1:18.7 1 PLATES GRIP MT20 244/190 Weight: 10 lb I C� James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameter and READ NOTES ON 7WS AND INCLUDED JGT'ER REPERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design a based on upon parameters shown. and is for an individual building component. 9411 on,AlcT St. g N g y p p g cogent. Houston, 6977093 Applicability of design parameters and proper incorporation of component n responsibility of building designer - not truss designer. Bracing shown (713) 891 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King Colony H1457505 FCK-C JC13 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:50 2010 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 417/0-1-8 0-5-8 C = 53/Mechanical D = 14/Mechanical Max Horz E = 331(LC 6) Max Uplift E _-109(LC 6) C =-142(LC 6) D = -95(LC 6) Max Grant E = 417(LC 1) C = 53(LC 1) D = 45(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD B-E =-376/252 A-B = 0/97 B-C = -92/22 BOTCHORD D-E = 0/0 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) The Fabrication Tolerance at joint B = 6% A -2-0.0 2-10.15 2-0.0 2-1115 C 3x7 11 CSI DEFL in (loc) I/defi Ud TC 0.88 Vert(LL) 0.03 D-E >984 240 BC 0.63 Vert(TL) 0.03 D-E >999 180 WB 0.00 Horz(TL) -0.17 C n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint E, 142 lb uplift at joint C and 95 lb uplift at joint D. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:24.6 1 PLATES GRIP MT20 244/190 Weight: 16 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verifg design P.—meter. and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE mu-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design a based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction.is the responsibility of the 8850 Trussway Blvd. TRUSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avaiiabie from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type ty Ply Fort King Colony FCK-C �JC`14 JACK r 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. REACTIONS (lb/size) F = 493/0-1-8 0-5-8 C = 163/Mechanical D = 47/Mechanical Max Horz F = 418(LC 6) Max Uplift F =-154(LC 6) C =-143(LC 6) D =-157(LC 6) Max Grav F = 493(LC 1) C = 163(LC 1) D = 94(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-F =-446143 A-B = 0/97 B-C =-127/61 BOT CHORD E-F =-426/22 D-E = 0/0 WEBS B-E =-311601 -2-0-0 4-10-15 2-0-0 4-1D-15 140 s Oct 12009 MiTek Industries, Inc. C CSI DEFL in (loc) 1/deft TC 0.59 Vert(LL) 0.18 E >306 BC 0.84 Vert(TL) 0.17 E >341 WS 0.18 Horz(TL) -0.19 C n/a (Matrix) NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint F, 143 lb uplift at joint C and 157 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 27 lb H1 Scale = 1:30.3 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARND9O - Ve h dealgn pa -tars and READ NOTES ON THIS AND MCLUDED MITER REPER&NC& PAGE I11II-7473 BEPORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcom St. Houston, 77093 69 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consuit ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 1 rype H14575071 FCK-C PO4 KINGPOST 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:512010 Page 1 &6-0 33-0 33-0 7.00 12 3 2x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 302/0-1-8 6-6-0 C = 302/0-1-8 6-6-0 Max Horz A = 90(LC 5) Max Uplift A =-129(LC 6) C =-129(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-295/166 B-C =-295/166 BOT CHORD A-C =-93/212 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 2x4 = B CSI DEFL in (loc) I/deft L/d TC 0.17 Vert(LL) n/a n/a 999 BC 0.54 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint A and 129 lb uplift at joint C. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 2x4 C PLATES GRIP MT20 244/190 Weight: 19 lb l Scale = 1:14.3 1 'o 0 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNDMG -verify design parameters and READ NOTES ON THIS AND INCLUDED MrTER REFERENCE PAGE AW--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '''� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quardy Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type Qty Ply Fort King Colony H1457508 )TRUSS 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 1 20( 3.49 r 349 i 2x3 11 e C 2x3 2x3 II Tue Aug 10 13:54:51 2010 Page 11 Scale = 1:13.0 1 LOADING it SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 12 lb LUMBER TOP CHORD 2 X 4 SYP No.3 6) "Semi -rigid pitchbreaks with fixed heels" Member end BOT CHORD 2 X 4 SYP No.3 fixity model was used in the analysis and design of this WEBS 2 X 4 SYP No.3 truss. 7) NOTE: Refer to attach Trussway Notes, Appendices BRACING TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 3-5-0 oc St 8) NOTE: The seal on this drawing indicates acceptance r except end verticals. of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard A = 150/0-1-8 3-4-9 C = 150/0-1-8 3-4-9 Max Harz A = 119(LC 6) Max Uplift A = -40(LC 6) C =-109(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -74/50 B-C =-123/123 BOT CHORD A-C = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces B.MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. James K Meade, P.E. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Florida P.E. No. 16015 4) ' This truss has been designed for a live load of 20.Opsf 9411 Alcorn Street on the bottom chord in all areas where a rectangle 3-6-0 Houston, TX 77093 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift atjoint A August 11 and 109 lb uplift at joint C. 1120 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED KNEE REFERENCE PAGE BID'-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I FCK-C I P06 IMONO HIP 11 1 1 Job Reference (optional) rTrussway, Orlando, FL 32824 T W s Oct 1 2009 Mi fek Industries, Inc. Tue Aug 10 13:54:512010 Page 1 1-9-4 4-8-13 Sole = 1:12.2 1 2x4 = 3x5 II r B C 2x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 311/0-1-8 6-4-1 D = 311/0-1-8 6-4-1 Max Horz A = 57(LC 6) Max Uplift A =-127(LC 7) D =-179(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-482/259 B-C =-398/215 C-D =-236/198 BOT CHORD A-D =-2151398 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft L/d TC 0.69 Vert(LL) n/a n/a 999 BC 0.51 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 D n/a n/a (Matrix) 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint A and 179 lb uplift at joint D. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard D 2x6 11 PLATES GRIP MT20 244/190 Weight: 19 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 WARMNO - Ver(& design parameters and READ NOTES ON TMs AND INCLUDED 3DTEE REFERENCE PAGE JW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quardy Criteria, DSB-B? and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. I Job Truss ypeOty PlyFort King Colony TROFTTRUSS H1457510 FCK-C P07 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:51 2010 Page 1 9 4 7- - 0.8-2 2-11-0 2-6-0 Scale: 1'=l' 2x4 — 1.5x4 II D E T4 Ll 2x4 = W1 Too 12 B � A T2 T b H I r B2 B1 Io 312 2x4 = G 1.5x4 II 6x8 = 6.7-1 I 6 Plat A: - - 0-0- B:0- -0 0-0- 0 -3- - -1 L DING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Ud PLATES GRIP T L 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 A-H >999 240 MT20 244/190 TXL 25.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 A-H >999 180 B,'LL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 F n/a n/a B L 10.0 Code FBC2007/7PI2002 (Matrix) Weight: 22 lb LJNBER T CHORD 2 X 4 SYP No.2 4) This truss has been designed for a 10.0 psf bottom B DT CHORD 2 X 4 SYP No.3 chord live load nonconcurrent with any other live loads. S 2 X 4 SYP No.3 5) •This truss has been designed for a live load of BRACING 20.Opsf on the bottom chord in all areas where a T DP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the S ruttural wood sheathing directly applied or 6-0 0 oc bottom chord and any other members. p rli s, 'except end verticals. 6) Bearing at joint(s) A considers parallel to grain value BDT CHORD using ANSUTPI 1 angle to grain formula. Building R gid ceiling directly applied or 10-0-0 oc bracing. designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to REACTIONS (lb/size) bearing plate capable of withstanding 56 lb uplift at joint F = 107/0-1-8 0-3-8 F, 210 lb uplift at joint C and 69 lb uplift at joint A. C = 447/0-1-8 0-3-8 8) "Semi -rigid pitchbreaks with fixed heels" Member end A = 156/0-1-8 0-3-8 fixity model was used in the analysis and design of this Max Harz truss. 9) Design assumes 4x2 (flat orientation) purlins at oc A x li 123(LC 6) Uplift spacing indicated, fastened to truss TC w/ 2-10d nails. F = 7) 10) Gap between inside of top chord bearing and first 21 O(L diagonal or vertical web shall not exceed 0.500in. A = -69(LC 6) 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. FORCES (lb) -Maximum Compression/Maximum Tension 12) NOTE: The seal on this drawing indicates T CHORD acceptance of professional engineering responsibility A B =-206/141 B-1 =-160/106 solely for the truss component design shown. C 1 C D =-167/105 C-H =-124/188 = -9518 E-F = -87/71 LOAD CASE(S) Standard / D E = -27122 BDT CHORD H =-148/160 G-H = 010 F = -22/28 James K Meade, P.E. NOIES (11-12) 1 U ibalanced roof live loads have been considered for this Florida P.E. NO. 16015 d si In. 9411 Alcorn Street 2 Ind: ASCE 7-05; 140mph (3-second gust); Houston, TX 77093 T =5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; e closed; MWFRS (low-rise) gable end zone and C-C Ir teror(1) zone;C-C for members and forces & MWFRS for r ac ions shown; Lumber DOL=1.33 plate grip DOL=1.33 3 P ovide adequate drainage to prevent water ponding. August 1 1,20 ® WARNING - Verify design Parameters arrd READ NOTES ON 7NIS AND INCLUDED WTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design Alcorn St. design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6918900 B for lateral support of individual web members only. Additional temporary bracing to insure stabifity during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Qualify 01teria, DSB-89 and SCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 0 r L Job Truss Truss Type Qty Ply Fort King Colony H1457511 FCK-C RCO2 SPECIAL 1 1 Job Reference o tional Trussway, Odando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:52 2010 Page 1 6.7-0 12-10-0 18.4-0 23.10-0 28-1-12 32-57 3&10-0 G7-0 6.3-0 5-60 5.6.0 4.3-12 4312 4-4-8 Sx7 3x4 = 5x5 = Scale = 1:110.1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-M REACTIONS (lb/size) A = 219/0-1-8 0-3-8 1 = 1125/Mechanical M = 2892/0-3-7 0-3-8 Max Horz A = 414(LC 5) Max Uplift A = -102(LC 6) 1 = -392(LC 4) M = -1062(LC 6) Max Grav A = 296(LC 10) I = 1150(LC 11) M = 2892(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2101428 B-C =-283/951 C-D =-1191701 D-E =-818/504 E-F =-1057/526 F-G =-1797/679 G-H =-1549/550 H-I =-1091/412 BOT CHORD A-0 =-279/459 N-0 =-279/459 M-N =-279/459 M-P =-222/305 P-Q =-222/305 L-Q =-222/305 K-L =-222/305 J-K =-435/1171 I-J = -23/42 1.5x4 11 3x6 = 3x8 = 4x8 = 2x4 I Bx8 = US = CSI DEFL in (loc) I/deft TC 0.83 Vert(LL) -0.53 K-M >547 BC 0.94 Vert(TL) -0.97 K-M >298 WB 0.88 Horz(TL) 0.02 1 n/a (Matrix) BOT CHORD A-0 =-279/459 N-0 =-279/459 M-N =-279/459 M-P =-222/305 P-Q =-222/305 L-Q =-222/305 K-L =-222/305 J-K =-435/1171 1-J = -23/42 WEBS B-M =-722/618 C-M =-877/416 D-M =-15891774 D-K =-243/896 E-K = -1/124 F-K =-557/365 F-J =-208/518 G-J =-1222/532 B-0 = 0/233 H-J =-626/1756 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. Ili; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint A, 392 lb uplift at joint I and 1062 lb uplift at joint M. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Ud I PLATES GRIP 240 MT20 2441190 180 n/a Weight: 213 lb 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 6��IA - / _11� James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNG - V fy design parameters and READ NOTES ON THIS AND INCLUDED MfTEE REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcom St.doll Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77D93 Applicability, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stobifity during construction is the responsibility of the - 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzr fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. FCK-C Trussway, RC03 1 H14575121 )rlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:52 2010 Page 7-5-0 14.10-0 19-8-0 21-10.0 26.6-13 30.57 36.10.0 7-SO 7-5.0 4.10.0 2-2.0 48.13 310.11 6.48 7 M FIS G• In• Wl A'=•P 1.5x4 // 3x6 = 3x5 = 34 = 6x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007fTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-O, E-0 REACTIONS (lb/size) J = 1162/Mechanical A = 61/0-1-8 0-3-8 0 = 3123/0-3-11 (input: 0-3-8) Max Horz A = 473(LC 5) Max Uplift J =-314(LC 4) A =-163(LC 11) 0 =-1128(LC 6) Max Grav J = 1166(LC 11) A = 230(LC 4) 0 = 3123(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-343/783 B-C =-406/1024 C-D =-385/1313 D-E =-87/683 E-F =-583/363 F-G =-784/345 G-H =-1762/611 H-1 =-1398/437 I-J =-1121/426 BOT CHORD A-P =-573/558 O-P =-6061539 N-0 =-104/348 N-Q =-104/348 Q-R =-104/348 CSI DEFL in (loc) I/deft TC 0.91 Vert(LL) -0.26 M-O >999 BC 0.88 Vert(TL) -0.49 M-0 >603 WS 0.99 Horz(TL) 0.01 J n/a (Matrix) BOT CHORD M-R =-104/348 L-M =-313/1010 L-S =-313/1010 K-S =-313/1010 J-K = -32/44 WEBS B-P = 0/269 B-0 =-795/685 D-O =-1166/538 E-0 =-1601/598 E-M =-224/986 G-M =-6951396 G-K =-263/787 H-K =-1299/561 I-K =-489/1595 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) WARNING: Required bearing size at joint(s) O greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint J, 163 lb uplift at joint A and 1128 lb uplift at joint 0. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4x8 = 2x4 11 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 216 lb 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - 9'srify dssiga parameters and READ NOTES oN Tffis AND INCLUDED BIITER REFERENCE PAGE MZf-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based on upon parameters shown, and is for an individual building component. 9411 on,AlcT 7 9 Y �9 N P 9 P Houston, 6977093 Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLESM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safely Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 11 Job Truss TrPuISS Type Qty Ply Fort King Colony H1457513 FCK-C RC04 IAL 11 Job Reference o Tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:53 2010 Page 1 6.1-14 12-3-12 16.10.0 19-10.0 24-6-11 28-57 32-10.12 36-10.0 6-1-14 6-1-14 4-G4 3-0-0 48-11 3.10.13 45-5 311-3 Scale = 1:65.5 r^ E F 1.5x4 I I 3x6 = 3x5 = 3x6 = 3x8 = 3x5 = 6x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt G-N, E-P REACTIONS (lb/size) K = 1308/Mechanical A = 389/0-1-8 0-3-8 P = 2650/0-3-2 0-3-8 Max Horz A = 532(LC 5) Max Uplift K = -441(LC 5) A = -81(LC 6) P = -1121(LC 6) Max Grav K = 1316(LC 11) A = 412(LC 10) P = 2650(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-407/200 B-C =-3001411 C-D =-283/614 D-E =-36/561 E-F =-572/380 F-G =-783/383 G-H =-18181608 H-1 =-1478/451 I-J = -18/0 J-K =-131/110 BOT CHORD A-Q =-352/240 P-Q =-352/240 O-P =-146/317 O-R =-1461317 R-S =-146/317 N-S =-146/317 N-T =-33711076 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.64 Vert(LL) -0.25 L-N >999 240 MT20 244/190 BC 0.77 Vert(TL) -0.49 L-N >601 180 WB 0.98 Horz(TL) 0.04 K n/a n/a (Matrix) Weight: 229 lb BOT CHORD M-T =-33711076 M-U =-337/1076 L-U =-337/1076 K-L =-319/874 WEBS E-N =-278/1084 G-N =-851/438 G-L =-261/892 H-L =-1191/479 I-L =-208/921 I-K =-1425/525 E-P =-1739/449 D-P =-513/511 B-P =-724/556 B-Q = 0/276 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint K, 81 lb uplift at joint A and 1121 lb uplift at joint P. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNING - Verify deaign j---tera and READ NOTES ON THIS AND INCLDDED WTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANS117111 Quality Criteria, DSB-89 and BCSI1 BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. -91 H1457514 RC05 ISPECIAL 11 I 1 IJob Reference (optional) )rlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:53 2010 Page 1 8.1-14 1222-412 26.5-7 29-10-7 38-10.0 6-1-14 6-_ 14 6-0-4 4-0-12 40.12 3.5-0 6-11-9 E Scale: 3/16"=l' �:41 1.5x4 I 34 4x9 = 3x6 = 3x8 = 34 6x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. WEBS 1 Row at midpt D-P, E-N, F-N REACTIONS (lb/size) A =-21/0-1-8 0-3-8 P = 325110-3-13 (input: 0-3-8) K = 1073/Mechanical Max Harz A = 597(LC 5) Max Uplift A =-220(LC 11) p =-1274(LC 6) K =-479(LC 7) Max Grav A = 125(LC 10) P = 3251(LC 1) K = 1073(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-241/822 B-C =-44011153 C-D =-412/1404 D-E =-239/331 E-F =-187/330 F-G =-10751706 G-H =-878/519 H-I =-1020/519 I-J =-202/110 J-K =-262/169 BOTCHORD A-Q =-621/502 P-Q =-621/502 O-P =-1092/661 0-R =-1092/661 N-R =-10921661 N-S =-1301471 S-T =-130/471 CSI DEFL in (loc) I/defl TC 0.82 Vert(LL) -0.25 K-L >999 BC 0.71 Vert(TL) -0.69 K-L >424 WB 0.91 Horz(TL) -0.01 K n/a (Matrix) BOT CHORD M-T =-1301471 L-M =-130/471 K-L =-310/698 WEBS B-Q = 0/280 B-P =-744/543 D-P =-268111057 D-N =-576/1834 E-N =-312/16 F-N =-929/668 F-L =-539/953 G-L =-688/531 I-L =-99/216 I-K =-957/466 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) WARNING: Required bearing size atjoint(s) P greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint A, 1274 lb uplift at joint P and 479 lb uplift at joint K. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Ud PLATES GRIP 240 MT20 2441190 180 n/a Weight: 231 lb 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 0 Y WARNING - Verify design parameters and READ NOTES ON TBIS AND INCLUDED RATER REPERENCE PAGE IW-7473 EEPORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 no go fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T1`11 Quality Criteria, DSB-89 and SCS11 Building Component (407) 857 2777 Safety Informalion available from Truss Plate Institute, 583 D'Onofno Ddve, Madison, WI 53719. Job Truss Truss Type Qty, Ply Fort King Colony Hit FCK-C RC06 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:54 2010 6.1-14 12-3-12 18-4-0 t7 27-10.7 32-4.4 36.10.0 6-1-14 6-1-14 6-0-4 fi-1-8 3•SO 4512 4� E Scale: 3/16"=l' 1 1.5x4 I 3x6 = 4x9 = 3x6 = 3x4 = 3x5 = 6x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-1 oc bracing. WEBS 1 Row at midpt D-O, E-M, F-M REACTIONS (lb/size) A =-10/0-1-8 0-3-8 0 = 3227/0-3-13 (input: 0-3-8) J = 1090/Mechanical Max Horz A = 597(LC 5) Max Uplift A =-211(LC 11) 0 =-1269(LC 6) J =-481(LC 7) Max Gray A = 106(LC 10) 0 = 3227(LC 1) J = 1090(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-235/802 B-C =-432/1135 C-D =-405/1386 D-E =-251/332 E-F =-2031277 F-G =-802/542 G-H =-987/525 H-1 =-173/127 1-J =-242/182 BOT CHORD A-P =-605/492 0-P =-605/492 N-0 =-1078/658 N-Q =-1078/658 M-Q =-1078/658 M-R =-230/667 L-R =-230/667 CSI DEFL in (loc) I/defi TC 0.78 Vert(LL) -0.33 K-M >878 BC 0.68 Vert(TL) -0.68 K-M >432 WB 0.92 Horz(TL) -0.02 J n/a (Matrix) BOT CHORD L-S =-230/667 K-S =-230/667 J-K =-3241781 WEBS B-P = 0/285 B-0 =-752/544 D-O =-2667/1046 D-M =-583/1840 E-M =-446/94 F-M =-903/645 F-K =-69/388 H-K =-104/237 H-J =-1067/454 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) WARNING: Required bearing size atjoint(s) 0 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint A, 1269 lb uplift at joint 0 and 481 lb uplift at joint J. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Ud PLATES GRIP 240- MT20 2441190 180 n/a 1 Weight: 219lb 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED JUTEK REFERENCE PAGE AW-7473 EMIGRE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 NZW fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPII Qualify Criteria. DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King Colony H1457516 FCK-C RC07 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:54 2010 Page 1 6-1-14 12-5-0 18-40 22-5.7 25-10.7 31-5-3 3&10.0 6-1-14 fr3-2 511-0 41-8 3-SO 5-6-12 5-4-13 E Scale: 3/16"=1' 1.5x4 II 3x6 4x5 = 34 = 3x4 = 3x6 = 6x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 'Except' W1: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E-M, F-M, H-J 2 Rows at 1/3 pts E-0 REACTIONS (lb/size) A = 68/0-1-8 0-3-8 0 = 3198/0-3-12 (input: 0-3-8) J = 1206/Mechanical Max Horz A = 597(LC 5) Max Uplift A =-125(LC 11) 0 =-1240(LC 6) J =-503(LC 7) Max Grav A = 116(LC 10) 0 = 3198(LC 1) J = 1206(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-179/662 B-C =-402/952 C-D =-373/1208 D-E =-76/1184 E-F =-770/648 F-G =-838/630 G-H =-1096/614 H-1 =-233/152 1-J = -281 /210 BOTCHORD A-P =-609/426 0-P =-609/426 N-O =-237/246 CSI DEFL in (loc) I/deft TC 0.78 Vert(LL) -0.37 M-0 >795 BC 0.76 Vert(TL) -0.69 M-0 >421 WB 1.00 Horz(TL) -0.02 J n/a (Matrix) BOTCHORD N-Q =-237/246 Q-R =-237/246 M-R =-2371246 L-M =-235/635 L-S =-235/635 K-S =-235/635 K-T =-356/916 T-U =-356/916 J-U =-356/916 WEBS B-P = 0/240 B-0 =-691/560 D-O =-583/583 E-0 =-2215/695 E-M =-709/1400 F-M =-895/743 F-K =-264/385 H-K =-141/358 H-J =-1142/469 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) WARNING: Required bearing size atjoint(s) 0 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint A, 1240 lb uplift at joint 0 and 503 lb uplift at joint J. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 228 1b 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verijy design P-ters and READ NOTES ON TNTS AND INCLUDED WTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consuti ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 BuBding Component (407) 857 2777 Salefy Information available from Tnrss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. E 11, L H14575171 FCK-C RC08 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:54 2010 Page 1 6-1-14 12-5.2 18-40 20.5-7 2310.7 29-4-0 34413 40-30 Al-7-0 6.1-145.10.13 2-1-8 35-05-10.3 5x5 = . Scale = 1:70.8 7.00 f12 E 1.5x4 II 3x6 5x8 = 34 3x4 = 6x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt F-O, E-0, H-0 2 Rows at 1/3 pts E-Q REACTIONS (lb/size) A = 282/0-1-8 0-3-8 Q = 2986/0-3-8 K = 1599/0-1-14 0-5-8 Max Harz A =-637(LC 4) Max Uplift A =-108(LC 7) Q =-1214(LC 6) K =-806(LC 7) Max Grav A = 289(LC 10) Q = 2986(LC 1) K = 1599(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-166/247 B-C =-302/590 C-D =-273/818 D-E = 0/790 E-F =-834/735 F-G =-698/594 G-H =-944/580 H-1 =-1648/863 I-J =-1860/840 J-K =-2286/1023 K-L = 0/60 BOTCHORD A-R =-482/463 CSI DEFL in (loc) I/deft TC 0.72 Vert(LL) -0.25 K-M >999 BC 0.92 Vert(TL) -0.74 K-M >449 WB 0.92 Horz(TL) 0.07 K n/a (Matrix) BOTCHORD Q-R =-482/463 P-Q =-171/396 P-S =-1711396 S-T =-171/396 O-T =-1711396 O-U =-297/1505 N-U =-297/1505 M-N =-297/1505 K-M =-651/1874 WEBS F-0 =-590/496 H-M =-132/580 J-M =-4401422 E-O =-796/1535 E-Q =-2045/592 D-Q =-584/583 B-Q =-706/552 B-R = 0/264 H-0 =-1002/618 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf,, h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint A, 1214 lb uplift at joint Q and 806 lb uplift at joint K. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 239 lb 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A WARMNG - Verify deaiyn Parameters and READ NOTES ON TMS AND nirCLr1DED JUTEE REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Wet: connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criferia, DSB-89 and BCSI1 Bullding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5153 D'Onofno Drive, Madison, WI 53719. Truss Truss Type Qty H1457518 FCK-C RC09 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:55 2010 Page 1 1-4-0 8-2-14 12N 18-4-9 22-0.7 27-11-4 342.2 40.50 41-9•Q 1-4-D 12-14 8.2-14 510.13 37-15 510.13 6-2-14 6-2.14 1-40 3x6 3 1.Sx4 I Scale = 1:72.5 F G H 1.5x4 II 6x6 =3x6 4x8 = 3x6 =6x6 = 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2.X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt I-Q, E-S, G-Q REACTIONS (lb/size) B = 527/0-1-8 0-5-8 S = 282510-3-5 0-3-8 L = 162010-1-15 0-5-8 Max Harz B = -613(LC 4) Max Uplift B = -327(LC 6) S = -1078(LC 6) L = -790(LC 7) Max Grav B = 592(LC 10) S = 2825(LC 1) L = 1620(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-4381179 C-D =-137/468 D-E =-109/640 E-F =-885/560 F-G =-632/558 G-H =-632/558 H-1 =-885/536 I-J =-15001788 J-K =-17541760 K-L =-2400/961 L-M = 0160 BOTCHORD B-T =-509/640 S-T =-509/640 R-S =-462/630 R-U =-462/630 Q-U =-462/630 CSI DEFL in (loc) I/defl L/d TC 0.73 Vert(LL) -0.11 O-Q >999 240 BC 0.60 Vert(TL) -0.29 O-Q >999 180 WB 0.84 Horz(fL) 0.06 L n/a n/a (Matrix) BOTCHORD LOAD CASE(S) Q-V =-18711395 P-V =-187/1395 Standard O-P =-187/1395 N-O =-595/1935 L-N =-595/1935 WEBS 1-0 =-171/580 K-N = 0/259 K-O =-627/478 I-Q =-1070/700 E-S =-2212/895 C-T = 0/260 C-S =-685/500 E-Q =-421/1463 G-Q =-111/213 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint B, 1078 lb uplift at joint S and 790 lb uplift at joint L. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 244/190 Weight: 232 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August11 Y WARNING - V-V9 design P--ters end READ NOTES ON TNrS AND DVMUDED MITES REFERENCE PAGE MD--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd erector. Additional permanent bracing of the overall structure is the responsibility of the buBdng designer. For general guidance regardng Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type Fort King Colony 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 H1457519 FCK-C RC10 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:54:56 2010 Page 1 .1-4-0� 57-5 11-1-8 16-&8 20.2-8 IM8 29-3-8 34311 40-SO 41-9.0� 1-40 57-5 SCr3 57-0 3.6-0 3A-0 57-0 SS3 57-5 1-4-0 Scale = 1:71.8 5x6 5x6 ZZ F G 3x4 = 6x6 =3x6 = 3x5 = 3x6 =6x6 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G-P, G-N 2 Rows at 1/3 pts F-R REACTIONS (lb/size) R = 2923/0-3-7 0-3-8 K = 1647/0-1-15 0-5-8 B = 495/0-1-8 0-5-8 Max Harz B = 558(LC 5) Max Uplift R = -111O(LC 6) K = -788(LC 7) B = -286(LC 6) Max Grav R = 2923(LC 1) K = 1654(LC 11) B = 553(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-360/134 C-D =-82/182 D-E =-68/312 E-F =-66/713 F-G =-752/536 G-H =-1776/990 H-I =-2023/967 I-J =-2150/942 J-K =-2450/990 K-L = 0/60 BOTCHORD B-S =-400/518 R-S =-370/545 Q-R =-215/391 CSI DEFL in (loc) I/deft L/d TC 0.75 Vert(LL) -0.16 N-P >999 240 BC 0.77 Vert(TL) -0.36 N-P >933 180 WB 0.88 Horz(TL) 0.06 K n/a n/a (Matrix) BOTCHORD LOAD CASE(S) Q-T =-215/391 P-T =-215/391 Standard P-U =-1631997 O-U =-163/997 N-0 =-163/997 M-N =-271/1556 K-M =-632/1992 WEBS C-S =-451/424 E-S =-302/518 E-R =-776/680 F-R =-2119/571 F-P =-353/1148 G-P =-731/445 G-N =-65711043 H-N =-745/666 H-M =-281/484 J-M =-395/400 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. Ii; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DO L=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1110 lb uplift at joint R, 788 lb uplift at joint K and 286 lb uplift at joint B. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 2441190 Weight: 246 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON Taus AND INCLUDED m rEE REFERENCE PAGE IW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibility of the 8850 Trussway Btvd. TRLSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. OA Trussway, Orlando, FL 32824 Type Fort King Colony 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 101 lr 5-7-5 11-1-8 18-&8 23-8-6 29.3.8 349.11 40.5-0 41-9-0� 1-4-0 5.7-5 2 5.7A 7-0-0 5-7-0 5-Cr2 5-7-5 1 Scale = 1:75.1 5x5 = 5x5 = G H I i9 3x4 = 3x5 5x8 = 3x6 3x4 Bx6 = 6x6 = Plate Offsets (X,Y): [B:Edge,0-0-2], [G:0-2-8,0-2-1], [I:0-2-8,0-2-1], [N:Edge,0-0-2], [P:0-0-0,0-0-0], [AV:0-0-0,0-0-0], [AV:0-0-0,0.0-0], [BB:0-0-0,0-0-0], [BE:0-0-0,0-0-0], [BE:0-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt U-AC, G-AC, H-S JOINTS 1 Brace at Jt(s): AC, AD, AY, AZ, BP, BQ REACTIONS (lb/size) B = 714/0-1-8 0-5-8 N = 2101/0-2-8 0-5-8 U = 3586/0-4-4 (input: 0-3-8) Max Horz B = 557(LC 5) Max Uplift B = -379(LC 6) N = -1042(LC 7) U = -1547(LC 6) Max Grav B = 774(LC 10) N = 2108(LC 11) U = 3586(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -8186 B-C =-536/149 C-D =-93/166 D-E =-117/395 E-F =-1841844 F-G =-152/931 G-H =-836/641 H-I =-836/641 1-J =-1900/1234 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.85 Vert(LL) 0.12 P >999 240 MT20 244/190 BC 0.75 Vert(TL) -0.37 N-P >894 180 WB 0.86 HOrz(TL) 0.07 N We n/a (Matrix) Weight: 412 lb TOP CHORD J-K =-2058/1168 K-L =-2449/1236 L-M =-2636/1248 M-N =-3071/1333 N-0 = -8/86 BOT CHORD B-V =-441/499 U-V =-4751607 T-U =-254/367 S-T =-254/367 R-S =-315/1143 Q-R =-315/1143 P-Q =-540/1840 N-P =-929/2476 WEBS C-V =-644/521 E-V =-384/705 K-P =-3591654 M-P =-582/491 U-80 =-2608/917 AC-BO=-2476/845 G-AC =-2525/853 I -AZ =-897/1404 AZ -BR =-832/1316 Q-BR =-745/1217 G-BP =-654/1514 S-BP =-659/1489 S-BQ =-849/498 I-BQ =-8151470 H-S =-456/382 E-U =-1087/779 K-Q =-1026/751 F-AC =-125/130 AC -AD =-170/121 J-AZ =-198/162 AY -AZ =-102192 AD-BO= -16/21 AD -BP = -16/21 AY-BQ= -53/41 AY -BR = -53/41 NOTES (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size atjoint(s) U greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379lb uplift at joint B, 1042 lb uplift at joint N and 1547 lb uplift at joint U. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: er I ease=1.23-91ate in ase=1.25 1) Uniform ds (plf) Vert: A-G=-130(F=-40), G-1=-130(F=-40), I-0=-130(F=-40), B-N=-90 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 i WARWNG - 7er{(ij design parameters and READ NOTES ON THIS AND DJCLrrDED ADTEE REFERENCE PAGE NII-7473 BEFORE USE, Engineering Department St A111111111111h- Desi n valid for use on with MTek connectors. This design is based on upon arometers shown, and B for an individual building component. 94t t on,AlcT 7 9 N 9 N Po P 9 P Houston, 6977093 Applicability of design parameters and proper incorporation of component k responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 Z777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job ' FCK-C Truss ' ate Fort King Colony H1457521 IRC13 IMONO HIP 11 I * 2 IJob Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:58 2010 Page 1 1-4-0 5-a0 12-0.4 19-2-4 25-a2 3ata8 36.1a0 �i-4-o 5-0-0 7-0-4 7-2-0 s-s-1z S1as '11-8 5x8 = 7.00 12 C 3x5 = 3x6 = 1.5x4 3x4 = 3x6 D F F r. H Scale: 3/16"=1' 3x4 = 2x4 I I J qxo — ut v N n P 8x9 = M L 4x4 = 2x4 11 4x8 = 44 = 4x8 = 4x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d TCLL 20.0 ase Plates Incre5 1.2 TC 0.88 Vert(LL) 0.07 O-Q >999 240 TCDL 25.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.12 O-Q >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.04 K n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) K = 133710-1-8 0-3-8 B = 1567/0-1-8 0-3-8 N = 393210-2-5 0-3-8 Max Horz B = 303(LC 5) Max Uplift K =-979(LC 3) B =-926(LC 5) N =-2780(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/64 B-C =-2470/1376 C-D = -197811327 D-E =-959/1351 E-F = -959/1351 F-G =-95911351 G-H = -1566/1030 H-1 =-1566/1030 I-J = -85/57 J-K =-380/378 BOT CHORD B-Q = -1248/2035 P-Q =-1240/2009 0-P = -1240/2009 N-0 =-1328/1978 M-N = -917/1137 L-M =-917/1137 K-L = -1353/1717 WEBS C-Q = -1651532 C-0 =-222/71 D-O = 0/354 D-N =-3591/2467 F-N = -999/987 G-N =-2781/2096 G-L = -159/635 I-L =-213/454 I-K = -1824/1448 WEBS C-Q =-165/532 C-O =-222171 D-O = 0/354 D-N =-3591/2467 F-N =-9991987 G-N =-2781/2096 G-L =-159/635 I-L =-213/454 I-K =-1824/1448 NOTES (11-12) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 241 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 1 Od (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 241 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads a co ered e4ually applied to all plies, exce/not nt (F) or back (B) face in the LOAD CASI o I onnec'ons have been provionly loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5 I; Exp B; ;� enclose =A2 z ne; Lumber DOL=1. 3R tFid* P.(.=N&. 16015 5) Provic egq,ggf IAq EftlWtvent i iater ponding. 6) This H h�as�l�e&dppr a 10. psf bottom chord IN5 �y oil er live loads. PLATES GRIP MT20 244/190 Weight: 422 lb 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 979 lb uplift at joint K, 926 lb uplift at joint B and 2780lb uplift at joint N. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 241 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert:A-C=-90, C-J=-151(F=-61), B-Q=-20, K-Q=-34(F=-14) Concentrated Loads (lb) Vert: Q=-321(F) August 11,201 WARNING - Verify design pammeters and READ NOTES ON TRDS AND 19CLUDED 16TER REFERENCE PAGE JW 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and isfor an individual building component. Houston. TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tans designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSOM erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safely Infornsalfon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type ) HIP 1 1 1 Fort King Colony Trussway, Orlando, FL 32824. 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:59 4-4-0 3.11-9 7-OA 12-11-10 18-11-3 24-10-13 30.10-8 3&10-0 140 3-11-9 3-0-7 5.11-10 5.11-10 5.11-10 s-11-10 511-10 5x5 r. 3x4 = 1.5x4 II 3x6 = 1.5x4 i n E F n 3x4 = 14 Scale=1:65.0 2x4 II 9Xa � rvi � O N Bx6 = L K 3x5 = 3x4 = 34 = 3x6 = 1.5x4 // LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007(TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 1 Row at midpt H-J REACTIONS (lb/size) J = 112010-1-8 0-3-8 B = 1262/0-1-8 0-3-8 M = 1885/0-2-4 0-5-8 Max Horz B = 386(LC 6) Max Uplift J =-541(LC 4) B =-492(LC 6) M =-1238(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-1626/400 C-D =-13691361 D-E = -705/0 E-F = -705/0 F-G = -705/0 G-H =-1366/469 H-1 = -43113 I-J =-244/197 BOTCHORD B-O =-43311257 N-O =-363/1345 M-N =-363/1345 L-M =-469/1366 K-L =-469/1366 J-K =-546/1156 WEBS C-O =-11/388 D-O =-1131165 D-M =-1006/699 E-M =-537/468 G-M =-1020/828 H-K = 0/460 H-J =-1374/654 CSI DEFL in (loc) I/defl L/d TC 0.79 Vert(LL) -0.18 J-K >999 240 BC 0.86 Vert(TL) -0.50 B-O >447 180 WB 0.96 HOrz(TL) 0.09 J n/a n/a (Matrix) WEBS C-O =-11/388 D-O =-113/165 D-M =-10061699 E-M =-537/468 G-M =-1020/828 H-K = 0/460 H-J =-1374/654 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint J, 492 lb uplift at joint B and 1238 lb uplift at joint M. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 178 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - Fe . design parameters and READ NOTES ON 7EIS AND INCLUDED Ml7E8 REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 563 D'Onofno Drive, Madison, WI 53719. II 1 G 0 11 H14575231 FCK-C RC15 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:54:59 2010 Page 1 r1-4-0 i 41115 9.0.0 15-6-2 22-11-0 30314 36-10-0 1-4-0 410-15 41-1 6-6.2 7-414 7-4-14 6-Cr2 Sus 3x4 = 3x6 = 1.5x4 D 3u4 = Scale= 1:65.0 1 3x8 — 3x6 = 6x6 = 3x5 = 1.Sx4 // 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-0-12 oc bracing. WEBS 1 Row at midpt H-J REACTIONS (lb/size) J = 1381/0-1-100-3-8 B = 1484/0-1-12 0-3-8 M = 1678/0-2-0 0-5-8 Max Horz B = 474(LC 6) Max Uplift J = -629(LC 4) B = -545(LC 6) M = -971(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-21921569 C-D =-1814/437 D-E =-1491/436 E-F =-1003/77 F-G =-1003/77 G-H =-1502/493 H-I = -43/8 I-J =-252/206 BOT CHORD B-0 =-764/1785 N-0 a 400/1474 N-P =-400/1474 P-Q =-400/1474 M-Q =-400/1474 M-R =-49311502 L-R =-493/1502 K-L =-493/1502 K-S =-567/1238 S-T =-567/1238 J-T =-567/1238 WEBS C-0 =-365/389 CSI DEFL in (loc) I/deft L/d TC 0.87 Vert(LL) -0.31 J-K >679 240 BC 0.89 Vert(TL) -0.84 J-K >249 180 WB 0.65 Horz(TL) 0.10 J n/a n/a (Matrix) WEBS D-O = 0/476 E-0 =-222/200 E-M =-824/628 G-M =-856/715 H-K = 0/454 H-J =-15571728 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint J, 545lb uplift at joint B and 971 lb uplift at joint M. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 188 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53779. Job Truss Truss Type Qty Ply Fort King Colony H145752 FCK-C RC16 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:59 2010 Page r1-4-0� 5-6-0 11-0.0 18-11-14 26.11-s 34-11-8 i3fr10-o r-4-0 58.0 5.6.0 7-11-14 7-11-11 7-11-15 1-10.8 5x7 % 1.5x4 11 3x6 = D E F 3x4 = G Scale = 1:65.0 1 Zx4 I I Sx6 H I 4Xb — m K J 3x4 = 3X6 = US = 3x6 = 3x4 — 3x7 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T2,T3: 2 X 4 SYP No.1 SOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-7-9 oc bracing: B-0. WEBS 1 Row at midpt D-M, G-M REACTIONS (lb/size) B = 101010-1-8 0-3-8 M = 2663/0-3-2 0-3-8 J = 91010-1-8 0-3-8 Max Horz B = 507(LC 6) Max Uplift B =-467(LC 6) M =-1375(LC 5) J =-474(LC 4) Max Grav B = 1011(LC 10) M = 2663(LC 1) J = 944(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-1283/414 C-D =-8851284 D-E =-232/517 E-F = -231 /517 F-G = -231 /517 G-H =-5841409 H-1 = -72/62 I-J =-129/47 BOTCHORD B-0 =-659/1005 O-P =-237/477 N-P =-237/477 N-Q =-237/477 M-Q =-237/477 CSI DEFL in (loc) I/defl L/d TC 0,87 Vert(LL) -0.23 J-K >917 240 BC 0.78 Vert(TL) -0.57 J-K >371 180 WB 0.67 Horz(TL) 0.04 J n/a n/a (Matrix) BOTCHORD M-R =-358/584 L-R =-358/584 K-L =-358/584 K-S =-148/233 S-T =-148/233 J-T =-148/233 WEBS C-O =-461/476 D-O =-212/648 D-M =-1278/612 E-M =-770/671 G-M =-1353/671 G-K = 0/268 H-K =-270/451 H-J =-799/600 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint B. 1375 lb uplift at joint M and 474 lb uplift at joint J. