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HomeMy WebLinkAbout6950 Vista Lago LpTRUSSWAY, LTD. Build R gr From Fie Stand M 6.1 [ ; /17L581'J;4 T . COD] I;C,s-T— I ioncto- L' (Ji C ie P �FoT Y,�\j C� I" MANUFACTURING, SALES AND DESIGN LOCATIONS LOCATION OFFICE NUMBER FAX NUMBER ACWORTH, GA. (770) 975-5777 (770) 975-3322 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 Consulting Engineers Submission has been checked only for general conformance ACTION with design concept of the project - Comments made on shop Submission is in general drawings do not relieve the conformance wi!h design Contractor from compliance concept. !X� with requ;remenrs of the Contract Documents. Contractor is responsible for dimensions to be confirmed Subm;ss;ons is in or neia! conformance with desig concept, except as noted and correlated at the job site: for information that pertains Revise and re.ubm;t solely to the fabrication processes or to techniques of construction: and for coordination of the work of all trades. Submis:;+on is rejecied for n*r' conforrance w;th design concept 1 Fabrication May Proceed Do 'vet Fabri::3te I BY — Note SEE NMD-#*IN ~0441 MR JP61fT_jft7Rft'*VT F i11 &-Mi 885o Trussway Blvd. Orlando, FL 32324 Phone: (407) 857-2777 Fax: (4o7) 851-7899 Operations Mgr. Gary Pierpont Design Mgr. Pat Conley Sales Rep. Rodney Piechowski TRUSSWAY PROJECT ID: NZA TRANSMITTED TO: FIRSSr FLORIDA JOBSITE CONTACT: JOB 5UPE"RIN7'E'NDE'NT #- Date Issue Status I Product(s) Notes 1 08/12/20101 Submittal I Floors, Roofs, Club & Amenities 10 FI Raised Seal Sets .................................................................... Updated: 08/11/2010 COVERPAGE-V1 11.x1s n fl n TRUS�SWQY Date: 08/11/2010 Submitted To: Project: Fort King Colony First Florida PID: Customer: First Florida Attention: Jon Sells City/State: Zephyrhills, 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 1 1 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: FortKing 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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Job ID# iTruss Name Date No. I Seal# I Job ID# Truss Name Date 1 IH1457589 I FCK-F I= 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 1 13 1H1457591 1FCK-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 1 15 I H1457593 I FCK-F IC06 18/11/010 122 1 H1457610 I FCK-F IF07A 18/11/010 1 16 I H1457594 I FCK-F IC07 18/11/010 123 1 H1457611 I FCK-F IF08 18/11/010 1 17 I H1457595 I FCK-F IC08 18/11/010 124 1 H1457612 1 FCK-F IF09 18/11/010 18 IH1457596 I FCK-F IC09 18/11/010 125 IH1457613 I FCK-F IF10 18/11/010 1 19 IH1457597 I FCK-F C10 18/11/010 126 IH1457614 I FCK-F IF16 18/11/010 1 110 IH1457598 I FCK-F IC18 18/11/010 127 IH1457615 I FCK-F IF17 18/11/010 Ill IH1457599 I FCK-F IC28 18/11/010 128 1H1457616 1FCK-F IF18 18/11/010 112 IH1457600 I FCK-F ICS45 18/11/010 129 IH1457617 I FCK-F IF19 18/11/010 1 113 IH1457601 I FCK-F IF01 18/11/010 130 1H1457618 1FCK-F IF20 18/11/010 114 IH1457602 I FCK-F IF02 18/11/010 131 1H1457619 1FCK-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 IH1457605 I FCK-F IF04A 18/11/010 134 IH1457622 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. 1 of 2 Jim Meade Jaynes K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 I 1 I r 1 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 No. Seal# lJob ID# JTruss Name Date 35 IH1457623 I FCK-F IFT01 8/11/010 136 I H1457624 I FCK-F IFT02 18/11/010 1 137 I H1457625 I FCK-F IFT04 18/11/010 1 138 I H1457626 I FCK-F IRF01 18/11/010 1 2 of 2 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1Seal# JJob ID# Truss Name Date No. I Seal# I Job ID# ITruss Namel Date 18/11/010 1 IH1457627 I FCK-R IFIR01 8/11/010 118 IH1457644 I FCK-R IJ08 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 IJ09 18/11/010 1 14 IH1457630 I FCK-R 1HR02 18/11/010 121 IH1457647 I FCK-R 1J10 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 I FCK-R HR03 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 J01 18/11/010 125 1H1457651 1FCK-R IR01 18/11/010 19 IH1457635 I FCK-R IJ01L 18/11/010 126 IH1457652 I FCK-R IR01G 18/11/010 110 IH1457636 I FCK-R IJ02 [8/11/010 127 IH1457653 I FCK-R JR01L 18/11/010 Ill IH1457637 I FCK-R IJ02L 18/11/010 128 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 IH1457641 I FCK-R IJ06L 18/11/010 132 IH1457658 I FCK-R IR04 18/11/010 116 IH1457642 I FCK-R IJ07 18/11/010 133 IH1457659 I FCK-R IR04L 18/11/010 117 IH1457643 I FCK-R IJ07L 18/11/010 134 IH1457660 I FCK-R JR05 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 3 Jim Meade James K Meade, P.E. Florida P.E. Na 16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 11 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# I Job ID# Truss Name Date INo. Seal# JJob ID# Truss Name Date 35 1 H1457661 1 FCK-R IR05L 8/11/010 177 IH1457703 I FCK-R I R35 8/11/010 136 IH1457662 IFCK-R IR06 18/11/010 178 IH1457704 IFCK-R IR36 18/11/010 1 137 IH1457663 IFCK-R IR07 18/11/010 179 IH1457705 IFCK-R IR36A 18/11/010 138 I H1457664 I FCK-R IR08 I8/11/010 180 I H1457706 I FCK-R IR37 18/11/010 139 I H1457665 I FCK-R IR09 I8/11/010 181 I H1457707 I FCK-R IR37A 18/11/010 140 I H1457666 I FCK-R IR09A 18/11/010 182 I H1457708 I FCK-R IR38 18/11/010 141 IH1457667 IFCK-R IR10 18/11/010 183 IH1457709 IFCK-R IR38A 18/11/010 142 IH1457668 IFCK-R IR10A 18/11/010 184 1H1457710 IFCK-R IR39 18/11/010 143 IH1457669 IFCK-R IR10B 18/11/010 185 1H1457711 IFCK-R IR39A 18/11/010 144 IH1457670 IFCK-R IR10C 18/11/010 186 1H1457712 1FCK-R IR40 18/11/010 145 IH1457671 IFCK-R IR11 18/11/010 187 1H1457713 IFCK-R IR41 18/11/010 146 IH1457672 IFCK-R IR11A 18/11/010 188 IH1457714 IFCK-R IR42 18/11/010 147 IH1457673 IFCK-R IR12 18/11/010 189 1H1457715 1FCK-R IR43 18/11/010 148 IH1457674 IFCK-R IR12A 18/11/010 190 IH1457716 IFCK-R IR44 18/11/010 1 149 IH1457675 IFCK-R IR13 18/11/010 191 IH1457717 IFCK-R IR45 18/11/010 1 150 IH1457676 IFCK-R IR13A 18/11/010 192 1H1457718 IFCK-R IR46 18/11/010 1 151 I H1457677 I FCK-R IR14 18/11/010 193 1 H1457719 I FCK-R IR47 18/11/010 152 I H1457678 I FCK-R IR15 I8111/010 194 I H1457720 I FCK-R IR48 18/11/010 I 153 IH1457679 IFCK-R JR16 18/11/010 195 1H1457721 1FCK-R IR49 18/11/010 154 IH1457680 I FCK-R JR17 18/11/010 196 IH1457722 IFCK-R IR50 18/11/010 155 I H1457681 I FCK-R JR18 18/11/010 197 I H1457723 I FCK-R IR51 I8/11/010 156 IH1457682 IFCK-R IR19 18/11/010 198 IH1457724 IFCK-R IR52 18/11/010 157 IH1457683 IFCK-R IR20 18/11/010 199 IH1457725 IFCK-R IR53 18/11/010 158 IH1457684 IFCK-R IR21 18/11/010 1100 IH1457726 IFCK-R IR54 18/11/010 1 159 I H 1457685 I FCK-R I R21 A 18/11/010 1101 I H 1457727 I FCK-R I R55 18/11/010 160 IH1457686 IFCK-R IR22 18/11/010 1102 IH1457728 IFCK-R IR56 18/11/010 161 I H1457687 I FCK-R JR22A I8/11/010 1103 I H1457729 I FCK-R IR58 18/11/010 162 I H1457688 I FCK-R IR23 18/11/010 1104 I H1457730 I FCK-R IR59 18/11/010 163 I H1457689 I FCK-R IR23A I8/11/010 1105 I H1457731 I FCK-R IR60 18/11/010 164 I H1457690 I FCK-R IR24 18/11/010 1106 I H1457732 I FCK-R IR61 18/11/010 165 1H1457691 1FCK-R IR25 18/11/010 1107 IH1457733 IFCK-R IR62 18/11/010 I 166 IH1457692 IFCK-R IR26 18/11/010 1108 IH1457734 IFCK-R IR63 18/11/010 I 167 IH1457693 IFCK-R IR27 18/11/010 1109 IH1457735 IFCK-R IR64 18/11/010 I 168 IH1457694 IFCK-R IR28 18/11/010 1110 IH1457736 IFCK-R IR65 18/11/010 169 IH1457695 IFCK-R IR28A 18/11/010 1111 IH1457737 IFCK-R IR67 18/11/010 170 IH1457696 IFCK-R IR28B 18/11/010 1112 IH1457738 IFCK-R IR68 18/11/010 I 171 IH1457697 IFCK-R IR29 I8/11/010 1113 IH1457739 IFCK-R IR69 I8/11/010 I 172 IH1457698 IFCK-R IR30 18/11/010 1114 IH1457740 IFCK-R IR70 18/11/010 173 IH1457699 IFCK-R IR31 18/11/010 1115 IH1457741 IFCK-R VolI 18/11/010 174 I H1457700 I FCK-R IR32 I8/11/010 1116 I H1457742 I FCK-R V01 L I8/11/010 175 I H1457701 I FCK-R IR33 I8/11/010 1117 I H1457743 I FCK-R IV02 I8/11/010 176 I H1457702 I FCK-R IR34 I8/11/010 1118 I H1457744 I FCK-R IV02L I8/11/010 2 of 3 I u 1 I p k 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 Namel Date 119 IH1457745 I FCK-R IV03 8/11/010 1120 IH1457746 I FCK-R IV04 18/11/010 1 1121 IH1457747 I FCK-R IV05 18/11/010 1 1122 IH1457748 IFCK-R IV06 18/11/010 1 1123 IH1457749 IFCK-R IV07 18/11/010 1 1124 IH1457750 IFCK-R IV08 18/11/010 1 1125 IH1457751 IFCK-R IV09 18/11/010 1 1126 IH1457752 I FCK-R IV10 18/11/010 1 3 of 3 F 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-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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Job ID# ITruss Name Date I No. I Seal# I 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 IH1457489 I FCK-C IHRC04 18/11/010 120 IH1457506 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 1H1457491 1FCK-C IHRC09 18/11/010 122 IH1457508 I FCK-C IP05 18/11/010 16 IH1457492 I FCK-C IHRC10 18/11/010 123 IH1457509 I FCK-C IP06 18/11/010 17 IH1457493 I FCK-C lJC01 18/11/010 124 IH1457510 I FCK-C IP07 18/11/010 1 18 IH1457494 I FCK-C IJC01B 18/11/010 125 1H1457511 I FCK-C IRCO2 18/11/010 19 IH1457495 I FCK-C lJC01X 18/11/010 126 1H1457512 1FCK-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 1H1457514 1FCK-C IRC05 18/11/010 112 IH1457498 I FCK-C IJC03C 18/11/010 129 1H1457515 1FCK-C IRC06 18/11/010 113 IH1457499 I FCK-C IJC05 18/11/010 130 1H1457516 I FCK-C IRC07 18/11/010 114 IH1457500 I FCK-C IJC06 18/11/010 131 1H1457517 I FCK-C IRC08 18/11/010 115 IH1457501 I FCK-C IJC06A 18/11/010 132 1H1457518 I FCK-C IRC09 18/11/010 116 IH1457502 I FCK-C IJC07 18/11/010 133 1H1457519 I FCK-C IRC10 18/11/010 117 IH1457503 I FCK-C lJC09 18/11/010 134 IH1457520 I FCK-C IRC10A 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 professional engineering responsibility solely for the truss components shown. 1 of 2 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street L Houston, TX 77093 August 11,2010 Jim Meade fl 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. Seal# Job ID# Truss Name Date I No. I Seal# I Job ID# Truss Name Date 35 1 H1457521 I FCK-C IRC13 8/11/010 177 IH1457563 I FCK-C I RC55 8/11/010 136 I H1457522 I FCK-C IRC14 18/11/010 178 I H1457564 I FCK-C IRC56 18/11/010 1 137 I H1457523 I FCK-C IRC15 18/11/010 179 I H1457565 I FCK-C (RC57 18/11/010 1 138 I H1457524 I FCK-C IRC16 18/11/010 180 I H1457566 I FCK-C IRC61 18/11/010 139 I H1457525 I FCK-C IRC17 18/11/010 181 I H1457567 I FCK-C IRC62 18/11/010 1 140 IH1457526 I FCK-C IRC18 18/11/010 182 IH1457568 I FCK-C IRC63 18/11/010 141 I H1457527 I FCK-C IRC19 18/11/010 183 I H1457569 I FCK-C IRC64 18/11/010 1 142 IH1457528 I FCK-C IRC20 18/11/010 184 IH1457570 I FCK-C IRC65 18/11/010 1 143 IH1457529 I FCK-C IRC21 18/11/010 185 IH1457571 I FCK-C IRC66 18/11/010 1 144 IH1457530 I FCK-C IRC22 18/11/010 186 IH1457572 I FCK-C IRC67 18/11/010 145 IH1457531 I FCK-C IRC23 18/11/010 187 IH1457573 I FCK-C IRC68 18/11/010 146 IH1457532 I FCK-C I RC24 18/11/010 188 IH1457574 I FCK-C 1VC01 18/11/010 1 147 IH1457533 I FCK-C IRC25 18/11/010 189 IH1457575 I FCK-C IVCO2 18/11/010 148 I H1457534 I FCK-C IRC26 18/11/010 190 I H1457576 I FCK-C IVC04 18/11/010 149 IH1457535 I FCK-C IRC27 18/11/010 191 IH1457577 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 IH1457537 I FCK-C IRC29 18/11/010 193 IH1457579 I FCK-C IVC07 18/11/010 152 IH1457538 I FCK-C IRC30 18/11/010 194 IH1457580 I FCK-C IVC08 18/11/010 153 IH1457539 I FCK-C IRC31 18/11/010 195 IH1457581 I FCK-C IVC08A 18/11/010 1 154 I H1457540 I FCK-C IRC32 18/11/010 196 I H1457582 I FCK-C IVC08B 18/11/010 1 155 1 H1457541 1 FCK-C IRC33 18/11/010 197 I H1457583 I FCK-C JVC09 18/11/010 156 I H1457542 I FCK-C IRC34 18/11/010 198 I H1457584 I FCK-C IVC10 18/11/010 1 157 I H1457543 I FCK-C IRC35 18/11/010 199 I H1457585 I FCK-C 1VC11 18/11/010 158 I H1457544 I FCK-C IRC36 18/11/010 1100 I H1457586 I FCK-C IVC12 18/11/010 159 I H1457545 I FCK-C IRC37 18/11/010 1101 I H1457587 I FCK-C IVC13 18/11/010 160 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 1 162 IH1457548 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 IH1457551 I FCK-C IRC43 18/11/010 166 IH1457552 I FCK-C IRC44 18/11/010 167 I H1457553 I FCK-C IRC45 18/11/010 168 I H1457554 I FCK-C IRC46 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 I RC49 18/11/010 172 I H1457558 I FCK-C IRC50 18/11/010 173 IH1457559 I FCK-C IRC50A 18/11/010 174 IH1457560 I FCK-C IRC50B 18/11/010 175 1H1457561 1FCK-C IRC53 18/11/010 176 IH1457562 I FCK-C IRC54 18/11/010 2 of 2 F 1-1 1 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Job ID# Truss Name Date INo. I Seal# Job ID# Truss Name Date 1 IH1457448 I FCK-A 1HG1 8/11/010 118 IH1457465 I FCK-A IRG11 8/11/010 12 IH1457449 I FCK-A IHG2 18/11/010 119 IH1457466 I FCK-A IRG12 18/11/010 13 IH1457450 I FCK-A IHM1 18/11/010 120 IH1457467 (FCK-A IRG13 18/11/010 14 1 H1457451 1 FCK-A IJG1 18/11/010 121 I H1457468 I FCK-A IRG14 18/11/010 15 I H1457452 I FCK-A IJG2 18/11/010 122 I H1457469 I FCK-A IRG15 18/11/010 16 I H1457453 I FCK-A lJM1 18/11/010 123 I H1457470 I FCK-A IRG16 18/11/010 17 I H1457454 I FCK-A IJM2 18/11/010 124 I H1457471 I FCK-A IRG17 18/11/010 18 IH1457455 I FCK-A IRG01 18/11/010 125 IH1457472 I FCK-A IRG18 18/11/010 19 IH1457456 I FCK-A IRG02 18/11/010 126 IH1457473 I FCK-A IRM01 18/11/010 1 110 IH1457457 I FCK-A IRG03 18/11/010 127 IH1457474 I FCK-A IRM02 18/11/010 I11 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 IRM6 18/11/010 113 IH1457460 I FCK-A IRG06 18/11/010 1 1 1 1 1 114 1 H1457461 1 FCK-A IRG07 18/11/010 115 IH1457462 I FCK-A IRG08 18/11/010 116 IH1457463 I FCK-A IRG09 18/11/010 117 IH1457464 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 K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 Jim Meade L L k li 1 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Job ID# Truss Name Date �8/1 1 IH1457477 I FCK-P 1HP1 1 /010 12 I H1457478 I FCK-P lJP1 18/11/010 13 IH1457479 I FCK-P IJP2 18/11/010 14 IH1457480 I FCK-P IJP3 18/11/010 1 15 IH1457481 I FCK-P IRP1 18/11/010 1 16 IH1457482 I FCK-P IRP2 18/11/010 1 17 IH1457483 I FCK-P IRP3 18/11/010 1 18 IH1457484 I FCK-P 1VP1 18/11/010 1 19 I H1457485 I FCK-P 1VP2 18/11/010 1 110 IH1457486 I FCK-P IVP3 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 professional engineering responsibility solely for the truss components shown. I of 1 Jim Meade (-- James K Meade, RE. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 Job ss Truss Type Qty Ply Fort King PcH1457589 Pu FCK-F 01 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:312010 Page 1 A1.5x3 II B1.5x3 II Scale = 1:11.5 E F 0 0 L1 L1 °b D C 2x3 = 2x3 = 1-0-0 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid 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 FBC2007/TPI2002 (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 puffins, 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 = -36/0 A-E = -3610 C-F = -36/0 B-F = -36/0 A-B = -3/0 BOTCHORD C-D = 0/3 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 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 - V—Y)l design Parameters and READ NOTES ON TBIS AND INCLUDED MITEN REFERENCE PAGE riff!-7473 BEFORE USE. Engineering Department 9411 Almm 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 '� 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 buildng 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 Ddve, Madison, WI 53719. Job Truss Truss Type �Qty Ply Fort King Pc H1457590 FCK-F CO3 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 A 1.5x3 1 B 1.54 11 C 1.5x3 11 Scale=1:11.3 1 L1 L1 F E D 2x3 = 1.5x3 II 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 FBC2007/TPI2002 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 = -67/0 A-B = -10/0 B-C = -10/0 BOT CHORD 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. CS! DEFL in (loc) I/deft 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 August 11,20 1 C WARAUNO - Verify design parameter and READ NOTES ON TAUS AND INCLUDED MITER REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Aloom St.