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 212 Ib James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A WARNING - Ymfy design parameter and READ NOTES ON TB S AND INCLUDED WTEE REFERENCE PAGE 111H 7473 BEFORE USE, Engineering Department 9411 Alwm St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 6916900 '� B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consuff ANSI/TPII Quality Crfferla, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. L� FCK-C RC17 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:00 2010 Page 1 11-47 15-10-9 21-0.0 1-4-0 3-6-0 3-6-0 4-4-7 4-63 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 `Except` W7: 2 X 4 SYP SS OTHERS 2 X 6 SYP No.2 WEDGE Left: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-15 oc bracing. WEBS 1 Row at midpt I-M REACTIONS (lb/size) G = 2464/0-1-8 0-5-8 B = 2305/0-2-12 0-5-8 Max Horz B = 388(LC 5) Max Uplift G =-1758(LC 3) B =-1434(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-3695/2204 C-D =-3491/2205 D-E =-317512171 E-F =-2258/1676 F-G =-411/386 H-M = 01125 G-M =-1321/2040 BOT CHORD B-L =-2069/3043 K-L =-1939/2917 J-K =-1939/2917 1-1 =-2172/3174 H-1 = 0/12 WEBS C-L =-239/155 D-L =-513/923 D-J =-490/353 Scale = 1:38.1 1 _ 4x7 = 5x6 5x4 = 5x4 = 7x8 = D E F G M d, 5x4 = cx i u m i an —3x4 = 5x10 = 1.5x4 11 CSI DEFL in (loc) I/deft TC 0.87 Vert(LL) 0.15 J-L >999 BC 0.73 Vert(TL) -0.24 J-L >999 WB 0.91 Horz(TL) 0.02 G n/a (Matrix) WEBS E-J =-52/427 E-I =-1244/837 F-I =-6571787 I-M =-1984/2823 F-M =-1864/1201 NOTES (12-13) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; M WFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) G considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1758 lb uplift at joint G and 1434 lb -uplift at joint B. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 lb down and 531 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). L/d PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Weight: 127 lb 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-D=-90, D-G=-192(F=-102). B-L=-20, H-L=-43(F=-23) Concentrated Loads (lb) Vert: L=-706(F) IL WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE AU-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Ill Building Component Safety Informalion available from Truss Plate Institute, 5B3 D'Onofno Drive, Madison, WI 53719. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, Engineering Department 9411 Alcom St. Houston, TX 77093 (773)6916900 IRL%V" 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King Colony FCK-C RC18 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mirek Industries, Inc. Tue Aug 10 1 -1-4-0 2-6-8 ES-4 8-30 16-0-0 23-6-8 27-2-8 �1-4-O 1 3.10-12 2-3-12 7-3-0 7-6-8 E Jx4 1.5x4 II 8x12 = 3x5 = 1.5x4 II Sx6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 "Except' W3: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F-J REACTIONS (lb/size) B = 28410-1-8 0-5-8 M = 216310-2-9 0-5-8 P = 1189/0-1-8 0-5-8 Max Horz B = 837(LC 5) Max Uplift B =-249(LC 5) M =-1204(LC 5) P =-651(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-129/230 C-D =-7551750 D-E =-7541749 E-M =-2161/886 E-F =-1488/243 F-G = -352/6 G-H =-154/40 H-1 =-170/191 J-P =-2821671 0-P =-503/357 1-0 =-121/159 BOT CHORD B-N = -590/5 M-N = -586/0 M-Q =-698/1159 L-Q =-698/1159 K-L =-698/1159 K-R =-698/1159 J-R =-69811159 CSI DEFL in (loc) Vdefl TC 0.91 Vert(LL) 0.30 K-M >819 BC 0.89 Vert(TL) -0.55 J-K >439 WB 0.79 Horz(TL) 0.39 P n/a (Matrix) BOTCHORD B-N = -590/5 M-N = -586/0 M-Q =-698/1159 L-Q =-698/1159 K-L =-698/1159 K-R =-698/1159 J-R =-698/1159 WEBS C-N = -82/46 D-M =-358/340 F-K = 0/477 F-J =-1168/679 H-0 =-516/434 C-M =-735/749 NOTES (11-12) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) P considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint B, 1204 lb uplift at joint M and 651 lb uplift at joint P. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 lb down and 265 lb up at 8-9-0, and 49 lb down and 37 Ib up at 2-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. lL WARNINO - Verify design parameters and READ NOTES ON TBIS AND INCLUDED WTEE REFERENCE PAGE AW-7473 REPORE USE H14575261 2010 Page I I Scale = P Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 157 lb 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-90, C-E=-92(F=-2), E-H=-90, H-I=-90, B-N=-20, N-Q=-20(F=-0), K-Q=-20, K-R=-60, J-R=-20 Concentrated Loads (lb) Vert: N=-49(F) Q=-353(F) Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporotion of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 11CSI1 Building Component Safety Inf0rma80n avalable from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRLqmw 8850 Trussway Blvd. Orlando, FL 32824 NUP (407) 857 2777 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King Colony H1 FCK-C RC19 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:01 2010 -1-40 10-9-0 1SS9 23-6-8 27-2-8 1-4-11 4-6.8 6-2-8 SB-9 7-a15 3-&0 G 4Xb " 5x4 = 3x5 = 3x4 = 5x8 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-K, E-H REACTIONS (lb/size) K = 1994/0-2-6 0-5-8 B = 118/G-1-8 G-5-8 M = 111210-1-8 0-5-8 Max Horz B = 837(LC 6) Max Uplift K = -1041(LC 6) B = -161(LC 4) M = -598(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-4451578 C-D =-671/916 D-E =-1207/126 E-F =-339/42 F-G =-166/187 H-M =-234/599 L-M =-499/353 G-L =-123/156 BOT CHORD B-K = -395/0 J-K =-528/825 I-J =-528/825 I-N =-561/959 H-N =-561/959 WEBS C-K =-9071715 D-K =-2055/756 D-I =-371217 CSI DEFL in (loc) I/defl TC 0.80 Vert(LL) 0.15 B-K >489 BC 0.88 Vert(TL) -0.56 H-1 >433 WB 0.62 HOrz(TL) 0.36 M n/a (Matrix) WEBS E-1 = 0/363 E-H =-955/532 F-L =-508/425 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Bearing atjoint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1041 lb uplift at joint K, 161 lb uplift at joint B and 598 lb uplift at joint M. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purins at oc spacing indicated, fastened to truss TC w/'2-1 Od nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Tu L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 165 lb IL WARNING - Veer{ fg design parameters and READ NOTES ON THIS AND INCLUDED M7TEE REFERENCE PAGE AW-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Scale = d A James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H14575281 FCK-C RC20 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:012010 Page 1 - 4-012-9-0 19.4-4 z3-Ei8 27-2-8 1--4-0 6-6-8 E2-8 r>7-4 42-4 3 0 G Scale = 1:54.4 1 4XD 1 L 2411 4X9 = 3x5 = US = 1.5x4 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 9-6-2 oc bracing: I-K. WEBS 1 Row at midpt G-1 REACTIONS (lb/size) B = 36/0-1-8 0-5-8 L = 2102/0-2-8 0-5-8 N = 1097/0-1-8 0-5-8 Max Harz B = 837(LC 6) Max Uplift B =-229(LC 4) L =-1080(LC 6) N =-590(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0160 B-C =-6021946 C-D =-909/220 D-E =-1241/272 E-F =-718/279 F-G =-513/290 H-N = 0/73 M-N =-1081/608 G-M =-1088/613 BOT CHORD B-L = -681 /0 K-L = -60810 J-K =-419/652 J-O =-419/652 0-P =-419/652 I-P =-419/652 H-1 = -41 /20 WEBS C-L =-1951/958 CSI DEFL in (loc) I/deft L/d TC 0.62 Vert(LL) 0.19 B-L >396 240 BC 0.54 Vert(TL) 0.16 B-L >471 180 WB 0.73 Horz(TL) -0.12 N n/a n/a (Matrix) WEBS C-K =-466/1800 D-K =-1110/520 E-1 =-6611613 G-1 =-614/1096 E-K =-305/453 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. It; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint B, 1080 lb uplift at joint L and 590 lb uplift at joint N. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard N PLATES GRIP MT20 244/190 Weight: 175 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 '® WARNING - verify design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457529 FCK-C RC21 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MMek Industries, Inc. Tue Aug 10 13:55:012010 Page 1 -1-4-0 43.4 8-8'-8 14-8-0 19-6-0 23-8-8 27-2-8 1-40 43-4 43-4 6-&8 24 4-0-8 3-&A -' H Scale = 1:57.1 1 4x6 = M 5x4 = 3x5 = 3x5 = 1.5x4 II 3x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F-J, H-J REACTIONS (lb/size) B = 242/0-1-8 0-5-8 M = 1833/0-2-3 0-5-8 0 = 1175/0-1-8 0-5-8 Max Horz B = 837(LC 6) Max Uplift B =-191(LC 6) M =-988(LC 6) O =-610(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/60 B-C =-331/320 C-D =-384/585 D-E =-1042/194 E-F =-1332/351 F-G =-499/130 G-H =-312/151 1-0 = -72/5 N-0 =-12371607 H-N =-1246/613 BOT CHORD B-M = -409/0 L-M =-426/184 K-L =-426/184 K-P =-429/678 P-Q =-429/678 J-Q =-429/678 1-J = -35/9 WEBS C-M =-352/377 D-M =-1562/707 D-K =-197/1116 CSI DEFL in (loc) I/deft Ud TC 0.65 Vert(LL) 0.14 B-M >534 240 BC 0.65 Vert(TL) 0.13 B-M >585 180 WB 0,84 Horz(TL) -0.07 0 n/a n/a (Matrix) WEBS E-K =-1080/492 F-K =-3061743 F-J =-795/605 H-J =-498/1084 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint B, 988 lb uplift at joint M and 610 lb uplift at joint 0. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 0 m a PLATES GRIP MT20 244/190 Weight: 183 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TINS AND 1NCLlJDED MITER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design Is based only upon parameters shown. and Is for on individual building component. Houston, on,AlcT 77 Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony FCK-C RC22 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013 -1-4-0 53-4 10-6.8 1s-3o za1-z3-8-9 27-2-8 1-4-0 53-4 5-3-4-4 a-2-8 3-4-11z2 H 4xa — - 3x4 = 3x5 = 5x8 = 5x7 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOTCHORD 2 X 4 SYP N0.2 `Except' B2: 2 X 4 SYP No.t WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 4 SYP No.2, W3: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 1 Row at midpt F-J, F-I REACTIONS (lb/size) B = 1709/0-2-0 0-4-0 N = 1695/0-1=8 0-5-8 Max Horz B = 837(LC 6) Max Uplift B =-720(LC 6) N =-615(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-2625/891 C-D =-2321/844 D-E =-1722/541 E-F =-20701705 F-G =-192/40 G-H = -31/9 I-N =-650/1406 M-N =-281/194 H-M =-289/197 BOTCHORD B-L =-1398/2149 L-0 =-1023/1667 O-P =-1023/1667 K-P =-1023/1667 J-K =-1023/1667 J-Q =-555/1013 Q-R =-555/1013 I-R =-55511013 WEBS C-L =-387/415 D-L =-255/572 D-J =-21/265 E-J =-1367/605 F-J =-74711865 CSI DEFL in (loc) I/deft L/d TC 0.72 Vert(LL) -0.36 I-J >889 240 BC 0.84 Vert(TL) -0.74 I-J >431 180 WB 0.94 Horz(TL) -0.12 N n/a n/a (Matrix) WEBS F-I =-1584/880 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Bearing atjoint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 720 lb uplift at joint B and 815 lb uplift at joint N. 7) Following joints to be plated by qualified designer. Joint(s) M, N, not plated. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 175 lb H14575301 2010 Page James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TNIS AND niAmuDED BOTER REFERENCE PAGE my--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77D93 Applicability of design parameters and proper incorporation ofcomponent is responsibTrty of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway BIW. Indsm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orianrio, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarrly Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. FCK-C RC23 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:02 -1-4-0 , 6-3-4 12-0 18-9-0 23-& 27-2-8 1-4-0 5r34 6-3-4 6-2-8 49.8 0 H B LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.2 WEDGE Left: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 1 Row at midpt F-I REACTIONS (lb/size) B = 1726/0-2-1 0-5-8 N = 1697/0-1-8 0-5-8 Max Horz B = 837(LC 6) Max Uplift B =-724(LC 6) N =-813(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-2593/857 C-D =-2368/917 D-E =-2349/949 E-F =-14861541 F-G =-243/43 G-H =-115/128 I-N =-520/1260 M-N =-425/286 H-M =-152/159 BOT CHORD B-L =-1348/2106 L-O =-883/1509 K-O =-883/1509 K-P =-883/1509 J-P =-883/1509 J-Q =-667/1271 Q-R =-667/1271 I-R =-667/1271 WEBS C-L =-480/508 3x4 = 3x5 = 3x4 = CSI DEFL in (loc) I/deft Ud TC 0.71 Vert(LL) -0.39 I-J >814 240 BC 0.90 Vert(TL) -0.88 I-J >360 180 WB 0.88 Horz(TL) -0.25 N n/a n/a (Matrix) WEBS E-L =-479/746 E-J =-58/343 F-J =-216/555 F-I =-1600/822 G-M =-370/290 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing atjoint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint B and 813 lb uplift at joint N. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard N 48 11 PLATES GRIP MT20 244/190 Weight: 176 lb H14575311 Scale = 1:55.0 N V7 O_ d or "5 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - V fy design parameters and READ NOTES ON THIS AND INCLUDED M1TEE REFERENCE PAGE MII-7473 EEPORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control- storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5a3 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type City Ply Fort King Colony H1 FCK-C RC24 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:02 2010 -1-4-0 7-9.7 14-6-8 23-6-8 27-2-8 1-4-0 7-9.7 E-9-1 64-8 2.9-8 3-8-0 H 4x6 = _ _ 1.5x4 II 3x5 3x8 5x7 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/fP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 "Except' W3: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt C-J, F-I REACTIONS (lb/size) B = 1635/0-1-15 0-5-8 N = 1640/0-1-8 0-5-8 Max Horz B = 837(LC 6) Max Uplift B = -724(LC 6) N = -813(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-2356/794 C-D =-1434/466 D-E =-1259/497 E-F =-1118/501 F-G =-170/48 G-H = -27/7 I-N =-660/1368 M-N =-265/189 H-M =-272/192 BOT CHORD B-L =-1259/1878 K-L =-1259/1878 J-K =-1259/1878 J-O =-485/850 O-P =-485/850 I-P =-485/850 WEBS C-L = 0/363 C-J =-882/664 F-J =-349/678 F-I =-1456/846 E-J = 0/191 CSI DEFL in (loc) 1/defl L/d TC 0.91 Vert(LL) -0.38 I-J >843 240 BC 0.92 Vert(TL) -0.68 I-J >468 180 WB 0.74 Horz(TL) -0.11 N n/a n/a (Matrix) NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint B and 813 lb uplift at joint N. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:54.0 N m W PLATES GRIP MT20 244/190 Weight: 173 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNG - verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid foruse only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members my. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLSOM erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and li Building Component (407) 857 27T7 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53779. Type IOty IPly I Fort King Colony H1457533 FCK-C RC25 HIP 1 1 Job Referenceoptional) Trllssway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:03 2010 Page 1 -1-4-0 3-6-0 7-0.0 11-11-8 1511-0 20.50 23-11-0 253-0 1-4-0 3-SO 3-SO 411-8 4-11-8 3-SO Scale = 1:43.8 5x7 % 2x6 II Sx7 zZZ D E F 5x4 = 3x10 MT20H = 3x8 = LOADING (psf) SPACING 2-0-0 TILL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BILL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2:2X4SYP SS BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. REACTIONS (lb/size) B = 2759/0-3-4 0-5-8 H = 2759/0-3-4 0-5-8 Max Horz B = -239(LC 3) Max Uplift B = -1730(LC 5) H = -1730(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0160 B-C =-4531/2773 C-D =-4338/2791 D-E =-4446/2982 E-F =-4446/2982 F-G =-4338/2791 G-H =-4531/2774 H-1 = 0/60 BOTCHORD B-M =-2478/3743 L-M =-245813667 K-L =-2458/3667 J-K =-2273/3667 H-J =-2240/3743 WEBS C-M =-277/119 D-M =-492/908 D-K =-928/1075 E-K =-1077/1145 F-K =-929/1075 F-J =-4931908 G-J =-278/120 CSI DEFL in (loc) I/deft TC 0.81 Vert(LL) 0.25 K >999 BC 0.85 Vert(TL) -0.39 K-M >717 WB 0.69 Horz(TL) 0.16 H n/a (Matrix) NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1730 lb uplift at joint B and 1730 lb uplift at joint H. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 lb down and 531 lb up at 16-11-0, and 706lb down and 531 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-D=-90, D-F=-192(F=-102), F-I=-90, B-M=-20, J-M=-43(F=-23), H-J=-20 5x4 = Ud PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Weight: 128 lb Standard Concentrated Loads (lb) Vert: M=706(F) J=-706(F) James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, on, T 7 ig N 9 N Po P 9 P Houston.6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmwway Blvd. IRLBOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type Fort King Colony 1 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:03 2010 Page 1 -1-4.0 4.8-0 9-0-0 14-11-0 19-5-0 2311-0 25-3-0 1-4-0 tH 4-6-0 5-11-0 4-6-D 4-6-0 1-4-0 Scale = 1:43.8 5x8 5x8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. REACTIONS (lb/size) B = 1555/0-1-13 0-5-8 G = 1555/0-1-13 0-5-8 Max Harz B = 305(LC 5) Max Uplift B =-675(LC 6) G =-675(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-2304/811 C-D =-1943/654 D-E =-1573/633 E-F =-1943/654 F-G =-23041811 G-H = 0/60 BOT CHORD B-K =-678/1878 J-K =-418/1573 1-J =-418/1573 G-1 =-507/1878 WEBS C-K =-385/404 D-K =-811454 E-I = -81 /454 F-I =-385/405 NOTES (8.9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3x4 = 3x5 = 3x4 = CSI DEFL in (loc) I/defi Ud TC 0.59 Vert(LL) 0.48 B-K >585 240 BC 0.81 Vert(TL) -0.49 B-K >579 180 WB 0.18 Horz(TL) 0.08 G n/a n/a (Matrix) 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint B and 675 lb uplift at joint G. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard to PLATES GRIP MT20 244/190 Weight: 110 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNG - Ver(/g design parameters and READ NOTES ON THIS AND INCLr7DED AfITEE REFERENCE PAGE MU.7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 681 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, OSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457535 FCK-C RC27 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32B24 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:04 2010 Page 1 -1-4-0 5-6-0 11-0-o 12-11-0 18-&0 23-11-0 25.3A 1-4-0 5-6-0 5.6.0 1-11-0 5.8-0 5-6-0 5x7 5x7 Scale = 1:43.8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-4-14 oc bracing. REACTIONS (lb/size) B = 1508/0-1-12 0-5-8 G = 1509/0-1-12 0-5-8 Max Horz B =-370(LC 4) Max Uplift B =-695(LC 6) G =-695(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-2215/827 C-D =-1896/771 D-E =-1263/644 E-F =-18981771 F-G =-2216/827 G-H = 0/60 BOTCHORD B-K =-698/1793 K-L =-277/1263 J-L =-277/1263 1-1 =-277/1263 G-1 =-517/1795 WEBS C-K =-460/467 D-K =-285/639 E-1 =-285/642 F-I =-460/467 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. lq 0 3x4 = 3x5 = 3x4 = — CSI TC 0.60 BC 0.66 WB 0.26 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.18 I-K >999 240 Vert(TL) -0.31 I-K >900 180 Horz(TL) 0.07 G n/a n/a PLATES GRIP MT20 244/190 Weight: 114 lb 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint B and 695 lb uplift at joint G. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. / LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL $2824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457536 FCK-C RC28 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:55:04 2010 Page 1 -1-4-0 5.11-12 11-11-6 17-11-4 23-11-0 25-3-0 1-4-0 5-11-12 5-11-12 5.11-12 5.11-12 1-4-0 Scale = 1:43.1 D I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-5-14 oc bracing. REACTIONS (lb/size) B = 150610-1-12 0-5-8 F = 150510-1-12 0-5-8 Max Horz B =-401(LC 4) Max Uplift B =-703(LC 6) F =-703(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/60 B-C =-2202/824 C-D =-1936/856 D-E =-1932/856 E-F =-2198/824 F-G = 0/60 BOT CHORD B-J =-695/1775 1-1 =-260/1172 I-K =-260/1172 H-K =-26011172 F-H =-524/1771 WEBS C-J =-467/481 D-J =-3851765 D-H =-385/758 E-H =-467/481 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3x4 = 3x5 = 3x4 = CSI DEFL in (loc) I/deft L/d TC 0.65 Vert(LL) -0.20 H-J >999 240 BC 0.68 Vert(TL) -0.35 H-J >796 180 WB 0.45 Horz(TL) 0.07 F n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint B and 703 lb uplift at joint F. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 116 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED AGTEE REFERENCE PAGE IIW-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando. FL 12824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QualBy Crifedo, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5a3 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H145753 FCK-C RC29 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:04 2010 Page -1-4-0 5-11-11-8 18$10 19-52 2311-0 1-4-0 511-121112 511-12 47.2 2-10-8 4514 oA 'Plate Offsets LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 `Except* W6: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. REACTIONS (lb/size) 8 = 1511/0-1-13 0-5-8 M = 1320/0-1-8 0-5-8 Max Horz B = 463(LC 6) Max Uplift B = -684(LC 6) M = -469(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-2226f783 C-D =-19931851 D-E =-1968/756 E-F =-1664/601 F-G =-105/38 H-L =-411/1207 G-L = 41111207 BOT CHORD B-K =-919/1793 K-N = 485/1172 N-0 =-485/1172 J-0 = 485/1172 I-J =-485/1172 H-I =-424/1135 WEBS C-K =-463/484 D-K =-415/813 D-1 =-271/862 E-1 =-1229/532 F-I =-316/930 F-H =-1550/581 G-M =-1481/555 L-M =-262/672 3x4 = 3x5 = 3x8 = CSI DEFL in (loc) I/deft TC 0.91 Vert(LL) -0.25 I-K >999 BC 0.75 Vert(TL) -0.50 I-K >566 WB 0.94 Horz(TL) 0.07 M n/a (Matrix) NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 684 lb uplift at joint B and 469 lb uplift at joint M. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 5rale = 1:43.V 1 5X6 = Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 136 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARND1ro - v.Hb design panamelen and READ Moms oN TTIIs AND INCLUDED BDTER REFERENCE PAGE MR-7473 BEPORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qtzpp fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. King Colony H1457538 FCK-C RC30 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:05 2010 Page 1 511-12 11- 1-8 1 8 14 1IL 3.11-0 - 511-12 511-12 2-7-D 1 2 51-7 42-15 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W5: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-9-9 oc bracing. REACTIONS (lb/size) A = 989/Mechanical H = 1493/0-1-12 0-5-8 L = 448/0-1-8 0-5-8 Max Harz A = 447(LC 6) Max Uplift A =-386(LC 6) H =-766(LC 7) L _-309(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1509/549 B-C =-1218/530 C-D =-765/441 D-E =-133/49 E-F =-111/72 G-K-237/151 F-K =-237/151 BOT CHORD A-J =-795/1231 J-M =-292/510 I-M =-292/510 I-N =-292/510 H-N =-2921510 H-0 =-72/111 G-O =-72/111 WEBS B-J =-580/555 C-J =-399/845 D-H =-1101/579 E-H =-261/326 F-L =-490/392 K-L =-147/261 C Scale = 1:42.4 r- d N L 3x5 = 3x6 = H 3x4 = 2x6 II CSI DEFL in (loc) I/deft TC 0.98 Vert(LL) -0.25 H-J >815 BC 0.69 Vert(TL) -0.50 H-J >412 WB 0.73 Horz(TL) 0.53 L n/a (Matrix) NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint A, 766 lb uplift at joint H and 309 lb uplift at joint L. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 121 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type Ply I Fort King Colony H1457539 FCK-C RC31 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:05 2010 Page 1 6- -8 1 14-11-8IL 1-40 2-10-0 3-3-8 47-2 42-14 (?- 5-1-4 8-10-0 Scale = 1:50.8 4xa � _ � 2r4 I 4x5 = 4x6 3x4 = 3x9 = 3x5 = 1.5x4 I I 1.5x4 I I Plate ffse LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/rPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W9: 2 X 6 SYP No.2, W8: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 1 Row at midpt D-M, G-J REACTIONS (lb/size) B = 1630/0-1-15 0-5-8 J = 173810-2-1 0-5-8 Q = 286/0-1-8 0-5-8 Max Horz B = 580(LC 5) Max Uplift B =-795(LC 5) J =-882(LC 6) Q =-329(LC 3) Max Grav B = 1630(LC 1) J = 1738(LC 1) Q = 289(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/65 B-C =-2592/1012 C-D =-3675/1487 D-E =-18741694 E-F ' =-973/377 F-G =-760/395 G-H = -20/26 1-0 =-113/102 H-Q =-244/215 BOT CHORD B-P =-1279/2147 CSI DEFL in (too) I/defi TC 0.75 Vert(LL) 0.14 0 >999 BC 0.80 Vert(TL) -0.29 M-0 >832 WB 0.78 Horz(TL) 0.06 J n/a (Matrix) BOT CHORD P-R =-1275/2130 O-R =-1275/2130 N-O =-1870/3705 M-N =-1878/3714 L-M =-877/1565 L-S = -26/20 K-S = -26/20 J-K = -26/20 I-J = -26/20 WEBS D-0 =-436/211 E-L =-1175/707 D-M =-2293/1068 G-J =-1511/786 G-L =-598/1164 F-L = 0/140 C-0 =-660/1747 C-P =-94/274 E-M =-346/887 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) Q considers parallel to grain value using ANSIrl-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint B, 882 lb uplift at joint J and 329 lb uplift at joint Q. 8) Following joints to be plated by qualified designer: Joint(s) Q, not plated. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 170 lb 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 450 lb down and 276 lb up at 5-8-0, and 70 lb down and 43 Ito up at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-90, C-D=-90, D-F=-90, F-H=-90, B-S=20, J-S=-60, I-J=-20 Concentrated Loads (lb) Vert: P=-70(F) R=-450(F) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type Job ITruss Qty, Ply Fort King Colony FCK-C I RC32 (SPECIAL I1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:05 2010 Page r -1-40 410.0 8-1-8 12-4-5 16-8-0 21-8.8 27-2-8 1-4.0 4-100 338 42-13 43.11 S0.8 5-8.0 F G H 4x4 i 3x4 = 3x5 = 4x8 = 3x4 = 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 'Except' W8: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-10-9 oc bracing. WEBS 1 Row at midpt F-J REACTIONS (lb/size) B = 1334/0-1-9 0-5-8 J = 1676/0-2-0 2-3-8 0 = 208/0-1-8 0-5-8 Max Horz B = 664(LC 6) Max Uplift B =-616(LC 6) J =-691 (LC 6) 0 =-159(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-18631637 C-D =-1808/675 D-E =-1292/387 E-F =-1173/479 F-G = -2/3 G-H = -1/2 1-0 = 0/64 N-0 =-196/173 H-N =-198/175 BOT CHORD B-M =-998/1483 L-M =-1138/2054 K-L =-1138/2054 K-P =-324/582 P-Q =-324/582 J-Q =-324/582 I-J = -2/1 WEBS C-M =-102/654 D-M =-4961181 D-K =-1111/571 CSI DEFL in (loc) I/defi L/d TC 0.50 Vert(LL) -0.12 J-K >999 240 BC 0.66 Vert(TL) -0.24 K-M >999 180 WB 0.89 Horz(TL) 0.06 J n/a n/a (Matrix) WEBS E-K =-3861392 F-K =-555/1134 F-J =-1082/601 G-J =-542/471 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint B, 691 lb uplift at joint J and 159 lb uplift at joint O. 7) Following joints to be plated by qualified designer. Joint(s) N, 0, not plated. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard F7 PLATES GRIP MT20 244/190 Weight: 168 lb H14575401 Scale = 1:51.0 r Z(L James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARMNO - Vent jy design P--t- and READ NOTES ON TBIS AND INCLUDED AUTEK REFERENCE PAGE 1W-7473 BEFORE rlSE. Engineering Department 9411 Alcorn St' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support"of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLOSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony FCK-C RC33 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:0f 6-10.0 10-1-8 14-4-0 18-9-D zz-z-4 z7-2-B s-10-0 339 4-z-6 a4-D 3-6-4 s-0.4 G H 4xti — 3x5 = . , y . 3x4 = 3x4 = 5x4 = 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 `Except` T4: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 `Except* W6: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-11-2 oc bracing. WEBS 1 Row at midpt E-J, G-J REACTIONS (lb/size) B = 1361/0-1-10 0-5-8 J = 1714/0-2-0 0-5-8 0 = 13010-1-8 0-5-8 Max Horz B = 752(LC 6) Max Uplift B =-596(LC 6) J =-808(LC 6) 0 =-142(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0160 B-C =-1845/544 C-D =-1450/586 D-E =-1244/336 E-F =-177/29 F-G = -0/1 G-H = -0/1 1-0 = 0/47 N-0 =-1161150 H-N =-117/152 BOT CHORD B-M =-962/1436 L-M =-93111624 K-L =-931/1624 K-P =-607/1058 J-P =-607/1058 1-1 = -1/0 WEBS C-M = 0/420 D-M =-283/41 E-J =-1355/776 CSI DEFL in (loc) I/deft L/d TC 0.77 Vert(LL) 0.11 B-M >999 240 BC 0.57 Vert(TL) -0.23 J-K >999 180 WB 0.67 Horz(TL) 0.15 0 n/a n/a (Matrix) WEBS G-J =-685/460 E-K =-234/823 D-K =-799/456 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift at joint B, 808 lb uplift at joint J and 142 lb uplift at joint 0. 7) Following joints to be plated by qualified designer: Joint(s) N, 0, not plated. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 165 lb H1457541 2010 Page cale 1:49.9 r N James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - Verib design j---t-. and READ NOTES oN nus AND INCLUDED =TEE REFERENCE PAGE AU-7473 BEFORE USE. Engineering Department Design valid for use on with MiTek connectors. This design is based on upon parameters shown. and is for an individual building 9411 on,AlcT 77 9 N 9 H Po p ngcomponent. Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLUM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Fort King Colony FCK-C I RC34 ISPECIAL I1 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013 4 8-10. -1-8 8- 1.4.0 4-5-0 4-5-0 3-3-8 3-?-8 11- 43-11 6-6-8 H LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 'Except' W6: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-8-10 oc bracing. WEBS 1 Row at midpt F-J, G-J REACTIONS (lb/size) B = 1366/0-1-10 0-5-8 J = 1524/0-1-13 0-5-8 0 = 304/0-1-8 0-5-8 Max Horz B = 839(LC 6) Max Uplift B =-569(LC 6) J =-897(LC 6) 0 =-348(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1925/620 C-D =-1559/450 D-E =-1258/471 E-F =-1020/213 F-G =-188/44 G-H = -5/8 1-0 =-157/67 N-0 =-276/252 H-N =-280/256 BOTCHORD B-M =-1178/1581 L-M =-762/1285 K-L =-762/1285 K-P =-497/834 J-P =-497/834 1-1 = -8/5 WEBS C-M =-379/378 D-M = 0/400 E-M =-159/56 F-J =-1169/687 G-J =-4841331 3x8 = 3x5 3x4 = 5x6 = 1.5x4 II CSI DEFL in (loc) I/deft L/d TC 0.52 Vert(LL) -0.12 B-M >999 240 BC 0.64 Vert(TL) -0.33 B-M >778 180 WB 0.56 Horz(TL) 0.06 0 n/a n/a (Matrix) WEBS F-K =-328/898 E-K =-818/481 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint B, 897 lb uplift at joint J and 348 lb uplift at joint 0. 7) Following joints to be plated by qualified designer: Joint(s) N, 0, not plated. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 182 lb Page James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Ver iji, design parameters and READ NOTES ON TIUS AND INCLUDED MITER REFERENCE PAGE am--7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design B based only upon parameters shown. and is for an individual building component. 9411 on,AlcT 7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 6 77093 is for lateral support of individual web members on Additional temporary bracing to insure stobT during construction is the responsibility 8850 Trussway sway PPo N Papo 9 N n9 ponsiding of the Orlando, doussway 24 erector. Additional permanent bracing of the overall structure is the responsbTty, of the building designer. For general guidance regarding Onantlo, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quarry Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457543 FCK-C RC35 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:07 2010 Page 1 -1-4-0 5-11-4 10.10-0 14-1-a 19-4-s 20.7a z7-z-9 1-4-0 511-0 4-10-12 33-a 4-2-13 z-3-z s-7-1 G R LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 "Except' W5: 2 X 6 SYP No.2 WEDGE Left: 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt F-H, E-1, F-I REACTIONS (lb/size) B = 1512/0-1-13 0-5-8 1 = 61610-1-8 0-5-8 M = 134810-1-80-5-8 Max Harz B = 837(LC 6) Max Uplift B =-726(LC 6) 1 =-170(LC 4) M =-783(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-2116/877 C-D =-1653/688 D-E =-13111678 E-F =-1090/581 F-G = -19/3 H-M =-66611068 L-M =-274/258 G-L =-280/262 BOTCHORD B-K =-1367/1736 J-K =-961/1311 J-N =-961/1311 I-N =-961/1311 1-0 =-418/552 O-P =-418/552 H-P =-418/552 WEBS C-K =-524/491 3x4 = 3x5 3x4 = 4x7 = CSI DEFL in (loc) I/deft L/d TC 0.79 Vert(LL) -0.32 B-K >643 240 BC 1.00 Vert(TL) -0.94 B-K >217 180 WB 0.68 Horz(TL) -0.09 M n/a n/a (Matrix) WEBS D-K =-173/531 F-H =-1053/826 E-1 =-1114/749 F-I =-675/861 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) M considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726 lb uplift at joint B. 170 lb uplift at joint I and 783 lb uplift at joint M. 7) Following joints to be plated by qualified designer. Joint(s) L, M, not plated. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 172 lb N James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEN REFERENCE PAGE BM-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consuit ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. r� Type Fort King Colony H14575441 FCK-C I RC36 IROOF TRUSS 1 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:07 2010 Page 11-8.0 14-11-8 21-9.9 2-8.8 27-2-8 1-4-0 5.10.0 5-10.0 3.3.8 &10.0 24 , 2I G q1A axa — 3x4 = 3x5 = 6x8 = 4x8 = LOADING (psf) SPACING 2-G-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W5: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-I, F-I REACTIONS (lb/size) B = 1000/0-1-8 0-5-8 1 = 2010/0-2-6 0-5-8 M = 431/0-1-8 0-5-8 Max Horz B = 837(LC 6) Max Uplift B = -389(LC 6) I = -908(LC 6) M = -316(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1226/238 C-D =-883/184 D-E =-249/142 E-F =-231/398 H-M =-78/148 L-M =-276/256 G-L =-283/260 F-G = -19/3 BOT CHORD B-K =-831/951 K-N =-381/360 J-N =-381/360 J-O =-381/360 1-0 =-381/360 I-P = -71/9 P-Q = -71/9 H-Q = -71/9 WEBS C-K =-491/494 D-K =-319/672 D-I =-799/609 CSI DEFL in (loc) I/deft L/d TC 0.57 Vert(LL) -0.30 H-I >381 240 BC 0.84 Vert(TL) -0.56 H-I >202 180 WB 0.40 Horz(TL) -0.06 M n/a n/a (Matrix) WEBS F-H = 0/138 E-I =-277/195 F-I =-744/366 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joints) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint B, 908 lb uplift at joint 1 and 316 lb uplift at joint M. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard M PLATES GRIP MT20 244/190 Weight: 183 lb v James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE bffi-7473 BEPORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsus ibility of the 8850 Trussway Blvd. TRLquw erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI/TPII Quality Criteria, DSB-S9 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King Colony H1457545 FCK-C RC37 ROOF TRUSS 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:55:07 2010 Page 1 0 -11 18- - 17 1 8 -8-8 - -8 1-4A 610.0 6-10.0 3-38 0. 218 8 2-11-0 9-1 3-8-1 K Scale = 1:56.1 5x6 3x5 = 4.6 v 2r 7.CO F12 E 3x5 = x I 4 F 4 N 3x5 0 i m D Vitt o 1.5x4 C o Q d Yi4 B 0 3x5 i 3x4 = 3x5 =gxg = 4x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E-M, G-M, G-L REACTIONS (lb/size) M = 216510-2-9 0-3-8 B = 960/0-1-8 0-5-8 Q = 344/0-1-8 0-3-8 Max Horz B = 826(LC 6) Max Uplift M = -1008(LC 6) B = -354(LC 6) Q = -269(LC 5) Max Grav M = 2165(LC 1) B = 960(LC 1) Q = 478(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/60 B-C =-1112/134 C-D =-864/198 D-E =-688/229 E-F =-271/285 F-G =-266/427 G-H = -31/1 H-J =-257/249 H-1 =-309/263 L-Q =-321153 P-Q =-3191236 J-P =-326/238 J-K =-231/180 I-K =-269/255 BOT CHORD B-0 =-711/837 CSI TC 0.78 BC 0.85 WB 0.86 (Matrix) DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.25 L-M >452 240 MT20 244/190 Vert(TL) -0.51 L-M >222 180 Horz(TL) -0.04 Q n/a n/a BOTCHORD O-R =-182/118 R-S =-182/118 N-S =-182/118 M-N =-182/118 M-T = -70/23 T-U = -70123 L-U = -70/23 WEBS E-M =-9701752 E-0 =-5341913 C-0 =-577/581 G-M =-840/434 G-L =-15/156 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1008 lb uplift at joint M, 354lb uplift at joint B and 269 lb uplift at joint Q. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. Weight: 181 lb 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Q WARNING - Verify design pa,ameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD--7473 BEFORE USE. Engineering Department Design valid for use o with M7ek connectors. This design is based on upon parameters shown, and is for an individual building component. 9411 on,AloT 7 9 only 9 N Po P 9 P Houston, 6977093 Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6800 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the 8850 Trussway Blvd. TRLSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quardy Criteria, DSB-89 and BCSII BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457546 FCK-C RC38 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:08 2010 Page 1 -140 5-0-0 10.1-15 1s-s-10 20-11-0 1 I SO-0 51-15 5311 55-6 Scale = 1:37.5 I 5x4 = 3x10 MT20H = 5x6 = D E F 4xr — 1.5x4 II _o — 3x4 = 3x4 = 6x7 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP SS, T3: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-4-13 oc bracing. WEBS 1 Row at midpt F-H REACTIONS (lb/size) H = 1921/0-2-4 0-3-8 B = 1977/0-2-5 0-" Max Harz B = 300(LC 5) Max Uplift H =-1831(LC 3) B =-1567(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-3123/2546 C-D =-3489/3221 D-E =-2692/2541 E-F =-2692/2541 F-G = -64/63 G-H =-354/354 BOTCHORD B-L =-2158/2554 K-L =-2139/2531 J-K =-2139/2531 1-1 =-3222/3488 H-1 =-2541/2692 WEBS C-L =-397/472 C-J =-1250/1105 D-J =-372/457 D-I =-9131781 F-I =-546/627 F-H =-3015/2844 CSI DEFL in (loc) I/deft TC 0.95 Vert(LL) 0.26 I-J >958 BC 0.77 Vert(TL) -0.30 I-J >814 WB 0.86 Horz(TL) 0.11 H n/a (Matrix) NOTES (10-11) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1831 lb uplift at joint H and 1567 lb uplift at joint B. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 241 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-90, C-G=-151(F=-61), B-L=-20, H-L=-34(F=-14) Concentrated Loads (lb) Ud PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Standard Vert: L=-321 (F) Weight: 107 Ib James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 ® WARMNG - 7er f, design parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TP11 Quarrly Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information ovailable from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. t 1 1 1 1 1 1 1 1 1 1 1 1 Job Truss Truss Type City Ply Fort King Colony FCK-C RC39 MONO HIP 1 1 Job Reference o tional Trussway, Orlando, FL 32B24 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 101 11-0-0 15-11-8 20-11-0 1-4-0 fr2-7 49.9 411-8 411-8 Z LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.t WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. WEBS 1 Row at midpt F-G, E-G REACTIONS (lb/size) G = 1243/0-1-8 0-3-8 B = 1313/0-1-9 0-5-8 Max Horz B = 561(LC 6) Max Uplift G =-513(LC 5) B =-588(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/60 B-C =-1770/598 C-D =-1299/428 D-E =-1012/450 E-F = -25/2 F-G =-180/148 BOT CHORD B-I =-84711405 H-I =-3181705 H-J =-318/705 G-J =-318/705 WEBS C-1 =-4871485 D-I = 0/268 E-I =-235/514 E-G =-1141/532 4x6 3x4 = 1.5x4 II D E F 3x8 = 3x5 = CSI DEFL in (lac) I/defl TC 0.52 Vert(LL) -0.32 G-I >761 BC 0.84 Vert(TL) -0.65 B-I >382 WS 0.38 Horz(TL) 0.04 G n/a (Matrix) NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint G and 588 Ib uplift at joint B. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 3x5 = Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 118 lb H14575471 2010 Page 1l Scale = 1:42.7 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE b1111-7473 BEFORE USE. Engineering Department Design valid for use only with MT9411 Alcom St.ek connectors. This design is based only upon parameters shown, and for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway BtW TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 fety SaInformation available from Tnns Plate Institute. 583 D'Onoino Drive. Madison, WI 53719. H1457W I FCK-C IRC40 IMONO HIP 11 1 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:08 2010 Page 1-4-0 6-6-0 6-6-0 4-5-0 3-6-1 G LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. WEBS 1 Row at midpt G-H, F-H REACTIONS (lb/size) H = 1288/0-1-8 0-3-8 B = 1315/0-1-9 0-3-8 Max Horz B = 648(LC 6) Max Uplift H =-520(LC 6) B =-571(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-1825/592 C-D =-1365/425 D-E =-1196/455 E-F =-988/531 F-G = -23/0 G-H =-125/87 BOT CHORD B-J =-933/1457 1-1 =-220/450 I-K =-220/450 H-K =-220/450 WEBS C-J =-572/574 E-J = 0/244 F-J =-468/805 F-H =-10611553 I I Scale = 1:40.5 1 sxo — sxo — 3x6 = CSI TC 0.73 BC 0.86 WB 0.87 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.47 H-J >532 240 Vert(TL) -0.80 H-J >310 180 Horz(fL) 0.03 H n/a n/a PLATES GRIP MT20 244/190 Weight: 125 lb NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint Hand 571 lb uplift at joint B. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance professional engineering responsibility solely for the truss component design shown. truss LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED bUTER REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown; and is for an individual building component. 9411 n, T Houston, 7rn 7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibility of the 8850 Trussway Blvd. IRLOSVW erector. Additional permanent bracing of the overall structure is the responsbility, of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. rype IQty IPly IFort King Colony H1457549 FCK-C RC41 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:09 2010 Page 1 1 SO-011- 1-4-0SS15 411-8 11-8 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 "Except" B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. WEBS 1 Row at midpt H-I, F-I REACTIONS (lb/size) B = 1318/0-1-9 0-3-8 1 = 1274/0-1-8 0-3-8 Max Horz B = 709(LC 6) Max Uplift B =-562(LC 6) 1 =-575(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-1789/562 C-D =-1320/384 D-E =-1178/400 E-F =-1199/468 F-G = -26141 G-H =-155/94 H-1 =-257/157 BOT CHORD B-K =-962/1427 K-L =-332/602 J-L =-332/602 J-M =-332/602 I-M =-332/602 WEBS C-K =-417/371 E-K =-347/382 F-1 =-1054/600 F-K =-4491954 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. Scale = 1:48.6 1 3x8 = 3x5 = 3x5 = CSI DEFL in (loc) I/deft L/d TC 0.53 Vert(LL) -0.32 B-K >785 240 BC 0.86 Vert(TL) -0.90 B-K >275 180 WB 0.69 Horz(TL) 0.04 1 n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint B and 575 lb uplift at joint I. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 128 lb 4�51_1111 - - James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - verify design pannmeters and READ NOTES ON TIDS AND INCLUDED WTEE REPERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for vse only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd, IRLMSM erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available. from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. RC42 IHIP 1 I 1 (Job Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:09 2010 Page 5-8-0 11-4-0 17-a0 ,' . 1 zat'I-0 se-o ss-o s-B-o -o-s z-10-10 5x5 = L _ J 3x4 = 3x5 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. WEBS 1 Row at midpt I-J, D-J REACTIONS (lb/size) A = 1193/0-1-8 0-3-8 J = 1238/0-1-8 0-3-8 Max Horz A = 661(LC 6) Max Uplift A = -413(LC 6) J = -629(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1825/600 B-C =-1377/377 C-D a-11401403 D-E =-270/107 E-F =-809/469 F-G =-920/586 G-H =-902/555 H-1 =-227/135 I-J =-383/225 BOTCHORD A-L =-1044/1491 K-L =-648/1102 K-M =-648/1102 J-M =-648/1102 WEBS B-L =-453/454 D-L =-110/620 D-J =-12991770 E-H =-483/880 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 1.00 Vert(LL) -0.25 A-L >986 240 BC 0.85 Vert(TL) -0.77 A-L >323 180 WB 0.80 Horz(rL) 0.05 J n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint A and 629 lb uplift at joint J. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 11 1 Scale = 1:51.5 1 PLATES GRIP MT20 244/190 Weight: 119 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - V—Vy design pammet s and READ NOTES ON TIUS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute; 583 D'Onofno Drive. Madison, WI 53719. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Job Truss Truss Type Qty Ply Fort King Colony H1457551 FCK-C RC43 FLAT 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 Mi fek Industries, Inc. Tue Aug 10 13:55:09 2010 Page 1 5-1-3 10.5-8 15-9-13 2611-0 i 5.4-5 5-45 5-1-3 5x8 = A 6x7 = B 5x5 = 3x10 M1120H = 6x7 = C D E Scale = 1:36.2 2x6 I I F 2x6 11 6x7 = 3x10 M1120H = G 5x5 = 6x7 = 9x8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20071TP12002 LUMBER TOP CHORD 2 X 4 SYP DSS BOT CHORD 2 X 4 SYP DSS WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 1 Row at midpt A-L, E-G REACTIONS (lb/size) L = 2470/0-2-8 0-3-8 G = 247010-2-8 0-3-8 Max Uplift L =-1046(LC 3) G =-1046(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-L =-2154/966 A-B = 2511/1063 B-C =-3367/1426 C-D =-2512/1064 D-E =-2512/1064 E-F = -42/18 F-G =-193/136 BOT CHORD K-L = -18/43 J-K =-1063/2511 I-J =-1063/2511 H-1 =-142613367 G-H =-1064/2512 WEBS B-K is -1125/627 C-1 =-36/189 E-H =-468/1461 A-K =-1334/3150 B-I =-450/1062 C-H =-1060/449 E-G =-3153/1336 CSI DEFL in (loc) I/deft L/d TC 0.49 Vert(LL) 0.14 H-1 >999 240 BC 0.69 Vert(TL) -0.29 H-1 >866 180 WB 0.81 Horz(TL) 0.07 G n/a n/a (Matrix) NOTES (10-11) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint L = 0%, joint J = 0% , joint A= 0%, joint D= 0%, joint F= 0%, joint G= 0%, joint K= 0%, joint B= 0%, joint I= 0%, joint C= 0%, joint H = 0%, joint E = 0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1046 Ib uplift at joint L and 1046 lb uplift at joint G. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: G-L=-149(F=-129), A-F=-90 PLATES GRIP MT20 244/190 M1120H 187/143 Weight: 125 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - 14—ify dewign parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MIL-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. TRLGSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Cty Ply Fort King Colony H1457552 FCK-C RG44 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:09 2010 Page 1 7-o-a 13-1a12 20-11-0 7-D-4 s-10-a 7-0-4 Scale = 1:36.5 4x5 = 3x4 = 3x5 = 3x5 = 2x6 II A B C D E 3x5 2x6 I I 3x5 = 3x4 = USF LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.06 F-G >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.16 F-G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 HOrz(TL) 0.03 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 127lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) ' This truss has been designed for a live load of BOT CHORD 2 X 4 SYP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2 X 4 SYP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING bottom chord and any other members. TOP CHORD 5) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 4-5 4 oc bearing plate capable of withstanding 564 lb uplift at joint purexcept end verticals. J and 564 lb uplift at joint F. "Semi BOT CHORD T 6) -rigid pttchbreaks with fixed heels" Member end Rigid ceiling directly applied or 8-4 8 oc bracing. fixity model was used in the analysis and design of this WEBS truss. 7) NOTE: Refer to attach Trussway Notes, Appendices 1 Row at midpt A-J, D-F and T-1 sheet for more information. REACTIONS (lb/size) 8) NOTE: The seal on this drawing indicates acceptance J = 1134/0-1-8 0-3 8 of professional engineering responsibility solely for the F 1134/0-1-8 0-3-8 truss component design shown. Max Uplift LOAD CASE(S) J =-564(LC 4) Standard F =-564(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-1071/591 A-B =-11121553 B-C =-1113/553 C-D =-1113/553 D-E = -30/15 E-F =-268/192 BOTCHORD I-J = -15H-1 =-553111 /// G-H =-553/13/1112 F-G =-55311113 WEBS A-1 =-670/1347 B-I =-660/475 7 B-G = -0/1 D-G = 0/291 D-F =-1348/670 James K Meade, P.E. NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); Florida P.E. No.16015 TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; 9411 Alcorn Street enclosed; MWFRS (low-rise) gable end zone and C-C Houston, TX 77093 Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom August 11,20 chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTF.H REFERENCE PAGE AW-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Engineering Department 9411 AlcornSt. Houston, TX 77093 Q13) 691 6900 8850 Trussway Blvd. Orlando, Fl. 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King Colony H1457553 FCK-C RC45 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:10 2010 Page 1 7-0.4 131 -12 20-11-0 r 7-0-4 6.10.8 7-0-4 A B D E Ti T2 Is = 1:36.5 3 3x5 3 WARNING - VmJy design parameters and READ NOTES ON TNIS AND INCLUDED KITES REFERENCE PARE dffi 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicabiri}y of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blv Job Truss Truss Type Qty Ply Fort King Colony H1457554 FCK-C RC46 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:10 2010 Page 1 7-0-4 A B 6-1 D 7-0-4 E I I Scale = 1:39.3 2x4 11 3x5 = sxa — 3x4 = 4x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.06 F-G >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.16 F-G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 148 lb LUMBER TOP CHORD 2 X 4 SYP No.2 3) This truss has been designed for a 10.0 psf bottom BOT CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live loads. WEBS 2 X 4 SYP No.3 4) . This truss has been designed for a live load of BRACING 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 4-11-5 oc bottom chord and any other members, with BCDL = purlins, except end verticals. 10.Opsf. BOT CHORD 5) Provide mechanical connection (by others) of truss to Rigid ceiling directly applied or 10-0-0 oc bracing. bearing plate capable of withstanding 564 lb uplift at joint WEBS J and 564 lb uplift at joint F. 6) "Semi -rigid pitchbreaks with fixed heels" Member end 1 Row at midpt A-J, E-F, D-F fixity model was used in the analysis and design of this REACTIONS (lb/size) truss. J = 1367/0-1-10 0-5-8 7) NOTE: Refer to attach Trussway Notes, Appendices F = 1298/0-1-9 0-5-8 and T-1 sheet for more information. Max Uplift 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the J =-564(LC 4) F =-564(LC 4) truss component design shown. FORCES (lb) - Maximum Compression/Maximum Tension LOAD CASE(S) TOP CHORD Standard A-J =-1213/591 A-B =-897/380 B-C =-898/380 C-D =-898/380 D-E = -20/9 E-F =-265/189 BOTCHORD J-K = -9/21 I-K = -9121 H-1 =-380/897 H-L =-380/897 G-L =-380/897 G-M =-380/898 F-M =-380/898 WEBS A-1 =-54711290 B-I =-6631478 B-G = -0/1 D-G = 0/293 D-F =-1294/547 James K Meade, P.E. Florida P.E. No. 16015 NOTES (7-8) 9411 Alcorn Street 1) Wind: ASCE 7-05; 140mph (3-second gust); Houston, TX 77093 TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. August 1 1,20 0 WARMNG - Venify design parameters and READ NOTES ON TAUS AND INCLUDED AUT'EE REPERENCE PAGE M U--7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 (713) 891 6900TRLGWW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 11850 Trussway Blvd. erector. Addtional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/IPII Qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. n 11 1 1 FCK-C Trussway, Orlando, FL 32824 c H1 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:10 2010 Scale = 1:54.1 1 5x6 = I .. G F 1.5x4 II 3x5 = 1.5x4 II 3x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. WEBS 1 Row at midpt B-G, D-G, E-G, E-F REACTIONS (lb/size) A = 1140/0-1-8 0-5-8 F = 1250/0-1-8 0-5-8 Max Horz A = 641(LC 6) Max Uplift A =-407(LC 6) F =-577(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-1701/510 B-C =-878/241 C-D =-8521275 D-E =-603/342 E-F =-1101/596 BOT CHORD A -I =-899/1319 H-1 =-899/1319 G-H =-899/1319 G-J = -10/16 F-J = -10/16 WEBS B-I = 0/339 B-G =-863/670 D-G =-191/223 E-G =-58911023 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d TC 0.75 Vert(LL) 0.18 A-1 >999 240 BC 0.62 Vert(TL) -0.34 A -I >727 180 WB 0.33 Horz(TL) 0.04 F n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint A and 577 lb uplift at joint F. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 124 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE MD--7473 BEFORE USE. Engineering Department 9411 Alcorn St. - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 591 6900 B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Odando, FL 32824 qtzpp fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457556 FCK-C RC48 HIP 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 10 13:55:11 2010 Page 1 5-6-12 12-3-10 16.8-5 18-4-0 20-11-0 r 5-6-12 6.8.13 4412 1-7-11 2-7-0 l6 11 1 Scale = 1:51.2 44 = 3x4 = 3x6 = 4x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/fP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 `Except' B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 1 Row at midpt I-J, D-J REACTIONS (lb/size) A = 1191/0-1-8 0-5-8 J = 1254/0-1-8 0-5-8 Max Horz A = 657(LC 6) Max Uplift A =-411(LC 6) J =-620(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1864/624 B-C =-1405/388 C-D =-1123/407 D-E =-240/109 E-F =-798/433 F-G =-871/508 G-H =-842/484 H-I =-196/111 I-J =-335/194 BOT CHORD A-L =-107211525 L-M =-573/942 K-M =-5731942 K-N =-573/942 J-N =-573/942 WEBS B-L =-513/539 D-L =-171/676 D-J =-1201/747 E-H =-498/839 CSI DEFL in (loc) I/deft TC 0.86 Vert(LL) -0.35 J-L >705 BC 0.85 Vert(TL) -0.64 J-L >387 WB 0.69 Horz(TL) 0.04 J n/a (Matrix) NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint A and 620 lb uplift at joint J. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 240 MT20 2441190 180 n/a Weight: 120 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - V.H, ji/ design parametera and READ NOTES GN THIs AND INCLUDED BIITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom Bit . dIll Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is respontiblity of building designer- not truss designer. Bracing shown (713) 6916900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibirity of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crill DSB-87 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5a3 D'Onofno Drive, Madison, WI 53719. Job Truss FCK-C RC49 ' Trussway, Orlando, FL 32824 1 u 1 1 1 Type Iaty IPIy I Fort King Colony COMMON 1 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, In 5-10.1 11-0-3 1?-0.14 17-fr3 1 1-0 5-10.1 5-2-2 2-0.11 45f 3-4-13 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/7PI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 `Except' Bt: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-1-1 oc bracing. WEBS 1 Row at midpt F-G, D-G REACTIONS (lb/size) A = 1188/0-1-8 0-5-8 G = 1264/0-1-8 0-5-8 Max Horz A = 668(LC 6) Max Uplift A =-409(LC 6) G =-640(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1847/619 B-C =-13681364 C-D =-1065/397 D-E =-231/141 E-F =-186/112 F-G =-299/182 BOT CHORD A-1 =-1075/1511 1-1 =-530/855 H-J =-530/855 H-K =-5301855 G-K =-530/855 WEBS B-I =-562/580 D-I =-2081718 D-G =-1156/738 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 3x4 = 3x5 = 3X6 = CSI DEFL in floc) I/deft L/d TC 0.93 Vert(LL) -0.36 G-1 >681 240 BC 0.84 Vert(TL) -0.62 A-1 >401 180 WB 0.64 Horz(TL) 0.04 G n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=201t; Cat. II; Exp B; enclosed; M WFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint A and 640 lb uplift at joint G. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 116 lb H1457557 Page 1 Scale = 1:54.1 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM--7473 BEFORE USE. Engineering Department Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 on,AlcT 77 Applicability of design meters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 5977093 PW N 9 Para P< P o P P P >Y 9 9 9 9 8C713)850 Tru 5900 k for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. TRLSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457556 FCK-C RC50 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:112010 Page 1 -1-4-o SO-0 10-1-1z 15.5.4 za7-0 z5.7-o i2s-11-o 14-11 5-0-0 51-12 53-8 51-12 Sao Scale = 1:46.5 5x12 MT20H C 5x4 = D 5x12 MT20H F Ia axe — 1.5x4 11 3x10 MT20H = 3x7 = 4x9 = 3x10 MT20H = 1 5x4 11 oxo — LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20071TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2:2X4SYP SS BOT CHORD 2 X 4 SYP No.2 'Except' 132: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-10-7 oc bracing. WEBS 1 Row at midpt C-L, F-K REACTIONS (lb/size) B = 2427/0-2-14 0-3-8 G = 242710-2-14 0-3-8 Max Horz B = 173(LC 4) Max Uplift B =-2040(LC 4) G =-2040(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-4032/3535 C-D =-5042/4700 D-E =-5040/4699 E-F =-5041/4698 F-G =-4032/3536 G-H = 0159 BOT CHORD B-N =-3083/3341 M-N =-3062/3318 L-M =-3062/3318 K-L =-4697/5041 J-K =-2889/3318 I-J =-2889/3318 G-1 =-2910/3341 WEBS C-N =-433/475 F-I =-434/476 D-L =-840/868 E-K =-825/838 C-L =-2071/2040 D-K = -60/64 F-K =-206912038 CSI DEFL in (loc) I/deft TC 0.85 Vert(LL) 0.49 K-L >618 BC 0.85 Vert(TL) -0.58 K-L >527 WB 0.65 Horz(TL) 0.17 G n/a (Matrix) WEBS C-N =-433/475 F-I =-434/476 D-L =-840/868 E-K =-825/838 C-L =-2071/2040 D-K = -60/64 F-K =-2069/2038 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2040 lb uplift at joint B and 2040 lb uplift at joint G. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 241 lb up at 20-7-0, and 321 lb down and 241 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. L/d PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Weight: 125 lb LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-90, C-F=-151(F=-61), F-H=-90, B-N=-20, I-N=-34(F=-14), G-I=-20 Concentrated Loads (lb) Vert: N=-321(F) 1=-321(F) Gf� - James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design Is based on u Hots ton, T S7 g h g N upon parameters shown, and is for an indvidual building component. Houston, Alcorn t. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 �- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Critedo, OSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job FCK-( Trus; i_Pjale k RC50A HIP 1 1 Job Reference (optional) way, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:12 2010 Page 1 -1-4-0 7-0.0 12-&8 18-7-0 25-7-0 26-11-0 l-4-0 7-0.0 S9.8 5.9-8 7-0-0 Scale = 1:46.5 4x7 3x4 = 4x7 C D E LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) B = 1524/0-1-13 0-3-8 F = 1524/0-1-13 0-3-8 Max Harz B =-239(LC 4) Max Uplift B =-1189(LC 6) F =-1189(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-2161/2265 C-D =-1845/2280 D-E =-1845/2280 E-F =-2161/2265 F-G = 0/59 BOTCHORD B-J =-1729/1711 1-1 =-212612147 H-1 =-2126/2147 F-H =-1729/1711 WEBS D-J =-482/512 D-H =-482/512 C-J =-853/548 E-H =-853/548 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 3x4 = 3x5 = 3x4 = CSI DEFL in (loc) I/defl L/d TC 0.87 Vert(LL) 0.49 H-J >614 240 BC 0.94 Vert(TL) 0.40 H-J >761 180 WB 0.34 Horz(TL) 0.09 F n/a n/a (Matrix) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1189 Ib uplift at joint B and 1189 lb uplift at joint F. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard I" a PLATES GRIP MT20 244/190 Weight: 114 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design pa>nmet— and READ NOTES ON TRTS AND INCLUDED MITER REFERENCE PAGE AU 7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, on, T 7 Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. MUM erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCS11 Building Componenf (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H14575601 FCK-C I RC50B IHIP 11 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:12 2010 Page -1-4-0 4E0 9-0-0 12-9-8 16-7-0 21-1-0 25-7-0 1-4-0 4-&06 4-6-0 3-9.8 3-38 4-6-0 4$0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied. REACTIONS (lb/size) H = 1387/0-1-10 0-3-8 B = 1528/0-1-13 0-3-8 Max Harz B = 326(LC 5) Max Uplift H =-1070(LC 7) B =-1217(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-2268/2294 C-D =-1882/2125 D-E =-1539/1915 E-F =-1546/1925 F-G =-189212139 G-H =-2289/2323 BOT CHORD B-K =-1912/1882 J-K =-1678/1662 I-J =-167811662 H-1 =-194811908 WEBS C-K =-410/445 D-K =-8701552 E-K =-301/357 E-I =-291/352 F-I =-882/557 G-1 =-432/474 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 4x8 Scale = 1:45.5 1 3x4 = 44 ZZ D E F lY 0 3x8 = 3x5 = 3XB = CSI DEFL in (loc) Udefi Ud TC 0.89 Vert(LL) 0.64 H-1 >474 240 BC 0.95 Vert(TL) 0.52 H-1 >585 180 WB 0.45 Horz(rL) 0.09 H n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1070 lb uplift at joint H and 1217 lb uplift at joint B. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 132 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMI7G - Verify design Parameters and READ NOTES ON THIS AND INCLUDED mrrEE REFERENCE PAGE bill-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLMSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 277-7 Safety Information available from Truss Plate Institute, 583 D'Onof c, Drive, Madison. WI 53719. P 11 Job Truss Truss Type Qty Ply Fort King Colony H7457561 FCK C RC53 HIP 1 � 2 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:55:12 2010 Page 1 2-0-0 5-3-0 1-6-0 5-3-0 Scale = 1:35.6 4x5 11 4x5 I C D I _ F 3x9 I I 7x6 — 8x9 — 3x9 I s3_D 6-9-D i 12-o-D � Plates X Y -0 : -2-5 0 -0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.08 H-1 >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.78 Vert(fL) -0.13 H-1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 189 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 4877/0-2-14 0-5-8 F = 464910-2-12 0-3-8 Max Horz I = 395(LC 4) Max Uplift I =-2514(LC 5) F =-2311(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/97 B-C =-359111862 C-D =-2977/1680 D-E =-361411866 B-I =-3445/1870 E-F =-3239/1674 BOTCHORD H-1 =-440/226 G-H =-1584/2939 F-G =-1021210 WEBS C-H =-73811394 C-G =-2371183 D-G =-839/1490 B-H =-1562/3047 E-G =-1599/3067 NOTES (14-15) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 lb down and 272 lb up at 6-9-0, and 361 lb down and 272 lb up at 5-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 lb down and 272 lb up at 6-9-0, and 361 lb down and 272 lb up at 5-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05: 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2514 lb uplift at joint I and 2311 lb uplift at joint F. 10) Girder carries tie-in span(s): 24-8-0 from 0-0-0 to 12-0-0 11) Girder carries hip end with 5-3-0 end setback. 12) "Semi -rigid pitchbreaks with fired heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 lb down and 272 lb up at 6-9-0, and 361 Ib down and 272 lb up at 5-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-90, B-C=-90, C-D=-153(F=-63), O-E=-90, H-1=-635(F=-615), G-H=-649(F=-629), F-G=-635(F=-615) Concentrated Loads (lb) Vert: H=-361(F) G=-361(F) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - 9enfy design parameters and READ NOTES oN THIS AND DTCLUDED HITEA REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Ii Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type �Qty Ply Fort King Colony H1457562 FCK-C RC54 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 20D9 MTek Industries, Inc. Tue Aug 1013:55:13 2010 Page 1 -1-0.0 5-1-8 10.3-0 11-3-0 1-0.0 5-1-8 1-0.0 45 = Scale a 1:22.3 A E 3x5 .. US LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. REACTIONS (lb/size) B = 645/0-1-8 0-3-8 D = 655/0-1-8 0-5-8 Max Horz B =-175(LC 4) Max Uplift B =-546(LC 6) D =-554(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/44 B-C =-690/782 C-D =-6921786 D-E = 0/44 BOT CHORD B-F =-503/488 D-F =-503/488 WEBS C-F =-529/253 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CS1 DEFL in (loc) I/defl Ud TC 0.38 Vert(LL) 0.08 B-F >999 240 BC 0.44 Vert(TL) 0.07 B-F >999 180 WB 0.11 Horz(TL) 0.01 D n/a n/a (Matrix) 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint B and 554 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 41 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 OW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. n 1-1 Job Truss Oty Ply Fort King ColonyH1457563 7HIP FCK-C RC55 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:13 2010 Page 1 -2-0-0 30.0 7-3.0 10-3-0 12-30 2-0.0 3-0.0 43-0 3-0-02-0.0 Scale= 1:23.5 5x7 5x7 C T2 8.00 12 n P T1 All N1 N T1 E Y� B1 0. H G 4x5 = 1.5x4 II 1.5x4 II 4x5 - F - A 3-0.n 7.3-0 10.3-0 Plate Offs0-0-41.:0-2-8 -8 d e :0-0-0 0-0-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.05 G-H >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.05 G-H >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 HOrz(TL) 0.01 E n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 45 It, LUMBER TOP CHORD 2 X 4 SYP No.2 This truss has been designed for a live load of BOT CHORD 2 X 4 SYP No.2 20. f on the bottom chord in all areas where a WEBS 2 X 4 SYP No.3 rectangle rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING bottom chord and any other members. TOP CHORD 6) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 6-0-0 oc Strutu Str bearing plate capable of withstanding 744 lb uplift at joint B and 744Ib uplift at joint E. "Semi BOT CHORD 7) -rigid pitchbreaks with fixed heels" Member end Rigid ceiling directly applied or 7-10-5 oc bracing. fixity model was used in the analysis and design of this truss. REACTIONS (lb/size) 8) Hanger(s) or other connection device(s) shall be B = 865/0.1-8 0-3-8 provided sufficient to support concentrated load(s) 83 lb E = 865/0-1-8 0-3-8 down and 69 lb up at 7-3-0, and 83 lb down and 69 lb up Max Hor rz at 3-0-0 on bottom chord. The design/selection of such B 128(LC 5) connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the Max Uplift B =-744(LC 5) face of the truss are noted as front (F) or back (B). E _-744(LC 6) 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. FORCES (lb) - Maximum Compression/Maximum Tension 11) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering responsibility solely for the truss component design shown. A-B = 0/99 B-C =-888/772 C-D =-641/609 D-E =-888/771 LOAD CASE(S) E-F = 0/99 Standard BOT CHORD B-H =-5951651 G-H =-584/641 Regular: Lumber Increase=1.25, Plate Increase=1.25 / E-G=-601/651 1) Uniform Loads (plf) WEBS Vert: A-C=-90, C-D=-106(F=-16), D-F=-90, B-H=-20, C-H =-236/204 D-G =-235/204 G-H=-24(F=-4), E-G=-20 Concentrated Loads (lb) NOTES (10-11) Vert: H=-83(F) G=-83(F) 1) Unbalanced roof live loads have been considered for this James K Meade, P.E. design. Florida P.E. No. 16015 2) Wind: ASCE 7-05; 140mph (3-second gust); 9411 Alcorn Street TCDL=5.Opsf; BCDL=S.Opsf; h=20ft; Cat. II; Exp B; Houston, TX 77093 enclosed; MWFRS (low-rise) gable end zone; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom August 11,20 I g chord live load nonconcurrent with any other live loads. IL WARND9G - Ve A design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component safety Information ovailable from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 6916900 TRUST". 8850 Trussway Blvd Orlando, FL 32824 (407) 857 2777 Trussway, Orlando, FL 32824 A Ply I Fort King Colony H14575641 1 Job Reference (optional) 140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:13 2010 Page 5-2-4 2-0-0 Satz 0- 5.0-1z 2-0.0 3.5 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 741/0-1-8 0-3-8 D = 741/0-1-8 0-3-8 Max Horz B = 206(LC 5) Max Uplift B =-656(LC 6) D =-656(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/99 B-C =-600/630 C-D =-6001630 D-E = 0/99 BOT CHORD B-F =-241/377 D-F =-241/377 WEBS C-F =-460/229 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) Vdefi L/d TC 0.57 Vert(LL) 0.05 B-F >999 240 BC 0.35 Vert(TL) -0.04 B-F >999 180 WB 0.11 HOrz(TL) 0.01 D n/a n/a (Matrix) 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 656 lb uplift at joint B and 656 lb uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 46 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - V-4 fg design pammet— and READ NOTES ON THIS AND IITCLUDED Efl7'E8 REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 ''' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 Trussway Blvd. UM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457565 FCK-C RC57 GABLE 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:13 2010 Page 1 :!6-&00 1-4-0 Scale = 1:25.5 F A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) G = 51/0-1-8 6-6-0 B = 275/0-1-8 6-6-0 H = 156/0-1-8 6-6-0 1 = 125/0-1-8 6-6-0 J = 211/0-1-8 6-6-0 Max Horz B = 357(LC 6) Max Uplift G = -39(LC 6) B =-101(LC 6) H =-108(LC 6) 1 =-112(LC 6) J =-114(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/58 B-C =-248/46 C-D =-164/25 D-E = -97/31 E-F = -32/16 F-G = -43/43 BOT CHORD B-J = 0/0 I-J = 0/0 H-1 = 0/0 G-H = 0/0 WEBS E-H =-125/123 D-1 =-109/120 C-J =-160/139 I.bx4 a 1.5x4 11 1.5x4 11 1.5x4 II CSI DEFL in (loc) I/deft TC 0.44 Vert(LL) 0.00 A n/r BC 0.09 Vert(TL) -0.01 A n/r WB 0.04 Horz(TL) 0.00 n/a (Matrix) NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIfPI 1-2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39lb uplift at joint G, 101 lb uplift at joint B, 108 lb uplift at joint H, 112 lb uplift at joint I and 114 lb uplift at joint J. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L/d PLATES GRIP 120 MT20 244/190 80 n/a Weight: 38 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 ® WARNING - Verify design parameters and READ NOTES ON TAUS AND INCLUDED MUTES REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and BCSII BuBding Component (407) 857 2777 Safety Informa8on available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. H145756 RC61 MONO HIP 1 1 Job Reference (optional) way, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:14 2010 Page 4513 9-0-0 14-2-5 15-4-3 21-0.0 1-4-0 4513 M3 52-5 1-1-15 57- 33 oA LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W6: 2 X 4 SYP No.2, W7: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-8-13 oc bracing. REACTIONS (lb/size) B = 1275/0-1-8 0-5-8 L = 108410-1-8 0-5-8 Max Horz B = 474(LC 6) Max Uplift B =-589(LC 6) L =-509(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/80 B-C =-1755/659 C-D =-1376/482 D-E =-1095/500 E-F =-843/380 G-K = 0/101 F-K = 0/101 BOT CHORD B-J =-846/1437 1-1 =-475/1003 H-1 =-475/1003 G-H =-56/105 WEBS C-J =-396/392 D-J =-291333 E-J =-130/235 E-H =-715/423 F-H =-476/1075 F-L =-11281534 K-L =-1761322 D 3x4 = E Scale = 1:38.2 F d, L r 3x8 = "" "`" 2x6 11 CSI DEFL in (loc) Well L/d TC 0.64 Vert(LL) -0.13 B-J >999 240 SC 0.64 Vert(TL) -0.35 B-J >700 180 WB 0.44 Horz(TL) 0.16 L n/a n/a (Matrix) NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 lb uplift at joint B and 509 lb uplift at joint L. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 121 lb 1 C� James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEN REFERENCE PAGE MIb7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 isIRLOSM for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPit Quardy Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job ' FCK-( Truss i �A Truss Truss Type Qty Ply Fort King Colony H1457567 RC62 MONO HIP 1 1 Job Reference (optional) way, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:14 2010 Page 1 -1-4-0 6-z-7 1 I 15.9.4 21-0-0 1-4-0 62-7 4&9 4&4 5-2-12 Scale = 1:38.6 K .. 3x8 = :sxo — 54 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOTCHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-G REACTIONS (lb/size) B = 1310/0-1-90-5-8 K = 119110-1-8 0-5-8 Max Horz B = 561(LC 6) Max Uplift B =-587(LC 6) K =-492(LC 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1758/598 C-D =-12851428 D-E =-999/450 E-F = -95/30 G-J =-378/1025 F-J =-378/1025 BOTCHORD B-I =-847/1397 H-1 =-322/722 H-L =-322/722 L-M =-322/722 G-M =-3221722 WEBS C-1 =-493/485 D-I = 0/271 E-I =-228/476 E-G =-1080/506 F-K =-1204/498 J-K =-77/179 CSI DEFL in floc) I/deft L/d TC 0.59 Vert(LL) -0.26 G-1 >957 240 BC 0.99 Vert(TL) -0.72 B-I >344 180 WB 0.35 Horz(TL) 0.15 K n/a n/a (Matrix) NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) K considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 587 lb uplift at joint B and 492 lb uplift at joint K. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 123 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNING - v Jg design p--t—. and READ NOTES ON 779E AND XCCUDED NITER REFERENCE PAGE R07-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibilty of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FCK-C I RC63 Trussway, Orlando, FL 32824 I A H145756 HIP 1 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:14 2010 Page 1-4-0 ' 7-2-2 5-9.14 E B-0-0 F ' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F-1 REACTIONS (lb/size) B = 125510-1-8 0-5-8 L = 1138/0-1-8 0-5-8 Max Horz B = 643(LC 6) Max Uplift B =-569(LC 6) L =-555(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1656/517 C-D =-980/327 D-E =-829/353 E-F =-7231403 G-L = 01134 K-L =-10601583 F-K =-1070/588 BOT CHORD B-J =-838/1285 1-1 =-838/1285 H-1 = -15/16 G-H = -15/16 WEBS C-J = 0/268 C-1 =-707/548 E-1 =-144/235 F-I =-579/1019 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 1.5x4 II 3x8 = ;5xa — CSI DEFL in (loc) I/deft L/d TC 0.70 Vert(LL) 0.10 B-J >999 240 BC 0.52 Vert(TL) -0.25 G-1 >967 180 WB 0.62 Horz(TL) -0.06 L n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint B and 555 lb uplift at joint L. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:40.8 K 2x4 11 PLATES GRIP MT20 244/190 Weight: 134 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parcmet— and READ N07'ES ON THIS AND INCLUDED M1TEE REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6918900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457569 FCK-C RC64 MONO HIP 1 1 Job Reference o floral Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:15 2010 Page 1 i -1-4-0 I 7-8-13 150-0 21-0-0 1-4-0 7-8.13 7-13 &0.0 E F I mmil —1 ' 1.5x4 II 3x5 = 3x8 = 1.5x4 II LOADING (psf) SPACING 2-0 0 CSI DEFL in (loc) I/defi L/d TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.12 B-J >999 240 TCDL 25.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.27 B-J >895 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.05 L n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) LUMBER NOTES (9-10) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 *Except* TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 W5: 2 X 6 SYP No.2 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone;C-C for members and forces & MWFRS TOP CHORD for reactions shown; Lumber DOL=1.33 plate grip Structural wood sheathing directly applied or 2-2-0 oc DOL=1.33 puffins, except end verticals. provide adequate drainage to prevent water ponding. ROT CHORD 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Rigid ceiling directly applied or 6-0-0 oc bracing. 4) 4) * This truss has been designed for a live load of WEBS 1 Row at midpt E-H, F-H, C-H on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS (Ib/size) bottom chord and any other members. B = 1255/0-1-8 0-5-8 5) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building L = 1138/0-1-8 0-5-8 designer should verify capacity of bearing surface. Max Horz B = 735(LC 6) 6) Provide mechanical connection (by others) of truss to Max Uplift bearing plate capable of withstanding 546 lb uplift at joint B =-546(LC 6) Band 598 lb uplift at joint L. L =-598(LC 6) 7) Following joints to be plated by qualified designer. Joint(s) K, L, not plated. FORCES (lb) - Maximum Compression/Maximum Tension 8) "Semi -rigid pitchbreaks with fixed heels" Member end TOP CHORD fixity model was used in the analysis and design of this A-B = 0/60 B-C =-1644/464 truss. C-D =-7821184 D-E =-595/217 9) NOTE: Refer to attach Trussway Notes, Appendices E-F ' =-510/306 G-L = 088 and T-1 sheet for more information. K-L =-1091/614 F-K =-1099/618 10) NOTE: The seal on this drawing indicates BOT CHORD acceptance of professional engineering responsibility B-J =-880/1272 1-1 =-880/1272 solely for the truss component design shown. H-1 =-880/1272 G-H = -32/22 LOAD CASE(S) WEBS Standard E-H =-252/238 F-H =-611/1007 C-J = 0/340 C-H =-890/668 4x6 = x6 = L PLATES GRIP MT20 244/190 Weight: 135 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Verb design parameter. and READ NOTES ON TIIIS AND INCLUDED MITER REFERENCE pAGE M1b7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mrek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicabirity, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. H1457570 FCK-C RC65 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:15 2010 Page 1 -1-4-0 7-0-0 14-aD 17-ao z1-o-o 3-0-0 4-0-0 G 1 �F aX4 — 3x4 = 3x5 = 4x7 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. WEBS 1 Row at midpt E-H REACTIONS (lb/size) B = 1308/0-1-9 0-5-8 L = 1279/0-1-8 0-5-8 Max Horz B = 823(LC 6) Max Uplift B =-515(LC 6) L =-674(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1742/439 C-D =-1297/307 D-E =-1007/339 E-F =-194/46 F-G = -24/6 H-L =-539/1009 K-L =-263/209 G-K =-270/212 BOTCHORD B-J =-96011369 J-M =-454/694 I-M =-454/694 I-N =-4541694 H-N =-454/694 WEBS C-J =-549/562 E-J =-313/823 E-H =-1089f732 CSI DEFL in (loc) I/deft Ud TC 0.80 Vert(LL) -0.35 H-J >701 240 BC 0.82 Vert(TL) -0.65 B-J >371 180 WB 0.56 Horz(TL) -0.09 L n/a n/a (Matrix) NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) L considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 Ito uplift at joint B and 674 Ib uplift at joint L. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON 77HS AND INCLUDED Ef1TE3 REFERENCE PAGE AM--7473 BEFORE USE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown. and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53779. Scale = 1:52.6 4115 = K 4X6 = L m d, rh PLATES GRIP MT20 244/190 Weight: 127 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 u Job Truss Truss Type Oty Ply Fort King Colony H1457571 FCK-C RC66 MONO HIP 1 1 Job Reference o tional Trussway, Odando, FL 32824 7.140 s Oct 12009 Mi rek Industries, Inc. Tue Aug 1013:55:15 2010 Page 1 d 7-0-0 7-0-0 5-0-0 ' 2-0-0 F 4x5 i U 3x4 = 3x7 = 5x6 = 10-0.0 19.0.0 21-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 "Except' B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 "Except W2: 2 X 6 SYP No.2 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. WEBS 1 Row at midpt F-G, D-G REACTIONS (lb/size) A = 1170/0-1-8 0-5-8 K = 1296/0-1-8 0-5-8 Max Horz A = 833(LC 6) Max Uplift A =-320(LC 6) K =-767(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-1805/374 B-C =-1433/315 C-D =-1271/347 D-E =-194/17 E-F = -27/9 G-K =-568/1023 J-K =-265/195 F-J =-273/199 BOT CHORD A -I =-998/1425 I-L =-487/690 H-L =-487/690 H-M =-487/690 G-M =-487/690 WEBS B-I =-5411563 D-1 =-391/931 D-G =-1079/777 CSI DEFL in (loc) I/deft L/d TC 0.92 Vert(LL) -0.49 G-1 >498 240 BC 0.86 Vert(TL) -0.84 G-1 >290 180 WB 0.58 Horz(TL) -0.13 K n/a n/a (Matrix) NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing atjoint(s) K considers parallel to grain value using ANSIrl-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint A and 767 lb uplift at joint K. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:59.1 1 46 = J 4x6 = K PLATES GRIP MT20 244/190 Weight: 128 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 WARMNG - Verify design parameters and READ NOTES ON TBfS AND INCLUDED MTPEH REFERENCE PAGE M-7473 BEPORE USE. Engineering Department 9411 Aloom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during con(713) 691 construction is the responsibility of the TRUSSM 8850 Trussway916900 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Oriando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/71`11 Quality Criteria, DSB-89 and 11CSI1 Building Component (407) 857 2777 Safety Information available from Truss Hate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qt1y Ply Fort Kng Colony H1457572 FCK-C RC67 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:55:16 2010 Page 1 -1-4-0 7-01 0 13.9-12 20-11-0 1-4-0 7-0.0 69-12 7-1-4 Scale = 1:37.5 oA 5x6 4x5 = 2x6 II C D E -�- 1.5x4 11 3X0 — 3x4 = 4x7 11 LOADING (psf) TCLL 20.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007rTP12002 CSI TC 0.90 BC 0.63 WB 0.57 (Matrix) DEFL in (loc) I/deft Vert(LL) 0.29 F-G >860 Vert(TL) 0.24 F-G >999 Horz(TL) -0.06 F n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 106lb LUMBER NOTES (7-8) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 BRACING enclosed; MWFRS (low-rise) gable end zone and C-C TOP CHORD Interior(1) zone; porch left and right exposed;C-C for Structural wood sheathing directly applied or 2-2-0 oc members and forces & MWFRS for reactions shown; , except end verticals. Lumber DOL=1.33 plate grip COL=1.33 T CHORD BOT C BO 2) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 3-9-14 oc bracing. 3) This truss has been designed for a 10.0 psf bottom WEBS chord live load nonconcurrent with any other live loads. 1 Row at midpt D-F 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the F = 1125/0-1-8 0-3-8 bottom chord and any other members. B = 1276/0 1-8 0-5-8 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1079 lb uplift at Max Horz = B 387(LC 6) joint F and 998 lb uplift at joint B. "Semi Max Uplift 6) -rigid pitchbreaks with fixed heels" Member end F =-1079(LC 4) fixity model was used in the analysis and design of this B = 998(LC 6) truss. 7) NOTE: Refer to attach Trussway Notes, Appendices FORCES (lb) -Maximum Compression/Maximum Tension and T-1 sheet for more information. TOP CHORD 8) NOTE: The seal on this drawing indicates acceptance A-B = 0/60 B-C =-1689/1826 of professional engineering responsibility solely for the C-D =-1367/1678 D-E = -40/50 truss component design shown. E-F =-267/227 LOAD CASE(S) / BOT CHORD Standard B-I =-1667/1301 H-1 =-1646/1295 G-H =-1646/1295 F-G =-1678/1366 WEBS C-1 =-584/307 C-G =-345/86 James K Meade, P.E. D-G =-560/262 D-F =-154411895 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 C ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEE REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 BuBding Component (407) 857 2777 Safety Informatfoo available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 11 Job Truss Truss Type Qty �Ply,TFoKingColony H1457573 FCK-C RC68 MONO HIP 1 eference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:16 2010 Page 1 -1-4-0 3-7-6 9-0-0 149-12 20.11-0 r 1-4-0 3.7-8 5-4-10 5-9.12 6-1-4 Sx5 4x4 = 2x$c4le = 1:37.8 D E F 7.00 12 1.5x4 C B d J I H 5x5 = 8-11-11 3x4 = 3x5 = 3x4 = 14--12 G 4x7 I I 20-11-0 7-10-1 Plate Offsets Y : -1-3 e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.33 H-J >744 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.68 Vert(TL) 0.27 H-J >902 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 HOrz(TL) -0.05 G n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 118 Ib LUMBER NOTES (7-8) TOP CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 140mph (3-second gust); BOB CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 BRACING enclosed; MWFRS (low-rise) gable end zone and C-C TOP CHORD Interior(1) zone; porch left and right exposed;C-C for Structural wood sheathing directly applied or 4-3-7 oc St members and forces & MWFRS for reactions shown; r except end verticals. Lumber DOL=1.33 plate grip DOL=1.33 BOT CHORD 2) Provide adequate drainage to prevent water ponding. Rigid ceiling directly applied or 3 11-14 oc bracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WEBS 1 Row at midpt E-G 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the G = 1125/0-1-8 0-3-8 bottom chord and any other members. B = 1276/0-1-8 0-5-8 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at Max Horz B = 474(LC 6) joint G and 1006 lb uplift at joint B. Max Uplift 6) "Semi -rigid pitchbreaks with fixed heels" Member end G =-1006(LC 4) fixity model was used in the analysis and design of this B =-1006(LC 6) truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. FORCES (lb) -Maximum Compression/Maximum Tension TO P CHORD TO 8) NOTE: The seal on this drawing indicates acceptance = 0/60 B-C =-1857/1907 of professional engineering responsibility solely for the C-D =-152611797 D-E =-973/1218 E-F = -19/21 F-G =-225/191 truss component design shown. LOAD CASE(S) BOT CHORD Standard / 1 8-J =-1881/1520 1-1 =-1344/1077 H-I =-1344/1077 G-H =-12181972 WEBS C-J =-366/407 D-J =-799/439 D-H =-150/223 E-H =-708/367 James K Meade, P.E. E-G =-1278/1604 Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on u 9411 Alcorn Sf. g N g only upon parameters shown. and for an individual building component. Houston, rn 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery• erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 90nofno Drive, Madison. WI 53719. Job Truss Truss Type City Ply Fort King Colony H1457574 FCK-C VC01 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:16 2010 Page 1 1-11-9 1-11-9 2x3 4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007fTP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 161/0-1-8 3-11-2 C = 161/0-1-8 3-11-2 Max Harz A = 48(LC 5) Max Uplift A = -69(LC 6) C = -69(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-157/91 B-C =-157/91 BOTCHORD A-C =-49/113 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 2x3 = Scale = 1:8.7 B 2x3 CSI DEFL in (loc) I/deft L/d TC 0.09 Vert(LL) n/a n/a 999 BC 0.16 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint A and 69 lb uplift at joint C. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard e ra d PLATES GRIP MT20 244/190 Weight: 11 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11120 ( WARNING - Verify design parameters and READ NOTES ON TNIS AND DICLUDED AUTER REBERMWE PAGE AUI-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters andproper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLMSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-8S and 1CSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457575 FCK-C VCO2 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:16 2010 Page 1 3-11-9 7.00 12 2x4 i LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 374/0-1-8 7-11-2 C = 374/0-1-8 7-11-2 Max Harz A =-114(LC 4) Max Uplift A =-160(LC 6) C =-160(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-363/198 B-C =-363/198 BOTCHORD A-C =-112/258 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3-11-9 82x4 = CSI DEFL in (loc) I/deft L/d TC 0.25 Vert(LL) n/a n/a 999 BC 0.82 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint A and 160 lb uplift at joint C. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:14.8 1 C 2x4 PLATES GRIP MT20 244/190 Weight: 24 lb Z(L James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Verify deeiyn Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. _ Job Truss Truss Type ply Ply Fort King Colony H1457576 FCK-C VC04 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:16 2010 Page 1 2-2-9 a 0 2x3 11 B C Scale = 1:9.5 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 5 lb LUMBER 7) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 2 X 4 SYP No.3 and T-1 sheet for more information. WEBS 2 X 4 SYP No.3 8) NOTE: The seal on this drawing indicates acceptance BRACING of professional engineering responsibility solely for the TOP CHORD truss component design shown. Structural wood sheathing directly applied or 2-3-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied. REACTIONS (lb/size) A = 81/0-2-11 2-2-9 C = 81/0-2-11 2-2-9 Max Horz A = 78(LC 6) Max Uplift A = -35(LC 6) C = -81(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = -49/33 B-C = -81/81 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-CInter zo for members and forces MWFRS for 4 reactions shown; Lumber reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 p / \ 2) Gable requires continuous bottom chord bearing. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. James K Meade, P.E. 4) Bearing atjoint(s) A, C considers parallel to grain value Florida P.E. No.16015 using ANSI/iPI 1 angle to grain formula. Building designer 9411 Alcorn Street should verify capacity of bearing surface. Houston, TX 77093 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint A and 81 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this August 11,20 ® WARNING - VerrU y design parameters and READ NOTES ON TNIS AND INCLUDED M1TEE REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use only with connectors. This design 9411 Alcorn St. based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLOSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive. Madison, WI 53719. I 1 11 VC05 IVALLEY 11 I 1 IJob Referenc FL 32824 7.140 s Oct 12009 1-11-9 1-11-9 v d LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20071TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) A = 70/0-2-81-11-9 C = 70/0-2-81-11-9 Max Harz A = 67(LC 6) Max Uplift A = -30(LC 6) C = -70(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -42128 B-C = -70/70 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing atjoint(s) A, C considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift atjoint A and 70 lb uplift at joint C. 2x4 = n d C CSI DEFL in (loc) I/deft Ud TC 0.09 Vert(LL) n/a n/a 999 BC 0.00 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H14575771 Industries, Inc. Tue Aug 10 13:55:17 2010 Page 11 Scale=1:8.8 1 PLATES GRIP MT20 244/190 Weight: 5 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING -Verify deal 9411 Aloom St. gn parameters and READ NOTES oN THIS AND INCLUDED ffiITER REFERENCE PAGE MZT 7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691.6900 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery. erection and bracing. consult AN51/Ml Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FCK-C I VC06 Trussway, Orlando, FL 32824 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 178/0-1-8 3-11-9 C = 17810-1-8 3-11-9 Max Horz A = 144(LC 6) Max Uplift A = -45(LC 6) C =-132(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -91/60 B-C =-1461148 BOTCHORD A-C = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint A and 132 lb uplift at joint C. 3-11-9 H1457578 1 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:17 2010 Page 1 2x3 II c 2x3 i 2x3 II CSI DEFL in (loc) I/deft Ud TC 0.38 Vert(LL) n/a n/a 999 BC 0.18 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:14.7 PLATES GRIP MT20 244/190 Weight: 14 lb ,111'IA-, �_, James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 or fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457579 FCK-C VC07 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:17 2010 Page 1 b d 5-11-9 1.5x4 = C 2x4 1.5x4 11 Scale = 1:21.8 1 LOADING (psf) SPACING 2'0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) nla n/a 999 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 22 lb LUMBER TOP CHORD 2 X 4 SYP No.2 6) "Semi -rigid pitchbreaks with fixed heels" Member end BOT CHORD 2 X 4 SYP No.3 fixity model was used in the analysis and design of this WEBS 2 X 4 SYP No.3 truss. 7) NOTE: Refer to attach Trussway Notes, Appendices BRACING TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 6-0-0 oc 8) NOTE: The seal on this drawing indicates acceptance puriins, except end verticals. of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard A = 289/0-1-8 5-11-9 C = 289/0-1-8 5-11-9 Max Horz A = 232(LC 6) Max Uplift A = -76(LC 6) C =-212(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-145/96 B-C =-237/238 BOTCHORD A-C = 0/0 NOTES (7-8) ` \ 1) Wind: ASCE 7-05; 140mph (3-second gust); TC B sf; Cat. B; lased; M S (low-rise) gable n an enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. James K Meade P.E. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Florida P.E. No. 16015 4) • This truss has been designed for a live load of 20.Opsf 9411 Alcorn Street on the bottom chord in all areas where a rectangle 3-6-0 Houston, TX 77093 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint A August 11,20 I and 212 Ito uplift at joint C. WARMNO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bm-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporafion of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457580 FCK-C VC08 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:17 2010 Page 1 a v 0 r 7-11-9 7-11-9 Scale = 1:26.2 1 E D 2x4 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) A =-27/0-1-8 7-11-9 D = 234/0-1-8 7-11-9 E = 597/0-1-8 7-11-9 Max Horz A = 319(LC 6) Max Uplift A = -27(LC 1) D =-171(LC 6) E _-435(LC 6) Max Grav A = 205(LC 6) D = 234(LC 1) E = 597(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-379/104 B-C =-142/73 C-D =-192/192 BOT CHORD A-E = 0/0 D-E = 0/0 WEBS B-E =-488/489 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. CSI DEFL in (loc) I/defl Ud TC 0.45 Vert(LL) n/a n/a 999 BC 0.35 Vert(TL) n/a n/a 999 WB 0.15 Horz(TL) 0.00 n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint A, 171 lb uplift at joint D and 435 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 32 lb ////11 1 ' James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNO - 9erii ij design parameters and READ NOTES ON TMS AND INCLUDED mrTFK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 IRMSM is for lateral support of Individual web members Only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 1 1 Job FCK-C Trussway, Orlando, FL 32824 v d d 2x4 ',':- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 185/0-1-8 9-11-9 E = 134/0-1-8 9-11-9 F = 817/0-1-8 9-11-9 Max Horz A = 365(LC 6) Max Uplift E _ -26(LC 4) F =-554(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-340/171 B-C =-157/18 D-E = -44/38 C-D = 0/0 BOT CHORD A-F = 0/0 F-G = 0/0 E-G = 0/0 WEBS B-F =-648/614 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. Type IQty 1Ply I Fort 9-11-9 9-11-9 J 7.140 s C D H14575811 Industries, Inc. Tue Aug 1013:55:17 2010 Page F G E 1.5x4 II 1.5x4 II CSI DEFL in (loc) I/deft Ud TC 0.97 Vert(LL) n/a n/a 999 BC 0.39 Vert(TL) n/a n/a 999 WB 0.19 Horz(TL) 0.00 n/a n/a (Matrix) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint E and 554 lb uplift at joint F. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:31.6 1 PLATES GRIP MT20 244/190 Weight: 42 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED AuTER REFERENCE PAGE AU--7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 TRUSSM 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCS11 BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. i-1 Type IQty IPly I Fort King Colony H1457582I 1 Job Reference (optional) 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:55:18 2010 Page 11-11-9 11-11-9 D Sale = 1:28.2 1 3x6 F G E 1.5x4 11 2x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 231/0-1-1111-11-9 E = 380/0-1-1111-11-9 F = 824/0-1-1111-11-9 Max Horz A = 365(LC 6) Max Uplift E _-144(LC 4) F =-495(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-298/97 B-C =-194/48 D-E =-220/163 C-D = -40/18 BOT CHORD A-F = -18/40 F-G = -18/40 E-G = -18/40 WEBS B-F =-574/538 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/defi L/d TC 0.58 Vert(LL) n/a n/a 999 BC 0.55 Vert(TL) n/a n/a 999 WB 0.16 Horz(TL) 0.00 E n/a n/a (Matrix) 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint E and 495 lb uplift at joint F. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 48 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WVARND9G - lisrrfy design pammeters and READ NOTES ON THIS AND D7CLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 AI( St - I( valid for use only with M7ek connectors. This design Is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqznor fabrication, quality control, storage, derwery, erection and bracing. consult ANSI/TPI7 Quaitiy Criteria, DSB-89 and BCSII BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 593 D'Onofno Drive, Madison, WI 53719. Type Fort King Colony u LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) E = 33410-1-8 0-3-8 D =-14/0-1-8 0-3-8 C = -123/Mechanical Max Harz E = 116(LC 6) Max Uplift D =-310(LC 6) C =-123(LC 1) Max Grav E = 334(LC 1) D = 1(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD S-E =-309/114 A-B = 0/67 B-C = -84/6 C-D = 0/0 BOT CHORD D-E = -47/0 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -1-4-0 o-1ae 1-4 0 010-6 r � A A E D 2x6 I l 2x3 = 1 s CSI DEFL in (loc) I/deft Ud TC 0.51 Vert(LL) -0.00 E >999 240 BC 0.37 Vert(TL) -0.00 E >999 180 WB 0.00 Horz(TL) -0.05 C n/a n/a (Matrix) 3) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint D and 123 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H1457583 Aug 1013:55:18 2010 Pagel Scale = 1:23.2 PLATES GRIP MT20 244/190 Weight: 15 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 11 WARNnvo - Verify design p—met— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 QuaBty Criteria, DSB-89 and BCSII Budding Component (407) 857 2777 Safety Information avalobla from Truss Plate Institute, 583 90nofno Drive. Madison, WI 53719. Orlando, FL LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) E = 334/0-1-8 0-3-8 D =-18/0-1-8 0-3-8 C = -119/Mechanical Max Horz E _-176(LC 4) Max Uplift E _-364(LC 4) D =-226(LC 5) C =-119(LC 1) Max Grav E = 334(LC 1) D = 208(LC 4) C = 143(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-E =-304/433 A-B = 0/67 B-C =-77/166 C-D = 0/0 BOTCHORD D-E =-76/122 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 A -1-4-o at 1-4-0 o-to ae e E 2.4 11 D 2.3 11 H1457584 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:18 2010 Page 1� CSI DEFL in (loc) I/deft L/d TC 0.50 Vert(LL) -0.00 E >999 240 BC 0.25 Vert(TL) -0.00 E >999 180 WB 0.00 Horz(TL) -0.01 C n/a n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint E, 226 lb uplift at joint D and 119 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. . LOAD CASE(S) Standard Scale = 1:17.0 1 PLATES GRIP MT20 244/190 Weight: 11 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLETDED JUTER REFERENCE PAGE BRI-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stabirity, during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plgte Institute, 583 D'Onofno Dnve, Madison, WI 53719. . 1-1 1 Job Truss Truss Type City Ply Fort King Colony H1457585 FCK-C VC11 VALLEY 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:65:18 2010 Page 1 -1-4-0 a1a8 1-4-0 o-10-s LOADING (pst) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) E = 175/0-1-8 0-3-8 D = 36/0-1-8 0-3-8 C =-13/Mechanical Max Horz E = 87(LC 6) C = 81(LC 1) Max Uplift E _-21O(LC 6) D = -35(LC 6) C = -13(LC 1) Max Grav E = 175(LC 1) D = 36(LC 1) C = 74(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-E =-199/273 A-B = 0/67 B-C = -15/65 C-D = 0/0 BOT CHORD D-E = -18/49 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 E 2x3 II D 2x3 II CSI DEFL in floc) I/deft Ud TC 0.50 Vert(LL) -0.00 E >999 240 Be 0.09 Vert(TL) -0.00 E >999 180 WB 0.00 Horz(TL) 0.00 D n/a n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint E, 35 lb uplift at joint D and 13 lb uplift at joint C. 6) Non Standard bearing condition. Review required. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:10.8 1 PLATES GRIP MT20 244/190 Weight: 8 Ib James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 A WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MTEE REFERENCE PAGE MI-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery. erection and bracing, consult ANSI1711 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. IFCK-C IVC12 IVALLEY I1 I 1 IJob F Trussway. Orlando. FL 32824 7.140 s Oct 9-11-9 9-11-9 ci 0 King Colony C 2x4 E F D 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 7510-1-8 9-11-9 D = 33810-1-8 9-11-9 E = 722/0-1-8 9-11-9 Max Horz A = 406(LC 6) Max Uplift D =-190(LC 6) E _-492(LC 6) Max Grav A = 173(LC 6) D = 338(LC 1) E = 722(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-432/121 B-C =-158/81 C-D =-214/214 BOTCHORD A-E = 0/0 E-F = 0/0 D-F = 0/0 WEBS B-E =-553/554 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. CSI DEFL in (loc) I/dell L/d TC 0.55 Vert(LL) n/a n/a 999 BC 0.44 Vert(TL) n/a n/a 999 WB 0.17 Horz(TL) 0.00 n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint D and 492 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H14575861 Industries, Inc. Tue Aug 1013:55:18 2010 Scale = 1:36.6 1 PLATES GRIP MT20 244/190 Weight: 42 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNO - Verb design parameters and READ NOTES ON TMS AND INCLUDED EIITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown (713) 6916900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tnrssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria. DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457587 FCK-C VC13 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:19 2010 Page 1 11-11-9 11-11-9 0 3x6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C-D REACTIONS (lb/size) A = 222/0-1-11 11-11-9 D = 362/0-1-11 11-11-9 E = 852/0-1-11 11-11-9 Max Horz A = 493(LC 6) Max Uplift D =-188(LC 6) E _-550(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-456/123 B-C =-176/90 C-D =-210/214 BOT CHORD A-E = -9/19 E-F = -9/19 D-F = -9/19 WEBS B-E =-593/593 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. E F 1.5x4 11 CSI DEFL in (loc) I/deft L/d TC 0.58 Vert(LL) n/a n/a 999 BC 0.57 Vert(TL) n/a n/a 999 WB 0.18 HOrc(TL) 0.00 D n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint D and 550 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard D 1.5x4 II Scale = 1:36.3 1 PLATES GRIP MT20 244/190 Weight: 51 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARNM - 7e b deerga p—rnet— and READ NOTES ON THIS AND INCLUDED BDTER REFERENCE PAGE AM--7473 BEFORE USE. Engineering Department 9411 Aloom SL Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Oriando, FL 32824 fabrication, quality confrol, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H145758 FCK-C VC14 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:19 2010 Page B•10.8 13-7-8 610.8 68-14 3x7 i LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C-D REACTIONS (lb/size) A = 250/0-2-013-7-6 D = 420/0-2-0 13-7-6 E a 1013/0-2-013-7-6 Max Horz A = 565(LC 6) Max Uplift D =-217(LC 6) E _-631(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-523/140 B-C =-203/103 C-D =-2421247 BOT CHORD A-E = -11/22 E-F = -11/22 D-F = -11/22 WEBS B-E =-680/681 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EF 1.Sx4 II CSI DEFL in (loc) I/deft Ud TC 0.76 Vert(LL) n/a n/a 999 BC 0.79 Vert(TL) n/a n/a 999 WB 0.21 HOrz(TL) 0.00 D n/a n/a (Matrix) 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint D and 631 lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:43.2 1 PLATES GRIP MT20 244/190 Weight: 59 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2 ® WARNING - VerVy design parameters and READ N07ES ON THIS AND INCLUDED IUTEN REFERENCE PAGE EtQ-7473 BEFORE USE. Engineering Department 9411 Alcorn St.dft Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erecfion and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCS11 Building Componenf (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Ply H14574481 FCK-A HG1 Trussway, Orlando, FL 32824 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 141/Mechanical E = 380/0-1-8 0-5-11 Max Horz E = 89(LC 5) Max Uplift D =-104(LC 5) E _-129(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-121/60 B-C = -58/31 BOTCHORD A-E = -33/89 D-E = 0/0 WEBS B-E =-271/151 C-D =-130/123 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. TRUSS 11 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:112010 Page 1 3-5-11 3-5-11 E D 1.5x4 II 1.5x4 II CSI DEFL in (loc) I/deft L/d TC 0.44 Vert(LL) -0.03 D-E >999 240 BC 0.28 Vert(TL) 0.03 D-E >999 180 WB 0.05 Horz(TL) 0.00 n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint D and 129 lb uplift at joint E. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 51 lb up at 0-0-0, and 59 lb down and 51 lb up at 0-0-0 on top chord, and 13 lb down at 0-0-0, and 13 lb down at 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Concentrated Loads (lb) Vert: A=-144(F=-72, B=-72) Trapezoidal Loads (pit) Vert: A=O(F=45, B=45)-to-B=-46(F=22, B=22), B=O(F=45, B=45)-to-C=-11 O(F=-10, B=-10), A=O(F=10 , B=10)-to-E=-10(F=5, B=5), E=O(F=10, B=10)-to-D=-24(F=-2, B=-2) Scale = 1:20.9 1 PLATES GRIP MT20 2441190 Weight: 27 lb f ZA James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A WARMNG - 9erifg design parameters and READ NOTES ON TMS AND INCLUDED MITES REFERENCE PACE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 �sr.s.���� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 B BBL{�.17Bw for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI Pit Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, Q 53719. Job Truss Truss Type Oty Ply Fort King Colony H145744 FCK-A HG2 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:112010 Page A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 334/0-1-8 0-5-11 D = 8110-1-8 0-5-11 Max Horz E = 64(LC 5) Max Uplift E _-302(LC 5) D =-123(LC 5) Max Grav E = 334(LC 1) D = 81(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = -89/50 B-C = -40/18 BOTCHORD A-E = -46164 D-E = 0/0 WEBS B-E =-224/119 C-D = -84/79 NOTES (9-10) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3.1-7 3-1-7 1.5x4 I C 1.5x4 = CSI DEFL in (loc) I/deft L/d TC 0.36 Vert(LL) -0.02 D-E >999 240 BC 0.27 Vert(TL) 0.03 D-E >999 180 WB 0.04 Horz(TL) 0.00 n/a n/a (Matrix) 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint E and 123 lb uplift at joint D. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 44 lb up at 0-0-0, and 51 lb down and 44 lb up at 0-0-0 on top chord, and 11 lb down at 0-0-0, and 11 lb down at 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Concentrated Loads (lb) Vert: A=-125(F=-62, B=-62) Trapezoidal Loads (plf) Vert: A=O(F=45, B=45)-to-B=-46(F=22, B=22), B=O(F=45, 8=45)-to-C=-94(F=-2, B=-2), A=O(F=10, B=10)-to-E=-10(F=5, 8=5), E=O(F=10, B=10)-to-D=-21(F=-0, B=-0) Scale = 1:20.4 1 PLATES GRIP MT20 244/190 Weight: 24 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE Rffi-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 5900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/711 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safely Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Fort FCK-A HM1 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue -1-10-10 3-5-11 fs11-6 1-10-10 35-11 3-5-11 1.5x4 II C A 2x4 - D 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-11-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 443/0-1-8 0-5-11 D = 393/Mechanical Max Horz B = 224(LC 3) Max Uplift B =-288(LC 3) D =-229(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/48 B-C =-117/79 BOTCHORD B-D = 0/0 WEBS C-D =-3171267 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. CSI DEFL in (loc) I/deft Ud TC 0.76 Vert(LL) -0.10 B-D >808 240 BC 0.42 Vert(TL) -0.22 B-D >351 180 WB 0.08 HOrz(TL) 0.00 n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint B and 229 lb uplift at joint D. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-90 Trapezoidal Loads (plf) Vert: B=-5(F=42, B=42)-to-C=-156(F=-33, B=-33), B=0(17=10, B=10)-to-D=-35(F=-7, B=-7) PLATES GRIP MT20 244/190 Weight: 28 lb H1457450 112010 Page 1 Scale = 1:19.8 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 I August 11,2010 WARNING - Veerilfiir design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcwm St. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457451 FCK-A JG1 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:12 2010 Page 1 1-10-15 B C Scale = 1:10.7 1 1-1a15 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 A n/r 180 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.00 A n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 6 lb LUMBER TOP CHORD 2 X 4 SYP No.3 4) Refer to girder(s) for truss to truss connections. CHORD 2 X 4 SYP No.3 5) Provide mechanical connection (by others) of truss to CING BRACING bearing plate capable of withstanding 35 lb uplift at joint TOP CHORD C and 150 Itsuplift at joint B. Structural wood sheathing directly applied or 1-10-15 oc 6) Non Standard bearing condition. Review required. "Fix pudins. 7) heels only" Member end fixity model was used in BOT CHORD the analysis and design of this truss. Rigid ceiling directly applied or 6-0-0 oc bracing. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. REACTIONS (lb/size) 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the C = 1 8 truss component design shown. 88/M hank 8 = 188/Mechanical Max Horz LOAD CASE(S) C = 185(LC 6) Standard B = 162(LC 1) Max Uplift C = -35(LC 4) B =-150(LC 6) Max Grav C = 37(LC 2) B = 188(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-268/228 BOT CHORD A-C =-162/265 NOTES (8-9)�- 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C James K Meade, RE. Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Florida RE. No. 16015 Lumber DOL=1.33 plate grip DOL=1.33 9411 Alcorn Street 2) This truss has been designed for a 10.0 psf bottom Houston, TX 77093 chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any August 11,20 other members. WARNING - Verify design parameters aM READ NOTES oN TNls AND nvmErDED MITER REFERENCE PAQE MQ-7473 BEPORs vsE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 (713) Tilt 6900TRUSSM Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway BIW. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Oriandc, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 Quality Criteria, DSB•89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. n Job Truss Truss Type Qty Ply Fort King Colony H1457452 FCK-A JG2 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:12 2010 Page 1 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 69/Mechanical D = 1/Mechanical E = 344/0-1-8 0-4-0 Max Harz E = 172(LC 6) Max Uplift C = -97(LC 6) D = -10(LC 7) E _-165(LC 6) Max Grav C = 69(LC 1) D = 23(LC 2) E = 344(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-170/64 B-C = -68124 BOT CHORD A-E =-15/172 D-E = 0/0 WEBS B-E =-253/215 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3710-15 3-10-15 C E D 1.5x4 II CSI DEFL in (loc) I/deft L/d TC 0.26 Vert(LL) 0.00 D-E >999 240 BC 0.18 Vert(TL) 0.00 D-E >999 180 WB 0.06 Horz(TL) -0.01 C n/a n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint C, 10 lb uplift at joint D and 165 lb uplift at joint E. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED AUTER REFERENCE PAGE AW-7473 BEPORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibility of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Scale = 1:16.6 PLATES GRIP MT20 244/190 Weight: 14 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407, 857 2777 FCK-A I JM1 IMONO TRUSS I1 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:12 2010 Page-1 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 26910-1-8 0-4-0 D = 8/Mechanical C = -61/Mechanical Max Horz B = 99(LC 6) Max Uplift B =-262(LC 6) C = -61(LC 1) Max Grav B = 269(LC 1) D = 17(LC 2) C = 83(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/47 B-C = -75166 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1-4-0 0-10.15 C CSI DEFL in (loc) I/deft L/d TC 0.42 Vert(LL) -0.00 B >999 240 BC 0.01 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint B and 61 lb uplift at joint C. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 5 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNDyG - Verify deatgn parameters arrd READ NOTES ON THIS AND D9OLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding Orlando, FL 32824 quemmomw fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII qualify Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 UOnofno Drive, Madison. WI 53719. 11 Job Truss Truss Type Oty Ply Fort K ng Colony H1457454 FCK-A JM2 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:12 2010 Page 1 -1-4-D 2-10.15 1a-o z-10-1s Scale = 1:12.8 A LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 78/Mechanical B = 317/0-1-8 0-4-0 D = 26/Mechanical Max Holz B = 170(LC 6) Max Uplift C = -69(LC 6) B =-228(LC 6) Max Grav C = 78(LC 1) B = 317(LC 1) D = 52(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C = -78/27 BOT CHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 2X3 = — CSI DEFL in (loc) I/deft L/d TC 0.48 Vert(LL) -0.00 B-D >999 240 BC 0.11 Vert(TL) -0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint C and 228 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 �l WARNING - Verify design Parameter. a.d READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtrvction is the 891 6900 the responsibility of the TRUSUM 8850 691Tru5900sway Blvd. OF erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPIt Qua ft Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Fort King Colony FCK-A IRG01 IHIP I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:12 2010 Page 2-6-0 5-0-0 9-6-12 14-3-4 18-1ao 21-4-o z3-10-D 2V 2-Cr0 4-&12 48.8 4-fr12 2-(r0 2� q A 5x5 % 7mri-3 C 3x4 = E Scale = 1:40.8 1 5x5 zz F I'A d 93'� x5 // 3x4 = 4x8 = 3x6 = 3x4 = 3x5 �� LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-0-5 oc bracing. REACTIONS (lb/size) 0 = 2141/0-2-8 0-4-0 1 = 2141 /0-2-8 0-4-0 Max Harz 0 = 170(LC 4) Max Uplift 0 = -1281(LC 4) 1 = -1281(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-90/145 B-C =-2507/1661 C-D =-3473/2434 D-E =-3473/2435 E-F =-3475/2436 F-G =-2506/1662 G-H =-89/144 BOT CHORD A-0 =-76/123 N-0 =-966/1270 M-N =-1487/2103 L-M =-1487/2103 K-L =-2409/3475 J-K =-1353/2103 I-J =-797/1270 H-1 =-751121 WEBS B-N =-712/977 C-N =-66/185 C-L =-1264/1663 D-L =-750/753 E-L = -52/57 E-K =-762/783 F-K =-1267/1665 F-J =-67/187 G-J =-714/977 B-0 =-2422/1505 G-1 =-2422/1504 CSI DEFL in (loc) I/defl TC 0.81 Vert(LL) 0.18 K-L >999 BC 0.75 Vert(TL) -0.28 K-L >904 WB 0.68 Horz(TL) 0.08 1 n/a (Matrix) NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. Il; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1281 lb uplift at joint 0 and 1281 lb uplift at joint]. 7) Girder carries hip end with 5-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 241 lb up at 18-10-0, and 321 lb down and 241 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-90, C-F=-150(F=-60), F-H=-90, A-N=-20, J-N=-33(F=-13), H-J=-20 Concentrated Loads (lb) Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 126 lb Standard Vert: N=-321(F) J=-321(F) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON ME AND INCLUDED MUTTER REFERENCE PAGE 1W-7473 BEFORE USE. Engineering Department Design valid for use only with MT9411 Alcom St.ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 110511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Fort King Colony H14574561 FCK-A I RG02 IHIP 11 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:54:13 2010 Page 3-7-13 7-0.0 11-11-0 18-10.0 20.2-3 23.10.0 1;13 3-4-3 411-0 411-0 3-43 37-13 46 3x4 = 4x6 Scale = 1:40.6 1 3x8 15x4 II 3x4 = 3x4 = 1 5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.1 'Except` T2: 2 X 4 SYP No.2 BOTCHORD 2 X 4 SYP No.t WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 7-2-6 oc bracing: I-K. REACTIONS (lb/size) L = 1311/0-1-9 0-4-0 H = 1311/0-1-9 0-4-0 Max Harz L = 236(LC 5) Max Uplift L =-578(LC 6) H =-578(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1059/419 B-C =-1438/579 C-D =-1091/553 D-E =-1091/553 E-F =-1438/579 F-G =-1059/419 BOTCHORD A-L =-397/1079 K-L =-577/1079 J-K =-757/1400 1-1 =-757/1400 H-I =-397/1079 G-H =-397/1079 WEBS C-K =-163/412 D-K =-463/473 D-I =-463/473 E-1 =-163/412 B-L =-855/571 F-H =-855/571 NOTES (8:9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d TC 1.00 Vert(LL) 0.34 I-K >733 240 BC 0.92 Vert(TL) -1.01 1-K >246 180 WB 0.33 Horz(TL) 0.05 H n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 578 lb uplift at joint L and 578 lb uplift at joint H. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 107 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Wrify deign parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE MB--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the 8850 Tmssway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsblity, of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (40T) 857 2777 - Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type IQty Ply I Fort fling Colony H1457457I FCK-A RG03 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:13 2010 Page 0 9-0-0 14-10.0 19-4-0 23-10-0 4$0 4-6-0 5-10-0 4$0 4$0 4.7 47 Scale = 1:40.4 1 P M __ 1 1.5x4 II 3x4 = 3x6 3x4 = 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP SS `Except* T2: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 7-8-6 oc bracing: J-L. REACTIONS (lb/size) M = 1433/0-1-110-4-0 1 = 1433/0-1-110-4-0 Max Harz M =-302(LC 4) Max Uplift M =-604(LC 6) 1 =-604(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1033/297 B-C =-1563/581 C-D =-1438/508 D-E =-1178/501 E-F =-1438/508 F-G =-1563/582 G-H =-10331298 BOT CHORD A-M =-320/1137 L-M =-533/1137 K-L =-362/1178 J-K =-362/1178 I-J =-321/1137 H-1 =-321/1137 WEBS C-L =-2371256 D-L =-31/217 E-J =-311217 F-J =-238/257 B-M =-1140/545 G-1 =-1140/545 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl L/d TC 0.87 Vert(LL) 0.59 L-M >423 240 BC 0.94 Vert(TL) -0.59 J-L >425 180 WB 0.18 Horz(TL) 0.04 1 n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 lb uplift at joint M and 604 lb uplift at joint I. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 107 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 g& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual buildng component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TP11 Quality Cdledo, DSB-89 and 11CSI1 Building Component (407) 857 2777 So" Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Tr uss Truss Type City Ply FReference Fort King Colony FCK-A HIP 1 1 Job o tional H1457458 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:14 2010 Page 1 59-10i -0.0 12-10-0 18-0-6 23-10.0 59.10 52-6 1-10.0 52-6 S&10 e = 1:4u.a P 1.5x4 11 3x4 = 3xo 3x4 = 1.5x4 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP SS "Except` T2: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-11 oc bracing: L-M. REACTIONS (lb/size) M = 1311/0-1-9 0-4-0 1 = 1311/0-1-9 0-4-0 Max Horz M = 367(LC 5) Max Uplift M =-623(LC 6) 1 =-623(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1052/310 B-C =-1444/635 C-D =-1121/524 D-E =-8791518 E-F =-1121/524 F-G =-1444/636 G-H =-1052/311 BOT CHORD A-M =-358/1090 L-M =-499/1090 K-L =-198/879 J-K =-198/879 I-J =-357/1090 H-1 =-357/1090 WEBS C-L =-282/383 D-L =-116/256 E-J =-115/256 F-J =-282/383 B-M =-877/574 G-1 =-877/574 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl L/d TC 0.69 Vert(LL) 0,27 L-M >941 240 BC 0.87 Vert(TL) -0.42 J-L >600 180 WB 0.19 Horz(TL) 0.04 1 n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift at joint M and 623 lb uplift at joint I. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 115 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PADS AM-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss. Piate.lnstitute, 583 D'Onofno Drive, Madison, WI 53719. Fort King H14574591 FGK-A RG05 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:54:14 2010 Page 1 5-4-0 11.11-0 18-6-0 23-10-0 5-4-0 6-7-0 6-7-0 54-0 1:39.8 1 L 3x4 = 3,6 = 3x4 = H 1.5x4 II 1.5x4 II 23-10-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 10-0-0 oc bracing: I-K. REACTIONS (lb/size) L = 1387/0-1-10 0-4-0 H = 1385/0-1-10 0-4-0 Max Horz L =-397(LC 4) Max Uplift L =-630(LC 6) H' _-630(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1186/397 B-C =-1620/671 C-D =-1406/626 D-E =-1403/626 E-F =-1617/671 F-G =-1185/397 BOT CHORD A-L =-407/1242 K-L =-568/1242 J-K =-177/882 J-M =-177/882 I-M =-177/882 H-1 =-408/1239 G-H =-408/1239 WEBS C-K =-280/426 D-K =-232/420 D-1 =-232/414 E-1 = -281 /427 B-L =-955/482 F-H =-952/481 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 0.80 Vert(LL) -0.38 I-K >656 240 BC 0.95 Vert(TL) -0.94 I-K >265 180 WB 0.27 Horz(TL) 0.04 H n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 lb uplift at joint L and 630 lb uplift at joint H. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 114 lb ',"ZA, ��' James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING- Verb design pa-tere and READ NOTES ON THIS AND INCLUDED EGTEE REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building9411 Alcorn St. component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction 4 the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Odando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457460 FCK-A RG06 COMMON 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:15 2Q10 Page 1 6-7-0 6-s15 4-0-0 K 3x5 = 3x4 = G 1.5x4 I 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ffP12002 LUMBER TOP CHORD 2 X 4 SYP SS "Except- T2: 2 X 4 SYP No.2 BOTCHORD 2 X 4 SYP No.2 `Except` 81: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W5: 2 X 4 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) G = 1211/0-1-8 0-4-0 K = 1388/0-1-10 0-4-0 Max Horz K = 391(LC 5) Max Uplift G =-484(LC 7) K =-631(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1190/398 B-C =-1613/669 C-D =-1398/624 D-E =-1522/682 E-F =-20/134 F-G = -73/11 BOTCHORD A-K =-407/1238 J-K =-617/1238 I-J =-231/897 I-L =-231/897 L-M =-231/897 H-M =-231/897 G-H =-523/1320 WEBS C-J =-285/428 D-J =-220/385 D-H =-296/548 E-H =-274/430 E-G =-1724/683 B-K =-934/476 = 1:37.8 1 CSI TC 0.83 BC 0.97 WB 0.75 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.28 H-J >900 240 Vert(TL) -0.64 H-J >390 180 Horz(TL) 0.04 G n/a n/a PLATES GRIP MT20 244/190 Weight: 117 lb NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 lb uplift at joint G and 631 lb uplift at joint K. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance professional engineering responsibility solely for the truss truss component design shown. LOAD CASE(S) Standard James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNlNO - Verlfy design parameters and READ NOTES ON TBIS AND DPCLUDED MITER REFERENCE PAGE Md-7473 BEFORE USE. Engineering Department 9411 Alwm St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457461 FCK-A RG07 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:15 2010 Page 1 5-3-14 11-11-0 15-6.4 19-1-8 21-11-8 2(i8-0 5.3.14 6.7-3 3-7-4 3-7-4 2-10.0 4-8-8 ale = 1:46.9 1 3x4 i 3x4 = 3x5 = 3x4 = 1.5x4 I I 1.5x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. Except: 1 Row at midpt E-K BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) J = 1065/0-1-8 0-4-0 L = 540/0-1-8 0-4-0 P = 1468/0-1-12 0-4-0 Max Horz P = -397(LC 4) Max Uplift J = -662(LC 7) L = -191(LC 7) P = -655(LC 6) Max Grav J = 1065(LC 1) L = 541(LC 2) P = 1468(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1451209 B-C =-1688/749 C-D =-1849/883 D-E =-1904/857 E-G =-1712/625 G-K =-1547/549 E-F =-315/323 F-H =-469/319 H-1 =-3451129 BOT CHORD A-P =-60/180 O-P =-662/1464 O-Q =-273/1089 Q-R =-273/1089 N-R =-273/1089 M-N =-273/1089 L-M =-626/1749 K-L =-626/1749 J-K =-1081315 CSI DEFL in (loc) I/deft L/d TC 0.70 Vert(LL) -0.19 M-0 >999 240 BC 0.68 Vert(TL) -0.41 M-0 >621 180 WB 0.87 Horz(TL) 0.06 J n/a n/a (Matrix) BOT CHORD LOAD CASE(S) 1-J =-108/315 Standard WEBS B-0 =-263/403 C-O =-256/497 C-M =-443f799 B-P =-1941/868 H-J =-372/333 D-M =-552/548 G-L =-327/153 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 662 lb uplift at joint J, 191 lb uplift at joint L and 655 lb uplift at joint P. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. PLATES GRIP MT20 244/190 Weight: 138 lb ////111 (,- �_� James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parnmetars aM READ NOTES oN Tws AND INCLDDED AuTEE REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 NZF fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality CFNeda, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. 1 Job Truss Truss Type City Ply Fort King Colony H145746 FCK-A RG08 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:15 2010 Page 17-1-8 9-11- fi8-D 5-3-13 fi7-3 b-2-8 9.8 2-0-8 8-8.8 C Scale = 1:46.7 1 P L J 3x4 3x4 = 3x5 = 3x4 = 1.5x4 I I 1.5x4 I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. Except: 2 Rows at 1/3 pts D-K BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) J = 1220/0-1-8 0-4-0 L = 365/0-1-8 0-4-0 P = 1488/0-1-12 0-4-0 Max Horz P = -397(LC 4) Max Uplift J = -752(LC 7) L = -118(LC 6) P = -664(LC 6) Max Grav J = 1220(LC 1) L = 440(LC 2) P = 1488(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-1481206 B-C =-1720/762 C-D =-1823/894 D-E =-1598/580 E-G =-1604/585 G-K =-1564/599 D-F =-407/419 F-H =-615/381 H-1 =-4111113 BOTCHORD A-P =-59/180 O-P =-671/1487 O-Q =-28911124 N-Q =-289/1124 N-R =-289/1124 M-R =-289/1124 L-M =-650/1808 K-L =-650/1808 J-K =-118/407 CSI DEFL in (loc) I/deft Ud TC 0.92 Vert(LL) -0.20 M-0 >999 240 BC 0.84 Vert(TL) -0.42 M-0 >604 180 WB 0.88 Horz(TL) 0.06 J n/a n/a (Matrix) BOT CHORD LOAD CASE(S) I-J =-118/407 Standard WEBS B-O =-2561397 C-O = -251 /490 C-M =-4411821 E-M =-582/555 B-P =-1968/880 H-J =-535/495 G-L = -99/40 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=S.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 752 lb uplift at joint J, 118 lb uplift at joint L and 664 lb uplift at joint P. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE MU--7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 141 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 TKOSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Qty 1Ply I Fort King Colony H14574631 FCK-A RG09 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:16 2010 Page 1 5-3-12 11-11-0 15-1-8 17-11-9 22-4-0 26-8.0 1.12 n>7-4 3-z-8 2-10-0 4-0.8 4-4-0 C Scale = 1:46.7 1 d 2XJ I H 4 ij 3x4 = 3x5 = 3x10 = 1.5x4 I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 1 = 1907/0-2-4 0-4-0 M = 1298/0-1-9 0-4-0 H = -146/0-1-8 0-4-0 Max Harz M = 398(LC 5) Max Uplift I = -726(LC 7) M = -595(LC 6) H = -206(LC 10) Max Grav I = 1907(LC 1) M = 1298(LC 1) H = 62(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-145/207 B-C =-14071652 C-D =-1084/680 D-E =-922/515 E-F =-1142/507 F-G =-214/664 BOTCHORD A-M =-59/188 L-M =-589/1250 L-N =-254/836 K-N =-254/836 K-O =-254/836 J-0 =-2541836 I-J =-482/246 H-1 =-482/246 G-H = 482/246 WEBS B-L =-293/418 C-L a-276/505 C-J =-342/340 CSI DEFL in (loc) I/defl L/d TC 0.68 Vert(LL) -0.19 J-L >999 240 BC 0.50 Vert(TL) -0.44 J-L >571 180 WB 0.74 Horz(TL) 0.02 1 n/a n/a (Matrix) WEBS D-J =-557/474 F-I =-16941777 B-M =-16691786 F-J =-443/1498 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726 lb uplift at joint I, 595 lb uplift at joint M and 206 lb uplift at joint H. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 143 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING -Verify design parameters and REM NOTES oN THIS AND nvcLUDED mrrzK REFERENCE PAGE MD'-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an ind9411 Alcorn St.vidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRUSOW erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPti Quardy Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informaiton available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457464 FCK-A RG10 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7,140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:16 2010 Page 1 4.4-12 11-11-0 13-1-8 15.11-8 22-3.4 26$0 412 7-6.4 1-2-8 2-10.0 8-312 -0-4-4-12 3x5 = 4x6 5x8 i D E 4x7 Scale = 1:46.6 --- M L — d I 3x4 3x4 = 3x5 3x4 = 3x4 �� LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2OO2 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. REACTIONS (lb/size) M = 1569/0-1-14 0-4-0 1 = 1569/0-1-14 0-4-0 Max Horz M = -397(LC 4) Max Uplift M = -694(LC 6) 1 = -708(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-412/22 B-C =-1747f718 C-D =-138/115 D-E =-2411149 C-E =-1405/874 E-F =-1384/701 F-G =-1755/680 G-H =-38Of79 BOTCHORD A-M = 01311 L-M =-712/1483 K-L =-341/1384 J-K =-341/1384 I-J =-586/1494 H-1 = 0/287 WEBS B-L =-294/399 F-J =-631322 G-J =-265/388 B-M =-1868/991 G-1 =-1942/1062 C-L =-13/286 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl Ud TC 0.66 Vert(LL) 0.47 I-J >612 240 BC 0.80 Vert(TL) -0.55 L-M >521 180 WB 0.58 Horz(TL) 0.06 1 n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694lb uplift at joint M and 708 lb uplift at joint I. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard IL WARMNO - Ver(fy design parameters and READ NOTES ON MUS AND INCLUDED BQTEE REFERENCE PAGE JW-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Cdteda, DSB-89 and BCSI1 Building Component Safety Inlormalion available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. PLATES GRIP MT20 244/190 Weight: 139 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, Engineering Department 9411 Alcorn Sl. Houston, TX 77093 (713) 691 6900 8850 Tmssway Blvd. Orlando, FL 32824 (407) 857 2777 Type FCK-A IRG11 Trussway, Orlando, FL 32824 6-2-8 6.6-0 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:17 2010 Page 1-3.0 ' 6-6-0 6-2-8 :ale= 1:45.7 1 G 3x4 i 3x4 = 3x5 = 3x4 = 3x4'�' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-5-12 oc bracing. WEBS 1 Row at midpt B-K, E-G REACTIONS (lb/size) K = 1553/0-1-13 0-4-0 G = 1553/0-1-13 0-4-0 Max Horz K =-423(LC 4) Max Uplift K =-682(LC 6) G =-682(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-313/113 B-C =-1758/758 C-D =-1163/655 D-E =-1758/758 E-F =-3131113 BOTCHORD A-K = 0/203 J-K =-687/1577 J-L =-26411163 I-L =-264/1163 I-M =-264/1163 H-M =-264/1163 G-H =-516/1577 F-G = 0/203 WEBS B-J =-346/467 C-J =-276/550 D-H =-276/550 E-H =-346/467 B-K =-1936/860 E-G =-1936/860 NOTES (8-9) 1) Unbalanced roof live toads have been considered for this design. CSI DEFL in (loc) I/deft Ud TC 0.77 Vert(LL) -0.21 H-J >999 240 BC 0.62 Vert(TL) -0.38 H-J >769 180 WB 0.43 Horz(TL) 0.06 G n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb uplift at joint K and 682 lb uplift at joint G. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 141 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A WARMNO - verify design parameters and READ NOTES ON TBIS AND INCLUDED MTEE REFERENCE PAGE JIW--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only wi}h Mirek connectors. This design Is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 T91 690y Blvtl. swa erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/? 11 Quality Criteria. DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 UOnofno Drive, Madison, WI 53719. Job Truss Truss Type �Qty Ply Fort King Colony H1457466 FCK-A RG12 COMMON 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:17 2010 Page 1 6-8-0 13-4-0 20-0-0 26-M 6-8-0 6-8-0 6-8-0 6-8-0 J F 3x4 i 3x4 = 3x5 = 3x4 = 3x4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.21 G-1 >999 240 TCDL 25.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.37 G-1 >775 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 F n/a n/a BCDL 10.0 Code FBC2007(rP12002 (Matrix) LUMBER NOTES (7-8) TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered for BOT CHORD 2 X 4 SYP No.2 this design. WEBS 2 X 4 SYP No.3 WEDGE 2) Wind: ASCE 7-05; 140mph (3-second gust); Lett: 2 X 4 SYP No.3, TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; Right: 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD W members and forces & MFRS for reactions shown; Structural wood sheathing directly applied. Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. chord live load nonconcurrent with any other live loads. WEBS 4) " This truss has been designed for a live load of 1 Row at midpt B-J, D-F 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS (lb/size) bottom chord and any other members, with BCDL = 10.Opsf. J = 1545/0-1-13 0-4-0 5) Provide mechanical connection (by others) of truss to F = 1545/0.1-13 0-4-0 bearing plate capable of withstanding 686 lb uplift at joint Max Horz J and 686 lb uplift at joint F. J = 443(LC 4) 6) "Fix heels only" Member end fixity model was used in Max Uplift J = -686(LC 6) the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices F = -686(LC 7) and T-1 sheet for more information. FORCES (lb) - Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates acceptance TOP CHORD of professional engineering responsibility solely for the A-B =-332/104 B-C =-1760/809 truss component design shown. C-D =-1760/809 D-E =-332/104 LOAD CASE(S) BOTCHORD A-J = 01216 I-J =-69211580 Standard H-1 =-234/1085 H-K =-234/1085 K-L =-234/1085 G-L =-234/1085 F-G =-513/1580 E-F = 0/216 WEBS B-1 =-400/509 C-1 = 364/636 C-G =-364/636 D-G =-400/509 B-J =-1894/837 D-F =-1894/837 Scale = 1:49.3 Io 26-0-0 PLATES GRIP MT20 244/190 Weight: 146 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,201( A, WARNING - V-1A design parameters and READ NOTES ON THUS AND INCLUDED MITER REFERENCE PAGE M11--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 Or fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII puaffly Criteria, DSB-89 and BCSII Buffding Component (407) 857 2777 qqzo Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. J F 3.4 3x4 = 3x5 = 3x4 = 3x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 1 Row at midpt B-J, D-F REACTIONS (lb/size) J = 1545/0-1-130-4-0 F = 1545/0-1-130-4-0 Max Horz J =-443(LC 4) Max Uplift J =-686(LC 6) F =-686(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-332/104 B-C =-1760/809 C-D =-1760/809 D-E =-332/104 BOT CHORD A-J = 0/216 1-1 =-692/1580 H-1 =-234/1085 H-K =-234/1085 K-L =-234/1085 G-L =-234/1085 F-G =-513/1580 E-F = 0/216 WEBS B-I =-400/509 C-I =-364/636 C-G =-364/636 D-G =-400/509 B-J =-1894/837 D-F =-1894/837 CSI DEFL in (loc) I/deft TC 0.87 Vert(LL) -0.21 G-1 >999 BC 0.63 Vert(TL) -0.37 G-1 >775 WB 0.50 Horz(TL) 0.06 F n/a (Matrix) NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 686 lb uplift at joint J and 686 lb uplift at joint F. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard H1457467 FCK-A RG13 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:17 2010 Page 1 6-8.0 13-0-0 1 -6- 20-0-0 26-a-0 6.8-0 6-4-0 &0 6-4-0 6-8-o cale: 1/4"=l' 1 r/ Ia 26-U 5225.4,0 7-10.11 0 -0 1-4-0 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 145 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Vr ify design parameters and READ NOTES ON TWS AND ViMUDED MITER REFERENCE PAGE 837-74731110RI uaE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiNrity of the 8850 Trussway Blvd. TRUMM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job H14574681 ' fr—us Tr ' d ' o ' Platt IRG14 IHIP 11 I 1 IJob Reference (optional) iy, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:18 2016 53-5 11-0-0 15-8-0 21-4-11 26-8-0 5-&11 48-0 5-8-11 5x7 5x7 Scale = 1:45.8 1 1.5x4 11 3x4 = 3x5 = 3x4 = 1.5x4 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP SS `Except' T2: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 9-1-3 oc bracing: J-L. REACTIONS (lb/size) M = 1566/0-1-140-4-0 1 = 1566/0-1-14 0-4-0 Max Horz M =-367(LC 4) Max Uplift M =-677(LC 6) 1 =-677(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1281/385 B-C =-1815/730 C-D =-1575/600 D-E =-1282/604 E-F =-1575/600 F-G =-1815/730 G-H =-1281/385 BOT CHORD A-M =-434/1371 L-M =-607/1371 K-L =-35111282 J-K =-351/1282 I-J =-435/1371 H-1 =-435/1371 WEBS C-L =-274/361 D-L =-36/264 E-J =-36/264 F-J =-275/361 B-M =-1145/617 G-1 =-1145/616 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl L/d TC 0.93 Vert(LL) 0.49 L-M >581 240 BC 0.98 Vert(TL) -0.61 J-L >465 180 WB 0.20 Horz(fL) 0.06 1 n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 677 lb uplift at joint M and 677 lb uplift at joint I. 7) "$emi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 124 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design pammetera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Orlando, FL 32824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss pe Qty Ply Fort Kng ColonyH1457469 ]HIP FCK-A RG15 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:18 2010 Page 1 as-1 9 0 o t7-8-0 22-z-15 26-8-0 r 4 s 1 4 61 s 8-8-0 4 s 1 s 4-5-1 Scale = 1:45.7 4x6 3x4 = 4.6 C D E 7.00 12 4x5 4 B 4 XF A 3x5 i KJ M N 3x4 3x8 = 3x5 = 3x8 = 3x4 7-8 26A-0 Plate Offsets XYA70-1-1.0-1-81,TGQ-1-1.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.15 I-K >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.33 I-K >874 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.06 H n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 146 lb LUMBER TOP CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; WEBS 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C BRACING Interior(1) zone; cantilever left and right exposed ;C-C for TOP CHORD members and forces & MWFRS for reactions shown; Structural wood sheathing directly applied or 4 5 2 oc Lumber DOL=1.33 plate grip DOL=1.33 puriins. 3) Provide adequate drainage to prevent water ponding. BOT CHORD 4) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of REACTIONS (lb/size) 20.Opsf on the bottom chord in all areas where a L = 1510/0-1-12 0-4-0 rectangle 3-6-0 tall by 2-0-0 wide will fit between the H = 1510/0-1-12 0-4-0 bottom chord and any other members, with BCDL = Max Harz 10.0psf. L =-302(LC 4) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint Max Uplift L and 645 lb uplift at joint H. = L -645(LC 6) 7) "Semi -rigid pitchbreaks with fixed heels" Member end H =-645(LC 7) fixity model was used in the analysis and design of this FORCES (lb) - Maximum Compression/Maximum Tension truss. 8) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD and T-1 sheet for more information. A-B =-209/141 B-C =-1712/652 9) NOTE: The seal on this drawing indicates acceptance C-D =-1390/630 D-E =-1390/630 of professional engineering responsibility solely for the E-F =-1712/652 F-G =-209/141 truss component design shown. BOT CHORD A-L =-33/213 K-L =-712/1391 LOAD CASE(S) J-K =-672/1551 J-M =-672/1551 Standard M-N =-672/1551 I-N =-672/1551 H-I =-459/1391 G-H =-33/213 WEBS B-K =-196/262 F-I =-197/263 James K Meade, P.E. B-L =-1889/889 F-H =-1889/889 C-K =-126/430 E-I =-125/430 Florida P.E. No.16015 D-K =-331/383 D-I =-331/382 9411 Alcorn Street NOTES (8-9) Houston, TX 77093 1) Unbalanced roof live loads have been considered for this design. August 11,20 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE ZM--7473 BEFORE USE. Engineering Depanment Design valid for use only with M7ek connectors. Thts design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. Ho TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLqMW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSVTP11 quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 qIZZW Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 H14574701 FCK-A RG16 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:54:19 2010 Page 1 1-8-0 7-0-0 13-4-0 1 19-8-0 25-2-0 26-8-0 1-60 5-6-0 6-4-0 6-4-0 5-6-0 1-6-0 4x6 3x4 = 4x6 L H 1.5x4 13x4 = 3x5 = 3x4 = 1.5x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrPI2002 LUMBER TOP CHORD 2 X 4 SYP SS *Except` T2: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-4-3 oc bracing. REACTIONS (lb/size) L = 1467/0-1-12 0-4-0 H = 1467/0-1-12 0-4-0 Max Harz L =-236(LC 4) Max Uplift L =-627(LC 6) H =-627(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-1245/553 B-C =-1687/769 C-D =-15311783 D-E =-1531/783 E-F =-1687l770 F-G =-1245/553 BOTCHORD A-L =-560/1284 K-L =-730/1284 J-K =-1036/1860 1-1 =-103611860 H-1 =-560/1284 G-H =-560/1284 WEBS B-L =-971/662 C-K =-263/527 D-K =-5151507 D-1 =-515/507 E-1 =-263/527 F-H = -971 /662 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d TC 0.81 Vert(LL) 0.43 I-K >656 240 BC 0.68 Vert(TL) -0.86 I-K >329 180 WB 0.32 Horz(TL) 0.06 H n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint L and 627 lb uplift at joint H. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:45.7 1 A? 0 26-B.o 0. 1-0-0 PLATES GRIP MT20 244/190 Weight: 115 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Fe fy design parameters and READ NOTES ON TNIS AND INCLUDED NITER REFERENCE PAGE AID--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Qualify Criteria, DSB-89 and 110511 Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457471 RG17 HIP 1 1 Job Reference (optional) ay, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:19 2010 Page 1 2-fi0 5-0-0 9-1-2 13.4-0 17.6-14 21-8-02fr8-0 2-6-0 2-6-0 4-1-2 4-2-14 42-14 4-1-2 2-6-0 2-6-0 1 Scale = 1:45.7 5x5 7.00 i12 C 3x4 = 1.5x4 11 3x5 = 3x4 = D E F G H5x5ZLZ P d R U r 0 N m L K 3x5 3x4 = 3x6 = 3x10 MT20H — US = 3x6 = 3x4 = 3x5 \\ LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-3-6 oc bracing. REACTIONS (lb/size) R = 1972/0-2-5 0-4-0 K = 197210-2-5 0-4-0 Max Horz R = -170(LC 3) Max Uplift R = -1110(LC 4) K = -1110(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-100/143 B-C =-2269/1429 C-D =-320712139 D-E =-3617/2381 E-F =-361712381 F-G =-3617/2381 G-H =-320712139 H-1 =-2269/1430 I-J = '-99/143 BOT CHORD A-R =-73/130 Q-R =-852/1157 P-Q =-1288/1903 0-P =-2157/3207 N-0 =-2157/3207 M-N =-2085/3206 L-M =-1146/1903 K-L =-683/1157 J-K =-73/129 WEBS B-Q =-608/870 C-Q =-160/213 C-P =-1169/1636 D-P =-856/753 D-N =-385/521 E-N =-482/456 G-N =-3861521 G-M =-856/753 H-M =-1168/1636 H-L =-160/213 I-L =-610/870 B-R =-2214/1310 I-K =-2214/1310 CSI DEFL in (loc) I/defi TC 0.79 Vert(LL) 0.22 N >999 BC 0.68 Vert(TL) -0.34 N >842 WB 0.55 Horz(TL) 0.10 K n/a (Matrix) WEBS B-Q =-608/870 C-Q =-160/213 C-P =-1169/1636 D-P =-8561753 D-N =-385/521 E-N =-482/456 G-N =-386/521 G-M =-856/753 H-M =-1168/1636 H-L =-160/213 I-L =-610/870 B-R =-2214/1310 I-K =-2214/1310 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1110 lb uplift at joint R and 1110 lb uplift at joint K. 8) Girder carries hip end with 5-0-0 right side setback, 5-0-0 left side setback, and 3-8-0 end setback. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 149 lb up at 21-8-0, and 199 lb down and 149 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). u WARNING - Verify design parameters and READ NOTES ON THIS AND MCLr7DED MITER REFERENCE PAGE MU--7473 BEFORE USE L/d PLATES GRIP 240 MT20 2441190 180 MT20H 187/143 n/a Weight: 144 lb 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pit) Vert: A-C=-90, C-H=-120(F=-30), H-J=-90, A-Q=-20, L-Q=-27(F=-7), J-L=-20 Concentrated Loads (lb) Vert: Q=-199(F) L=-199(F) Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPIT QuafBy Criteria, DSB-89 and BCSIi Building Component Safety Infoanation avolable from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 Engineering Department 9411 Almm St. Houston, TX 77093 (713) 6916900 IRLSSM 8850 Tnrssway Blvd. Orlando, Fl- 32824 (407) 857 2777 Ci r_ 1-1 1 FCK-A RG18 Trussway, Orlando, FL 32824 A aI LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rTP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 122/Mechanical D = 26/Mechanical E = 386/0-1-8 0-4-0 Max Horz E = 219(LC 6) Max Uplift C =-145(LC 6) D = -11(LC 6) E _-171(LC 6) Max Grav C = 122(LC 1) D = 53(LC 2) E = 386(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-229/72 B-C = -91/46 BOT CHORD A-E =-19/219 D-E = 0/0 WEBS B-E =-313/267 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 TRUSS 1.5x4 II 5-0-0 H14574721 1 1 IJob Reference (optional) 1 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 13:54:20 2010 Page 1 E• CSI DEFL in (loc) I/deft L/d TC 0.20 Vert(LL) 0.01 D-E >999 240 BC 0.20 Vert(TL) -0.01 D-E >999 180 WB 0.08 Horz(TL) -0.03 C n/a n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint C, 11 lb uplift at joint D and 171 lb uplift at joint E. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:19.8 1 PLATES GRIP MT20 244/190 Weight: 17 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED 1111TEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Oriando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. type Fort King Colony H14574731 FCK-A RM01 HIP 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:20 2010 Page 1 -1-40 5-0-0 142-8 1-4.0 5-0-0 42-8 5-0-0 1-40 Scale = 1:27.8 4x5 11 4x5 I I C D R 4x5 = 1.5x4 11 1.5x4 11 - 4x5 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. REACTIONS (lb/size) B = 1375/0-1-10 0-4-0 E = 1375/0-1-10 0-4-0 Max Horz B = 95(LC 5) Max Uplift B =-727(LC 5) E _-727(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-2149/928 C-D =-1758/857 D-E =-2149/928 E-F = 0147 BOTCHORD B-H =-70311784 G-H =-699/1758 E-G =-707/1784 WEBS C-H =-151/508 D-G =-1511508 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and fight exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft Ud TC 0.84 Vert(LL) 0.10 B-H >999 240 BC 0.55 Vert(fL) -0.15 B-H >999 180 WB 0.16 Horz(TL) 0.05 E n/a n/a (Matrix) 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 727 lb uplift at joint B and 727 lb uplift at joint E. 7) Girder carries hip end with 5-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down and 170 lb up at 9-2-8, and 321 lb down and 170 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-C=-90, C-D=-150(F=-60), D-F=-90, B-H=-20, G-H=-33(F=-13), E-G=-20 Concentrated Loads (lb) Vert: H=-321(F) G=-321(F) PLATES GRIP MT20 2441190 Weight: 56 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a 1 ® WARNING - Vergy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE IM-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, on,AloT St. 9 Y 9 N Po P 9 P Houston, 77093 69 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 8900 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 9850 Trussway BIM. IRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5B3 D'Onofno Drive, Madison, W153719. FCK-A RM02 Trussway, Orlando, FL 32824 1-4-0 7-1-4 Type IQty Ply I Fort King Colony H1457474I 4x4 = C 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:20 2010 Page 1 7-1-4 1-4-0 ' Scale=1:27.4 4X6 - 1.5x4 II 4xB LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 898/0-1-8 0-4-0 D = 898/0-1-8 0-4-0 Max Horz B =-119(LC 7) Max Uplift B =-477(LC 6) D =-477(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-1023/364 C-D =-1023/364 D-E = 0147 BOT CHORD B-F =-178/757 D-F =-178/757 WEBS C-F = -9/378 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) Vdefl Ud TC 0.83 Vert(LL) 0.11 B-F >999 240 BC 0.62 Vert(TL) -0.21 B-F >788 180 WB 0.12 Horz(TL) 0.02 D n/a n/a (Matrix) 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint B and 477 lb uplift at joint D. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 55 lb � /Z� , L 6,11 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - Verify design para—ders and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSl1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Type H145747; FCK-A RM03 JCOMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:21 2010 Page 4 7 4 1-4-0 7-0-0 0-2 7-0-0 1-4-0 Scale = 1:27.8 4x4 = I C 4x8 i 1.5x4 II 48 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 898/0-1-8 0-4-0 D = 898/0-1-8 0-4-0 Max Harz B =-119(LC 7) Max Uplift B = 477(LC 6) D =-477(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-1023/364 C-D =-1023/364 D-E = 0/47 BOTCHORD B-F =-178/757 D-F =-178/757 WEBS C-F = -9/378 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft L/d TC 0.83 Vert(LL) 0.11 B-F >999 240 BC 0.62 Vert(TL) -0.21 B-F >788 180 WB 0.12 Horz(TL) 0.02 D n/a n/a (Matrix) 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint B and 477 lb uplift at joint D. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 55 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNG - Verify design pa —met— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on upon 9411 ton,AlcT Sl. g y g y p parameters shown, and is for an individual buldirtt3 component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibifity of the 8850 Trussway Blvd erector. Additional permanent bracing of the overall structure is the responsblity, of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457476 FCK-A RM6 Trussway, Orlando, FL 32824 A TRUSS 1-4-0 5-0-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 189/Mechanical B = 414/0-1-8 0-4-0 D = 47/Mechanical Max Harz B = 248(LC 6) Max Uplift C =-177(LC 6) B =-245(LC 6) Max Grav C = 189(LC 1) B = 414(LC 1) D = 94(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-111f70 BOTCHORD B-D = 0/0 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3x3 = 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:21 2010 Page 1 CSI DEFL in (loc) I/deft L/d TC 0.36 Vert(LL) -0.03 B-D >999 240 BC 0.21 Vert(TL) -0.06 B-D >888 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 3) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint C and 245 lb uplift at joint B. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard C Scale = 1:18.0 PLATES GRIP MT20 244/190 Weight: 18 lb ,Jlt-A, L James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEB REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77D93 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 !� a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION 3/4 "Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss J� and securely seat. O'1/1G� For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. "This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS Cl-2 C2-3 0 WEBS D 4 0- U O a ~ c7-a c6_7 c5-6 O BOTTOM CHORDS General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 8 7 6 5 ( 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUM B ERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MiTek Engineering Reference Sheet: MII-7473 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. ® 2004 MiTek® Job Truss Truss Type City Ply Fort King Colony H1457477 FCK-P HP1 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:32 2010 Page 1 �I 1 1-10-10 4-10.8 4-03 2x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. REACTIONS (lb/size) E = 637/Mechanical B = 592/0-1-8 0-4-15 Max Harz B = 397(LC 3) Max Uplift E _-546(LC 3) B =-408(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/48 B-C =-7591234 C-D =-131/63 D-E =-257/336 BOT CHORD B-F =-499/662 E-F =-499/662 WEBS C-F = 0/221 C-E =-733/552 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint E and 408 lb uplift at joint B. D Scale = 1:22.1 3x4t CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.54 Vert(LL) -0.02 B-F >999 240 MT20 244/190 SC 0.27 Vert(TL) -0.04 E-F >999 180 WB 0.25 Horz(TL) 0.01 E n/a n/a (Matrix) Weight: 43 lb 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-90 Trapezoidal Loads (plf) Vert: B=-24(F=33, B=33)-to-D=-176(F=-43, B=-43), B=-O(F=10, B=10)-to-E=-44(F=12, B=-12) James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 WARMNG - Vert& design pammaters and READ NOTES oN 7ws AND INCLUDED FBTEE REFERENCs PADS AW-7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design. parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trusmay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage,uss delivery, erection and bracing, consult ANSWTP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from TrPlate Institute, 583 D'Onofno Drive, Madison. WI 53719. I Job Truss Truss Type Oty Ply Fort King Colony H1457478 FCK-P JP1 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:32 2010 Page 1 1-4-0 0.10.15 A C Scale = 1:7.7 1 0.10.'IS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.00 B >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 B >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007frP12002 (Matrix) Weight: 5 lb LUMBER TOP CHORD 2 X 4 SYP No.3 4) Provide mechanical connection (by others) of truss to BOT CHORD 2 X 4 SYP No.3 bearing plate capable of withstanding 323 lb uplift at joint BRACING B and 60 lb uplift at joint C. TOP CHORD 5) "Semi -rigid itchbreaks with fixed heels" Member end g p Structural wood sheathing directly applied or 0-10-15 oc fixity model was used in the analysis and design of this puriins. truss. BOT CHORD 6) NOTE: Refer to attach Trussway Notes, Appendices Rigid ceiling directly applied or 10 0-0 oc bracing. and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance REACTIONS (lb/size) of professional engineering responsibility solely for the truss component design shown. B = 267/0-1-8 0-3-8 D = 9/Mechanical LOAD CASE(S) C = -60/Mechanical Standard Max Horz B = 121(LC 6) Max Uplift B =-323(LC 6) C = -60(LC 1) Max Grav B = 267(LC 1) D = 17(LC 2) C = 100(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C = -74/80 BOTCHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; James K Meade, P.E. enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for Florida P.E. No.16015 members and forces & MWFRS for reactions shown; 9411 Alcorn Street Lumber DOL=1.33 plate grip DOL=1.33 Houston, TX 77093 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. August 11,201C WARMMi - Verify design paramstere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This Houston, design Is based only upon parameters shown, and is for an individual building component. 9411. n, T St. 77093 Applicability of design parameters and proper incorporation of component is69 responsibility of building designer- not truss designer. Bracing shown (713) 891 6900 '� is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIT Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King Colony H1457479 FCK-P JP2 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:32 2010 Page 1 -1-4-0 z-1ais 1-4-D 2-10.15 Scale = 1:12.8 A nen L znals i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 12 lb LUMBER TOP CHORD 2 X 4 SYP No.3 4) Provide mechanical connection (by others) of truss to BOT CHORD 2 X 4 SYP No.3 bearing plate capable of withstanding 88 lb uplift at joint BRACING C and 283 lb uplift at joint B. TOP CHORD 5) "Semi -rigid pitchbreaks with fixed heels" Member end Structural wood sheathing directly applied or 2-10-15 oc fixity model was used in the analysis and design of this purlins. truss. 6) NOTE: Refer to attach Trussway Notes, Appendices BOT CHORD and T-1 sheet for more information. Rigid ceiling directly applied or 10 0-0 oc bracing. 7) NOTE: The seal on this drawing indicates acceptance REACTIONS (lb/size) of professional engineering responsibility solely for the truss component design shown. = C 80/Mechanical B = 315/0-1-8 0-3-8 LOAD CASE(S) D = 26/Mechanical Standard Max Horz B = 206(LC 6) Max Uplift C = -88(LC 6) B =-283(LC 6) Max Grav C = 80(LC 1) B = 315(LC 1) D = 52(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C = -77/28 BOTCHORD / NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; James K Meade, P.E. enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for Florida P.E. No. 16015 members and forces & MWFRS for reactions shown; 9411 Alcorn Street Lumber DOL=1.33 plate grip DOL=1.33 Houston, TX 77093 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. August 11,20 C WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED bIITEK RP. WRRENCE PAGE AM--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design k based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not inns designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IRLSSM 8850 Trnssway Blvd. erector. Additional permanent bracing of the overall structure is the responsbTity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/7I7 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FL A TRUSS I1 I 21 7.140 s -1-4-0 4-10.15 1-4-0 4-1615 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 187/Mechanical B = 409/0-1-8 0-3-8 D = 46/Mechanical Max Harz B = 296(LC 6) Max Uplift C =-215(LC 6) B =-307(LC 6) Max Grav C = 187(LC 1) B = 409(LC 1) D = 92(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-124/69 BOT CHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. C yX3 = u CSI DEFL in (loc) I/defl Ud TC 0.37 Vert(LL) -0.02 B-D >999 240 BC 0.20 Vert(TL) -0.06 B-D >928 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 215lb uplift atjoint C and 307 lb uplift at joint B. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Aug 10 13:54:33 2010 Page 11 Scale = 1:17.8 PLATES GRIP MT20 244/190 Weight: 18 lb "/? i,_ L_ James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street - Houston, TX 77093 WARNING - Verify design parameters and READ NOSES ON THIS AND INCLUDED KITES REFERENCE PAGE S137-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. BAocing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from buss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 11 r i Job Truss Truss Type Qty Ply Fort King Colony H1457481 FCK-P RP1 ROOF TRUSS 14 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:33 2010 Page 1 i 1-4-0 6.4-8 r>4 8 A 2x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 258/Mechanical B = 484/0-1-8 0-3-8 D = 61/Mechanical Max Horz B = 362(LC 6) Max Uplift C =-298(LC 6) B =-334(LC 6) Max Grav C = 258(LC 1) B = 484(LC 1) D = 122(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-168/95 BOT CHORD B-D = 0/0 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 6-0-8 CSI DEFL in (loc) I/deft L/d TC 0.73 Vert(LL) -0.07 B-D >999 240 BC 0.35 Vert(TL) -0.18 B-D >406 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint C and 334 lb uplift at joint B. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard L Scale = 1:21.4 1 PLATES GRIP MT20 244/190 Weight: 23 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 WARNING - Verify design parameters and READ NOTES ON T87S AND INCLUDED ffiTES REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsbility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 So" Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. RP2 (ROOF TRUSS I1 I 1 I H1457482 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:33 2010 Page -1-40 32-4 6-48 10-415 147-1 18-7-8 21V 25-0.0 26-4-0 1-40 3-2-4 32-4 40.7 4 31 4.0.7 121 1.5x4 11 H . - . 11 3x8 = 3xl0 MT20H = 3x4 = 3x8 = 1.Sx4 II Scale = 1:46.3 P 0 fs48 10-415 18-7 Plate Offsets Y :10*0-0-7.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.33 R-S >893 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.49 R-S >601 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.20 0 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 168111 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. Except: 1 Row at midpt D-G, J-M BOTCHORD Rigid ceiling directly applied or 3-5-15 oc bracing. JOINTS 1 Brace at Jt(s): G, J, I REACTIONS (lb/size) B = 2748/0-3-4 0-3-8 0 = 2748/0-3-4 0-3-8 Max Harz B = 218(LC 5) Max Uplift B = -1925(LC 5) 0 = -1925(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-4934/3278 C-D =-4877/3308 D-E =-1530/747 E-H =-1388/986 D-F =-3130/2653 F-G =-3130/2653 G-1 = -3361 /2896 I-J =-3361/2896 J-L =-3129/2664 L-M =-3129/2664 H-K =-1389/999 K-M =-15291761 M-N =-4876/3308 N-0 =-4934/3280 O-P = 0/47 BOTCHORD B-U =-2894/4224 T-U =-3130/4565 S-T =-3130/4565 R-S =-3130/4565 Q-R =-3015/4571 BOTCHORD 0-0 = -267814224 WEBS C-U = -2001217 D-U =-548/840 G-U = -324/409 G-S = 0/237 G-R = -166/181 J-R =-211272 J-Q = -3371398 M-Q =-539/845 N-Q = -203/215 H-1 =-286/494 E-F = -375/579 K-L =-379/583 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf-, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1925 lb uplift at joint B and 1925 Ib uplift at joint 0. 7) Girder carries hip end with 6-4-9 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 571 Ib down and 406 Ib up at 18-7-7, and 571 lb down and 406 lb up at 6-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (pif) Vert: A-D=-90, D-H=-182(F=-92), H-M=-182(F=-92), M-P=-90, 8-U=-20, Q-U=-40(F=-20), O-Q=-20 Concentrated Loads (lb) Vert: U=-571(F) Q=-571(F) James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON TIDS AND INCLUDED MUTER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Aloom St' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 '� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, defivery, erection and bracing. consult ANSM11 quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457483 FCK-P RP3 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:34 2010 Page 1 -1.4-m 8-30 12-6-0 18-&0 25-D-0 28-4-0 1� 630 6S0 6-30 8-3-0 1-4-0 5x5 = Scale = 1:44.8 D 4x5 = 3x4 = 3x5 = 3x4 = 4x5 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. REACTIONS (lb/size) B = 1492/0-1-12 0-3-8 F = 1492/0-1-12 0-3-8 Max Horz 8 = 218(LC 6) Max Uplift B =-940(LC 6) F =-940(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-2375/1272 C-D =-2059/1227 D-E =-205911228 E-F =-2375/1273 F-G = 0/47 BOT CHORD B-J =-1124/2002 1-1 =-511/1322 H-1 =-51111322 F-H =-907/2002 WEBS D-H =-502/735 E-H =-5231602 D-J =-501/735 C-J =-523/602 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 CSI DEFL in (loc) I/deft L/d TC 0.86 Vert(LL) 0.12 B-J >999 240 BC 0.74 Vert(TL) -0.34 B-J >872 180 WB 0.52 Horz(TL) 0.08 F n/a n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 lb uplift at joint B and 940 lb uplift at joint F. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 116 Ito James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARNING - Vert7g design parameters and READ NOTES ON TffiS AND MCLUDED MUTER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRLMSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuaBh/ Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457484 FCK-P VP1 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:34 2010 Page 1 6-0-0 6-0-0 4x4 = Scale = 1:20.4 1 D L K J I H 3x4 i 3x4 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 128/0-1-8 12-0-0 G = 128/0-1-8 12-0-0 J = 151/0-1-8 12-0-0 K = 86/0-1-812-0-0 L = 303/0-1-8 12-0-0 1 = 86/0-1-812-0-0 H = 303/0-1-8 12-0-0 Max Horz A = 77(LC 5) Max Uplift A = -61(LC 7) G = -62(LC 7) K = -72(LC 6) L = -257(LC 6) 1 = -70(LC 7) H = -258(LC 7) Max Grav A = 128(LC 1) G = 128(LC 1) J = 151(LC 1) K = 88(LC 10) L = 303(LC 1) I = 88(LC 11) H = 303(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -65/50 B-C =-55/125 C-D =-39/157 CSI DEFL in (loc) I/deft Ud TC 0.11 Vert(LL) n/a n/a 999 BC 0.12 Vert(TL) n/a n/a 999 WB 0.08 Horz(TL) 0.00 G n/a n/a (Matrix) TOPCHORD D-E =-39/148 E-F = -55/99 F-G = -64/49 BOTCHORD A-L = 0/82 K-L = 0/82 J-K = 0/82 I-J = 0/82 H-I = 0/82 G-H = 0/82 WEBS D-J = -111/0 C-K = -86/96 B-L =-226/251 E-I = -86/94 F-H =-226/252 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint A, 62 lb uplift at joint G, 72 lb uplift at joint K, 257 lb uplift at joint L, 70 lb uplift at joint I and 258 lb uplift at joint H. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 48 lb l James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 1 WARNING - Verify design parameeero and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE JW--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and isfor an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsbliN of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSOM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualkly Criteria, DSB-89 and BCSII BuIlding Component (407) 857 2777 Safety Informatton available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457485 FCK-P VP2 ROOF TRUSS 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:34 2010 Page 1 4-0.0 8-0.0 40.0 4-0.0 2x4 = B Scale = 1:15.4 D 2x4 1.5x4 II 2x4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 193/0-1-8 8-0-0 C = 193/0-1-8 8-0-0 D = 358/0-1-88-0-0 Max Horz A = 48(LC 5) Max Uplift A =-137(LC 6) C =-147(LC 7) D =-144(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -89/84 B-C = -89/63 BOT CHORD A-D = -4/31 C-D = -4/31 WEBS B-D =-274/186 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1'33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft L/d TC 0.26 Vert(LL) n/a n/a 999 BC 0.20 Vert(TL) n/a n/a 999 WB 0.06 Horz(TL) 0.00 C n/a n/a (Matrix) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint A, 147 lb uplift at joint C and 144 Ib uplift at joint D. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 25 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MZT 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructwn is the responsibility of the 8850 Trussway Blvd. IRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, derp= erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Sally Information ovalable from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457486 FCK-P VP3 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2OD9 MTek Industries, Inc. Tue Aug 1013:54:34 2010 Page 1 2-ao IN4-0-0 200 yx = Scale = 1:7.8 B 2x3 - 2x3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 11 lb LUMBER 7) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD 2 X 4 SYP No.3 and T-1 sheet for more information. BOT CHORD 2 X 4 SYP No.3 8) NOTE: The seal on this drawing indicates acceptance BRACING of professional engineering responsibility solely for the TOP CHORD truss component design shown. Structural wood sheathing directly applied or 4-0.0 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 152/0-1-84-0-0 C = 152/0-1-8 4-0-0 Max Horz A = 20(LC 5) Max Uplift A = -86(LC 6) C = -86(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-161/111 B-C =-161/111 BOT CHORD A-C =-75/124 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this / design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; James K Meade, P.E. Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. Florida P.E. No. 16015 4) This truss has been designed for a 10.0 psf bottom 9411 Alcorn Street chord live load nonconcurrent with any other live loads. Houston, TX 77093 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint A and 86 lb uplift at joint C. 6) "Semi -rigid pitchbreaks with fixed heels" Member end design August 11,20 fixity model was used in the analysis and of this WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUMM erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII quardy Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Thus Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Symbols PLATE LOCATION AND ORIENTATION rt-3j4 * Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0 -1�16' * For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. 0 O U CL O P Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO BEARING SBCCI Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A MiTek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSII . 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 p 4. Cut members to bear tightly against each other. 2 O 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI l . 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. ® 2004 MiTek® E)gA ts��:l IM 2 - I V • W aL Mal . xxmr Mal RN w• 2 - rV, It 1/4•LK A," mr Xw MO aamm AL parr lr4l•m1 AM AM Mal aw pet parr Ll.n r ea Loan• Mw m aaias nn Omar 0" Z xxtx Mal AW 2 - I V . It r/4' LlL Mal Aw Am Mar aN 2 - 1 **. It WaL AN" M Am arM Mi A! Xw Mar A� xvx Mr CWP Mar ear► xaw Mar Aw jam Mal Apr xxlm Mal � Am axr xax Mar /i JAM Mar nu mm arra /f xxxr Mal IM4 xe r Mal /i Am Mal xw Ma is xxtx Mar NOTES : I. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS: 2, REFER TO SHEET FT—DET FOR ADDL. FLOOR TRUSS DETAILS, SECTIONS & SCHEDULES. J. REFER TO SHEETS RT—DET FOR ADDL. ROOF TRUSS DETAILS, SE077ONS & SCHEDULES. 7-�IPE /// L EVEL 2 kc "w Lwr au fir pupa TRUSS PLACEMENT PLAN ALL BEAMS ARE DESICNED BY 07HERS U.N.G TYPE III LEVEL 2 RE. S7RUC7URAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BY OTHERS TRUSSWAY, LTD. 8850 Tr=sway Blvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET 2Umtrussway C07T1 IOU REFER TO SHT."T-1° FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #° SCALE : N7S REVISIONS A B C D E F G SHEET -- O > AVLOIL 1. REFER TO SHEET T-1 FOR 7RUSS DETAILS MARKED ON PLACEMENT SHEETS 2 REFER TO SHEET FT—DET FOR ADDL. FLOOR TRUSS DETAILS SEC77ONS & SCHEDULES. 3 REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SECTIONS & SCHEDULES. TYPO 111-A LEI/EL 2 R 7i'Gis 5�20 �1N : - / 1i•r Ir crc /•ere mr aq• 2ra►rr nrr a - r !i'r n Ip• aK aa►a � Ioeor ew•e asaw OK AWAAW � e. �,� � " Am lW 2 - 1 4'r /I I/4' LM. M tl Nr/ •tom MA•� A. 2 - I V . II 7Ae' M e•eee IiQ 2222 e►ea Mr /� 1eml IiI Aw Am "6" m ,mcr ... AW ,= e.e.e M JVM ....r MI zmv efe " JAM ... ea X= free re .mor eie xu 20x ere r larr Am e•e e AIN zocr ererar err 22ar reo ee xm 06" es ee7t erere �" m4w mr w/ a can TR US S PLA CEMENT PLAN TYPE III -A LEVEL 2 ALL BEAMS ARE DESIGNED BY 07HERS U.N. RE. STRUCTURAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS TRUSSWAY, LTD_ 8860 74vssway Blvd 0l•mz, Florida (407) 857-2777 (407) 851-7899 FAX 19 j O j � V i� C) r< ti c C) ti cQ a tr •ems � � I P, a c N Q� AN REFER TO SHT."T-1 FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #: SCALE : NIS REVISIONS A B C D E F G SHEET -0 TYPE /// / /// -A NOTES : I. REFER TO SHEET T--1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETSS, 2 REFER TO SHEET FT-DET FOR ADDL. FLOOR 7RUSS DETAILS, SECTIONS & SCHEDULES. 3 REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SEC77ONS & SCHEDULES. L EVEL J FLOFA1pO�R BEAM SCHEDULE -!.w—�/A R B w � FLOOR _& BEAM SCHEDULE /!9. RR Ba. O YIR KA. m"m IBiN AVI 2 - I V x 14' LK 04-Af-Af Rho JOVOf M-A?-� R17 2 - 1 %' x ff 1/4' LK 01-11-00 M17 A= W-4?-Q7 RI dlvtxm P& Pol4T AO-A'!-QA AW AM w-" RC SAY7 PSi Post 10-" IM JIX+6V 001-� m Maus PSi Post M-6A/ AM "m dD-" Rq1 2 - 1 %- x f 1 1/4' LK 0-10-a0 Ml zaar W-" RW 2 - IV x 11 7/8' LK m-" AV .ioaar W-" A/-" mu lxw au" fim X= 41-" RIN AM w-" 1870 xxXX 0D-A7-0D Am im do,-" f81J Axq' M6A>-0D AM- x.w wi0 M2 A= w-ED-09 M7 J17m w-" f81J A= W-" AM C= W-O�AD A114 .1WM W-" AM X W 0�W TR US 1S PLACEMENT PLAN ALL BEAMS ARE DESIGNED BY OTHERS U.N.i TYPE III/III —A LEVEL 3 RE* STRUCTURAL PLANS FOR BEAM SYZE: DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERr MOM 41;70;r TRU SSWAY, LTD_ 8850 fYvssway Blvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET oww. trussway. com O � V o rN O ti � w > c� a Lo \ N ` 'ram Q O N �o REFER TO SHT."T-1 FOR IMPORTANT y INFORMATION! DRAWN BY: PC 10 CHECK BY: PROJECT ID: 3 a ORDER #: to SCALE : NTS w REVISIONS : o A B 0 C 0 D E c F Y G -t L° SHEET o F- 030- T IPE 1nL1' A'_T FLOOR HANGER SCHEDULE AWK D£SCR/PRON Sa1PSON USP F711 LUS410 JUS410 FH2 HU48 HD48 FH4 HGUS410 7HDH410 FN5 7N4222-2 AOSH222-2 FH6 7N4422 A15f1422 7H44 -2 USH4 -2 FH8 HHUS210-2 THD210-2 FH9 SUL4 10 SKH410L fH10 I SUR410 1 SKH41OR ALL "wKS AUY NOT BE USED. LE—VEL 2 12°-11�• NOTES : I. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS 2 REFER TO SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS SEC77ONS & SCHEDULES. 3. REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SECTIONS & SCHEDULES. FLOOR BEAM SCHEDULE ML M nM Mn�ec M UK v Sao: FLOOR BEAM SCHEDULE � �n/� M on a MMM wsc Er ffr pia uxm Ml 2 - 1 -%' x 14' LK fs/6 xm A7-A7-A7 AW 2 - / %' x 11 1/4' LK Of4f-A! FB17 AWX A7 All J.5X525 PA POST to-" AM )= of-a7-af 18C aw Pm Posr lo." AM A= A7-W-Af fm d5X.15 PM POST IV-" I= X.1619! co-" IM 2 - 1 314 x 11 114' LK Q-v-af AM X = as-arr to M 2 - 1 11 71V LK /4-LO-A7 mw xm cn-nraf fL�rf raa�r a7-cn-cn f" ;mx cn ao-af fay A= tao� of mlo XXXX 06.017-pf fm )0" Q7-Ol�pf fen AM cn ao of faze A= W-a7-af M12 AM M-A7-Qf FW AM Af-Afi1f f81J A= w-w-w mw "m A7-Af-Af f8/4 X= X-X-w my )OA71 GG-Ltl-Af W.1 A= of-" my A= ao-af-af TIC US S PLACEMENT PLAN TYPE XVIII LEVEL 2 ALL BEAMS ARE DE57GNED BY OTHERS U.N. RE: S7RUCTURAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BYO7HERS FBBO=FLUSH BEAM 8Y OTHERS 5dg!:=� IIHEWX lRUSSWAY, LTD. 8850 7Yuaswag Btvd Orla+ , FLarida (407) 857-2777 (407) 851-7899 FAX I"E"ET www. trussway. cove O 1 @1 rV O cQ1 a o co N N o Qo REFER TO SL"T "I" b FOR IMPORTANT INFORMATION. DRAWN BY: PC CHECK BY: PROJECT ID: a ORDER #: SCALE : NTS o REVISIONS : 0 A B C o D cr F Y G o 0 SHEET o F-04n- FLOOR HANGER SCHEDULE MARK 1 usp FHI LUS410 JUS4 10 FH2 HU48 HD48 FH3 HHUS48 TH048 FH4 HGUS410 THOH410 FH5 7h4222-2 M4H222-2 FH6 7M422 AOSW22 " FH7 7HA422-2 MSH422-2 FH8 HHUS210-2 7HD210-2 2t.9_ SUI�4 0 H4 !OL 1 ol " T U; qL 'o 1 .,, DR ALL MARKS MAY ACT BE USED. i YPE XI/lil LEVEL 3 Ao -Tfs . 1. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS. 2. REFER TO SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS, SEC77ONS & SCHEDULES. J. R&ER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SEC77ONS & SCHEDULES, OR BEAM SCHEDULE FLOOR BEAM SCHEDULE AM SM/VM PM BM CF XMMk NSML 11021@71AMM Wo/y% M DW OF OMM sm PLOM YEN= ,p MAW I coxmmm uwm wm ffmm FX-Y4 I 2— 1 ' x 14' Lkt ffl" -AVIS XX" f= 2— 1 J14' x 11 114' LVE N-" F817 XX" TRUSSWAY. LTD. flu 3.5M25 PSI POST 10-00-W f818 XAW 8860 7'rwsway Blvd FW 3.5X7 PSL POST lo-" F8I9 A2W W-" Orlan&, FlorWa fm 3.5x.15 PSL POST to-" Mm xx" W..pr00 (407) 857-2777 (407) 851-7899 FAX AW 2 1 314' x 11 114' LA CP--" M21 XX" INTEPJVET Mi 2 1 J14' x 11 718' Lkt 10-" fm XX" www.trussway. Coif W-" FM A= W-" F" XX" X-" f894 XM Polo X"X w-" AM A= 00-" Mil X= W-" mm XX" M12 X)= W-" AL17 XX" faij X= W-" fm fm xx" M14 X"X w-w-W fm "" I O - ZZ5 loll � P, co, TRUSS PLACEMENT PLAN BEAUS ARE DESIGNED BY OTHERS U.N.( TYPE XV111 LEVEL 3 ALL RE- STRUCTURAL PLANS FOR BEAM SIZE' DBBO=DROP BEAM BY OTHERS FBfO=fLUSH BEAM BY OTHER' Do o REFER TO SHT."T-1 FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #: SCALE NTS 0Of REVISIONS A B 0 C 0 D cr E F G L SHEET 0 F- 051L V 0 00 O M 2 OD O 0 �� Lo N 04 to Lij 11 L li 11 1" 1 I Jj 1 1 it !i I. ROOF HANGER SCHEDULE MARK DESCRIPTION SIMPSON USP RH1 LUS24 JUS24 RH2 LUS26 ✓US26 RH3 HUS26 HUS26 RH4 THA29 MSH29 RH5 THA222-2 MSH222-2 RH6 SUL26 SKH26L RH7 SUR26 I SKH26R RH8 HUS210 1 THD210 RH9 HGUS26-2 THDH26-2 RH1 ---- I H✓C26 j ALL MARKS MAY NOT BE USED. 7 I i NO TES . I. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS 2. REFER TO SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS, SEC77ONS & SCHEDULES. 3. REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SE077ONS & SCHEDULES TYPE- XVrii I'i-7 1 .fJO� p 2'-54 6!l�Piflil,'P11� il"r L .(3) - (G.148 x 3 114' nail) TOE -A VLS D rOP BOTTOM CHORD C NECnON (NAILS THROUGH SOCK SI OF GIRDER INTO END GRAIN OF MONO TRUSS ARE AOT ALL ED) .(3) - (0.148'x3 114' P ail) rOE-AWLS ® TOP & 807TOM CHORD COAWEC77 FOR HR' GIRDER ARID (12) NAILS ALGNG lr,4L END WEB OF HR" GIRDER INTO 71iE HIF GIRDER TRUSS .(2) - (0.148'x3 1l4' P ail) TOE -AWLS 0 TOP & BOTTOM CHORD C NEC77ON. TYPICAL HIP SET NAILING OPEN�TALIFVRNIM)H CDNNE (EXCEPT IAI rPi TRUSS PLACEMENT PLAN TYPE XVIII ALL BEAMS ARE DESIGNED BY OTHERS U.N. RE. STRUCTURAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS TRUSSWAY, LTD_ 8860 Tmas,uay Blvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET wunu. trussway. corn ® Z3 O � V O M O � N fn w o N N Qo y 0 c ® j M o O m 0 m 0 REFER TO SHT."T-1"58 FOR IMPORTANT a, INFORMATION! d DRAWN BY: PC CHECK BY: rn PROJECT ID: ORDER #: SCALE NUS REVISIONS : 0 A B o C 0 D E c F Y G o w SHEET o 0201 U A. TRUSS (J) - (0. 148 x 3 114' P-nw7) TOE-MAS 0 TOP & B077CM CHORD COMEMW 7HRMIGH 84CK SIZIF OF GRDER NM END GRAW OF MONO MW ARE AVr N100ED) A a 8077;AZZ r, GIRDER Na, AND (12) NA,-S ALOAC VERMAL END WEB OF ';'R' GIRDER THE NTO HfP GIRDER MU-IZ5, -" �9 (2) - (a 148-,3 114- P-,W,7) TOE-10ALS V ,- 70P & BOTMU CHOW CONAEC770V TYPICAL HIP SET _NA LING OPEN FACE (E)CM7'r N CAIFORNM) NOT SI-WIMIED IN p1-1c.91fxNT NO TES .- I. REFER 710 SHEEr T-I FOR TRUSS DETAILS MARKED ON PLACEA0VT SHEETS, 22 REFER TO SHEET Fr-DET FOR ADDL. FLOOR TRUSS DETAILS, SECTIONS & SCHEDULES 3. REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SECTIONS & SCHEDULES TIRUSS PLALf--.-Vh:-.'MENT PLAN - Clubhouse TRUSSWAY, LTD. 8850 Trussway Blvd Orlando. Flort" (407) 857-2777 (407) 851-7899 FAX INTERNET Z C3 zt rot• Id co 00 lug P, (ZS l� o W, CQ)- AN REFER TO SHT."T-1 FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #: SCALE NIS REVISIONS A B c D E F G SHEET ALL BEAUS ARE DESIGNED BY OTHERS U.N. RE STRUCTURAL PLANS FOR BEAM qzEs CL DBBO=DROP BEAM BY OTHERS F88O=FLUSH BEAM BY DINERS. i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Mil IL RBG06 JM1 JM I a 1 • • a j I I uI •i •i� e 17'-6" LVG`_,, I. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS. 2. REFER TO SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS, SECTIONS & SCHEDULES. 3. REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SECTIONS & SCHEDULES. JM1 JM2 N N d PICNIC M N (L CL I1 lL �Q R PGA 11 1 11. J P 1 TRUISSWAY• LTD_ 8850 9Fussway Blvd Orlando. Florida P 2 (407) 857-2777 (407) 851-7899 FAX INTERNET JP3 _._ utium trussuny. coin JP3 JP2 P1 y a a 'i Picnic Pavilion 1E —^^ -- (3) - (0.148 x 3 114' P-nail) 70£-NA TOP & BOTTOM CHORD CONN£C770N. (NAILS 7NROUGH BACK SIDE OF MONO TRUSS GIRDER INTO END GRAIN OF MONO TRUSS ARE NOT ALLOWED) 4 ti L„ 0 (0.14A"x3 7//4' P-narf) TOE -NAILS A (0.14 CHORD CONN£C770N FOR }1R' C. Q k ACK AND (12) NAILS ALONG VERTICAL END WL 'HR' j JA GIRDER 1NT0 THE HIP GIRDER TRUS (2) - (0.1 i8'x3 114' P-nail) TOE-M& j „�<: U •-", •J"�^ 7OP & BOTTOM CHORD CONNE PON ffla TYPICAL HIP SET NAILING OPEN FACE I USE WHERE CONVWTIDws ARE NOT SPECIFIED IN PLACEMENT (D(CEPT IN CALIFORNA) I BEAM SCHEDULE RBG01 2- 1.75 X 16" X 18' LVL RBG02 3.5X5.25 X10' PSL COLUMN RBG03 2-1.75X 1 1.875 10' LVL RBG04 3.5X3.5X10' PSL COLUMN RBG05 2-1.75X 1 1.875X 14' LVL RBG06 2-1.75 X11.875X20' LVL RBG07 2-1.75 X14" X20' LVL RBG20 2-1.75 X11.875 X26' LVL TRUSS PLACEMENT PLAN Amenities M LU m� REFER TO SHT."T-1"a FOR IMPORTANT INFORMATION! r DRAWN BY: PC E Q CHECK BY: PROJECT ID: o ORDER #: SCALE NTS u REVISIONS A "' B C E Dcr a E F Y G r SHEET ALL BEAMS ARE DESIGNED BY OTHERS U.N. RE. STRUCTURAL PLANS FOR BEAM S12ES °> oDBBO=DROP BEAM BY OTHERS �4m— a FBBO=FLUSH BEAM BY OTHERS F I c A Ll"!'1�3€,d- EXERCISE CAUTION W PLACEMENT OF SELECTED HANGERS. REFER TO TRUSS PLACEMENT FOR DESIGNATED HANGER TYPE o A AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR - € TA NDARD Fk 0 OR ETA It S INSTALLATION INFO. TRUSSWAY. L1 D_ vjf;:;% IS REFER TO 8 1/2"01" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE INTERNET ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, AS NOTED ON TRUSS DIAGRAMS. SPECIAL ATTENTION SHOULD BE GIVEN TO ANCHORAGE OF ALL BEAMS & COMPONENTS THAT SUPPORT TRUSSES AFFECTED BY WIND UPLIFT. 01 02 03 04 05� v BOTTOM CHORD REARING INTERIOR BEARING eT-IAP BEARING TOP CHORD BEARING` TOP CHORD BEARING INTERIOR POCKET REARING Iu 7 .--' 1 •.•^ SUPPORTING SUPPORTING RTING ". - r,as STRICTURE TU TRUCnIRE ,r•'• �' STRUCRE ,.. r ✓ f ,,..• -s' REFER TO TRUSSWAY'S ROOF, FLOOR AND/OR COMPONENT SPREAD SHEETS FOR A LISTING OF ALL MATERIALS (AND QUANTITIES THEREOF) SUPPLIED BY TRUSSWAY. ALL OTHER MATERIALS ARE ` 1 €r 7 !�\ SIFPORTING� '.• / ff /:, "��� TO BE SUPPLIED BY OTHERS. S v : �;lrl�� .�-' �„'�✓.,-'�STRucrORE •-'".✓ s PPORnNc � � �Nr ' G sTwc r IC„�.•�,,,..wr"• t '1Mx. CUT B FIOW O t/2. L SPACE t 7yAx. TRUSS GIRDERS MAY CONSIST 0F MORE THAN AN ONE TRUSS MEMBER.MULTI-PLY GIRDERS ARE SHIPPED UNATTACHED FOR / 1/2"x11" TRUSS EASE OF INSTALLATION. BUILDER TRUSS SETTER IS RESPONSIBLE FOR REVIEWING 8 S DIAGRAMS TO DETERMINE [ y C� �I �` ,/ `�� sGACE PROPER NUMBER OF PLYS & NAILING/CONNECTION METHOD PROPER IN THE FIELD. AND MAKING CONNECTIONS CONNECTING HARDWARE IS NOT INCLUDED IN THIS CONTRACT. CAUTION SHOULD 8E EXERCISED WHEN SELECTING CONNECTING HARDWARE. SPECIAL ATTENTION SHOULD BE GIVEN 70 CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING), CONFIGURATION &CONNECTION SURFACES. TRUSSWAY IS AN AUTHORIZED SIMPSON STRONG -TIE & USP CONNECTOR pISTR18UTOR AND WILL BE PLEASED TO QUOTE ALL YOUR srRONCBACK oerNLs 07 O$ 09 '... 1 Q 1 1 (21160 NAns a 10P d BOn011 f---;r _,� "'pgGy_gACK DETAIL /� ('jWrILEVEk DETA( LE b1q TGIRDER IEDGER OETAq TGODE Daav TOP CHORD DETAIL OC Z . VERTICAL BLDCN ;,.-- f r" "'"�. ,� . / •"" ;% ... .�,j. LE LEDGE DGER t:a �- ,.•• %,. .7�^ .�..,;{ k .f, r .. �y� jt^" 1 ,, ✓•' [ ;• : 2s BNND _ _ '�•!! ��`" I � �� .�1' •• � ' , I � .•-!` I : �y; '.! "�+ ✓ ✓-r"' '�. 4 �� ,.. f �% q '^•-,.,, }(' € s1 .-.,._ Y !! 1 ",' f- /� ::` 1 !y '...- :.,:"t-� / { ""-", `4^'`t°'`• f! j �;tj i ."'•-. r ,✓ •,...••�" 4..,f�r �SUPPO ) ` w 1 '' •^""` a STRUCTURE ••^'�� a<� Iz6 ((MN STRONCBACN, �•. � - - �• aAND CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY REPRESENTATIVE FOR DETAILS. BESTRNN1D O EACH END .-- Od HAILS SECURE « (SJ 160 NAILS O EACH VERTICAL. -,; :' -� / O l0e NAILS / " o.c. LOCATE AS CLOSE TO BOTTOM CHORD AS POSSIBLE. /,x /, // \ .'�I �� O �0.c. STRONGBACKS SPACED AT 10'-0(YA%J ARE REQUIRED TO MAINTAIN CERTAIN FIRE ASSEMBLIES. > „y �' I 011A� _ srRDNcaACKs ARE RECOMMENDED TO MwtwzE VIBRATION. P CONTRACTOR IS TO PROVIDE ADEQUATE WATERPROOFING TO PROTECT TRUSSES FROM ANY MOISTURE ACCUMULATION. O 1 2 1 3 1 4 1 rJ 11 6 1 7 18 NON-COMPLIANCE COULD AFFECT THE STRUCTURAL INTEGRITY OF THE TRUSS, REQUIRING REPLACEMENT OR REPAIR. TRUSS TOP C D BEARING ^HANGER APPLIGigN TRUSS EXTERIOR STAR CONDITION CANTILEVER /RUSH SUPPORT ANGLED BOTTOM CHORD BEARING h BLOCK ON 'AN FDA„PPORT --. 10a '••..,; :lUSI SITURE .-.+,�; --., HOLD TRUSS BACK to BAND (J100 NAlls O `"- �, z t iECT TRUSS ar . (NA45 TRICTURE TO ALLOW BAND ANGLED FLUSH �, 9OC; FRp� Sn � -�.., J 3"9tw �.�✓^-. �� TO AUG «/ApI+eK ♦ / ,�< '{ SUPPORT / ,.=' :;;,. ��`{ i C e .A :...J I C�r i�2 CONTRACTOR TO BE AWARE OF LARGE LINEAR AND CONCEN- TRATED LOADS OCCURING IN BEARING WALLS. IN ORDER , _! sulR r ~ ,!' �BANp y"`"I \ ,sTRUCTUR[ -VR+TI \� \✓ �� t , F %J a '. ` "••"; ' `..: ( P ed SUPPORT FOR TO PREVENT CRUSHING, CONTRACTOR IS TO PROVIDE VER- TICAL BLOCKING IN LOAD PATHS. TO FOUNDATION. AS PER CODE REQUIREMENTS. ... ` ^`~-�'>\ .r STARS BAND -+ CAUTION: L� ! A ®3 V •� •.,.:5;;^^"bN10 GIRDER ]. MILE SUPPORTIS DO Iqi C PPORTniG /,,;..-� IUNuEB -i ()tOE NAILS BDTTOII ; BUCTUBE SPECS. iRUss TOP d BOTTOM TOSS CHORD TRUSS RL \)� ;, / CONVENTIONAL ROOF BRACING SHALL BE EVENLY DISTRIBUTED ONTO INDICATED "LOAD BEARING" WALLS ONLY. EXCESSIVE 19 z= BAND 20 21 22 23 23B DEFLECTION, OR FAILURE, MAY OCCUR IF LOADS ARE PLACED ON WALLS OTHER THAN THOSE SPECIFIED. CAUTION: CANTILEVER DETAIL 7 CANTILEVER DETAIL /BLOCK Xs' NON -STACK NC- [w1 BEARING. ODIFIED 'IVERTICNs BOTTOM CHORD BEARING ');'?y BOTTOM CHORD BEARING MaI ' W I P°RT TN CONTINUOUSBEARING TRuss lI jlj��" "�•-"' Y "" 1111 ,~ """�,,•••'~ "' PlUL6INC WALL ti a.I rr -' i`! If r.�' '^" �'""' "^` L-> Lo.� gEAmNO ✓ / Jr'"" I �• L�` TJ) r~ � � BOTTOM CHORD IS TO BE CONTINOUSLY BRACED. IN AREAS WHERE A RIGID CEILING IS NOT APPLIED DIRECTLY TO THE BOTTOM T. LATERAL BRACING �� ' a BAr+�m iV!•• ✓� I/J FLOOR -' GIRDER € / SUPPORTING 'I^.•"'�.;, TRuss BOOR � . "� n � � TRucruR[ �`1 suPPORnrtc f! ?� rKIICTu� ' �TRu55 ' IS REQUIRED. AT 10'-0" D.C.. AT BOTTOM CHORD. .C.. a° 1711 I ? a'`� wPPORrwc TING T . rDlnu z r yISTRUCTUi .,..•--"'„a �sTRucruRE ! '%;' r%.