-411111 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, OSB-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 Pc H1457591 FCK-F C04 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 11.5x3 I I B 1.5x3 I I C 1.50 I I D 1.5x3 I Scale = 1:11.3 I J Ck L1 T7 T1 Lt H G F E 2x3 = 1.5x3 II 1.5x3 II 24 = 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.3 BOT CHORD 4 X 2 SYP No.3 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 BRACING TOPCHORD 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 (Ib/size) H = 64/0-1-8 4-0-0 E = 6410-1-8 4-0-0 G = 163/0-1-8 4-0-0 F = 16310-1-8 4-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD H-1 = -57/0 A -I = -5710 E-J = -57/0 D-J = -57/0 A-B = -6/0 B-C = -8/0 C-D = -8/0 BOTCHORD G-H = 0/8 F-G = 0/8 E-F = 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. 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. CSI DEFL in (loc) I/deft Ud TC 0.14 Vert(LL) n/a n/a 999 BC 0.02 Vert(TL) n/a n/a 999 WS 0.03 Horz(TL) 0.00 E n/a n/a (Matrix) 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. SUongbacks 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. LOAD CASE(S) Standard 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 11,201 WARNING - VerVy deign parameters and READ NOTES ON TRIS AND INCLUDED AOTEE REFERENCE PAGE MD-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. on,AlcT ill. Houston, Houston. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6977093 8900Blvd '� Is for lateral support of individual web members on Additional temporary bracing To insure stabile during construction is the responsibility of the N P or1' 9 stability 9 8850 Trussway erector. Additional permanent bracing of the overall structure is the responsibility of the bulling designer. for general guidance regarding Orlando, do, FL324 Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 11CS11 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 K ng Pc H1457592 FCK-F COS FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:32 2010 Page 1 A1.5x3 I I 81.5x3 I I C 2x3 = D 1.5x3 I I E1.5x3 11 Scale = 1:11.2 K L L1 T1 1 5T1 Lt El J I H G F 2x3 = 1.5x3 11 1.5x3 11 24 = 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 FBC2007rrP12002 CSI TC 0.15 BC 0.01 WB 0.03 (Matrix) DEFL in (loc) I/defl Vert(LL) n/a n/a Vert(TL) n/a n/a Horz(TL) 0.00 F n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 31 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 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 (Ib) - 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 BOTCHORD / I-J = 0/2 H-1 = 0/2 G-H = 0/2 F-G = 0/2 / WEBS C-H = -158/0 B-1 = -14610 a` / D-G = -146/0 C-G = -0/0 NOTES (7-8) James K Meade, P.E. 1) Attach ribbon block to truss with 3-1 Od 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 (.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 11,20 WARNING - Veny), design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department St _A11111111111111 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 ���py Applicability of design parameters and proper incorporation of component is responsibility of bolding designer - not }ruse designer. Bracing shown (713) 6916900 Bi[{I.77�W k for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction o the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fw general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPll Quality Cdterfa, DSB-89 and BCSII BuBding Component (407) 857 2777 Safely Inlormalion 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 Pc H1457593 FCK-F C06 FLOOR 1 1 Job Reference (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 1.5x3 II 1.5x3 I Scale = 1:12.6 A B 3x3 = C D 3x3 = E F M N 0 m L K J I H G 3x3 = 1.5x3 11 3x3 = 1.5x3 11 34 = 3x3 = 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 G n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 39 lb LUMBER 4) Gable studs spaced at 1-4-0 oc. TOP CHORD 4 X 2 SYP No.3 5) "Fix heels only" Member end fixity model was used in BOT CHORD 4 X 2 SYP No.3 the analysis and design of this truss. WEBS 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at OTHERS 4 X 2 SYP No.3 BRACING 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Sfrongbacks to be attached to walls at their TOP CHORD outer ends or restrained by other means. SttStructural wood sheathing directly applied or 6-0-0 oc 7) NOTE: Refer to attach Trussway Notes, Appendices r except end verticals. and T-1 sheet for more information. BOT CHORD 8) 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. L = 55/0-1-8 6-0-0 LOAD CASE(S) G = 310-1-8 6-0-0 Standard K = 17210-1-8 6-0-0 J = 166/0-1-8 6-0-0 I = 172/0-1-86-0-0 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 = -0/0 BOTCHORD K-L = 0/2 J-K = 012 /A 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-I = -158/0 E-H = -125/0 B-J = -2/0 D-H = -1/0 Florida P.E. No.16015 9411 Alcorn Street NOTES (7_8) I IOUStOn, 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). WARMG - Verify design parameters and READ NOTES ON 27US ARD INCLUDED AUTER RE1 ERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Aotbl 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/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 qqzpp Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Pc H1457594 FCK-F C07 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:32 2010 Page 1 Scale = 1:13.2 1.5x3 II 1.5x3 II 1.54 II 1.5x3 11 A B 3x3 = C D 3x3 — E F M N L1 IT, 171 71 ITI L1 m L K J I H G 3x3 = 1.5x3 11 1-d-n 2 3x3 = 1.5x3 I I - 3x3 = i 4-0.0 5.4-n W _ &S-D N + n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud 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/TP12002 (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 = 55/0-1-8 7-0-0 G = 74/0-1-8 7-0-0 LOAD CASE(S) K = 170/0-1-8 7-0-0 Standard J = 17010-1-8 7-0-0 1 = 159/0-1-8 7-0-0 H = 200/0-1-87-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD L-M = -5110 A-M = -51/0 G-N = -6810 F-N = -68/0 A-B = -2/0 B-C = -0/0 C-D = -0/0 D-E = -3/0 E-FBO CHORDRD / n K-L K-L = 0!2 J-K = 0/2 I-J = Oro _ H-I 010 G/ G-H = 0/3 WEBS B-K = -156/0 C-J = -155/0 D-1 = -147/0 E-H = -186/0 James K Meade, P.E. B-J = -2/0 D-H = 0/4 Florida P.E. No.16015 9411 Alcorn Street NOTES (7-8) 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 braced against lateral movement (i.e. diagonal web). August 11,20 0 WARNING - Ver(& design P—ters and READ NOTES ON TNTS AND MCLDDED MTEK REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 on,AlcT St. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown Houston, 5977093 00 is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibility of the 8850 Tru ay Blvd. IRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, do, FL 3 y 24 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Orlando. FL Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison. WI 53719. (407) 857 2777 Job Truss Truss Type Qty Ply Fort King Pc H1457595 FCK-F C08 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:32 2010 Page 1 0" 0" Scale = 1:15.0 1.54 II 1.Sx3 II 1.54 II 1.54 II A 3x3 = B C D 3x3 — E F 3x3 G I!] N M L K J I H 3x3 = 3x3 = 1.5x3 I I 1.5x3 13x3 = 1.Sx3 I I 316 = P 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 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 FBC2007/TPI2002 (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 3-10d (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 10-0-0 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 B-0-0 of professional engineering responsibility solely for the H = 62/0-1-8 B-0-0 truss component design shown. K = 160/0-1-8 8-0-0 LOAD CASE(S) L = 166/0-1-8 8-0-0 Standard M = 159/0-1-8 8-0-0 J = 17210-1-8 8-0-0 1 = 166/0-1-8 8-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-0 = -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 7/0 = F-G = -22/0 / n BE-FO BOTCHORDRD M-N = 0/3 L-M = 0/13 G/ K-L = 0/13 J-K = 0113 I-J = 0/7 H-1 = 0/7 WEBS D-K = -147/0 C-L = -153/0 James K Meade, P.E. B-M = -159/0 E-J = -15210 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 3-10d nails applied to flat face. 2) Gable requires continuous bottom chord bearing. August 11,20 ® WARNING - 7er{fy design parameters and READ NOTES ON THIS AND DrOLUDED DDTES REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design validfor use only with M7ek connectors. Thisdesign parameters Alcorn St.based only upon pameters 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. 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 ANSIITP11 Quaffty Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Pc H1457596 FCK-F C09 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 ;Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:33 2010 Page 1 Scale = 1:16.7 1.Sx3 I I 1.5x3 I I 1.54 I I 1.54 11.5x3 I I A B 3x3 = C D 3x3 E F 3x3 G H 0 R L' T T T T T L P 0 N M L K J I 3x3 = 1.5x3 I I 1a-o 2-rso 3x3 = 1.54 I 3x3 = 1.54 I I aao s4-o a_ao r�aD�� 3x3 = 3x3 = � F LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.5 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 1 n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 55 lb LUMBER TOP CHORD 4 X 2 SYP No.3 WEBS BOT CHORD 4 X 2 SYP No.3 B-0 = -15710 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 3-1 Od nails applied to Rigid ceiling directly applied or 10-0-0 oc bracing. flat face. 2) Gable requires continuous bottom chord bearing. REACTIONS (Ib/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 = 17110-1-8 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 3-10d (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 1-R = -30/0 H-R = -30/0 A-B = -2/0 B-C = -1/0 truss component design shown. 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 K-L = 0/1 J-K = 0/1 James K Meade, P.E. 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 WARNMO - Verify design Parameters and READ NOTES ON THIS AND INCLUDED ffiITEK REFERENCE PAGE JIW-7473 EEPORE 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. 8411 on,AlcT S<. Applicability of desi n meters and Houston, 8977083 pp dy g paro proper incorporation of component is responsibility of b ability designer- not truss designer. Bracing shown 8850 Trussway 8900 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. consuit ANSI/TF11 Quality CrIleria, DSB-B9 and BCSII Building Component (407) 857 2777 Satey Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 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 1 2009 M7ek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 O Scale = 1:18.4 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II A B 3x3 C D3x3 E F 3x3 — G H I S T L T T T L R Q P O N M L K J 3x3 = 1.54 II 3x3 = 1-4-0 7-8-D 1.5x3 II 3x3 = 1.5x3 II d.0.0 F.d-D 0.8-0 &0.0 3x3 = 1.5x3 II 3x3 = 4d-D 10. ff LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 2441190 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 0 = 166/0-1-8 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 LOAD CASE(S) R-S = -= -50/0 Standard / J-T = -2/0 2/0 I-T 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 CHORD James K Meade, P.E. Q-R Q-R = 0/2 P-Q = 0/2 O-P = 0/0 N-O = 0/0 Florida P.E. No.16015 M-N = -0/0 L-M = -0/0 9411 Alcorn Street = 0/0 J-K = 0/0 Houston, TX 77093 WE WEBS B-Q = -156/0 C-P = -15310 D-0 = -153/0 E-N = -154/0 F-M = -152/0 August 11,20 WARNDIO - V-1 f)f design parameters o d READ NOTES ON 77IIS AND INCLUDED mrrrI[ REPERENcE PAGE AU 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 77.093 Applicability of design parameters and proper incorporation of component o 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. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8850OrlaTr, FL 328B4 qqzr fabrication, qualify control. storage, delivery, erection and bracing. consult ANSI/TP11 Quallty Criteria, DSB•89 and BCSN 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 H1457598 FCK-F C18 FLOOR 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:55:33 2010 Page 1 A1.5x3 I[ B 1.54 11 Scale = 1:11.4 D C 2x3 = = 2x31-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 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 0.00 Horz(TL) 0.00 C n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 12 lb LUMBER TOP CHORD 4 X 2 SYP No.2 LOAD CASE(S) BOT CHORD 4 X 2 SYP No.2 Standard 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 BOT CHORD C-D = 0/11 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). 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 WARNING - Verijg design parameters 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 design a based on upon parameters shown, and is for an individual building component. Houston, on,AlcT St. 9 Yonly Po P 9 P Houston, 77093 Applicability of design 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 Bled. 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 tracing, consult ANSVTPII 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. Job Truss russ Type Qty Ply Fort King Pc H1457599 FCK-F C28 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 A 1.5x3 I I B 1.5x3 I I C1.5x3 I I Scale = 1:11.4 G 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 TOPCHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 6610-1-8 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 _ -14610 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. H T a L1 L1 °D F E D 2x3 = 1.5x3 11 2x3 = CSI DEFL in (loc) I/defl L/d 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 WARNDW - V—ib design parameters and READ NOTES ON TMS AND RNCLUDED BDTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use only with Miiek 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) 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. TRLKWW 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/71`I7 Qua18y Cdted(s, DSB-89 and BCS11 Building Componerd (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 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 = VA A 1.5x3 I I B 1.5x3 II C D 1.5x3 II E 1.54 II Scale = 1:10.2 K L 1-1 T1 T2 5T3 L2 J I H G F 2x3 = 2x3 = 1.Sx3 11 1.5x3 11 alaa 2-2-4 i 2x3 = . , o LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 F n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 27 lb LUMBER TOP CHORD 4 X 2 SYP No.3 6) Recommend 2x6 strongbacks, on edge, spaced at BOT CHORD 4 X 2 SYP No.3 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 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 4-4-8 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 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 = -20/0 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 BOT CHORD I-J = 0/1 H-1 = 0/1 G-H = 0/1 F-G = 0/1 WEBS C-H = -16410 B-1 = -128/0 D-G = -128/0 C-1 = -0/0 NOTES (7-8) 1) Attach ribbon block to truss with 3-1 Od 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 buss. August 11,20 0 ® WARNING - Vert fy design pamme[ers and READ NOTES ON TFUS AND INCLUDED WT88 REPENENCS 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. Applicobili of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, TX 77093 Air tY pr P rP P P H 9 g 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability 691 6900}y 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, delvery, erection and bracing. consult ANSI/7111 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. I