•,^'''E, HANGERWHEN �.. _ LEDGER ./ I.S.RA`•, f VALLEY TRUSSES ARE PARALLEL WITH SUPPORTING TRUSSES FIELD BLOCK WITH 2x4's AT 36"o c., 4"O L , �\ •'O.C.. d (1J MAIL PER •, 5 _ / ..... WEB MEMBER. T TOP F T SUPPORTING TRUSSES. BETWEEN N THE CHOIR 0 H SU 0 N B EE 0 CHORDS E G CAiJT'I0N: DDITIONAL STUDS MAY BE REQUIRED AT EACH SIDE OF COMPONENT CONSULT WITH ENGINEER OF RECORD. (E,O.R.) = S VER 1.1 - APRIL, 2008 STRUCTURAL COORDINATION TRUSS HANDLING, INSTALLATION AND BRACING DRAWING APPROVAL. REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS, SEISMIC/WIND REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS. PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. SEE T.P.I. "HIB-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER." TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. *� CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST BE PROVIDED, BY BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATION. TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES THAT HAVE BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM- APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPTUS TO THE 3 SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS, GIRDERS, HEADERS, ETC. AGE OCCUR, AN ANALYSIS BY A REGISTERED PROFESSIONAL ENGINEER WILL BE REQUIRED & CER- TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO. DESIGN CRITERIA, DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL. I JOB COORDINATION TRUSS DESIGNS DRAWING OWNERSHIP DOCUMENT EXAMINATION THE LOCATION OF TRUSSES IN CERTAIN AREAS MUST BE COORDINATED WITH TRA(MECHANICAL,P OTHER DESLUMBIN FIREPLACE. ETC-)- IF N CENTER" G E LACE E C 0 CE ER ) TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY OTHERS AN NOT IN CONTRACT DOCUMENTS. VERIFICATION FLOADING,TR 0 EO CO C DOCU E S.0 THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF AY A A T T P USSW ND RE NO 0 BE REPRODUCED OR COPIED, INNOTES THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS PACKAGE PRIOR TO ERECTION OF TRUSSES & REFER TO ALL PLACEMENT At FLOOR DETAILS T— i SPACING OF ANY TRUSS EXCEEDS DIMENSIONS SHOWN ON TRUSSWAY'S LAY- OUTS AND/OR ENGINEERED DRAWINGS, AN ANALYSIS WILL BE REQUIRED AND CERTAIN FIELD ALTERATIONS AND/OR REPAIRS MAY BE NECESSARY. DEFLECTION LIMITS, FRAMING METHODS, WIND & LATERAL BRACING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.). WHOLE OR IN PART, OR USED FOR UNAUTHORIZED MANUFACTURING, OR IN ANY OTHER EXPLOITATION OF THE ITEMS DISCLOSED THEREIN, OR IN ANY OTHER WAY DISCLOSED OR FOR FURNISHING DETAILS, TRUSS INSTALLATION AND BRACING NOTES (YELLOW SHEETS), T.P.I. COMMENTARY & RECOMMENDATIONS (HIB-91 ORANGE SHEET) AND W.T.CA *WARNING NO FIELD ALTERATIONS OR RER.AAS ARE ALLOWEDAL CONNECTIONS OF TRUSSES TO BEARINGS, STRUCTURAL ADEQUACY OF OF LRESPONSIBILITYEOFELENGNEER USED INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS POSTER" (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SHALL BE REPORTED TO WITHOUT WRITTEN AUTHORIZAT*N FROM TRUSSWAY THEBUILDINGIS THE THE OF RECORD. WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. NTORUSNSAwATYN�FROREUMOD�LICDATMI00NO.FICTIONS ARELOWED SHEET 11, I F=�t F='iI /-:,% I/S -I /_x L/ OF DETA IL S TA NDA IL -1D L=-Il -010-l"', DROP TOP CHORD HIP �2x4 RUNNERS 2x4 LEDGER R 1.0 — JUNE. 2003 TO STRUCTURAL COORDINATION TRUSS HANDLING, INSTALLATION AND GRACING REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS, PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. SEISMIC/WIND REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS. SEE T.P.I. "HIB-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER," CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST BE PROVIDED, BY TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES THAT HAVE BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATION. BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM — SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS, AGE OCCUR, AN ANALYSIS BY A REGISTERED PROFESSIONAL ENGINEER WILL BE REQUIRED & CER— GIRDERS, HEADERS, ETC. TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. CAUTION: EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. r,�pyl REFER TO TRUSS PLACEMENT FOR DESIGNATED HANGER TYPE llliSl°J2]?AnL�YI AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. iRU$SNIAY, LTD. WT 0 REFER TO 8 1/2"01" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE lNTBRNi7 ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, wwmbusnuwcom AS NOTED ON TRUSS DIAGRAMS. SPECIAL ATTENTION SHOULD BE GIVEN TO ANCHORAGE OF ALL BEAMS & COMPONENTS THAT SUPPORT TRUSSES AFFECTED BY WIND UPLIFT. REFER TO TRUSSWAY'S ROOF, FLOOR AND/OR COMPONENT SPREAD SHEETS FORA LISTING OF ALL MATERIALS (AND QUANTITIES THEREOF) SUPPLIED BY TRUSSWAY. ALL OTHER MATERIALS ARE TO BE SUPPLIED BY OTHERS. CA U T 10 N TRUSS GIRDERS MAY CONSIST OF MORE THAN ONE TRUSS MEMBER.MULTI—PLY GIRDERS ARE SHIPPED UNATTACHED FOR EASE OF INSTALLATION. BUILDER/TRUSS SETTER IS RESPONSIBLE FOR REVIEWING 8 1/2"x11" TRUSS DIAGRAMS TO DETERMINE PROPER NUMBER OF PLYS & NAILING/CONNECTION METHOD AND MAKING PROPER CONNECTIONS IN THE FIELD. CONNECTING HARDWARE IS NOT INCLUDED IN THIS CONTRACT. CAUTION SHOULD BE EXERCISED WHEN SELECTING CONNECTING HARDWARE. SPECIAL ATTENTION SHOULD BE GIVEN TO CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING), CONFIGURATION & CONNECTION SURFACES. TRUSSWAY IS AN AUTHORIZED SIMPSON STRONG —TIE & USP CONNECTOR DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY REPRESENTATIVE FOR DETAILS. 1 CONTRACTOR IS TO PROVIDE ADEQUATE WATERPROOFING TO PROTECT TRUSSES FROM ANY MOISTURE ACCUMULATION. NON—COMPLIANCE COULD AFFECT THE STRUCTURAL INTEGRITY OF THE TRUSS, REQUIRING REPLACEMENT OR REPAIR. CAUTION: CONTRACTOR TO BE AWARE OF LARGE LINEAR AND CONCEN— TRATED LOADS OCCURING IN BEARING WALLS. IN ORDER TO PREVENT CRUSHING, CONTRACTOR IS TO PROVIDE VER— TICAL BLOCKING IN LOAD PATHS, TO FOUNDATION, AS PER CODE REQUIREMENTS. CAUTION: CONVENTIONAL ROOF BRACING SHALL BE EVENLY DISTRIBUTED ONTO INDICATED "LOAD BEARING" WALLS ONLY. EXCESSIVE DEFLECTION, OR FAILURE, MAY OCCUR IF LOADS ARE PLACED ON WALLS OTHER THAN THOSE SPECIFIED. BOTTOM CHORD IS TO BE CONTINOUSLY BRACED. IN AREAS WHERE A RIGID CEILING IS NOT APPLIED DIRECTLY TO THE BOTTOM CHORD, LATERAL BRACING IS REQUIRED, AT 10'-0" O.C., AT BOTTOM CHORD. • RJR WHEN VALLEY TRUSSES ARE PARALLEL WITH SUPPORTING TRUSSES, FIELD BLOCK, WITH 2x4's AT 36"o.c., BETWEEN THE TOP CHORDS OF THE SUPPORTING TRUSSES. MAY BE REQUIRED AT EACH SIDE OF COMPONENT WITH ENGINEER OF RECORD. (E.O.R? ) DRAWING APPROVAL TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE FOR ACCURACY AND ARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPTUS TO THE ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA, " DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL. jOB COORDINATION TRUSS DESIGNS DRAWING OWNERSHIP DOCUMENT EXAMINATION THE LOCATION OF TRUSSES IN CERTAIN AREAS MUST BE COORDINATED WITH TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS FIREPLACE, ETC.). IF N CENTER" T M (MECHANICAL. PLUMBING.RE LACE E C 0OTHERS OTHER TRADES ( EC)D T VERIFICATION FLOADING.TR A NOTED IN CONTRACT DOCUMENTS. VER CA ON 0 E S AND 0 ED CO C WAY AN ARE NOT T REPRODUCED RCOPIED,IN TRUSSWAY D E O 0 BE E ODUCED 0 PACKAGE PRIOR TO ERECTION F TRUSSES REFER T A PLACEMENT E EC 0 USSES &0 ALL LACE ENT NOTES & SPACING OF ANY TRUSS EXCEEDS DIMENSIONS SHOWN ON TRUSSWAY'S LAY— DEFLECTION LIMITS, FRAMING METHODS, WIND & LATERAL BRACING IS THE WHOLE OR IN PART, OR USED FOR UNAUTHORIZED MANUFACTURING, DETAILS, TRUSS INSTALLATION AND BRACING NOTES (YELLOW SHEETS), T.P.I. OUTS AND/OR ENGINEERED DRAWINGS, AN ANALYSIS WILL BE REQUIRED AND RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.). OR IN ANY OTHER EXPLOITATION OF THE ITEMS DISCLOSED THEREIN, COMMENTARY & RECOMMENDATIONS (HIB-91 ORANGE SHEET) AND W.T.CA *WARNING CERTAIN FIELD ALTERATIONS AND/OR REPAIRS MAY BE NECESSARY. CONNECTIONS OF TRUSSES TO BEARINGS, STRUCTURAL ADEQUACY OF OR IN ANY OTHER WAY DISCLOSED OR USED FOR FURNISHING POSTER" (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SFWJ_ BE NO FIELD ALTERATIONS OR REPARS ARE ALLOWED BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS REPORTED TO TRUSSWAY FOR MODIFICATION. WaT IOUT YR€TTEB AUTHOR9ZATRON M TRUSSWAY, THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. NO UNAUTHORI ED Fl q.f hp T€�yFIO BONS A S Ai%..O LD_ ROOF DETAILS T- i SHEET a GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningtin modo que frequency or location of temporary lateral restraint identifiquelafrecuendaolocalizaci6nderestriccidnlateral and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Uselasrecomendadones for handling, installing and temporary restraining de manejo, instalad6n, restricci6n yarriostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto SCSI - Guia de Buena Pradica Good Practice for Handling. Installina. Restraining para el M=io Instalad6n Restriccdn ItAmiostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados run Placas de Metal*** Trusses*** for more detailed information. Para informacidn mas detallada. Truss Design Drawings may specify locations of Los dlbujos de disen-o de ids trusses pueden especificar permanent lateral restraint or reinforcement for las localizaciones de restriccOn lateral permanente o individual truss members. Refer to the BCSI- refuerzo n los miembros individuates del truss. V 1 e ss ea a B3*** for more information. All other permanent hoja resumen BCSI-83*** para mas informacidn. El bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilidad del disehador del edificio. ® WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalaci6n, restricci6n y arrisotre incorrecto puede ser la caida de la estructura o a6n peor, heddos o muertos. A �kWiTNW9 Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. M, 07ML,1'd Chapas de metal benen bordes afilados. j Lleve guantes y lentes protectores cuando Corte las ataduras. HANDLING - MANEJOI Avoid lateral bending. A 9Q)K9 Use ,.n-UJJI Evite la Flexidn lateral. special care in windy weather or near power lines and airports. Spreader bar for truss The contractor is responsible for properly receiving, unloading and storing O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. 0 El contrabsta bene la responsabilidad de recibir, descargar y almacenar adecuadamente IDS trusses en la obra. Descargue los trusses en la tierra lisp para prevenir e/ dan"o. s 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored horizontally for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados horizontalmente para mas de una semana, ponga b/oqueando de a/tura suf ciente detras de /a pila de los trusses a 8 hasta 10 pies en centro (D.C.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para proteger/os del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacidn mas detal- lada sobre el manejo y almacenado de IDS trusses en area de babajo. 0 g�=_V, q Uttlice cuidado especial en dias ventosos o cerca de cables e/ectricos o de aeropuertos. Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar. DO NOT store NO almacene unbraced bundles verticalmente IDS upright. trusses sueltos. DO NOT store on NO almacene en tierra uneven ground. desigual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la grria. NEVER use banding to lift a bundle. NUNCA use las ataduras pat levantar un paquete. 0 A single lift point may be used for bundles with trusses up to 45' (13.7 IT) . Two lift points may be used for bundles with WARNING! Do not over load supporting trusses up to 60' (18.3 m). Use at least 3 lift points for bundles with trusses structure with truss bundle. greater than 60' (18.3 ri iADVERTENCIA! No sobrecargue /a Puede usar on solo lugar de levantar para estructura apoyada con el paquete de paquetes de trusses hasta 45 pies. trusses. Puede usar dos puntos de levantar para 0 Place truss bundles in stable position. paquetes mas de 60 pies. Use por to menos tres puntos de levantar para Puse paquetes de trusses en Una posiddin paquetes mas de 60 pies. estable. HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' 0 Trusses 30' (6.1 m) or (9.1 m) or t t f less, support less, support at at peak. quarter points. Soporte I Soporte de del pico losrl I -- los cuartos trusses de .F Trusses up to 20' de tram o IDS .4-Trusses up to 30' � 20 pies o (6.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES LvJ Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicibn con equipo de grua hasta que la restriccOn lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. = Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede hacer dan"o at truss. 60' or less Approx. 1/2 _y truss length Tagline /- TRUSSES UP TRUSSES HASTA 30 PIES reader bar Attach Toe -In in Locate Spreader bar 10o.c. -� �- above or stiffback max. mid -height Spreader bar 1/2 to -� Tagline 213 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES f- Spreader bar 213 to I 314 truss length -I USSES UP TO AND OVER 60' (18.3 TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL MUM Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-62*** para mas infor- / (TCTLR) macidn. 2x4 min. 0 Locate ground braces for first truss directly i in line with all rows of top chord temporary lateral restraint see table in the next column . Coloque los arriostres de tierra para el primer =901 truss directamente en linea con cada una de las filas de restricct6n lateral temporal de la cuerda superior (vea la tab/a en la pr6xima Brace first truss column). �E securely before erection of additional DO NOT walk on trusses. unbraced trusses. NO camine en trusses ® sueltos. _ STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses see below). 6 Install bottom chord temporary lateral restraint and diagonal bracing see ( ) ) P ry 9 9( below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente at arriostre de tierra. 3) Instate IDS pr6ximos 4 trusses con restriccidn lateral temporal de miembro corto (vea abajo). 4 Instate el arriostre diagonal de /a cuerda superior vea aba'o . Instate arriostre S J) ) 9 Pe ( J) ) diagonal para IDS plans de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instate la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos IDS trusses esten instalados. EMRefer to BCSI-B2*** for more information. Vea el res6men BCSI-B2*** para mas informacidn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICC16NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para la restricci6n y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior up to 30' 10' (3 m) D.C. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 4513.7 m 45' (13.7 m) - 6' (1.8 m) o.c. max. 60'(18.3m) 60' (18.3 m) - 4' (1.2 m) D.C. max. 80' (24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 IT). *Consulte a un Professional Registrado de Disen"o para trusses mas � de 60 pies. - _ _ 777 1 0 See BCSI-B2*** for TCTLR options. Vea el BCSI-82*** para las olodones de TCTLR. -- `-,- Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement - " - information. Para informacidn sobre restric- d6n/arriostre/refuerzo para Armazones Hasbales vea el 0 Repeat diagonal resumen BCSI-B3*** braces for each set of 4 trusses. Note: Ground bracing not shown for clarity. Repita los arri- sotres diagonales para cada grupo 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS de 4 trusses. Diagonal LATERAL RESTRAINT bracing Web members & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL tI ARRIOSTRE -" DIAGONALBottom chords SON MUY IMPORTANTES Diagonal braces every 10 truss spaces 10' (3 m) - 15' (4.6 m) max. Same spacing 20' (6.1 m) max. as bottom chord lateral restraint Note: Some chord and web members 3) BOTTOM CHORD -CUERDA INFERIOR not shown for clarity. Lateral Restraints - 2x4x12' or greater lapped over two trusses. -` I f _ �I I - Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) �/ Note: Some chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESMCCI6N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer 15''4.6 W every 15 truss spaces 30' to SCSI-67*** for _ / (9.1 m) more information. Vea el resurri r BCSI-B7*** para mas informaci6n. Apply diagonal brace to vertical webs at end of cantilever and at / bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION 0 Tolerances for Out -of -Plane. Out -of -Plumb Tolerancias para Fuera-de-Plano. Length Max. Bow D/50 D (ft.) €<- -►I _ 1/4" 1' %r 6mm 0.3m Max. Bow Length 1/2" 2' Max. Bow rI 0 13 mm 0.6 m ..------ 5 I 3W 3' t- E Length ► d i Plumb 19 rum 0.9 in line 1" 4' 0 Tolerances for 25 mm 1.2 m Out -of -Plumb. 1-1/4" 5' Tolerancias para D/5U max I 32 mm 1.5 m Fuera-de-Plomada. 1-1/2 6 38 rum 1.8 m CONSTRUCTION LOADING 1-3/4" 45 rum 2.1 m CARGA DE CONSTRUCC16N 2" >_a' (� DO NOT proceed with construction until all lateral 51 rum >_z a m restraint and bracing is securely and properly in place. NO proceda con la construccidn hasta que toolas las restric- ciones /aterales y los arriostres esten colocados en forma aproptada y segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceea las alturas maximas de mont6n. Vea el resumen BCSI-84*** para mas informacidn. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Till e 3-4 tiles high N v -. 1, DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuates. `S) NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. 0 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. 0 Position loads over load bearing, walls. Coloque las cargas sobre las paedes soportantes. ALTERATIONS - ALTERACIONES Truss bracing not shown for clarity. Refer to BCSI-B5.*** Vea el resumen BCSI-B5. *** G DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO Corte, altere o perfore ningdn miembro estructural de un truss a menos que este especificamente permiddo en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccdn o han sido alterados sin la autorizacidn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabri- cante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non printing PDP of this document, visit www.shcindustrv.com/bl. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling,Installing, restraining and bracin trusses are based upon the collective r f ex lence o leading 9� 9 9 PoPe 9 personnel involved with truss design, manufacture and installation, but must, due to the nature a responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and R does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, WTCA and TPI expressly disclaim any responsibility for damages arising from the use, applicatwwion, or reliance on the recommendations and information contained herein. _4'6' TRUSS PLATE INSTITUTE 6300 Enterprise Lane - Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 60R/27441149. caw hIrdu trv_rmm 7n3/693-1nin . www.tninct nrn d - WARNING! Disregarding permanent restraint/bracing is a major cause of truss field performance problems and has been known to lead to roof or floor systems collapse. iADVERTENCIA! Descuidar el andostre/restriccOn permanente es una causa principal de problemas de rendimiento del truss en Campo y habia conoddo a llevar at derrumbamiento del sistema del techo o piso. M­:M@HlJ Spans over 60' (18.3 m) may require complex permanent bracing. Please always consult a registered design professional. NaCyTM9 Tramos sobre 60 pies pueden requenr arriostre permanente compli Por favor, siempre consulte a un profesional registrdo de drseno. RESTRAINT/BRACING MATERIALS & FASTENERS MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Common restraint/bracing materials include wood structural panels, gypsum board sheathing, stress -graded lumber, proprietary metal products, and metal purlins and straps. Matenales comunes de arriostrar/restringir incluyen paneles estructurales de madera, entablado de yeso, madera graduada por esfuerza, productos de metal patentados, y vigas de soporte y tiras de metal. Lumber Size Minimum Nail Size Minimum Number of Nails per Connection 2x4 stress -graded 10d (0.128x3") 12d (0.128x3.25") 2 16d (0.131x3.5") 2x6 stress -graded 10d (0.1280) 12d (0.1280.25") 3 16d (0.131x3.5") ' Other attachment requirements may be specified by the truss designer or building designer. ' The grade/size and attachment for bracing materials such as wood structural panels, gypsum board sheathing. proprietary metal restraint/bracing products, and metal pudins and straps are provided by the building designer PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS ARRIOSTRE PERMANENTE PARA Top VARIOS PLANOS DE UN TRUSS plaune Fid Permanent bracing is important because it, Web a) prevents out -of -plane buckling of truss member members, plane b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from a wind and seismic forces. El arriostre permanente es im rtante po porque, a) impide el torcer fuera-de-plano de los miembros del truss, b) ayuda en mantener espaciamiento ottom aproptado de los trusses, y chord c) resiste y pasa las cargas laterales de ' / plane structural viento y fuerzas sismicas apticadas at / sheathing sistema del truss. cn top chord Trusses require permanent bracing plane q P within ALL of the following planes: / 1. Top chord plane G � 2. Bottom chord plane \ 3. Web member plane Trusses requieren arriostre permanente dentro de TODOS los sigutentes planos: 1. Plano de la cuerda superior 2. Plano de la cuerda inferior 3. Plano del miembro secundarro AC,'U u=© Without permanent bracing the truss, or a portion of its members, will buckle (i.e., fail) at loads far less than design. n�kTMU,U Sin el arriostre permanente, del truss, o un parte de los miembros, torceran (ej. fal- laran) de cargas muchas mentors que las cargas que el truss es disehado a llevar. 1. PERMANENT BRACING FOR THE TOP CHORD PLANE -- Purlins 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR Use plywood, oriented strand board (OSB), — or wood or metal structural purlins that are — properly braced. Use contrachapado, panel de fibres odentadas (OSB), o vigas de soporte de madera o metal que son arriostrados apropradamente. The Truss Design Drawing (TDD) provides Diagonal "X" bracing in the top chord plane at information on the assumed support for the top intervals specified by the building designer chord. El Dibi del Disen'o de Truss (TDD) provee informacion sobre el soporte supuesto para la cuerda superior.* Fastener size and spacing requirements and grade for the sheathing, purlins and bracing are provided in the ? building code and/or by the building designer. El tani de cierre y requisitos de espaciamiento y grado para e/ entablado, vigas de soporte y arriostre son provistos en e/ cddigo del edificio y/o por el disen"a- Directly dor del edificio. attached rigid ceiling 2. PERMANENT BRACING FOR THE BOTTOM CHORD PLANE 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or rigid ceiling. Use Ryas de restrkci®n lateral continua con arnestre diagonal, entablado de yese a li rigide. �✓ The TDD provides information on the assumed support for the bottom chord. El TDD provee informacion sobre el soporte supuesto para la cuerda inferior. 0 Install bottom chord permanent lateral restraint at the spacing indicated on the TDD and/or by the building designer with a maximum of 10' (3 m) on -center. Instate restriccion lateral permanente de la cuerda inferior at espaciamiento indicado en el TDD y/o por et disenador del edificio con un maximo de 10 pies en el centro. Diagonal bracing` Bottom chords +� Lateral restraint 2x4x12' (31m�stp " / <<2gm or greater lapped over 3 In si ( ) two trusses Note: Some chord and web members not shown for clarity. Lateral restraint and diagonal bracing used to brace the bottom chord plane. 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE 3. ARRIOSTRE PERMANENTE PARR EL PLANO DEL MIEMBRO SECUNDARIO Web member permanent bracing collects and transfers buckling restraint forces and/or lateral loads from wind and seismic forces. The same bracing can often be used for both functions. Arriostre permanente de los miembros secundarios recogen y pasan fuerzas de restaccOn de torcer y/o cargas laterales de viento y fuerzas sismicas. A menudo e/ mismo arriostre puede ser usado para ambos funciones. Individual Web Member Permanent Restraint & Bracing Restriccidn y Arriostre Permanente de Miembros Secundarros Individualists Check the TDD to determine which web members (if any) require restraint to resist buckling. Revisa el TDD para determinar cua/es miembros secundarios (si algunos) requieren restriction para resistir el torcer. One restraint required 0 Restrain and brace with, # on each of these webs. A. Continuous lateral restraint & diagonal bracing, or _ Una restriccion es requenda en cada B. Individual member web reinforcement. de estos miembros Restrinja y arriostre con, secundaros. A. Restriction lateral continua y arriostre diagonal, c, B. Refuerzo de miembros secundarios individua/es. A. Continuous Lateral Restraint (CLR) & Diagonal Bracing A. Restriccldn Lateral Continua (CLR) y Arriostre Diagonal 0 Attach the CLR at the locations shown on the TDD. Sujete el CLR en las ubicaciones mostrados en el TDD. Install the diagonal bracing at approximately 451 to the CLR and position so that it crosses the web in close proximity to the CLR. Attach the diagonal brace as close to the top and bottom chords as possible and to each web it crosses. Repeat every 20' (6.1 m) or less. Instate el arriostre diagonal a aproximadamente 45 grados at CLR y to coloque para que truce la cuerda muy cerca del CLR. Sujete el arriostre diagonal como cercano a las Cuerdas inferior y superior como sea posible y a cada cuerda que to cruza. Repita cada 20 pies o menos. EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS LATERAL RESTRAINT Continuous Permanent continuous lateral restraint lateral restraint _ 4 bracing \ \ 4 \ <20' 01 Group of 3 Trusses Diagonal brace Diagonal braces Lateral restraint Group of 2 Truss (6.1 m) Note: Some chord and web members not shown for clarity. Structural sheathing Lateral restraint Lateral restraint & diagonal bracing can also be used with small groups of trusses (i.e., three or less). Attach the lateral restraint & diagonal brace to each web member that they cross. Restdccidn lateral y arriostre diagonal tamblen puede ser usado con grupos pequefios de trusses (ej. ores o menos). Sujete la restriccion lateral y el arriostre diagonal a cada miembro secundario que los cruzan. ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUA DIAGONALMENTE! B. Individual Web Member Reinforcement B. Refuerzo de Miembros Secundarios Individuales T-, L-, Scab, I-, U-Reinforcement, proprietary metal reinforcement and stacked web products provide an alternative for resisting web buckling. T-, L-, costra, I-, U-Refuerzo, refuerzo de metal patentando y productos de miembros secundarios amontonados proveen una a/ternativa para resistir e/ torcer de los miembros secundarios. , �JJ�/I� Metal_.... stacked.._. TT-Re'n',r,:,enL ®ScabReinforcement 'LV Product Web TrussMmber, P. L-Reinforcement The following table may be used unless more specific information is provided. La siguiente tab/a puede ser usada a menos que informacion mas especifica esta provista. Specified CLR WEB Size of Truss Web REINFORCEMENT FOR Type & Size of Web Reinforcement SINGLE Grade of Web Reinforcement PLY TRUSSES' Minimum Length of Web Reinforcement Minimum Connection of Web Reinforcement to Web T L Sca!1' I 1 Row 2x4 2x4 2x4 2x4 Same species and grade or better than web member 90% of web or extend to within 6" (150 mm) of end of web member, whichever is greater 16d Gun nails (0.131x3.5") @ 6" (150 mm) on -center 2x6 2x6 2x6 2x6 2x8 2,1 2x8 2 Rows 2x4 txl --- 2-2x4 2x6 - -- 2-2x6 2x8 2-2x8 'Maximum allowable web length is 14' (4.3m). 'For Scab Reinforcement use 2 rows of 1 Do Gun nails (0.120011) at 6" (150 mm) on -center to attach reinforcement to web. PERMANENT LATERAL RESTRAINT AND DIAGONAL BRACING REQUIRED Esi-1LN$ULiIUL°NG°E56N- RES,RaRT �I � y RESTRICCION LATERAL PERMANENTE Y ARRIOSTRE gt DIAGONAL ES REQUERIDO ;� F WEB REINFORCEMENT REQUIRED r f Es<,N°RAwN°.°Rs"E° r� I �Iji TLOR SCAB i ReNFO cs—T 1r T, La REFUEU0 �1 DESCABs —ox tsvecir cn REFUERZO DE MIEMBRO SECUNDARIO REQUERIDO ll t R1 Some truss manufacturers mark the locations of the web lateral restraint or reinforcement on the truss using tags similar to those above. Algunos fabricantes de trusses marcan en el truss las ubicaciones de refuerzo o restriccion lateral de miembros secundarios con etiquetas similares a las arriba. Web Member Plane Permanent Building Stability Bracing to Transfer Wind & Seismic Forces Arriostre de Estabilidad Permanente del Edifrcio del Plano de Miembros Secundarfos para Desplazar Fuerzas de Viento y Fuerzas Sismicas 0 The web member restraint or reinforcement specified on a TDD is required to resist buckling under vertical loads. Additional restraint and bracing is typically required to transfer lateral loads due to wind and/or seismic forces. This restraint and bracing is typically provided by the building designer. La restriccion o refuerzo de miembros secundarios especificada en on TDD es requendo a resistir el torcer bajo cargas verticales. Restriction y arriostre adicional es requendo tipicamente para pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sismicas. Esta restriccion y arriostre es tipicamente provisto par e/ disenador del edificio. Diagonal brace to roof diaphragm blocking Gable frame Roof diaphragm blocking Note: Top chord \ Horizontal sheathing not shown L- reinforcement for clarity. Some truss designers provide general Bottom chord design tables and details to assist the lateral restraint building designer in determining the brac- ing required to transfer lateral loads due to Gable end/wall permanent diagonal wind and/or seismic forces from the gable bracing. Locate in line with bottom chord end frame into the roof and/or ceiling permanent CLR or as specified by the diaphragm. building designer, Algunos disen"adores de trusses proveen tables y detalles de dtsen"o generates para asistir el disenador del edificio en determinar el arriostre re- quendo para pasar cargas laterales, debidas a fuerzas de viento y/o fuerzas sismicas del armazon hastial at diafragma del techo. Gable End Frames and Sloped Bottom Chords Armazones Hastiales Y Cuerdas Inferiores Pendientes LJ The gable end frame should always match the profile of the adjacent trusses to permit installation of proper bottom chord plane restraint & bracing unless special bracing is designed to support the end wall. El armazdn hastial stempre debe encajar e/ perfil de los trusses contiguous para permitir la insta- lacidn de restriccion y arrostre apropiada de la cuerda inferior a menos que arriostre especial es disen""ado para soportar la pared de extremo. BottoMend chord planeI Framing (with scissors gable end frame) AQUM000 Using a flat bottom chord gable end frame with adjacent trusses that have sloped bottom chords is prohibited by some building codes as adequate bracing of this condition is dif- ficult and sometimes impossible. Special end wall bracing design considerations are required by the building designer if the gable end frame profile does not match the adjacent trusses. tiC MSG EI use de un armazdn hastial de la cuerda inferior con trusses contiguos cua/es tienen cuerdas inferiores pendientes es prohibido por algunos codigos de edifictos porque ar- riostre adecuado de esta condition es dtfictl y a veces imposib/e. Considerations espectales de disen"o para e/ arriostre de /a pared de extremo son requendos por el disenador del eall st el perfil del armazdn hastial no hace juego con los trusses contiguos. PERMANENT BRACING FOR SPECIAL CONDITIONS ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES Sway Bracing—Arriostre de "Sway" "Sway" bracing is installed at the discretion ofm the building designer to help stabilize the truss system and minimize the lateral movement due to wind and L seismic loads. Arriostre de "sway" esta instalado por la discretion del_ - disen"ador del ddtficto para ayudar en estabilizar e/ sistema de trusses y para minimizar el movimiento lateral debtdo a cargas de viento y cargas sismicas. 0 Sway bracing installed continuously across the building also serves to distribute gravity loads between trusses of varying stiffness. Arriostre de "sway" que es insta/ada continuadamente at troves del edificio tambien es usado para distribuir las cargas de gravedad entre trusses de rigidez vanando. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly RestriccOn/Arriostre Permanente para la Cuerda Superior en un Ensamblaje de Piggyback bracing 0 eat diagonal Provide restraint and bracing by: Repeat 9 9 • using rows of 4x2 stress -graded lumber (r>r ) at 10' (3 m) intervals CLR and diagonal bracing, or along the run of trusses, or • connecting the CLR into the roof as specified. CLR ( ) diaphragm, or Akaing • adding structural sheathing or bracing d frames, or • some other equivalent means. esign Provee restriccion y arriostre por: • usando filas de 4x2 CLR madera grad- uada por esfuerza y arriostre diagonal, o • conectando el CLR at drafragma del echo, o • an"adiendo entablado estructura/ o arm zanes de arriostre, o • algunos otros metodos equivalentes. Refer to the TDD for the maximum assumed spacing for attaching the lateral restraint to the top chord of the supporting truss. Refiere at TDD para el espacramiento maximo supuesto para sujetar la restriccion lateral a la cuerda superior del truss soportante, Cap The TDD provides the assumed thickness trusses of the restraint and minimum connection requirements between the cap and the sup- porting truss or restraint. CLR required only El TDD provee el grosor supuesto de la re- if bracing frame or entre la y nos requisitos de rtanteon m(nrmos structural sheathing entre la copal y e/ truss soportante o la restric- � is installed intermit- cidn, tently Bracing frame If diagonal bracing is used to restrain the 'odor structural CLR(s), repeat at 10' (3 m) intervals, or as sheathing specified in the construction documents. ArSupporting Si arriostre diagonal es usado para restringir trusses el/los CLR(s), repita en intervalos de 30 _ pies o come, especUTcado en los documen- tos de construction. To view a non -printing PDF of this document, visit www.sbcindustry.com/b3. Para ver un PDF de este documento que no se puede imprimir, visita www,sbcindustry.com/b3, S8C &- TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4B49 • www.sbcinelustry.com 7e3/683-1010 • www.tpinst.org B3WEB1107 081205 ROOF HANGER SCHEDULE AMAK 1OE3L'xtantw 5AVPS0H USP RH1 I LUS24 I JUS24 RH2 I LLW6 I JUS26 RH3 HL626 I HUS26 RH4 TH429 I A1SH29 RH5 7H1222-2 I AISH222-2 RH6 SUL26 Sr7i26L 497 SUR26 -WH26R RH8 HUS210 TH0210 RH9 HC1A576-2 7HDH26-2 RHf H/C26 NOTES I. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS. 2 REFER TO SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS, SEC77ONS & SCHEDULES. 3. REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SEC77ONS & SCHEDULES. TYPE /// TRUSS PLACEMENT PLAN T YPE III R ALL BEAMS ARE DESIGNED BY 07HERS U.N. RE. S7RUCTURAL PLANS FOR BEAM S/ZES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS A,Onbh Imomm qgz;;p TRUSSWAY, LTD_ 8850 14ussway Blvd Orlando, Florida (407) 857-2777 (407) 851-7899 FAX INTERNET uww. trussuxiy. com d d O P O V c C O 44 FJ � LL • �.1 n co N C� �` Qc a c c S ® j M W REFER TO SHT."T-1 FOR IMPORTANT INFORMATION! d DRAWN BY: PC CHECK BY: 0 PROJECT ID: ; ORDER #: SCALE N7S o REVISIONS : O A � B C D E °c F Y G SHEET a 0 / % i 1 LASTof3°°"°�°'° PIGGYBACK TRUSS CONNECTION DETAIL APPENDIX: Tw001 AppendixchIof 3. OPTION: 1 PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO EACH REFER TO BSCI 83 FOR PERMANENT BRACING TO PURLIN WITH 2 - NAILS TOENAILED. REFER ENT OF ROOF SYSTEM. NAILS TO BE A MINIMUM OF 12d OR 16d (SEE CHART BELOW) MAXIMUM PURLIN SPACING = 36" O.C. OR LESS IF REQUIRED BY DESIGN. 2 x 4 x T-0" ATTACHED SEE INDIVIDUAL TRUSS DESIGN FOR TO ONE SIDE OF TOP TOP CHORD BRACING REQUIREMENTS CHORD WITH 10d NAILS AT STAGGERED. OF THE BASE TRUSS. ) 6" O.C. (SCAB NOT NECESSARY FOR PIGGYBACK SPANS �m LESS THAN 16'-0") pIr_II ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 NAILS. NAILS TO BE A MINIMUM BASE TRUSS OF 12d OR 16d (SEE CHART BELOW) Lumber Species SYP DF HF SPF MAXIMUM ALLOWABLE Load Load Load Load WIND UPLIFTS WITH Duration Duration Duration Duration TOE -NAILED CONNECTION 1.33 1 1.6 1.33 1 1.6 1.33 1 1.6 1.33 1 1.6 NAILS MAXIMUM ALLOWABLE WIND UPLIFT PRESSURE in PLF 16d Common .162"x31/2" 52 1 62 1 41 1 49 28 33 27 32 16d Box .135"x31/2" 43 52 34 41 24 28 22 26 12d Common .148"x 3 1/4" 47 57 37 45 26 31 24 28 12d Box .128"x 3 1/4' 41 50 32 38 22 26 21 25 PTION. 