Job Truss Truss Type Oty Ply Fort King Pc H1457601 FCK-F F01 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:34 2010 Page 1 0.1-8 H I 2.6 0 r 1-6.0 i�1-3-0 1-3.0 1-3-0 9 le sca� = 1:22.7 1.Sx3 II 3x4 = 1.5x3 II 1.5x3 I I 3x3 = 3x4 = 1.5x3 II A B C D E F G N EL E 0 8 106' K J 3x3 = t 3x6 = 3x4 = 3x3 = 13-6-0 3x6 = Plate Offsets Y ' K0-1-8,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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/TP12002 (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 = 82110-1-8 0-3-8 Standard H = 821/0-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 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 = 011706 H-1 = 0/1176 WEBS F-H = 58/0 B-L = - /'G 0/4 F-I = 0/453 E-I = -389/0389/0 / B-K = 0/720 E-J =-115/308 a` 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 11120 WARNING - V design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 responsibility of building designer- not truss designer. Bracing shown Houston, 77093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the 8850 Tru6915977093 9a0ssway Blvd. '''� 8850 erector. Addtonal 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, 5a3 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Pc H1457602 FCK-F F02 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 H1 a^ a Sra e = 1:41.3 3x4 = 3x6 FP = 1.54 11 5x5 = 4x4 = 16 FP = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = 44 = 5x5 = 1.54 I I A B C D E F G H I J K L M N AC AD a B 1 m AS AA Z Y X W V IJ T S R O P O 47 = 3x10 MT20H FP = 3x4 = 3x3 = 1.54 I I 3x3 = 3x4 = 4x4 = 5x5 = 47 = 5x5 = 4x4 = 1.54 I I 24.2-B 3x10 MT20H FP = r Plate24-2.8 t Y A :0 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 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 U-V >374 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.14 O 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 `Except' C-Y = 0/1112 J-R =-1082/0 B2: 4 X 2 SYP SS E-Y =-1082/0 J-S = 0/721 WEBS 4 X 2 SYP No.3 E-X = 0/721 I-S = -688/0 BRACING F-X = -888/0 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 =-5671143 G-V =-227/245 purlins, except end verticals. H-U =-2271245 BOTCHORD 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. O = 1490/0-1-8 0-3-8 2) All plates are MT20 plates unless otherwise indicated. AS = 1490/0-1-8 0-3-8 3) Attach ribbon block to truss with 3-10d nails applied to flat face. FORCES (lb) - Maximum Compression/Maximum Tension 4) Bearing atjoint(s) O, AS considers parallel to grain TOP CHORD value using ANSIlT'PI 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 and fixity model was used in A-B = -2/0 B-C =-2246/0 the analysis and design of this truss. C-D =-3887/0 D-E =-3887/0 6) Recommend 2x6 strongbacks, on edge, spaced at E-F =-5023/0 F-G =-5642/0 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 TrNotes, Appendices M-N = -2/0 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 = 015456 V-W = 0/5819 U-V = 0/5819 T-U = 0/5819 LOAD CASE(S) S-T = 015456 R-S = 0/4569 Standard James K Meade, P.E. O-R = 0/3187 P-O = 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 =-149410 C-AA =-1494/0 L-R = 011112 August 11120 WARNING - Verb design parameters and READ NOTES ON TAUS AND DICLUDED JOTEE REFERENCE PAGE DID 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 indvidual building component. Houston, ton,AlcT Sl. Applicability of design parameters and proper incorporation of component is respo uibllity of building designer- not truss designer. Bracing shown Houston, 6977093 is for lateral support of individual web members on Additional temporary bracing to insure stability during construction's the responsibility of the 8850 881 8800 PPo N Paary 9 4Y 9 Po iY Oria Trusses 2 Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qmpmmmmw 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. Trussway, Orlando, FL 32824 0.1.8 H f1-3-0-I 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1 F 1--3-8 0-tale = 1:47.0 44 = 34 FP = 1.5x3 11 5)0 = 45 = 3x6 FP = 3x4 = 3x3 = 1.5x3 11 3x3 = 3x3 = 3x4 = 4x4 = 4x5 = 5x6 = 1.5x3 11 AF AE AD AC AB AA Z Y X W V u T S R 4x6 = 5x8 = 3x10 MT20H FP = 3x7 = 3x6 I I 5x6 11 3x6 11 3x6 I 13x7 = 4x4 = 4x5 = 5x6 = 1.5x3 SP = 4x4 = 3x10 MT20H FP = 4x5 = 1.5x3 SP = 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 FBC2007fTP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 "Except" T2: 4 X 2 SYP No.1 BOT CHORD 4 X 2 SYP No.1 "Except* B3: 4 X 2 SYP No.2, B2: 4 X 2 SYP DSS WEBS 4 X 2 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) AF = 1667/0-1-8 0-3-8 Q = 1667/0-1-8 0-3-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD AF-AG = -43/0 A -AG = -43/0 Q-AH = -43/0 P-AH = -43/0 A-B = -2/0 B-C =-2545/0 C-D =-4484/0 D-E =-586110 E-F =-5861/0 F-G =-7036/0 G-H =-7557/0 H-1 =-755710 I-J =-7570/0 J-K =-7034/0 K-L =-5861/0 L-M =-5861/0 M-N =-4484/0 N-0 =-2545/0 O-P = -2/0 BOT CHORD AE-AF = 011439 AD-AE = 0/3635 AC -AD = 0/5287 AB -AC = 0/5287 AA -AB = 0/6558 Z-AA = 0/6558 Y-Z = 017396 X-Y = 0l7570 W-X = Of7398 V-W = 0/6558 U-V = 0/6558 T-U = 0/5287 S-T = 0/5287 R-S = 013635 Q-R = 0/1439 WEBS O-Q =-2159/0 CSI DEFL in (loc) I/deft Ud TC 0.82 Vert(LL) -0.57 Y >566 360 BC 0.99 Vert(TL) -1.05 Y-Z >307 240 WB 0.70 Horz(TL) 0.16 Q n/a n/a (Matrix) WEBS B-AF =-2159/0 O-R = 0/1757 B-AE = 0/1757 N-R =-1730/0 C-AE =-1730/0 N-S = 0/1348 C-AD = 0/1349 M-S =-127610 D-AD =-1275/0 M-U = 0/912 D-AB = 0/911 K-U =-1106/0 F-AB =-1107/0 K-W = 01737 F-Z = 01740 J-W = -564/0 G-Z = -558/0 J-X = 0/259 G-Y = 0/242 H-Y = -119/0 I-X = -125/0 I-Y = -18/0 NOTES (5-6) 1) All plates are MT20 plates unless otherwise indicated. 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. 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 AH 0 0 Q 4x6 = PLATES GRIP MT20 244/190 MT20H 187/143 Weight: 163 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING - VmUj1 design Parameters and BEM NOTES ON TBIS AND INCLUDED MlTEE REPEBENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with Mrrek connectors. This design is 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 responsibifity of building designer- not truss designer. Bracing shown Houston, 6977093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway ru 69a0 '�. PPo y p ry 9 N 9 P >Y Orlando, do, FL 32 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/TF11 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 H1457604 FCK-F F04 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32B24 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:35 2010 Page 1 0-1-8 H Ham- I r— 2-6-0 i °'pie Sae = 1:43.4 4x4 = 1.54 11 16 FP = 1.5x3 II 5x5 = 4x5 = 3x6 FP = 3x5 = 1.5x3 II 3x3 = 3x3 = 4x4 = 4x5 = 5x5 = 1.54 II A B Tj C D E F G 411 J K L M Tj N 0 C AD o B NZ 1 ,o ro R 0 r 21 108"'- T AB AA ZY X W V Ll T SR Q P 4x6 = 5x5 = 3x10 MT20H FP = 4x4 = 3x4 = 3x3 = 34 = 4x4 = 4x5 = 5x5 = 4x6 = 45 = 3x10 MT20H FP = 25-5-8 25-5-8 Plate OffsPdoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud 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/TPI2002 (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 B2: 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 = 0/457 BRACING F-W = 0/906 I-U = -472/0 TOP CHORD I-V =-371/482 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 (Ib/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. = -23792379/0 N-O = -2/0 BO BOT CHORD LOAD CASE(S) � AA -AB = 0/1352 Z-AA = 013383 Standard Y-Z = 0/3383 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 = 011632 M-Q =-1594/0 C-AA =-1594/0 M-S = 0/1213 C-Y = 0/1212 K-S =-1182/0 August 11120 WARNING - V-qq design parametare and READ NOTES ON THIS AND INCLUDED MIMES REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. Design valid for use only with Mffek 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 msponsbfiity, 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 BIW. 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. k Job Truss Truss Type Qty Ply Fort King Pc H1457605 FCK-F F04A FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:35 2010 Page 1 0-1-8 H 243-0 1-3-0 2r =D --1 I 110-8 ' 2-6-0 _" Scale = 1:44.0 44 = 3x6 FP = 2x3 I I 1.54 I 47 = 3x6 FP = 3x7 = 1.54 I I 1.5x3 I 3x4 = 3x3 = 4x4 = US = 26 11 5x7 I I A B C D E F G H I J K L M N JAI r T 1081, -108 AA Z Y X W V U T S R Q P 4x7 = 46 = 3xl0 MT20H FP = 3x5 = 3x4 = 3x3 = 44 = 4x6 = 5x8 = 1.5x3 I I 1.54 SP = 3xl0 MT20H FP = • 44 = 1.54 SP = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 O 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 82: 4 X 2 SYP SS I-U = 0/622 E-X = -97610 WEBS 4 X 2 SYP No.3 H-U = -532/0 E-W = 011283 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 3-10d 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 = -120/0 A -AB = -120/0 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-1 =-5792/0 1-1 =-4796/0 J-K =-3325/0 K-L =-3325/0 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. L-M =-1348/0 M-N =-132410 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 = 014142 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 = 0/1980 L-Q =-1685/0 B-AA =-2792/0 L-R = 0/1405 J-R =-136610 B-Z = 0/1402 August 11120 1 WARNM - Vert& deaign Parameter. and READ NOTES ON TEIS AND INCLUDED NITER REFERENCE PAGE 8W-7473 BEFORE USE. Engineering Department 9411 Design valid for use only with M7Houston, ek connectors. This design is based only upon parameters shown, and Is for an individual building component. St. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houstoon,n, T TX 77093 is for lateral support of individual web members on Additional temporary bracing to insure stability during construction is the responsibility (713) 6916900 ppo y. p ry g ty g ponsibifity 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/IPI7 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information ovailable from Truss Plate institute, 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Fort Fling Pc H1457606 FCK-F F05 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:36 2010 Page 1 0.1-8 H Fza9--I —�I 2-6 0 I I 2-6-0 ; f 0-}t8 Scale = 1:52.9 3x3 = 1.50 11 3x6 FP = 1.5x3 II 5x5 = 4x4 = 34 FP = 3x3 = 3x3 =1.5x3 II 3x6 = 44 = 4x6 = 5x6 = 3x3 II 3x4 = 44 =1.5x3 II A B C D E F G H I 719 J K L M N O 1rcInAR B . I i . . H 1 AJ I �Al z q g lab -7aa T AH AG AF AE AD AC AS AA Z Y X W V U T S 4x6 = 5x5 = 3x10 MT20H FP = 3x3 = 3x3 = 3x5 = 44 = 46 = 5x6 = 4x8 = 1.54 I 4x6 = 1.5x3 SP = 3x3 = 3x6 FP = 1.54 I I 4x4 = * [�NNNOTE:ONOT TURN 25.3-12 ND FOR END 30.11-8 Plate Offsets a de - 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 FBC20071TPI2002 (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 -AID = 0/5100 9) NOTE: The seal on this drawing indicates acceptance BOT CHORD 4 X 2 SYP No.2 *Except* AB -AC = 0/5360 AA -AB = 0/5212 of professional engineering responsibility solely for the B3: 4 X 2 SYP No.1, B2: 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 LOAD CASE(S) TOP CHORD T-U = -821/0 S-T = -82110 Standard Structural wood sheathing directly applied or 4-5-7 oc WEBS puffins, except end verticals. O-V =-174134 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 = 0/635 V = 2754/0-1-8 0-3-8 K-Z = 0/1003 F-AD = -613/0 S =-34910-1-8 0-3-8 J-Z = -980/0 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 = 0/1216 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 = -2461 2) All plates are MT20 plates unless otherwise indicated. S-AJ = -246/0 R-AJ = -246/0 S-AJ 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. I-J =-5212/0 J-K =-3822/0 5) "Fix heels only" Member end fixity model was used in James K Meade, P.E. 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-0 = 0/2495 6) Recommend 2x6 strongbacks, on edge, spaced at 9411 Alcorn Street O-P = 012496 P-Q = 0/821 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 = 0/4314 August 11120 WARMNG - Ver(Jij design parameters and READ NOTES ON TMS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on u g component. 9411 on, T St. g y g N upon parameters shown, and is for an individual building 9411 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 TRUSSW 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, consuR ANSI/TPii Quality Criteria, DSB-89 and 1CSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. F 1 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 MTek Industries, Inc. Tue Aug 1013:55:36 2010 Page 1 0-1-8 HF r 2-6-0 I I 2-6-0 2r,0 f 12I 2-1-0 1 1-6-o a�B scale =1so.o 3x6 FP = 1.5x3 11 3x4 = 3x3 = 1.54 11 3x3 = 3x3 = 4x5 = 34 II 3x4 = 3x3 = 1.54 111.54 11 3x3 = 1.Sx3 11 A B C Or,E F G H I J L M N O jjj AC81 I AA Z Y X W V U T S R Q P 3x6 = 3x4 = 3x3 = 1.54 I 13x3 = 4x4 = 3x8 = 3x3 = 34 = 3x3 = 3x6 = 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 0.70 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 FBC2007rrP12002 (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-Q =-77/403 TOP CHORD M-Q =-179/41 B-AA =-1115/0 Structural wood sheathing directly applied or 6-0-0 oc B-Z = 0/765 C-Z = -70910 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 = 2138/0-1-80-3-8 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 = -48/0 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 6) NOTE: Refer to attach Trussway Notes, Appendices C-D =-2052/0 D-E =-2052/0 and T-1 sheet for more information. E-F =-1773/0 F-G =-101010 7) NOTE: The seal on this drawing indicates acceptance G-H =-1010/0 H-I = 0/1539 of professional engineering responsibility solely for the I-J = 0/1539 J-K =-809/318 truss component design shown. K-L =-131210 L-M =-1312/0 M-N =-1312/0 N-0 = -5/0 LOAD CASE(S) BOT CHORD Standard Z-AA = 0/744 Y-Z = 0/1672 James K Meade, P.E. x-Y = 0/2052 W-x = 0n052 Florida P.E. No.16015 V-W = 0/1507 U-V =-194/488 9411 Alcorn Street T-U =-1941488 S-T =-534/461 Houston, TX 77093 R-S =-110/1139 Q-R = 0/1312 P-Q = 0/967 WEBS J-T =-1617/0 August 11,20 WARNING - V-V9 daaign Parameter. and READ NOTES ON THIS AND RIPMUDED MTER 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 Alcom St. Applicability of design parameters and proper incorporation of component is responsiblity 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 durin construction is the responsibility of the (713) 6916900 pp° N• p °�' g ty g p ty 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ortando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM111 Quality Criteria, DSB-89 and BCSll Building Component (407) 857 2777 Sally Information avalable from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss 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 MiTek Industries, Inc. Tue Aug 1013:55:37 2010 Page 1 0-1-8 H F� Lk Sca ee =1:50.0 3x4 = 4x4 = 6x7 = 3x6 FP = 1.5x3 11 3x3 = 3x3 = 3x3 = 3x6 FP = 3x3 I I 44 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 1.5x3 I I A B D E F G H I J K L M N P Q Al �I� I AG AF AE AD AC AB AA Z Y X W V u T S R 3x6 = 3x3 = 3x3 = 3x6 FP = 4x4 = 6x7 = 5x4 = 4x4 = 3x3 = 3x3 = 3x3 = 44 = 3x6 = 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/TPI2002 (Matrix) Weight: 169 lb 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) puffins, except end verticals. C-AF =-333/188 C-AE = -305/0 Standard BOT CHORD D-AE = 0/334 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=1115 REACTIONS (lb/size) I -AA =-3581/0 P-R =-1169/0 Concentrated Loads (lb) AG = 417/0-1-8 0-3-8 P-S = 0/806 O-S = -769/0 Vert: 1=-2150(F) AA = 445910-2-4 0-3-8 O-T = 0/388 N-T = -35710 R = 890/0-1-8 0-3-8 N-V = -55/0 L-V = 0/88 Max Uplift L-W = -457/0 K-W = 0/490 AG = -19(LC 3) K-X = -860/0 J-X = 0/890 Max Grav J-Y =-1259/0 I-Y = 0/1197 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 = -41 /0 3) Provide mechanical connection (by others) of truss to R-AI = -4210 Q-AI = -42/0 bearing plate capable of withstanding 19 lb uplift at joint A-B = - B-C = -1 /132 C-D =-89890/442 D-E _-56562/932 4) 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 =-223510 N-0 =-2016/0 outer ends or restrained by other means. O-P =-128710 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 P.E. 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=-652/840 lb down at 13-1-8 on top chord. The design/selection of Houston, TX 77093 AB -AC =-1235/262 AA -AB =-2080/0 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 = 011670 face of the truss are noted as front (F) or back (B). V-W = 0/2209 August 11,20 ® WARMNG - Verify design pa —meters and READ NOTES ON TNIS AND INCLUDED NITER REFERENCE PAGE JW-7473 BEFORE USE. Engineering Department Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. 77093 Applicability of design parameters and proper incorporation of corn Houston, TX00 pp ty g p pr p rporo component is responsibility to i su of building designer- not truss designer. Bracing shown 8850 691 8800 is for lateral support of individual web members only. Additional temporary bracing To insure stability during construction k 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 BCSII BuBding 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 2-6-0 1 1� i 1-3-0 1-3.0 , 1-3-0 , H1 2-12 0-ff8 Sn e = 1:43.1 3x4 = 1.54 I I 3x3 = 1.54 I I 1.54 I I 34 FP = 3x3 I I 3x4 = 3.3 = 1.54 11 1.54 11 3x3 = 1.54 I I A B C D Tj E F G H I J K L M WB X LJ 5�� 1 " "108 V U T S R Q P O N 3x8 = 3x3 = 3x4 = 3x7 = 3x6 FP = 3x3 = 3x3 = 3x3 = 3x6 = mom.. r.�.e.unnn.urnrr. * NOTE: DO NOT TURN 12-2.4 END FOR END 25-3.8 -- -- r— 13-1-4 Plate- 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/rP12002 (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 =-1474/0 H-Q = 0/574 BRACING I-Q = -553/0 I-P = 0/397 TOP CHORD J-P = -227/0 L-N =-1221/0 Structural wood sheathing directly applied or 6-0-0 oc L-0 = 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 = 64710-1-8 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 = 711/0-1-8 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" 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 = -115/0 M-X = -115/0 A-B = -B-C =-1245/0 truss component design shown. C-D =-121245/0 D-E = 0 LOAD CASE(S) 0/919 E-F =-1245/0 F-G = 0/919 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 James K Meade, P.E. U-V = 0/939 T-U = 0/1245 S-T =-85/671 R-S = 0/815 Florida P.E. No.16015 Q-R = 0/815 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 11120 WARNING - Verify design panamet— n.d READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on u g component. Houston, on, T St. g y g y upon parameters shown, and is for an individual building p 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. 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. W153719. Job Truss Truss Type Qty Ply Fort K ng Pc H1457610 FCK-F F07A FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MITek Industries, Inc. Tue Aug 1013:55:38 2010 Page 1 0-1-B H 1 1.3.0 P:�A- C�m w=w 01 S eB =1:41.9 4x4 = 6x7 = 1.5x3 11 3x3 = 3x3 = 3X6 FP = 3x3 = 3x3 = 3x3 11 3x3 = 3x3 = 3x6 FP = 3x3 = 34 = 1.54 I I A B C D E F G H I J K L M N 0 AD AE B 1 c AC AB AA Z Y X W V u T S R Q P 3x6 = 3x3 = 3x6 FP = 3X3 = 4x4 = 3x3 11 4x4 = 3x3 = 3x3 = 3x3 = 3x6 = 3x3 = 6x7 = 3x6 FP = * NOTE: DO NOT TURN 19-4-8 END FOR END e11_� 94.7-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 We n/a BCDL 5.0 Code FBC2007/TP12002 (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:1=-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 (Ib/size) J-T = 0/392 J-U = -780/0 AC = 527/0-1-8 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 = -41/0 A -AD = -41/0 10-0-0 oc and fastened to each truss with 3-1 Did (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 = -51 M31 J-K =-1155/0 lb down at 13-1-8 on top chord. The design/selection of K-L =-1289/0 L-M =-1289/0 such connection device(s) is the responsibility of others. M-N = -915/0 N-0 = -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 = 0/506 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 =-563151 U-V =-563/51 of professional engineering responsibility solely for the 9411 Alcorn Street T-U =-1131955 S-T = 0/1336 truss component design shown. Houston, TX 77093 R-S = 0/1222 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 11,20 1) Uniform Loads (plf) p WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MPIER REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcom 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 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/TPII Quality Cstieria, DSB-89 and BCSII Bulding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Trussway, Orlando, FL 32824 Type IQty IPly IFort King Pc H1457611I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:38 2010 Page 1I 0-1-8 3x3 = p. fArtlSxrll 1-30 _ 1 011-0 e-1 3.3 = D1.5xi4 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/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 4-2-0 oc purlins, except end verticals. BOT CHORD 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 -I = -406/0 E-J = -407/0 D-J = 406/0 A-B = -16/0 B-C = -879/0 C-D = -16/0 BOTCHORD 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/deft TC 0.66 Vert(LL) -0.00 G >999 BC 0.27 Vert(TL) -0.01 G >999 WB 0.28 Horz(TL) 0.01 E 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 (plf) 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)lncrease=1.00 Uniform Loads (plf) Vert: E-H=10. A-B=-615, B-D=-695 Ud PLATES GRIP 360 MT20 244/190 240 n/a Weight: 30 lb Scale = 1:11.3 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WAR117NG - 9ergy design parameters and READ NOTES ON TBIS AND INCLUDED RATER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on u 9411 on,AlcT 7 ` g N g N upon 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) 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 T91 5900way Blvd. TRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, s 32824 -4%001- fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bu9ding 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 H1457612 FCK-F F09 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:55:38 2010 Page 1 0-1-8 H1 1-3-0 1-8-0 ; L%8 Scale = 1:37.9 3x3 = 1.5x3 = 4x6 = 44 = 3x3 = 3x3 = 1.5x3 I I 1.5x3 I I 3x3 = 3x6 FP = 44 = 46 = 1.54 = A B C D E F G H I J K L M AA 0 m Y X W V U T S R O P O N 5x8 = 4x6 = 3x6 FP = 3X3 = 3x3 = 3x3 = 3x3 = 4x4 = 4x6 = 5x8 = 4x4 = 29_5-0 34 FP = 22-5-0 Plate LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 Vert(TL) -0.58 S-T >456 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.12 N n/a n/a BCDL 5.0 Code FBC2007lrP12002 (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 B2: 4 X 2 SYP No.1 E-U = -54310 H-S =-1661608 WEBS 4 X 2 SYP No.3 E-T =-166/608 F-T =-329134 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/TPI 1 angle to grain formula. Building N = 137810-1-8 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 = -4210 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 =-446510 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 T-U = 0/4797 S-T = 014952 R-S = 0/4797 Q-R = 0/4111 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 =-1774/0 B-Y =-1774/0 1 9411 Alcorn Street L-0 = 0/1386 B-x = 0/1386 Housfton, TX 77093 K-0 =-1349/0 C-X =-134910 K-Q = 0/972 C-V = 0/972 I-Q = -942/0 D-V = -942/0 I-R = 0/562 August 11120 WARNING . VeriA design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek connectors. This design 6 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. 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 Crffedis. DSB-89 and ll 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 H1457613 FCK-F F10 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:39 2010 Page 1 0-1-8 H 1 1-3-0 F 3-0 i - Q Sole = 1:38.8 3x4 = 2x3 II 1.5x3 I I 4x6 = 44 = 3x3 = 3x3 = 1.5x3 I I 1.54 I I 3x4 = 3x6 FP = 4x4 = 28 11 5.6 I I A B C D E F G H I J K LM -I nFP i 08 Z Y X W V IJ T S R O P O 44 = 44 = 34 FP = 44 = 3x3 = 3x3 = 3x4 = 3x4 = 44 = 3x6 FP = 5x7 = 1.54 11 Plate 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 2441190 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 FBC2007ITP12002 (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 = 07742 WEBS 4 X 2 SYP No.3 H-S = -691/0 H-T =-171743 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 =-1151/0 M-N =-1171/0 of professional engineering responsibility solely for the truss component design shown. t BO BOTCHORD Y-Z = 0/1163 X-Y = 0/2850 LOAD CASE(S) W-X = 0/2850 V-W = 0/4019 Standard U-V = 0/4673 T-U = 0/4814 S-T = 0/4432 R-S = 0/3529 00//2101 P-Q = orz1o1 O-P = James K Meade, P.E. WEBS Florida P.E. No. 16015 M-P = -143/0 N-P = 0/1719 9411 Alcorn Street B-Z =-1745/0 B-Y = 0/1358 Houston, TX 77093 C-Y =-132110 C-W = 01944 D-W = -912/0 D-V = 01531 E-V = -523/0 E-U =-187/571 F-U =-285/51 August 11,20 WARNINO - V—ifir design parameters and READ NOTES ON TiIIS AND INCLUDED JUTEE REFERENCE PAGE IW-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 Aloom St.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 BCS11 Building Component (407) 857 2777 safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. FCK-F I F16 Trussway, Orlando, FL 32824 0.1-8 HH11 1.5x3 11 3x3 = 3x3 = 1.5x3 II 1.54 II 3x4 = 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:39 2010 Page 0-lif-8 Scale = 1:50.0 4x4 = 3x5 = 3x3 11 3x6 FP = 3x4 = 3x4 = 1.Sx3 11 1.5x3 11 3x3 = 3x3 = 4x4 = 1.Sx3 I AH AF AE AD AC AB AA Z Y X W V U T S 3x6 = 3x3 = 3x3 = 3x4 = 3x5 = 3x7 = 4x4 = 3x6 FP = 3x4 = 34 = 3x3 = 4x4 = 3x6 = 3x4 = * NOTE: DO NOT TURN END FOR END 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/rP12002 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) AF = 533/0-1-8 0-3-8 AA = 2147/0-1-8 0-3-8 S = 936/0-1-8 0-3-8 Max Grav AF = 628(LC 2) AA = 2147(LC 1) S = 957(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AF-AG = -43/0 A -AG = -42/0 S-AH = -42/0 R-AH = -4210 A-B = -2/0 B-C = -785/0 C-D =-1008/132 D-E =-1008/132 E-F =-1008/132 F-G =-3411653 G-H = 0/1525 H-1 = 0/1525 1-J =-458/101 J-K =-458/101 K-L =-1591/0 L-M =-2356/0 M-N =-2356/0 N-O =-2356/0 O-P =-2126/0 P-Q =-1339/0 Q-R = -2/0 BOT CHORD AE-AF = 0/519 AD-AE = 0/1014 AC -AD =-132/1008 AB -AC =-397/751 AA -AB = -906/0 Z-AA = -57310 Y-Z = 0/1152 X-Y = 0/1152 W-X = 0/2030 V-W = 0/2356 U-V = 012356 CSI DEFL in (loc) I/defl L/d TC 0.72 Vert(LL) -0.14 U-V >999 360 BC 0.82 Vert(TL) -0.25 U-V >825 240 WB 0.47 Horz(TL) 0.04 S n/a n/a (Matrix) BOT CHORD T-U = 0/1854 S-T = 0/806 WEBS H-AA = -11210 B-AF = -778/0 G-AA =-1153/0 B-AE = 0/423 G-AB = 0/773 C-AE =-363/64 F-AB = -78610 C-AD a -322/0 F-AC = 0/675 D-AD =-291125 E-AC = -35610 Q-S =-1209/0 I -AA =-1527/0 Q-T = 0/846 I-Z = 0/1171 P-T = -818/0 K-Z =-1133/0 P-U = 0/432 K-X = 0l724 O-U = -365/0 L-X = -732/0 O-V =-234/223 L-W = 0/698 M-W = -381/0 N-V =-146/69 NOTES (6-7) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-1 Od 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. 5) CAUTION, Do not erect truss backwards. 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: 163 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 cm 7BIs AND INCLUDED 11OTEE REFERENCE PAGE MU 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- rat 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 Qualffy 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 H1457615 FCK-F F17 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:40 2010 Page 1 0-1-8 H 8 2=1:50.0 e 44 = 34 II 1.54 11 3x3 = 3x3 = 3x3 = 1.5x3 113x5 = 3x6 FP = 44 = 34 = 34 =1.54 11 3x3 = 3x3 = 3x4 = 1.54 I A B C E F G H I J K L TPN 0 P Q AH. io �A% Ell Z� ios AF AE AD AC AB AA Z Y X W V U T S R 3x6 = 34 = 34 = 1.54 11 3x4 = 4x4 = 3x7. = 34 FP = 3x3 = 1.54 1134 = 3x3 = 3x4 = 3x6 = 44 = ir.rr�rrrrr.`rr_ * NOTE: DO NOT TURN 13.1a6 END FOR END 2s-3-a Plate Offsets Y 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 FBC2007ITP12002 (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 = 0/740 WEBS 4 X 2 SYP No.3 WEBS BRACING I-Z = -103/0 B-AF = -981/0 TOP CHORD G-Z =-1202/0 B-AE = 01647 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 = 0l778 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 =-135210 REACTIONS (lb/size) P-S = 0/750 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 = 0/586 AF = 74010-1-8 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 = -55198 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 = -50/0 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 E-F =-158510 F-G =-7061259 10-0-0 oc and fastened to each truss with 3-10d (0.131" / r 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 =-187510 6) NOTE: Refer to attach Trussway Notes, Appendices 0-P =-1213/0 P-Q = -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 AE-AF = 0/655 AD-AE = 011454 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 =-2211195 Z-AA =-500/234 Houston, TX 77093 Y-Z =-320/208 X-Y =-320/208 LOAD CASE(S) W-X = 0/1336 V-W = 0/1996 Standard U-V = 0/1996 T-U = 0/2051 S-T = 0/1666 August 11,20 I WARND9G - V—fy deaign parameters and NERD NOTES ON THIS AND INCLUDED HITEE REFERENCE PAGE MII-7473 BEFORE USZ, Engineering Department Design valid for use on with MTek connectors. This design is based on u Houston, Alcorn St. g N g N upon parameters shown, and u for an individual building component. Houston. rn 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 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fw 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 Pc [IyTFKing H1457616 FCK-F F18 FLOOR 1 eference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:41 2010 Page 1 0-1-8 H r� - I-1�—� 0 6 Sca e = 1:50.0 3x3 11 4x4 = 1.5x3 I 13x4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 3x6 FP = 3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 1.5x3 I I A B C D E F G H I J K L M N 0 P AH 131 to AF AE AD AC AB -2 AA Z Y X W V U T S R Q 3x6 = 3x4 = 3x3 = 1.5x3 11 1.54 11 3x3 = 4x4 = 34 FP = 4x4 = 3x3 = 1.54 11 1.5x3 11 3x3 = 3x3 = 3x6 = 3x7 = * NOTE: DO NOT TURN END FOR END 2s3B 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL)-0.104C-AD >999 360 MT20 244/190 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/TP12002 (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 = 0/1438 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 = -926/0 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 = -69310 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 =-1309/0 O-R = 0/638 REACTIONS (lb/size) J-W = 0/949 N-R = -606/0 AF = 776/0-1-80-3-8 K-W = -911/0 N-S =-21/181 Q = 736/0-1-8 0-3-8 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 = -23216 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 =-1107/0 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 3-1 Od (0.131" E-F =-1367/0 F-G =-494/278 X 3") nails. Strongbacks to be attached to walls at their \ G-H = 0/1451 H-1 = 0/1451 outer ends or restrained by other means. L — I-J = 0/1451 J-K =-501/332 5) CAUTION, Do not erect truss backwards. K-L =-1310/0 L-M =-1623/0 6) NOTE: Refer to attach Trussway Notes, Appendices M-N =-1552/0 N-0 =-1056/0 and T-1 sheet for more information. O-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 = 0/1733 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 11120 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTFK REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department St. Hou Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and h for an individual building component. on,AlcT Houston, g pa proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Applicabilityof design parameters and 6977093 (713) 891 BB00 ' RUSSW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the 8850 Trussway BNd. qqzp 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 Quality Criteria, DSS-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Jab Truss Truss Type Qty Ply Fort King Pc 1 H1457617 FCK F F19 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:41 2010 Page 1 0.1-8 H f 1� a� 8 Sle = 1:50.0 1.5x3 II 3x3 II 44 = 1.54 II 1.5x3 II 3x3 = 3x3 = 3x3 = 3x4 = 4x4 = 3x6 FP= 3x4 = 3x3 = 1.54 II 3x3 = 3x3 = 3x4 = 1.5x3 II A B C Dr, E F G H I J K L M O P O R Al ZN "108 AG AF AE AD AC AB AA Z Y X W V U T S 3,6 = 3x3 = 3x3 = 3x4 = 4x4 = 3x7 = 3x6 FP = 3x4 = 3x3 = 3x3 = 34 = 3x4 = 34 = 1.5x3 II 44 = * NOTE: DO NOT TURN 12-8.4 END FOR END 233.8 r Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d 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 SC 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 FBC2007ITP12002 (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 = 0/745 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 puriins, 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 = 0f745 D-AE = 0/380 D-AD = -29810 E-AC = -304/0 REACTIONS (lb/size) Q-S =-1116/0 J-AA =-149510 S = 859/0-1-8 0-3-8 Q-T = Of757 J-Z = 0/1138 AA = 2193/0-1-80-3-8 P-T = -726/0 K-Z =-1107/0 AG = 563/0-1-8 0-3-8 P-U = 0/340 K-X = 07703 Max Grav O-U = -2B4/0 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 3-1Od nails applied to S-AI = -42/0 R-AI = -42/0 flat face. A-B = -2/0 B-C = -84310 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 =-2391260 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-O =-2019/0 5) CAUTION, Do not erect truss backwards. O-P =-1893/0 P-Q =-122110 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=-22211071 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 = 011748 Standard V-W = 0/2019 August 11,20 I WARNING, - VerVy design parameters and READ NOTES ON 77DS AND INCLUDED AUTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department AlrDesign valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indvidual building component. 