2 . /PIGGYBACK TRUSS EFER TO BSCI B3 FOR PERMANENT BRACING MAXIMUM PURLIN SPACING = 36" O.C. EQUIREMENT OF ROOF SYSTEM. OR LESS IF REQUIRED BY DESIGN. SEE INDIVIDUAL TRUSS DESIGN FOR TOP CHORD BRACING REQUIREMENTS 2 x 4 x T-0" ATTACHED OF THE BASE TRUSS. TO ONE SIDE OF TOP CHORD WITH 10d NAILS ATTACH EACH PURLIN TO TOP AT 6" O.C. STAGGERED. p CHORD OF BASE TRUSS WITH (SCAB NOT NECESSARY p' 16" I 2 -16d NAILS. FOR PIGGYBACK SPANS n LESS THAN 16'-0") 8" In 0 1 2 3 USE ANY OF THE THESE BASE TRUSS THREE CONNECTION OPTIONS AT ALL PURLIN LOCATIONS. SIMPSON "H3" (OR EQUIVALENT) 6" x 8" x 1/2" PLYWOOD (or 7/16." OSB) 1 Z FRAMING ANCHOR. ONE CONNECTING GUSSET EACH SIDE AT EACH PURLIN PURLIN TO PIGGYBACK TRUSS LOCATION. ATTACH WITH 3 - 8d COMMON AND ONE CONNECTING PURLIN OR WIRE (.131 DIA.) NAILS INTO EACH CHORD TO BASE TRUSS. FROM EACH SIDE (TOTAL - 12 NAILS) Connection designed to resist an Connection designed to resist an Uplift pressure = 150 PLF for SP/DF Uplift pressure = 100 PLF @ 1.33 INCR Uplift pressure = 106 PLF for SPF/HF Uplift pressure = 120 PLF @ 1.6 INCR QATTACH MITEK 18ga 5H HAMMER -ON PLATES (3-7/16" X 6-1/4") ON EACH SIDE AT EACH PURLIN LOCATION. (OR MAY SUBSTITUTE WITH NAIL -ON TIE PLATES COMMERCIALLY AVAILABLE THRU Tfussway Holding, Inc. MOST BUILDING SUPPLY OR LUMBER YARDS) Tit sswaY 9411 Alcorn Connection designed to resist an Houston, Tx 77093 Uplift pressure = 120 PLF @ 1.33 INCR Uplift pressure = 143 PLF @ 1.6 INCR LAST UPDATED ON _T Appendix 2 of 3. VALLEY TRUSS CONNECTION DETAIL APPENDIX: TW002 2 - 16d TOE -NAILS WILL WORK FOR OPTION: 1 ALL CONDITIONS THAT MEET THE FOLLOWING SPECIFICATIONS: 2 - 16d NAILS TOENAILED MAXIMUM LOADING: MAXIMUM @ 45 DEGREES TCLL 40.0 PSF (SEE CHART BELOW FOR ALLOWABLE TCDL 10.0 PSF UPLIFT C CITIES) SLOPE LOAD DURATION INCR: 1.15 12 DESIGN WIND SPEED: 70 MPH (FASTEST MPH) 9 90 MPH (3 SECOND GUST) MEAN ROOF HEIGHT = 33 FT ALL BUILDING AND STRUCTURES EXPOSURE CATEGORY = C ENCLOSED BUILDING TO INDIVIDUAL TRUSS COMPONENTS AND CLADDING N FOR LUMBER GRADES ii TYPE ETC. ( FOR ALL OTHER CONDITIONS REFER TO MAXIMUM ALLOWABLE UPLIFT TABLE BELOW OR SEE OPTION 2 OR OPTION 3 ) NOTES: 1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES. 2) CONNECT BOTTOM CHORD OF VALLEY TRUSS TO EACH BASE TRUSS WITH 2 - 16d NAILS TOENAILED @ 45 DEGREES AT EACH POINT WHERE VALLEY TRUSS INTERSECTS BASE TRUSS. BASE TRUSS SPACING MUST NOT EXCEED 24" O.C. 3) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED. OPTION: 1 Lumber S ecies MAXIMUM ALLOWABLE SYP DF HF SPF WIND UPLIFTS WITH Load Load Load Load TOE -NAILED CONNECTION Duration Duration Duration Duration 1.33 1.6 1.33 1 1.6 1.33 1 1.6 1.33 1.6 NAILS MAXIMUM ALLOWABLE WIND UPLIFT PRESSURE in PLF 16d Common .162"x 3 1/2" 61 74 49 59 1 33 40 32 38 16d Box .135-x 3 1/2" 52 62 41 49 1 28 34 26 31 (FOR TRUSSES SPACED 24" O.C. MULTIPLY "PLF" X 2 TO DETERMINE REACTION IN "LBS" APPLIED TO EACH TRUSS.) OPTION: 2 CONNECT BOTTOM CHORD OF VALLEY TRUSSES TO EACH BASE TRUSS WITH SIMPSON "VTC2" (OR EQUIVALENT) FRAMING ANCHOR. Connection designed to resist an Uplift pressure = 155 PLF @ 1.33/1.6 INCR (AT 24"O.C., UPLIFT REACTION = 310 LBS.) OPTION: 3 - CUT HOLE OR SLOT IN DECKING TO ALLOW FRAMING ANCHOR TO PASS THROUGH. SIMPSON - CONNECT BOTTOM CHORD OF VALLEY VTC2 VALLEY TRUSSES TO EACH BASE TRUSS WITH TRUSS CLIP USP "RT7" (OR EQUIVALENT).' FRAMING ANCHOR. Connection designed to resist an Uplift pressure = 270 PLF @ 1.33 INCR USP ^RT7° (AT 24" O.C., UPLIFT REACTION = 540 LBS.) FRAMING Uplift pressure = 292 PLF @ 1.6 INCR ANCHOR (AT 24" O.C., UPLIFT REACTION = 584 LBS.) NOTES: 1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES. Trussway Holding, Inc. 2) VALLEY TRUSSES MUST BE SHEATHED USSW 9411 Alcorn AFTER INSTALLED. Houston, TX 77093 LAST UPDATED ON 082010. ' Appe d'a 3 of 3. 1 Standard Gable End Detail DIAGONAL BRACE 4'-O" O.C. MAX Typical _x4 L-Brace Nailed To 2x Verticals W/1od Nails, 6" D.C. Vertical Stud �'Oe� SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss APPENDIX: TWO03 Page 1 of 2 Vertical Stud (4) - 16d Common DIAGONAL Wire Nails BRACE 16d Common Wire Nails /--i Spaced 6' o.c. (2) - 10d Common 2x6 Stud or Wire Nails into 2x6 R\ 2x4 No.2 of better \ Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A -A w/(4}1od Common Nails 2x4 Stud A * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL ENGINEERING DESIGN TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA A TO TRUSSES WITH (2) -10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. ' B g 3x4 = (4) - 8d NAILS MINIMUM, PLYWOOD/OSB SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ><c* - L-Bracing Refer Refer to Section A -A to Section B-B 2a" Max Roof Sheathing NOT 1. MI IMUM GRADE OF #3 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CC NNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND t,-3„ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2) - 10y1 3. BR CING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. 10d NAILS AR HITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BR CING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB ' O 5. DIAGONAL 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �rUS 24" 11 S @ O.C. Kk"' DI PHRAM AT 4'-O" O.C. 6. C NSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL ' BR A CE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. DIAGONAL BRACE SPACED 48" O.C. Diag. BraceZ (RE FER TO SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d 7. G BLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If needed TO BLOCKING WITH (5) - 10d COMMONS. 9, D NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR PE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A -A) Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails Bin o.c., with 3in minimum ' end distance. Brace must cover 90% of diagonal length. ' Trussway Holding, Inc. ZW;A 9411 Alcom Houston, TX 77093 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. LAST UPDATED ON 0=010. Standard Gable End Detail APPENDIX: TWO03 Appendix 3 0f 3. Page 2 of 2 MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 WIND SPEED Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 113 POINTS Maximum Stud Length 2x4 SPF Std/Stud 12" O.C. 5-1-15 6-1-13 8-8-7 10-3-13 15-5-12 90 mph 2x4 SPF Std/Stud 16" O.C. 1 4-8-4 5-3-15 7-6-7 9-4-8 14-0-12 2x4 SPF Std/Stud 24" O.C. 1 4-1-2 4-4-3 1 6-1-13 8-2-5 12-3-7 100 mph 2x4 SPF Std/Stud 12" O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16" O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF Std/Stud 24" O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 2x4 SPF Std/Stud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-" 110 mph 2x4 SPF Std/Stud 16" O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 SPF Std/Stud 24" O.C. 3-5-8 3-6-11 5-0-7 6-10-15 10-4-7 2x4 SPF Std/Stud 12" O.C. 4-3-2 4-7-6 6-6-5 8-6-3 12-9-6 120 mph 2x4 SPF Std/Stud 16" O.C. 3-10-7 4-0-0 5-7-13 7-8-14 11-7-5 2x4 SPF Std/Stud 24" O.C. 1 3-2-0 3-3-2 1 4-7-6 1 6-4-0 1 9-6-0 2x4 SPF Std/Stud 12" O.C. 1 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 130 mph 2x4 SPF Std/Stud 16" O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF Std/Stud 24" O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 2x4 SPF Std/Stud 12" O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-6-4 140 mph 2x4 SPF Std/Stud 16" O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 2x4 SPF Std/Stud 24" O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d Roof Sheathing \ COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. 1'-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR AIL DIAGONAL BRA L DIC NAIL E TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE WITH TWO 1NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace at 1/3 points \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES UPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. 'SX/ ATTACH DIAGONAL BRACE TO BLOCKING WITH I 1 (5) - 10d COMMON WIRE NAILS. End Wall iiv7�- Trussway Holding, Inc. TRUSSWAY 9411 Alcorn Houston, TX 77093 CEILING SHEATHING rnus�emr Notes and Instructions: Trussway Holding Inc. Revised 080610 • All truss designs are based only upon the design parameters shown on the Individual truss drawings. Trusses are designed as individual building components to be installed in a plumb position and support loads in the place of the truss only. Applicable of design parameters and proper incorporation of trusses and components into the building system are the responsibility of the Building Designers —NOT the Truss Designers. • Bracing shown on truss design drawings indicates the location of the lateral bracing required to prevent buckling and is for lateral support of individual truss members only. ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK. • The design of the truss support structure including headers, beam, walls and columns is the responsibility of the Building Designer. • Temporary bracing to insure stability during construction is the responsibility of the Contractor. • Permanent bracing of the roof and floor systems and of the overall structure is the responsibility of the Building Designer. • Refer to BCSI Booklet and BCSI Summary Sheets supplied with this field pack for general guidance regarding unloading, storage, handling, erection and bracing. For additional information contact Structural Building Component Association (Formerly known as Wood Truss Council of America). • Copies of the documentation contained in this field pack must be distributed to Building Designer, General Contractor and Erection Contractor. • Individual truss designs are dimensioned in feet -inches -sixteenths. • Exercise care in unloading, handling, storage, installation and bracing of trusses. . • Girder trusses may consist of more than one ply. General Contractor/ Erection Contractor are responsible for reviewing truss designs to determine number of plies and proper attachment methods to be used in the field. • Do not install truss turned end -for -end not up -side -down (Refer to individual truss designs sheets during installation). Some trusses have symmetrical outside shapes but have special conditions such as concentrated loads, interior supports or mechanical chased that require proper placement. • Truss chords shall be adequately braced in the absence of roof sheathing or rigid ceiling. • CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load transfers are the RESPONSIBILITY OF OTHERS. • Do not stack construction material on floor or roof trusses in excess of load depicted on BCSI Summary Sheets. • Do not cut or alter truss members or plates without prior approval of a Professional Engineer. • All conventional framing to be designed by others. Truss Repair Information How to Obtain Truss Repairs Trussway Holding, Inc. TRUSSWAY 9411 Alcorn Houston, TX 77093 D Use a photocopy of the applicable truss design drawing from the field pack provided for truss installation. D Mark clearly on the truss design drawing what is wrong with the truss and any circumstances that may influence the type of repair that is prescribed. See below for additional information. D Send a facsimile/PDF of the marked up truss design drawings to a sales representative, design technician or "Repair Department" at Fax # (407) 386-7595 or e-mail to engineering@trussway.com. Be sure to include a cover sheet containing the following information: • Trussway Job No. • Field contact • Project name❑ • Telephone number • Project builder • Fax number Truss Repair Examples/ How to Indicate Truss Damage Truss Damage Notation Key O =Damaged plate =Missing member ./ =Cracked member (Provide dimensions.) J =Broken member (Provide location dimensions when possible.) 2x4 32" 1 18" 4x4 All truss repairs are based exclusively on the field notes provided on the truss design drawing. Complete and accurate information is CRITICAL to timely and properly prepare the desired field repair detail and expediting it's turn around. Commonly required information may include: 1) Dimensions relevant to damage and location, (repair needed on same truss profile but on different truss should be noted on seperate drawings), 2) Accessibility (one face or both faces), 3) Obstruction(s) (plumbing, electrical, ducts, etc), 4) Material (scab, gussets, etc) and 5) Available interior bearing support (if pertinent). Preferred notation indicating truss damage is listed below for several situations in the Truss Repair Examples. Enclosed in the dashed boxes below are interpretations of the notations. '** All attempts to meet the existing condition will be excercised by Trussway but NO REPAIR should be done without prior to receiving the repair details from Trussway, **** 4x4 An 18" crack is in the bottom chord, at 32" from the end. The dimensional information is critical for this repair. The plate is damaged, the web is broken at about midway, and half of the web is gone. 4x4 B Both members are broken, approximately 36" from the end of the truss, but none of the pieces are missing. 3 The plate is damaged. 3 3x C s1 A 36" Q 3x5 3x4 3.5" H Notched 1 1/2"x3 1/2" for pipe. One face available. ��L=1.5" 2x3 4x4 3x3 1.5x3 1.5x3 3x3 4x4 A K L M N O P O VA D T D 4x7 The floor truss top chord has been notched for a pipe. The size of the notch is given, as well as a top view sketch showing how the notch is positioned in the top chord. By writing, "One face available" and drawing the HVAC duct, the field has indicated that the truss may be repaired on one face up to the truss duct opening. (It is important to note any ducts or pipes that may obstruct repair material). 2x3 B F Last 201 Optional Product Information VERSA LAM° Products Juse where applicable r An Introduction to VERSA -LAM° Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. AJI ®A P ink,„ Closest Allowable Nail Spacing • Offset and stagger nail rows from floor sheathing and wall sole plate. • Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAWINERSA-R]W. Use nails as specified by Simpson Strong -Tie. Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth.; Max,jlole Diameter 5112" 'A 7114" ill 91/4" and greater 2" See Note 3 Nailing Parallel to Glue Lines (Narrow Face) s �} Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 13/4" thickness and greater, 2 rows of nails (such as far a metal strap) are allowed (use'/," minimum offset between rows and stagger nails). End Bearing intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise EWP Engineering. . 5:t? r. ill' .._.r... S3;d(di9� +:ui�y f w,9 ii�Ei r,:.,:EEti ?•n�i) J(!:If VERSA -LAW Beam Details Bearing at Concrete/Masonry Walls Bearing for door or window header Strap per code if top plate is Beam to beam connector Provide moisture barrier support and at 1/z" air lateral restraint. space not continuous over header. Sloped seat cut Not to exceed Y' inside face Verify hanger capacity ,4 with hanger literature required � of bearing. . �. between J 1f concrete y and tin r z* < Provide adequate Trimmers lateral support Bearing at column VERSA-11 t r e t, Beam framing into wall. Strap per code if top plate is not contnuous - Beam to masonry (or concrete) wall Wood top plate must he flush with inside of wall Hanger column DO NOT bevel cut Note: VERSA -LAM' be Dori inside face of wall ac Drilling without approval Pram Boise EWP permitted for Engineering or BC CALC software analysis. Moisture ` standard barrier between connectors. concrete and wood VERSA -LAM' Installation Notes Minimum of 112" airspace between beam and wall pocket or adequate barrier must be provided VERSA -LAM® beams are intended for interior applications only and should be kept as dry as between beam and concretelmasonry. possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your Continuous lateral support of top of beam shall be provided (side or top bearing framing). region's Specifier Guide, Side -Loaded Applications, Maxiinuin Unif&fti Side Load [plf] ` Nailed 14" Dia. Through Bait(') %" Dia. Through Bolt0l Number 2 rows 16d 3 rows t6d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24" e.c 12' 0.c. @ fi' o.c. 24'.... 12' o.c @ 6• a.c. Members 12•ox 12"a.c. staggered staciaered staqqered staggered staggered staggered_ 1'!4',VERSA-LRM® (Dep'thS of 18" and less) 2 470 705 505 1010 2020 560 1120 2245 3t2) 350 525 375 755 1515 420 840 1685 413t use bolt schedule 335 670 1345 370 745 1495 VERSA;I AMi 2t3) use bolt schedule 1 855 1 1715 1 N/A 1 1125 2250 N/A 1'/4' VERSA -LAM* (Depths of 24") Number Nailed '/_' Dia. Through Boltt't If." Dia. Through Bolt(l) of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ Members Sinkers @ Sinkers @ 24' o.c. 8" 18" o.c. 6" 12' o.c. 4' 24' o.c. 8' 18' o.c. 6" 12" o.c. 4" 12' o.c. 12' o.c. staggered staggered staggered staggered staggered staggered 2 705 940 755 1010 1515 840 1120 1685 3(3) 525 705 565 755 1135 630 840 1260 4nl use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolls that conform to ANSI1 1/; bolts and T/; for'/a bolls. Bolt holes shall be the same ASME standard 918.21-1981 (ASTM A307 Grades ABB, diameter as the boll. SAE J429 Grades 1 or 2, or higher). A washer not less than a 2. The nail schedules shown apply to both sides of a 3-member standard cut washer shall be between the wood and the boll beam. head and between the wood and the nut The distance from the edge of the beam to the bolt holes must be at least 2' for 3. 7' wide beams must be lop4caded or loaded from both sides (lesser side shall be no less than 25% of opposite side). Tiop-Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies ': `Depth Nadmg .; Maxitiluff. niforit ' Load From One Side Depths 117C, &less ;, 2 rows.16d box/sinker'nails @ 12 o c 4QQ pif. (2) 131," plles Depths 14 18*, 37ows'.16d box/sinker nails @ 12 tl.c. 600 pif ' Depth,= 24" 4 rows 16tl b ivsinker nails @ ©epU1s 1S11a `&less grows: t6d box/sihker pails aLk 12" o-c. (3j t3tm piles m Depifts t4 18" `•, ' 3 rows t6d hoxlslnker nails @ 12" o c 450: pif. ; Depth:; 24 rows t6d box/sinker nails ag 12 tl f- 6; Depths 18' & less 2 rows 10 bolts @%24' o.c., staggered 335 plf (4) 13/41' plies Depth = Z4" 3 rows 1/2 bolts @ 24' o.c., staggered every 8" 505 pff . Depths 18" & less 2 rows 1/2" bolts @ 24 axc , staggered 855 pif (2) 31/1" plies Depth 20" - 24' 3 rows 1/2' bolts @; 24 o.c., staggered every 8" 1285 plf 1. Beams wider than 7' must be designed by the engineer of record. 5. Connection values are based upon the 2001 NDS. 2. Ail values in these tables may be increased by 15%fix snow -load mat 6. Fastenblaster TrussLok, Simpson Strong-Tle SD$ and USP and by 3% for non -snow load roofswhere the building code allows. INS screws may also be used to conned multiple member 3. Use allowable load tables or BC CALC• software to size beams. VERSA-LA6A beam; contact Boise EWP Engineering for further 4. An equivalent specific gravity of 0.5 may be used when designing Information. specific connections with VERSA -LAM•. Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA-LANI® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and conned a multiple -ply VERSA -LAM" floor beam. Given: Beam shown below is supporting residential floor load (40 psf live load, 10 psf dead load) and is spanning 16'-0 Beam depth is limited to 14". m Find: A multiple 13/4' ply VERSA -LAM' that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'12+IS' /2=16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC® to size beam. A Triple VERSA -LAM® 2.0 3100 13/4" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side (the right side In this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 pif 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/4" VERSA -LAM®, 3 members 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 pif is greater than 450 pif OK Bolts: 1/2" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 pif OK 1 oar eo r�s for Tinto Ptao Po 3'f d ' Anit c �t u e.i,.r,n....,0 .!'�..c`TSJ:? a d For Top -Loaded Applications Minimum Connection Required: Two rows of 1/2" Diameter Lag ScrewsP) or Bolts (4) at 24" on center staggered. For Side -Loaded Applications Maximum Uniform Load Applied to Either Side: • Rows Spaced • • Lag Screws(') 500 plf 1000 plf BoltsA 920 plf 1 1840 plf �Q IT Use either all boils or all lag screws in any one connection — do not combine. Notes: ' 1. Verify adequacy of beam in uniform load tables. 2. Values listed are for 100% load duration. An increase of 15% for snow load roof ' applications or 25% for non -snow roof conditions is allowed where permitted by the building code. 3. Lag screws are to be 1/2" diameter x 7" of material conforming to ASTM Standard A307 with a minimum bending yield strength of 45,000 psi. A 3/8" lead hole is ' required for each lag screw. Turn lag screws tight with a wrench to achieve full penetration. Do not hammer. A standard cut washer is required between the wood and screw head. ' 4. Bolts are to be of 1/2" diameter material conforming to ASTM Standard A307 with a minimum bending yield strength of 45,000 psi. Bolt holes are to be the same diameter as the bolt, and located 2" from the top and bottom of the member. A standard cut washer is required between the wood and bolt head and between the wood and nut. ' 5. Beams loaded from only one side must be restrained to minimize rotation. is (a) Square End Bearing maximum 1431 (c) Sloped End Cut for Roof Drainage de>_ 0.9d i 0.1 d or 3 inches max., whichever is less T i T i (b) Slope End Bearing 3dof the e span, whichever is less e --� 0.4d xw� max d >06d7 a. (e) Tension -side Notch T 1 When a <de, f,, = f" 2+ - Id dde 1 When e > de, f,, = 3V 2bde (d) Compression -side Notch f — shear stress (psi) V — shear force at notch location (lb) b — width of beam (in.) d = depth of beam (in.) da= effective depth as shown (in.) e = length of notch as shown (in.) Source: APA EWS S560 19 T 1 UNIFORMLY LOADED SINGLE SPAN BEAM GLUED LAMINATED TIMBER Notes: 1. The maximum size horizontal hole (through the width of the beam) shall not exceed 1-1/2 inches. 2. Edge and End Spacing: Any horizontal hole must be a minimum of 4 hole diameters from the top or bottom surface of the glued laminated timber member, and 8 hole diameters from the member ends. The distance is measured from the edge of the member to the centerline of the hole. 3. Spacing between holes: Field added open or access holes not shown on the contract drawings shall be a minimum of 8 hole diameters from any hole in the member. The distance is measured from the edge of the hole to the nearest edge of the existing hole. 4. Number of holes: Determine the number of field added holes allowed by allowing one hole per each 5 foot length of the member. (This rule does not apply to spacing of holes.) 5.Other holes: Holes not described here require review by a qualified timber designer. L = length of beam d = depth of beam FOUNDATION BEAM POCKET DETAIL FOUNDATION BEAM POCKET DETAIL When Uplift resistance is required by local building jurisdiction MINIMUM 1/2" AIR SPACE REQUIRED MINIMUM 11VAIR SPACE REQUIRED AT ENDS ANDND SIDES UNTREATED AFP GLULAM BEAM AT ENDS AND SIDES UNTREATED AFP GLULAM BEAM MOISTURE BREAK REQUIRED: 1/4" TREATED PLYWOOD, STEEL BEARING PLATE, - FLASHING, PLASTIC BEARINGtr a. PLATES, ETC. SIZED FOR BEARING }: OF GLULAM BEAM FOUNDATION WALL " MOISTURE BREAK REQUIRED: £ 1/4"TREATED PLYWOOD, Use anchor of r A STEEL BEARING PLATE, FLASHING, PLASTIC BEARING proper uplift capacity. PLATES, ETC. SIZED FOR BEARING'` (e.g. Simpson MTSM) OF GLULAM BEAM FOUNDATION WALL 'f r rlypical Connections Strap per code if top Top Mount Hanger plate is not continuous Tie strap over header \� \� `\ \ •, � Wood or �Yr \� Steel •— : _ \� \ `;,1 Column q,1` I �•,�� Hanger \� Face Mount Hanger Beam to Beam Beam to Column Floor Beam to Joist Header to Frame Beam to Frame 20 RRMU4 TOWER, RPM 3QOOF vertical ./2" Diameter. Holes in Glu am`Beams While field -drilling vertical holes in Glulam beams should be avoided, there are situations where they may be required. This Technical Note provides guidance on the drilling of a single 1/2" vertical hole in simple span Glulam beams of various thicknesses. These recommendations are based on a "worst case" scenario that assumes the beam is placed at its maximum span and is fully loaded with uniformly distributed loads. Concentrated or other non -uniform loads have not been considered and for such loads or other situations the effect of drilling a vertical hole should be checked by a qualified design professional. Background: In analyzing a beam for the effect of drilling a single vertical hole it is necessary to consider both shear and bending capacities. Since the shear design require- ments are greatest at the ends of the beam, vertical holes generally cannot be placed at these locations without analysis by a qualified design professional. In a similar manner, the center of the span is the area of maximum bending stress, and again, a design professional's analysis is required when holes are desired to be placed in these areas. Between the areas of high shear and high bending stress, small vertical holes can be placed. This technical note provides guidance on the location of these safe areas for drilling vertical holes 1/2 inch or less in diameter. Drilling the hole: These holes must be carefully drilled along the vertical axis of the beam. (see Figure 1.) If the beam is deep it is recommended to use a drill guide and a sharp Figure 1: Hole in Glulam Beam Glulam Beam • bit to preclude the bit from wandering as it passes through the beam depth. In addition, the beam should be inspected at the possible hole location to insure that there are no knots, knot -holes, finger joints or other allowable defects in the vicinity of the hole (within the the width of the beam on either side of the hole). Figure 2 is provided to illustrate the allowable location for these vertical, 1/2" diameter holes: Simple Span Length = L . 3 1/8" - 3 1/2" width A .13L .26L .74L .87L 8 3/4" width .04 L .35 L .63 L .96 L 0 Ref.: APA - The Engineered Wood Association 21 ii ri All Allowable Tolerances shown below are at time of manufacture per ANSI A190.1. Width: I Plus or minus 1116" of the specified width. Depth: Plus 1/6" per foot of depth. Minus 3/16" or 1/16"per foot of depth, whichever �I is larger. ICamber: Length: Plus or minus 1/16" up to 20 feet. Plus or minus 1/16" per 20 feet of the specified length, except where length dimensions are not specified or critical. Squareness: The cross section of all glued laminated structural members shall be square within plus or minus 1/8" per foot of specified depth of the member, unless a specially shaped member is specified. The tolerances are applicable at the time of manufacture without allowance for dead load deflection. Plus or minus 1/4" up to 20 feet. Over 20 feet increase tolerance 1/5" per each additional 20 feet not to exceed 3/4". Camber �ppearane Wane Void Framing Appearance ■ • Laminations may possess the natural growth characteristics of the lumber ' grade. • No voids or low laminations are filled. • Members have a "Hit and Miss" (more miss) appearance. • Glue smear is allowed. • Most common widths 3 1/2" and 5 1/2" Surfaced to Reduce Defects Voids Not Filled Industrial Appearance • Laminations may possess the natural growth characteristics of the lumber grade. • No voids or low laminations are filled. • Members are surfaced in accor- dance with APA industrial finish standards. Surfaced to Zeduce Defects Voids Over 3/4" Filled Glue Squeeze - out Removed "Low Lamination" Areas Filled or Inlaid Exposed Edges Eased Architectural Appearance • Laminations may possess the natural growth characteristics of the lumber grade. • Voids larger than 3/4" are filled with putty. • Exposed faces are surfaced and low laminations are repaired. • Exposed edges are eased. 22 Power Beams should be stored and handled in accordance with the following guidelines to maximize performance and minimize necessary field adjustments: Power Beams Should be Stored on edge and not wide face. * Protect the glulam products from direct exposure to weather conditions (i.e. sun, wind, rain, snow) by storing under cover or by leaving the paper wrap intact until they are installed in place. Store on stickers or racks above ground moisture and in orderly stacks at heights that may be handled safety. * Use care in moving and storing with forklifts to prevent damage with forks. To minimize checking, seal ends of beams after trimming or cutting. Do not install damaged glulam. Notify Anthony Forest or your local distributor for assistance. * Once beams are installed, remove protective wrap, allow them to gradually season and adjust to the temperature and moisture conditions of the structure. �k Do not directly expose glulam members to rapid changes in moisture and temperature, typical of temporary heating units, Such exposure may result in excessive surface checking. In the field, glulam is subject to humidity and moisture that can affect critical size tolerance and appearance. To maintain the dimensional stability and minimize checking of Power Beams, each beam is surface sealed with a special protective wax emulsion coating for wood. Our sealers are environmentally friendly, water -based products that help stabilize the moisture content of wood. Not only does the seal protect the glulams from environmental moisture, but it allows the glulam to adjust to the environment slowly. 23 ' What is a Power Beams? Power Beam® is a high strength glulam produced to compete with LVL and Parallam®. What is the warranty on Power Beam®? Anthony Forest Products Company warrants that its Power Beam® will be free from defect in design, materials and workmanship. When installed and finished according to installation instructions and accepted engineering ' standards, our Power Products will perform in accordance with our current published specification for the lifetime of your home or building. How is it manufactured? Power Beam® is manufactured using machine evaluated Southern Pine lumber in accordance with product standard ANSI/APAA190.1-2002 and ASTM D-3737. Materials are manufactured using wet use adhesives and are certified ' under AITC's quality control and assurance program. Standard 30F and 28F Power Beam® are manufactured using balanced layups. These layups, designated as 30E-E2 and 28F-E2, are symmetric in their makeup, therefore no top or bottom orientation is required. An unbalanced layup for Power Beam® is available. The unbalanced Power Beam®, designated as 30E-El and 28F-El, has an asymmetrical layup with stronger laminations in the tension zone than the compression zone. For this reason, unbalanced beams are marked with top stamps and should be installed with the compression face upward. Is Power Beam® cambered like most glulams? Camber is often manufactured into glulams to offset the long term deflection due to gravity loads thus reducing the adverse aesthetic effect of in-service deflections. The use of camber is advantageous for long span members ' supporting large design loads. Typical residential and light commercial beam and header applications do not require camber. In fact, camber manufactured into members used in these applications may never relax resulting in a permanent curvature. For this reason, standard 30E-E2 and 28F-E2 Power Beam® is manufactured with zero camber ' for use in simple, continuous, and cantilevered span applications. Cambered Power Beam® can, however, be produced on special order, Does it look like a typical glulam? Power Beam® is a framing appearance grade glulam and is not intended for architectural applications. Power Beam® is side stamped with Anthony Forest Products trademarks and AITC quality marks. How is Power Beam® packaged? Power Beams comes surface sealed, individually wrapped in water resistant paper or bundle wrapped. What about storage? ' As with any wood product, a well -drained covered storage site is preferred and recommended. Materials should be kept off of the ground using blocking, skids, or rack systems. For long term storage, slits should be cut in the bottom of the wrapping to allow ventilation and drainage of any entrapped moisture. Proper storage with adequate ventilation and drainage will reduce the likelihood of staining, or other affects from water infiltration such as cupping and dimensional changes. Can you notch or drill holes in Power Beams? ' Since glulams are highly engineered components manufactured from specifically selected and positioned lumber laminations, an improperly cut notch or hole drilled in the wrong location can significantly affect the member's structural performance. For this reason, field modifications ' such as notching, cutting, or drilling should be minimized and never done without a thorough understanding of the effects on the member's structural integrity. For further information on field modifications see pages 19, 20 and 21 or contact Anthony Forest Products Company. 24 Versatilitv . Anthony glued laminated timber has a proven track record of reliability for a variety of structural applications. Exposed beams offer a dramatic design element, yet provide an unusual sense of softness, natural charm, and inviting warmth. At the same time, engineered timber construction provides an exceptionally high level of safety, durability and cost efficiency Kiln -dried Anthony Glulam offers a strong, workable long span performance capability unmatched by any other building material. Cost Effective/Energy Efficient Anthony Glulam is surprisingly economical as compared to the higher cost composites or steel. The Glulam has a high strength to weight ratio and is sized to fit all system -type framing applications. One piece construction reduces building time and cost, and the Glulam can be trimmed to fit on the job site. The energy efficiency of engineered timber High resilience allows Glulams to absorb can provide additional savings to the shocks that could rupture alternative property owner. The natural thermal and building materials like concrete or steel. insulating qualities of laminated wood can Glulam is also ideal for use in areas be combined with thermally efficient subject to high winds or earthquake damage. insulation materials to keep heat loss at a Glulam also has excellent fire -resistive qual- minimum. ities. The performance of Glulam under fire conditions is markedly superior to most Strong, Durable, Fire Safe, and Stable unprotected non-combustible materials. Throughout history, wood has been a durable building material, assuming proper Readily Available principles of design, construction, and The Anthony Glulam is readily available maintenance are followed. The Anthony through a network of stocking distributors Glulam provides an even higher degree throughout the country. Glulams are offered of proven quality manufacturing. in specified lengths up to 60' in framing, industrial, architectural, and premium grades. All beams are either bundled or individually wrapped with water-resistant paper. Beams are squared -end trimmed and manufactured with a standard 2000' radius camber or no -camber. Both the 2400F and 3000F Power Beam exhibit property characteristics superior to solid sawn wood. Extra precautions are taken to ensure all laminations are kiln -dried to a maximum 15% moisture content. The end product results in a beam member with an exceptional level of dimensional stability, virtually eliminating checking, twisting, warping and shrinkage. Computer Software Anthony Forest offers a Windows friendly sizing software for fast and accurate sizing of most beam applications. Ridge Beams _ , -- • Basement -- — _ Beams Garage Door_ Header-- 25 11 Anthony 30F Power Beam°, Anthony 24F Glulam, Power Header°, Power ColumnT"', Power Log° and Power Plank° are superior glued laminated products engineered for reliable, lower cost performance in industrial and residential uses, Anthony Power Products are manufactured under strict quality control procedures. We guarantee our family of Power Products to be free from defects in design, materials and workmanship. We guarantee prompt and courteous customer service. For a detailed copy of our limited lifetime warranty, call us at 1-800-221-BEAM. We guarantee to pay for all reasonable repair or replacement costs if you have problems due to a defect in our Power Products. Our family name is on all of our Power Products. We intend to live up to our reputation for quality and service. We appreciate your confidence and your business. AL Aubra Anthony, Jr, President & CEO [J