9411 on, T St. Houston, 77093 ApplicabTity of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown (713) 6916900 6900 is for lateral support of individual web members only. Additional temp cry 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 Informalion available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Pc �F20 H1457618 FCK-F FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:42 2010 Page 1 0.1-8 H 1-9-8scab s 1111. ie =1:50.0 3x4 = 1.5x3 11 3x3 = 3x3 = 1.5x3 11 1.54 II 3x4 = 3x5 = 34 I I 4x4 = 3x6 FP = 3x3 = 1.54 11 1.5x3 11 34 = 3x3 = 4x4 = 1.5x3 I I A B C D E TI F G H I J K L M N T, 0 P Q R io AHal �ACb - "108 AF AE AD AC AB AA Z Y X W V U T S 316 = 3x3 = 3x3 = 3x4 = 3x5 = 30 = 3x6 FP = 3x4 = 3x3 = 3x3 = 34 = 4x4 = 3x6 = 4x4 = * NOTE: DO NOT TURN 12-s D END FOR END 2s 3 a Plate is XY: 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 0.71 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 FBC20071TP12002 (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 = 0/795 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 = 0/773 C-AE _-410/19 purlins, except end verticals. F-AB = -796/0 C-AD =-238/43 BOT CHORD F-AC = 0/704 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 = 01829 REACTIONS (lb/size) I-Y = 0/1127 P-T = -798/0 AF = 590/0-1-8 0-3-8 K-Y =-1093/0 P-U = 0/410 AA = 2111/0-1-80-3-8 K-X = 0/689 0-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 = -32210 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 3-1 Od nails applied to AF-AG = -43/0 A -AG = -43/0 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 C-D =-1141112 B-C = -855/0 D-E =-1141/12 the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at E-F =-1141/12 F-G =-416/522 10-0-0 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 =-230710 N-0 =-2307/0 6) NOTE: Refer to attach Trussway Notes, Appendices 0-P =-2078/0 P-Q =-1317/0 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 = 0/556 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 = 012303 August 11120 WARMM - V-1 jg aedgn parameters and READ NOTES ON TWS AND n MMED WTER REFERENCE PAGE am-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M?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 tans designer. Bracing shown (713) 691 6900 6 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 budding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 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 Pc H1457619 FCK-F F21 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:42 2010 Page 1 0-1-8 S1e=1:43.1 3x4 = 1.54 I I 3x3 = 1.54 I I 1.54 11 3x6 FP = 3x3 I 3x4 = 3x3 = 1.5x3 11 3x3 = 1.5x3 I I A B Tj C D E F G H I J K L W B o 1 � �'108 U T S R Q P O N M 3x8 = 3x3 = 3x4 = 3x7 = 3x6 FP = 3x3 = 1.5x3 11 3x3 = 3x6 = * NOTE: DO NOT TURN END FOR END 12-10-8 Plate Offsets QCY)' F&O-11-8.Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.14 M-N >999 360 MT20 244/190 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 FBC2007ITP12002 (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 = 0/545 WEBS 4 X 2 SYP No.3 I-P = -599/0 K-M =-1244/0 BRACING K-N = 0/548 J-N = -245/0 TOP CHORD 1-0 = -5/128 Structural wood sheathing directly applied or 6-0-0 oc purlins, 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 (lb/size) flat face. U = 702/0-1-8 0-3-8 3) "Fix heels only" Member end fixity model was used in R = 168110-1-8 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 =-1473/0 D-E =-1473/0 LOAD CASE(S) E-F =-1473/0 F-G = 0/637 Standard G-H = 0/637 H-1 =-126110 /O C I-J =-1547/0 J-K =-1547/0 K-L = -5/0 BOT CHORD T-U = 0/1041 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 = 0/787 C-T = -222/0 D-S = -338/0 August 11,20 C ® WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual bin9411 Alcorn St.ding component. 7093 7 TX Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) Houston, on, X 7 B for lateral support of individual web members only. Additional temporary bracing To insure stability during construction a the responsibility of the 8850 T91 690y Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Orlando, FL 32824 Safety Information available from Truss Plate Institute, 583 90nofno Drive, Madison, WI 53719. fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Craedo, DSB-89 and BCSII Building Component (407) 857 2777 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 1-1.3.0— I �-1--I 1-7-0 I 018 Sp e = 1:41.9 3x4 = 1.5x3 11 3x3 = 3x3 = 1.5x3 11 1.54 11 3x3 = 3x6 FP = 3x3 I I 3x4 = 3x3 = 1.54 11 1.5x3 11 3x3 = 3x3 = 1.Sx3 I I A B C D E F G H I J K L M N O P AC AD B o 1 m AB AA Z Y X W V U T S R Q 3x6 = 3x3 = 3x3 = 3x3 = 3x4 = 34 = 3x6 FP = 3x4 = 3x3 = 3x3 = 3x3 = 3x6 = * NOTE: DO NOT TURN 12-4-8 END FOR END 24-7-0 12-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 FBC2007frPI2002 (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 purtins, except end verticals. O-Q = -866/0 J-W =-1061/0 BOT CHORD 0-R = 0/504 J-U = 0/683 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: N-R = -45210 K-U = -681/0 6-0-0 oc bracing: W-X,U-W. N-S =-88/166 K-T = 0/506 L-T = -280/0 M-S =-114/19 REACTIONS (lb/size) Q = 658/0-1-8 D-3-8 NOTES (6-7) AB = 66910-1-8 0-3-8 1) Unbalanced floor live loads have been considered for W = 170010-1-8 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 C-D =-1273/0 D-E =-637/17 6) NOTE: Refer to attach Trussway Notes, Appendices and sheet for E-F =-1273/0 F-G =-637/17 7) NOTE: The seal on this drawing indicates acceptance E: nthiores drawing I\ G-H =-637/17 H-1 = 01806 of professional engineering responsibility solely for the I-J = 01806 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) O-P = -2/0 Standard BOT CHORD James K Meade, P.E. AA -AB = 0/585 Z-AA = 011196 Florida P.E. No. 16015 Y-Z = 0/1273 X-Y = 0/1032 9411 Alcorn Street W-X =-1971235 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 - venjy design pam—t— and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Alcrn St. 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, T Houston, 7093 Applicability of design Parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 8916 7900 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. IRMW 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, DS8-89 and 8CS11 Bu9ding Component (407) 857 2777 Salety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King Pc H1457621 FCK-F F25 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:43 2010 Page 1 G-1-8 H i 1-3-0 i 1-&0 2-&0 (7 1.5x3 II 3x3 = 1.54 II Scale = 1:12.6 A B C 3x3 = D J 3x6 = 3x6 = &0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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/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 6-0-0 oc puriins, 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 = 35210-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD H-1 = -50/26 A -I = -50/26 E-J = -142/0 D-J = -142/0 A-B = -2/1 B-C = -330/0 C-D = -8/0 BOT CHORD G-H = 01330 F-G = 01330 E-F = 0/330 WEBS C-E = -373/0 B-H = -481/0 B-G = 0/125 C-F = -6016 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 and 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 HOfz(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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( ® WARMIVG - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE 1W-7473 BEFORE USE. Engineering Department Design valid for use on with Mlrek connectors. This design 4 based on u 9411 on, T SL x,I only Q ly 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 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. RUSSM 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/TFII Quality Criteria, DSB-89 and BCSII Building Component (407) 867 2777 Safety Information available from Truss Plate Iratitute, 583 D'Onofno Drive. Madison, WI 53719. Jab Truss Truss Type City Ply Fort King Pc H1457622 FCK-F FS01 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:43 2010 Page 1 1-3.0 1-4-0 2aD l Scale = 1:11.8 8x10 = 3x5 = 1.5x3 II A B C 3x3 = D I 1.54 VVL m K m 108- 1.5x3 I I H G F 1.5x3 II 4x4 = 3x6 = 5.11-8 5-11-8 Plate ffse -4-7.Ed0-0 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defi L/d 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 FBC2007lrP12002 (Matrix) Weight: 37 lb LUMBER ach on edge, spaced at 6) Recommend 2st sed TOP CHORD 4 X 2 SYP No.2 to t .1 10-0-0 oc and fastened to each truss with 3-10d (0.131" BOT CHORD 4 X 2 SYP No.2 X 3") nails. Strongbacks to be attached to walls at their WEBS 4 X 2 SYP No.3 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-1 = -338/0 A-B = -908/0 B-C = -911/0 C-D = -22/0 BOTCHORD G-H = 0/64 F-G = 0/907 E-F = 0/907 WEBS C-E _ -991/0 A-G = 011164 B-G = -/0 C-F = -12410 A-K = -819819/0 J-K = 0/12120 t NOTES (8-9) 1) Attach ribbon block to truss with 3-10d nails applied to James K Meade, P.E. fiat face. 2) 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 3) Gable studs spaced at 1-4-0 oc. Houston, TX 77093 4) Bearing at joint(s) K considers parallel to grain value using ANSI/TPI 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 August 1 1,20 analysis and design of this truss. WARNDYG - Verify design parameters and READ NOTEs oN TIIIs AND INCLUDED MITER REFERENCE PADS MD-7473 REPORS 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 (/13) 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 Twssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Mad -son, WI 53719. Job Truss Type Qty Ply Pc TFT01S FJObRefere H1457623 FCK-F FLOOR 1 1 nce (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 li Industries, Inc. Tue Aug 1013:55:44 2010 Page 1 0-" 1-9-4 2-6-0 rld-i1 T"r Scale: 3/8•=1• 2x3 II 2x3 II 6x6 — 34 I I 4x6 — 3x10 = 1.5x3 11 1.54 11 3x10 = 3x6 FP = 46 = 3x6 11 6x6MnA = BC D E F G H I J KL 13, 0 N log ` -108 �$ d W v U T S R Q P O N 2x6 I I 6x10 = 3x6 FP = 6x6 = 64 = 6x6 = 6x10 = 2x6 I I 6x6 = 34 FPng = 17-6-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 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 n/a BCDL 10.0 Code FBC2007lrP12002 (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-O = 0/3019 J-O =-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-0 =-171010 BRACING E-T =-1709/0 H-R = 011729 TOP CHORD E-S = 0/1729 F-S = -487/0 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 = 217410-1-8 0-3-8 the analysis and design of this truss. M = 217410-1-8 0-3-8 3) 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. A-W = M-N = Gap between inside of top chord bearing and first -229 A-B =-2296/0 B-C =-2264/0 -226 di diagonal or vertical web shall not exceed O.SOOin. C-D =-2300/0 D-E =-5288/0 5) NOTE: Refer to attach Trussway Notes, Appendices _ E-F =-7648/0 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 1-J =-528810 J-K =-229810 of professional engineering responsibility solely for the K-L =-2262/0 L-M =-2296/0 truss component design shown. BOT CHORD James K Meade, P.E. v-W = 0/0 U-V = 014063 LOAD CASE(S) Florida P.E. No. 16015 T-U = 0/4063 S-T = 0/6529 Standard 9411 Alcorn Street R-S = 0/7648 Q-R = 0/6530 Houston, TX 77093 P-Q = 0/4062 o-P = 0/4062 N-0 = 0/0 WEBS B-V = -305/0 August 11,20 WARNING - 7er(f, design parameters and READ NOTES ON IRIS AND INCLUDED WTEE REFERENCE PAGE XU 7473 BEFORE USE. Engineering Department Design valid for use only with Mifek connectors. This design Is based onty, upon parameters shown. and is for an individual building component. 9411 on,AloT 7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 6977093 Is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 891 6900 �' 9 ty Orlando, do, Fl-Tmssway32 Blvd. erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. for general guidance regarding Onando, FL 32824 qWMINIF 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 Fling Pc H1457624 FCK-F FT02 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 0-1-8 H i z-6 0 1-9-4 1.3-0 Sole = 1:16.3 1.5x3 11 3x4 = 1.5x3 11 3x4 = 1.5x3 I I A B C D E J K L EIL h Y08 3x4 = I H G 1.5x3 I I 3x8 = 8-9-4 3x6 = r Plate Offsets XY)� -1-8 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 2441190 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 FBC20071TPI2002 (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 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 1051/0-1-8 0-3-8 F = 1051/0-1-8 0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-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 =-1725/0 D-E = -2/0 BOTCHORD 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 y / C-G = -354/0 NOTES (5-6) 1) Unbalanced floor live loads have been considered for this design. James K Meade, P.E. 2) Attach ribbon block to truss with 3-10d nails applied to 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 3-10d (0.131" X 3") nails. Srongbacks to be attached to walls at their outer ends or restrained by other means. August 11120 A WARND9O - verify design P.--t— and READ NOTES ON THIS AND INCLUDED YITEK REFERENCE Pats MU-7.473 BEFORE USE. Engineering Department St Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Hou on,AlcT 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX00 is for lateral support8850 Trussway 8H00 of individual web members only. Additional temporary bracing to insure stability during construction 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, delvery, erection and bracing, consult ANSI/71"I7 quality Criteria, DSB-89 and BC511 Bunding Component (407) 857 2777 Safety Information available from Truss Plate Institute. 5B3 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Pc N1457625 FCK-F FT04 FLOOR 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:44 2010 Page 1 0-1-8 H i 0-a2 1-3 D 0-8-2 DM Scale = 1:17.6 1.5x3 11 8x12 = 3x4 = 1.Sx3 I I 3x4 = 8x12 = 1.5x3 11 A B C D E F G M J N L 0 0 9? 0 0 T Id 1 T 8x16 = KBx6 = JSx6 II 11= 9-512 8x16 Plate9.5-12 e eTL,Edoe.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 80.0 Plates Increase 1.00 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 4) Hanger(s) or other connection device(s) shall be TOP CHORD 4 X 2 SYP No.2 provided sufficient to support concentrated load(s) 5000 BOP CHORD 4 X 2 SYP No.2 lb down at 1-0-0 on top chord. The design/selection of WEBS 4 X 2 SYP No.3 BRACING such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the TOP CHORD face of the truss are noted as front (F) or back (B). Structural wood sheathing directly applied or 5 0.8 oc Stt 6) NOTE: Refer to attach Trussway Notes, Appendices r 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 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 (plf) TO TO P CHORD Vert: H-L=-20, A-G=-230 = 0A-M = 0/41 L-MConcentrated Loads (lb) H-N = 0/59 G-N = 0/59 Vert:B=-5000(F) A-B = 0/2 B-C =-3903/0 C-D =-3754/0 D-E =-3754/0 E-F =-2107/0 F-G = 0/3 BOT CHORD K-L = 0/3670 J-K = 0/4110 I-J = 0/3204 H-1 = 0/1028 WEBS F-H =-1910/0 B-L =-6805/0 E-1 =-1511/0 C-K = -285/0 1 C-J = -487/0 D-J = -132/0 �— E-J = Of754 B-K = 0/331 F-I = 011534 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 flatface. 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 August 11 ends or restrained by other means. 1120 WARIVIM - Vfy desgn jim aureters and READ NOTES ON THIS AND INCLDDF"D lRTEB REFERENCE PADS 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,177093 Applicabirity of design parameters and proper incorporation of component isresponsblity 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 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/7I1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 O'Onofno Drive, Madison, WI 53719. King Pc FCK-F Trussway, Orlando, FL 32824 RF01 H1457626 3 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:44 2010 Page 1 -40.4 6-1-4 1-11&2-4 10.3-4 12-2-8 1-11�4 2-1-0 2-11 NOTE: DO NOT INSTALL TURNED Scale =1:20.7 UPSIDE DOWN. 'tUP 1.5x4 I I 4x9 = 1.5x4 II 4x9 = 1.5x4 II 4x10 = 5x10 = — _ _ N ..,.,.. — �..� „ t.... — �..� ��,� — H 2x6 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 SC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.95 BCDL 5.0 Code FBC2007ITP12002 (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-O =-12879/0 B-P =-12879/0 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 BOTCHORD M-N = 0/0 L-M = 0/22197 K-L = 0/22197 J-K = 0/19435 I-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 =-1622/0 G-1 = 0/12302 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.19 K >766 360 MT20 244/190 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) Q=-2018(F) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Y WARMNG - Ver((y design parameters and READ NOTES ON TMS AND WMEIDED AnT'EE 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 4 for an individual building component. 9411 Akom St. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Brocing shown Houston. TX 77093 is for lateral support of individual web members on Additional temporary brocin to insure stabs during construction B the responsibility of the (713) 8916900 ppO N' p g g p° � 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the consult responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication,fylnwquality control, storage, delivery, erection and bracing, Drive. son. W15 Quardy Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avalable from Truss Plate Imttiute, 583 D'Onofio Drive. Madison, W153719. 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. Q-T�tb� * For 4 x 2 orientation, locate plates 0-'nd' 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. 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 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: Mil-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. 0 p 4. Cut members to bear tightly against each other. O d 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 ANSIAPI1. 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 Qty Ply Fort King H1457627 FCK-R FR01 ROOF TRUSS 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 — 1-3-0 i 10-113-0 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. Scale =1:2s.2 Q SX12 luxl2 I I aXb = 2X6 I I 3X6 I t3X6 = 1Ux12 II J 8X12 = 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 FBC2007rrPI2002 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. BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. REACTIONS (lb/size) J = 537310-2-11 0-4-0 Q = 537310-2-110-4-0 Max Uplift J =-3563(LC 3) Q =-3563(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-Q =-278/194 1-1 =-279/194 A-B = 0/0 B-C =-6390/4224 C-D =-10218/6766 D-E =-11502/7626 E-F =-11502/7626 F-G =-1022816770 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 =-2652/3983 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-O =-1317/2044 F-L =-2024/1379 D-O =-2099/1406 F-M =-63/121 D-N = -33/88 E-M =-131/112 CSI TC 0.93 BC 0.91 WB 0.46 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.22 L-M >815 Vert(TL) -0.34 L-M >539 HOrz(TL) 0.11 J n/a Ud 240 180 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 (pit) / 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 WARNING - V-1 fy aastga jm-- era and READ NOTES ON Tms AND XCLUDED AUTEK REFERENCE PAGE dW-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 s for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component s 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 ANSIM11 Quardy Criteria, DSB-89 and Ii Building Component (407) 857 2777 Safety Information available from Tnns Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Trussway, A Type )TRUSS d Fort King FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:59 -1-10.10 5.50 1-10-10 ssD B 2x6 = 3.18 12 H1457628 110 Page 1 I Scale = 1:14.1 C D LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.09 B-D >644 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.13 B-D >460 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 19 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) In the LOAD CASE(S) section, loads applied to the BOT CHORD 2 X 4 SYP No.2 face of the truss are noted as front (F) or back (B). BRACING 6) NOTE: Refer to attach Trussway Notes, Appendices TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 5-5-0 oc 7) NOTE: The seal on this drawing indicates acceptance puriins. of professional engineering responsibility solely for the BOT CHORD truss component design shown. Rigid ceiling directly applied or 1 D-0-0 oc bracing. LOAD CASE(S) REACTIONS (lb/size) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 C 311Mechanical 1) Uniform Loads (plf) = B 282/0-1-8 0-5-11 Vert: 0 D = 204/Mechanical Trapezoidal Trapezoidalzoidal Loads (plf) Max Harz B 65(LC 8) Vert: B=O(F=10, B=10)-to-D=122(F=-51, B=51) Max Uplift C = -31(LC 1) B =-304(LC 3) D =-130(LC 3) Max Gram C = 139(LC 8) B = 282(LC 1) D = 204(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORDA-B = 0/26 B-C = -9/40 LG BO BOTCHORD / B-D = 0/0 D` C NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); James K Meade P.E. TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; r enclosed; MWFRS (low-rise) gable end zone; cantilever left Florida P.E. No. 16015 and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 9411 Alcorn Street 2) This truss has been designed for a 10.0 pat bottom Houston, TX 77093 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 truss. WARNING - verify design p-ters and READ NOTES ON TMS AND INCLUDED WTEE REFERENCE PAGE dM-7473 aEFORE USE. Engineering Department Deign valid for use only with MTek connectors. This design is based on upon 9411 Alcorn St. y po 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) 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 Solety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457629 FCK-R HR01L JACK 1 1 Job Reference tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:59 2010 Page 1. -1-1Q10 3.7-13 �5-0 1-10.10 3.7-13 2-93 1.5x4 II Scale=1:15.7 C A 2x4 = 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 0.47 Vert(LL) -0.07 B-D >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.14 B-D >503 180 BCLL 0.0 Rep Stress Incr NO WB 0,05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 25 lb LUMBER TOP CHORD 2 X 4 SYP No.2 6) In the LOAD CASE(S) section, loads applied to the BOT CHORD 2 X 4 SYP No.2 face of the truss are noted as front (F) or back (B). WEBS 2 X 4 SYP No.3 7) NOTE: Refer to yellow bracing and/or T-1 sheet for BRACING more information. TOP CHORD 8) NOTE: The seal on this drawing indicates acceptance Structural wood sheathing directly applied or 6-5-0 oc Strutu St of professional engineering responsibility solely for the r truss component design shown. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 1 D-0-0 oc bracing. Standard REACTIONS (lb/size) Regular: Lumber Increase=1.25, Plate Increase=1.25 B = 3230/M-8 1) Uniform Loads (plf) anica D = 230/Mechanical Vert: A-B=70 Max Harz Trapezoidal Loads (pif) 8 a 162(LC 3) Vert: B=-3(F=33, B=33)-to-C=-97(F=-13, B=-13), Max Uplift B=-O(F=10, 8=10)-to-D=-28(F=-4, B=-4) B =-31O(LC 3) D =-152(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/35 B-C = -66/35 BOTCHORD B-D = 0/0 WEBS C-D =-174/180 I 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 James K Meade, P.E. 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. Florida P.E. No. 16015 3) Refer to girder(s) for truss to truss connections. 9411 Alcorn Street 4) Provide mechanical connection (by others) of truss to Houston, TX 77093 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. August 11,20 C A WARMNG - Ferih design p--t— and READ NOTES ON THIS AND INCLUDED NITEE REFERENCE PAGE ND-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M71 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 respombl ility 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. ahnsw 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/TPl1 Qualify Criteria, DSO.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 H1457631 FCK-R HR02 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:59 2010 Page -1-10.10 34d 1-10-10 3.44 Scale = 1:10.1 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 NO 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 3-4-4 oc purlins. BOTCHORD 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 Harz 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 (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -27/13 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. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 2x3 = D CSI DEFL in (loc) I/deft TC 0.45 Vert(LL) -0.00 B-D >999 BC 0.07 Vert(TL) -0.01 B-D >999 WB 0.00 Horz(TL) -0.00 C 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 Regular: Lumber Increase=1.25, Plate Increase=1.25 1) Uniform Loads (plf) Vert: A-B=-70 Trapezoidal Loads (pif) 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) Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 13 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARND9O - Verijg design parameter and READ NOTES ON 719S AND INCLDD&D JWT'ER REFERENCE PAGE AW-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. Hou on,AlcT St. 9 N 9 N Po P 9 P Houston, 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer - not b69 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 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. Type IQty IPly FortIOng H1457631I L 0 n 1 FCK-R I HR02L ISPECIAL I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:59 2010 Page 11 1-10.10 3-1-7 3.1-7 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 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 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 329/0-1-8 0-4-15 F = 226/0-1-8 0-4-4 Max Harz B = 169(LC 3) Max Uplift B a-328(LC 3) F =-152(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0135 B-C = -96/0 BOT CHORD B-D = -36/53 WEBS D-E = 0/117 C-E = 01117 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. 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) Bearing at joint(s) F considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. CSI DEFL in (loc) I/defl Ud TC 0.47 Vert(LL) -0.06 B-D >999 240 BC 0.32 Vert(TL) -0.13 B-D >575 180 WB 0.09 Horz(TL) 0.00 F n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 Ib uplift at joint 8 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)-to-C=-106(F=-18, B=-18), 8=-O(F=10, B=10)-to-D=-30(F=-5, B=-5) 48 Scale = 1:16.4 = C 4x4 = F 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 1 1 Y -ARMNU - F fy design parameters and READ NOTES ON THIS AND INCLUDED YITEH REFERENCE PADS JW 7473 BEFORE USE. Engineering Department 9411 Almm St. Design valid for use a* with MiTek connectors. This design is 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) 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 bulling designer. For general guidance regarding Orlando, Ft. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 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 H1457632 Job HR03 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:59 2010 Page 1 -1-1Q10 4-5-0 1.1, 0 45.0 4-SO 0 Scale = 1:30.4 3x4 II 1.ax4 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 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 direcUy 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 = 55210-1-8 0-5-11 G = 449/0-1-8 0-5-11 Max Horz G = 399(LC 5) Max Uplift E _-660(LC 5) G =-460(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/47 B-C =-307/217 C-D =-105/69 D-E =-2871315 B-G =-367/344 BOTCHORD 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. ill; 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/defl Ud TC 0.69 Vert(LL) 0.10 E-F >999 240 BC 0.43 Vert(TL) -0.15 E-F >677 180 WB 0.15 Horc(TL) -0.01 E n/a n/a (Matrix) 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 (pit) Vert: B=-3(F=34, B=34)-to-D=-155(F=-42, B=42), G=O(F=10, B=10)-to-E=-44(F=-12, B=-12) PLATES GRIP MT20 244/190 Weight: 50 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A WARNIIYO - Verifg design parameter* and READ NOTES ON TNIS AND INCLUDED M1TEs REFERENCE PADS Mir--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 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) 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. INSSM 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/TPil quality Criteria, 0511-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. Wl53719. Job ' FCK-R Trussway, Orlar ' A Ply I Fort Kng H1457633 HR03L MONO TRUSS 1 1 Job Reference (optional) lo, FL 32824 7.140 s Oct 12009 M7i ek Industries, Inc. Tue Aug 1013:56:00 2010 Page-1 -1.10.10 49.4 9.11-12 1-10.10 4-9-4 52-8 Scale = 1:21.9 1.Sx4 II D 2x6 = 1.ax4 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 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 5-6-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-3-4 oc bracing. REACTIONS (lb/size) E = 711/Mechanical B = 53410-1-8 0-4-15 Max Horz B = 357(LC 3) Max Uplift E _-545(LC 3) B =-424(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/35 B-C =-1080/482 C-D =-133/68 D-E _-3261377 BOT CHORD B-F =-73011013 E-F =-730/1013 WEBS C-F = 0/260 C-E =-1053/759 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 psi 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. CSI DEFL in (loc) I/dell Ud TC 0.75 Vert(LL) 0.05 F >999 240 BC 0.42 Vert(TL) -0.11 E-F >999 180 WB 0.52 Horz(TL) 0.02 E 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-13=70 Trapezoidal Loads (plf) Vert: B=-4(F=33, B=33)4o-D=-175(F=52, B=-52), B=-O(F=10, B=10)-to-E=-50(F=-15, B=-15) 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 - Verify design pa-ters and READ NOTES ON TNIs AND INCLUDED mrTER REFERENcE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mgek 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. IRLMOM 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/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. Job Truss Truss Type Qty Ply Fort King H1457634 FCK-R J01 ROOF 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 -1-0-0 0:10.15 1-4-0 0-1o-1s L 2x3 = Scale = 1:6.7 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.00 B >999 240 MT20 244/190 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 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/TP12002 (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 purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 211/0-1-80-4-0 D = 8/Mechanical C = -47/Mechanical Max Harz 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 = -50/54 1 BOT CHORD 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. 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 fixity model was used in the analysis and design of this August 11,20 WARNING - Verify design pamenelere and READ NOTES oN TEAS AND INCLUDED AQ7'ER REFERENCE PAGE MU 7473 EEFORE USE. Engineering Department Design lAt it for use only with M1ek connectors. This design B based only upon parameters shown, and is for individual building Alcorn St. ding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer Houston, TX 77093r-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. 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/TP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI53719. H14576351 J01 L JACK 1 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:00 2010 Page 1 -1-4-0 1-0.11 r 1-4-0 1-0.11 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 205/0-1-8 0-3-8 D = 10/Mechanical 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 = 0134 B-C = -42/42 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=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 L/d TC 0.43 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint B and 28 lb uplift at joint C. 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 = 1:7.0 1 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 11,201( WARNING - V—(N design p--t— and READ NOTES ON TNIs AND INCLUDED mrrzx REFERENCE PAGE MIF7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. 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 QuaBly, Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information avalcble from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. FCK-R Trussway, Orlando, FL A TRUSS 1 1-4-0 2-10-15 H14576361 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:00 2010 Pa -gal C 2x3 _ D Scale = 1:10.5 1 7-10.15 2-10.15 i LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 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: 11 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 2-10-15 oc purlins. LOAD CASE(S) BOT CHORD Standard 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 BO BOTCHORD B-D = 0/0 I/ i. NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; 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. 4) "Semi -rigid pitchbreaks with fixed heels" Member end August 11,20 9 fixity model was used in the analysis and design of this WARNM - verify design parameters and READ NGTEs oN THIS AND RPCluDED MITEE 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 on individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not two 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 BCSII Sunding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 11 I u k Job FCK-R 11 Trussway, Orlando, FL 32824 A Qty Ply Fort King 1 1 H1457637 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:00 2010 Page 1 1-4-0 3.0.11 2x3 = Scale = 1:11.2 i 3-0.111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 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/rP12002 (Matrix) Weight: 12 lb LUMBER 4) Provide mechanical connection (by others) of truss to TOP CHORD 2 X 4 SYP No.3 bearing plate capable of withstanding 78 lb uplift at joint BOT CHORD 2 X 4 SYP No.3 C and 258 lb uplift at joint B. BRACING 5) "Fix heels only" Member end fixity model was used in TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for puriins. more information. BOT CHORD 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 nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. WARNDIO - verify design parameters and READ NoTss ON THIS AND INCLUDED MTEK REFERENCE PAGE MI--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mirek 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) 6916900 '�'� it 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 Crifeda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Insfifute, 583 D'Onofno Drive, Madison, WI 53719. I Truss Truss Type Qty Ply Fort Kng J03L SPECIAL 1 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. -1-4-1i0 4-}8 49 8 A 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.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 = 32310-1-8 0-3-8 G = 170/0-1-8 0-3-0 Max Horz B = 211(LC 6) Max Uplift B =-281(LC 6) G =-132(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/34 B-C = -137/6 C-D = 0/0 E-F = 0/84 F-G = -44/45 C-F =-132/178 C-G = -30/3 BOTCHORD B-E = -70f72 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. i H1457638 13:56:00 2010 Page 1 i Scale = 1:14.8 1 C D CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.28 Vert(LL) -0.02 B-E >999 240 MT20 244/190 BC 0.18 Vert(TL) -0.04 B-E >999 180 WB 0.00 Horz(TL) -0.00 G n/a n/a (Matrix) Weight: 21 Ib 3) Bearing atjoint(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 e%l James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 ,u ® WARNING - Vertfy 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 B 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/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. - 1 1 1 1 1 1 Job Truss Truss Type Oty Ply Fort H1457639 King Job JOS MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:56:01 2010 Page 1 -1-4-0 0.10.15 r 1-4-0 0.1415 1— C A N N Scale = 1:14.3 1 0.�� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 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(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (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. SOT 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 0-10-15 oc LOAD CASE(S) purlins, except end verticals. Standard BOT CHORD 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 Horz 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-B = 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, P.E. members and forces & MWFRS for reactions shown; 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 August 11,20 truss. WARNING - V—Uj, design parameters and READ NOTES oN Tws AND INCLUDED mrrzK 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 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) 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 BW IRLOSM 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/7PI7 Quality Crtiedo, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information ovala&e, from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King FCK-R J06 MONO TRUSS 1 1 Job Refer Trussway, Orlando, FL 32824 7.140 s Oct 121 -1-4-D z-1a1s "0 2-1a15 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 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puriins, 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 Harz F = 239(LC 6) Max Uplift D =-100(LC 6) E _ -67(LC 7) F =-248(LC 6) Max Gray, 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 = -52/3 B-G =-102/188 BOT CHORD F-G = -0/306 E-F = 0/0 WEBS C-F =-164/90 D 1.5x4 II �_ -8-8 1 2-10-15 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. Ili; 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 Ltd 240 180 n/a H1457640 as, Inc. Tue Aug 10 13:56:012010 Page 1 Scale = 1:19.4 PLATES GRIP MT20 244/190 Weight: 16 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARN32VG - 7er(fg design pamamete- and READ MOTES ON THIS AND INCLUDED MITEE REFERENCE PAGE MU--7473 BEFORE I/BE. Engineering Department 9411 Alcom St. Design valid for use only with MTek connectors, This design 6 based only upon parameters shown, and u 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/TP11 Quality Criteria, OSB-89 and SCS11 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 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 -1-0-0 3.10.15 1-4.0 11111 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/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 3-10-15 oc purlins. BOT CHORD 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 Horz 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 = 74(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0134 B-C = -65/34 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=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) 1/ TC 0.49 Vert(LL) -0.01 B-D > BC 0.23 Vert(TL) -0.03 B-D > WB 0.00 Horz(TL) -0.00 C (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 deft Ud PLATES 999 240 MT20 999 180 n/a n/a Weight: 14 lb o Scale = 1:13.0 1 GRIP 244/190 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 l WARMW - verify design Parameters artd READ NOTES ON THIS AND D9CLUDED MT= REFERENCE PAGE MU 7473 BEPORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based on u Hots ton, T 77 ig y g y Pon 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) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stobirity 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 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 �Pty Fort Kng H1457642 FCK-R J07 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:56:012010 Page 1 -1-4-0 41a15 �-4-0 .10-15 Scale = 1:24.3 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 (Ib/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 BOTCHORD F-G = 0/372 E-F = 0/0 WEBS C-F =-272/221 --1.5x4 I I i m 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(fL) -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. Ili; 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 & 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 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 0 Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 22 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARMNO - Verb design Parameters and READ NOTES ON TMS AND INCLUDED aIITER REFERENCE PAGE MIT-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 8 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 T91 6900siiiiay 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 Qual ly Crtteda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate ImMute, 583 D'Onofno Drive, Madison, WI 53719. Type C FCK-R I. Trussway, Orlando, FL 32824 A 1 1 1 H14576431 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:01 2010 Page 1 -1-4-0 4-6.8 7-1-12 4-6-8 2-7-4 Scale = 1:21-0 1 2x6 = 2x4 = 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 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E = 241/Mechanical B = 423/0-1-8 0-3-8 D = 56/Mechanical 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); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 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. CSI DEFL in (loc) I/deft L/d TC 0.26 Vert(LL) -0.12 B-E >710 240 BC 0.46 Vert(TL) -0.29 B-E >284 180 WB 0.10 Horz(TL) -0.00 E n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint E, 297 lb uplift at joint B and 65 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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: 33 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNDYG - 9'erib dexWn parameters and READ NOTES ON TNIS AND INCLUDED ZUTEX REFERENCE PAGE MIF7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with MTek 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) 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. IRLISSM erector. Additional pem arent 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 Qua81y Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Truss J08 FL 32824 Type )TRUSS m A N ff H1457644 1 1 Job Reference (optional) 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:56:02 2010 -1-4-D 0-10.15 r 1-4-D 0.10.15 I a rsn r'—' C E 2x4 11 D Scale = 1:14.3 a� 11 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.00 E >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.00 E >999 180 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: 7 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 nonconcurrent 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 fixity model was used in the analysis and design of this Structural wood sheathing directly applied or 0-10-15 oc truss. purlins, except end verticals. 5) NOTE: Refer to attach Trussway Notes, Appendices ROT CHORD and T-1 sheet for more information. Rigid ceiling directly applied or 10 0-0 oc bracing. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. E = 241/0-1-8 0-4-0 LOAD CASE(S) D = -8/Mechanical Standard 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 �J v B-E _-218/275 C BOTCHORD D-E = 0/0 NOTES (5-6) James K Meade, P.E. 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 WARNING -. verify design pamnrelara and READ NOTES oN Tffis AND DiCUMED B714'EE REFERENCE PAGE IM--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 Alcorn St. g y g N Po P g ponent. 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/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. Type Fort King H1457645I Trussway, Orlando, FL 32824 A 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:02 2010 Pape—1] 1-4-D 3-6-14 3-6-14 E 214 = 1.5x4 11 1.5x4 11 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.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 = 7010-1-8 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 TOP CHORD 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 Scale = 1:19.9 1 CSI TC 0.41 BC 0.12 WB 0.06 (Matrix) DEFL in (loc) I/defi Ud Vert(LL) 0.00 A n/r 120 Vert(TL) -0.00 A n/r 80 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 33 lb 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/TPI 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 atjoint F, 175lb uplift at joint B, 151 lb uplift atjoint 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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARNING - verify design panxmelers and READ NOT'Es oN TNIS AND INcLuDED wrER REFERENCE PAGE MU-7473 BEPORR 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 fabrication, quality control, storage, delivery, erection and bracing, comuff ANSI/TPII Qua01y Criteria, DSB-89 and BCSII ill 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 H1457646 FCK-R J09 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 14 o z-1D-1s 1-4-0 2-10.1s Scale = 1:19.4 C Z-10.15 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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(TL) -0.07 C n/a n/a BCDL 10.0 Code FBC2007rrP12002 (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 nonconcurrent 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 fixity model was used in the analysis and design of this Structural wood sheathing directly applied or 2-10-15 oc truss. 5) NOTE: Refer to attach Trussway Notes, Appendices purlins, except end verticals. and T-1 sheet for more information. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the REACTIONS (lb/size) truss component design shown. C = 66/Mechanical LOAD CASE(S) E = 251/0-1-80-4-0 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 / I TOPCHORD A-B = 0146 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. ll: 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 11,20 WARMNG - 7ertfy design parameter and READ NOTES ON THIS AND MMXDED MITES 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 B 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/TP11 Quality Criteria, DSB-89 and l i 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 H1457647 FCK-R J10 MONO TRUSS 1 1 Job Reference o Tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 -1-4-0 410.15 1-4-o a-10-u Scale = 1:24.3 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/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 4-10-15 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 140/Mechanical E = 328/0-1-8 0-4-0 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 (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C =-114148 B-E =-286/251 BOT CHORD D-E = 0/0 3x6 1 r 4.1 Q-15 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.99 Vert(LL) 0.17 D-E >321 240 MT20 244/190 BC 0.62 Vert(TL) 0.16 D-E >355 180 WB 0.00 Horz(TL) -0.22 C n/a n/a (Matrix) 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 toads. 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 I WARNZIM - Ver(fy design parameters and READ NOTES ON TB'IS AND INCLUDED AUTER REFERENCE PAGE d1177-7473 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, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safely Information avail able from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. FCK-R Trussway, Truss J12L A Qty, Ply Fort King 1 1 Job Refer H14576481 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:02 2010 Page 1 -1-4-0 5-Q11 1-40 5-0.11 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 FBC2007fTP12002 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 Horz 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 TOP CHORD A-B = 0/34 B-C = -91/48 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=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. 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 JamK Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARNING - Verify design pamnrelers aM READ N07ES ON ?HIS AND INCLUDED BOTER 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) 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 ANSIITP11 quality Cdferta, DSB-89 and BCS11 Building Component (407) 857 2777 1440p- Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Oty Ply Fort King H1457649 FCK-R J13L JACK 1 1 Job Reference o tional 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 3a11 3-0-11 2x3 = 3-D-11 i ?-Q11 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud Plates Increase 1.25 TC 0.26 Vert(LL) -0.00 A-C >999 240 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 A-C >999 180 Rep Stress Incr YES WB 0.00 Horz(Q -0.00 B n/a n/a Code FBC2007/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 SOT 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 Harz A = 102(LC 6) Max Uplift A = -62(LC 6) B =-123(LC 6) Max Grav A = 128(LC 1) B = 100(LC 1) C = 57(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -61/33 BOT CHORD A-C = 0/0 NOTES (6-7) 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 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 62lb 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 11,20 ( WARMNG - VertA design parametars and READ NOTES ON TWS AND INCLUDED TOTTER REFERENCE PAGE Tffi 7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. 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) 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. 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 ANSIITP11 Qual ly Criteria, DSB-89 and BCSII 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 H1457650 FCK-R J14L JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:56:03 2010 Page 1 1-41 4-71 Scale = 1:14.5 C A 2x3 = 1.Sx4 II 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) -0.02 B-D >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.05 B-D >984 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 19 lb LUMBER TOP CHORD 2 X 4 SYP No.3 5) "Fix heels only" Member end fixity model was used in BOT CHORD 2 X 4 SYP No.3 the analysis and design of this truss. WEBS 2 X 4 SYP No.3 6) NOTE: Refer to yellow bracing and/or T-1 sheet for BRACING more information. TOP CHORD 7) NOTE: The seal on this drawing indicates acceptance Structural wood sheathing directly applied or 4-7-8 oc of professional engineering responsibility solely for the purlins. truss component design shown. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard REACTIONS (Ib/size) B = 316/0-1-8 0-3-8 D = 177/Mechanical Max Horz B = 210(LC 6) Max Uplift B =-276(LC 6) D =-134(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0134 B-C = -80/42 BOT CHORD B-D = 010 WEBS I 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 James K Meade, RE. members and forces & MWFRS for reactions shown; 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) 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. August 1 1,20 11C WARAZIM - verify design parameters and READ NOTES ON TJOS AND INCLUDED MTER 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 B the responsibility of the 8850 Trussway Blvd. TRLMWW 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 ll 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 H1457651 FCK-R R01 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:03 2010 Page 1 832 12-6-4 18-9-6 250.8 29.2-0 632 6-3.2 53-2 S3.2 41-8 F G 1 4.50 r12 Scale = 1:61.3 N- 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 6-0-0 oc puffins, except end verticals. BOT CHORD 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 = 12610-1-8 0-3-8 Max Horz 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 =-3501223 D-E =-2501115 E-F = -92/64 F-G = -1/2 H-N = 0/17 M-N =-111/111 G-M =-116/115 BOT CHORD A-L =-463/184 K-L =-275/113 J-K =-275/113 1-1 =-149/82 H-1 = -2/1 L K J I 1.5x4 II 3x5 = CSI DEFL in (loc) I/deft Ud 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) BOT CHORD A-L =-4631184 K-L =-275/113 J-K =-275/113 1-1 =-149/82 H-1 = -2/1 WEBS B-L =-4861525 D-L =-387/247 D-J =-224/346 E-J =-413/359 E-1 =-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 8 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 ANSUTPI 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: 166 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMG - VerVy daafgn p-tera and READ NOTES ON TBIS AND INCLUDED MITES REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based on u 9411 Alcorn St. ig 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) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibility of the 8850 Trussway Bind. TRWSW 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/TPti 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. H1 FCK-R R01G MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32624 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:03 2010 Page 1 6-3-2 12-6-4 tf19.6 25-0-8 29-2-0 r 6-3-2 5-3-2 fr3.2 6-3-2 4-1-8 S T 1 4.50 12 Q = Sale = 1:55.6 3 = P 3x4 = AN AM AL AK AJ Al 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 FBC2007ITP12002 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/defl >999 >999 n/a Ud 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 =-588/15 OTHERS 2 X 4 SYP No.3 AK = -86(LC 6) E-F = -537/9 BRACING AJ = -91(LC 6) G-H =-460110 TOP CHORD AH = -90(LC 6) 1-1 =-378/10 Structural wood sheathing directly applied or 6-0-0 oc AG = -90(LC 6) K-L = -301 /8 puffins, 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 = -6/6 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/Mechanical 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/MechanIyal AH = 120(LC 1) C-AM = -4/12 AE = 11 Mechanal AD = Yip/Mecha cal AG = AF = 120(LC 1) 121(LC 1) F-AK =-911101 H-AH =-93/103 AC = 129/Mechanical AE = 111(LC 1) J-AF =-94/106 AB = 119/Mechanical— AD = 120(LC 1) L-AD =-931112 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 = -49169 W Jartw,I ActMleade, P.E. Y = 121(LC 1) AP = F1dffftf@@:*D.16015 x = 119(LC 1) Max Horz __ 9411;4�fIStreet A L W = AP = 53(LC 1) 165(LC 1) Max Uplift FIOUS 77093 V = FORCES (lb) AN =-326(LC 6) Maximum Compression/Maximum Tension AP o d N V 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-O =-177113 P-Q = -94/13 R-S = -28/24 U-AP = 0/63 T-AO =-1301123 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 =-871102 August 11,20 Y WARNING - v Jy design p--t— and READ NOTES ON TBIS AND I19CLUDED ADTEE REFERENCE PAGE 18a 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 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 Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Insfitute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type �Qty Ply Fort King H1457652 FCK-R R01G MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:04 2010 Page 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 ANSIffPI 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 WARNING - verV9 design pammeters and READ NOTES ON TZHS AND DyCLDDED MTER REFSRENCS pans ran 7473 aEFORs 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. TROSM 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/TPtl Quality Criteria, OSB-89 and BCSII Budding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Ory Ply Fort King H1457653 FCK-R R01 L SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 13:56:04 2010 Page 1 2-4.12 49.8 2_"2 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 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 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-5-0 oc bracing. REACTIONS (lb/size) A = 821/0-1-8 0-3-8 F = 821/0-1-8 0-3-0 Max Harz 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 =-293/413 D-F =-3851590 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. 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 CSI DEFL in (loc) I/defl L/d 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/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 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 (pit) Vert: A-C=-70, A-D=-320(F=300) v Scale = 1:14.7 1 PLATES GRIP MT20 244/190 Weight: 20 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - 9e ib design parameters and READ NOTES ON TINS AND INCLUDED XrTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MT9411 Alcorn 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) 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. lluaww 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 CrBeda, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. IOng H14576541 FCK-R I R02 MONO HIP 1 1 Jab Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:04 2010 Page 1 - 4+OQ 7-8-11 1SS5 23-2-0 29.3.8 r 1-4-0 7-b-11 7-9-11 7-&11 61-8 G I Scale = 1:55.4 V 3x6 % . • " I H 3x4 = 3x5 = 3x5 = 2x6 1\ 1.Sx4 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 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 2-2-0 oc purlins, except end verticals. BOT CHORD 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 = 20310-1-8 0-3-8 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 =-2185/1161 D-E =-2014/1185 E-F =-10081550 F-G = -1/1 H-N = 0/38 M-N =-178/175 G-M =-185/183 BOT CHORD B-L =-1594/2099 K-L =-925/1189 J-K =-925/1189 1-1 =-199/258 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/defi 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 =-890/838 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. 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 joint(s) N considers parallel to grain value using ANSI/TP1 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 d PLATES GRIP MT20 2441190 Weight: 160 lb Z�'�� - L- James K Meade, P.E.' Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMO - verify design parameters a d READ NOTES ON THIS AND ZNMUDED DHTER REFERWOC PAGE BB-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 indvidual building component. H ou on, T St. alliChm Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, 8977093 (713)Tru sway is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibirify 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 BC511 Building Component (407) 857 2777 safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Truss ITruss Type IQty (Ply I Fort King R03 (SPECIAL I 1 1 y, Orlando, FL 32824 7.140 s Oct 12009 MTak Industries, Inc. Tue Aug 10 13:56:C 7-0-4 5 1-4-0 7-0.4 7-0.4 7-6-8 6-10-8 10- 5x7 = Scale = 1:53.7 2x6 — 3x6 I H 3x4 = 3x5 = 3x5 = 1.1x4 1\ 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 OTHERS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpt F-I, F-J REACTIONS (lb/size) B = 1246/0-1-80-4-0 1 = 1196/0-1-8 0-4-0 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 =-1169/657 F-G = -12/11 H-0 = -4/19 M-O =-247/231 G-M =-260/244 G-N = 0/0 BOTCHORD B-L =-1639/2158 K-L =-1050/1373 J-K =-1050/1373 1-1 =-365/471 H-1 = -11/11 CSI DEFL in (loc) I/defl L/d 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 0 n/a n/a (Matrix) BOTCHORD B-L =-1639/2158 K-L =-1050/1373 J-K =-1050/1373 1-1 =-365/471 H-1 = -11/11 WEBS F-I =-1149/882 F-J =-69711047 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. 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/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) purlins 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: 156 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - verify design parameters arrd READ NOTES ON THIS AND INCLUDED WTE%REFERENCE PAGE Bar 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 B 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 k 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/TP11 Quality CrBeda, 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 FCK-R R03G SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:05 1 1-4-0 7-04 7-04 7-6.8 11:18 1 I „ , 1.Sx4 = S R T u r v 318 N M L K = 3x4 = 3x5 = 3x5 = 5x4 = 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/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 3-3-12 oc purlins, except end verticals. BOTCHORD 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 = 12310-1-8 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 =-211711123 D-E =-1960/1145 E-F =-1106/622 F-G = -1/4 G-H = -1/4 H-I = -1/4 1-J = -1/4 K-T = -53/64 R-T = -63/56 J-R = -65/58 J-S = 0/0 BOT CHORD B-Q =-160612098 CSI DEFL in (loc) I/deft Ud 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 Horz(TL) 0.06 N n/a n/a (Matrix) BOT CHORD P-Q =-101911316 O-P =-1019/1316 N-0 =-311/402 M-N = -4/1 L-M = -4/1 K-L = -411 WEBS F-N =-1018/784 F-O =-703/1058 E-O =-841/782 E-Q =-507/811 C-Q =-417/475 I-L = -45/76 H-M = -86/16 G-N =-241/234 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. ill; 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) T considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity 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) purlins 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 Scale = 1:59.6 N al IN PLATES GRIP MT20 244/190 Weight: 191 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 11111 WARNM - Verify design parameters and READ NOTES ON THIS AND INCLUDED ACTEK REPEREWCE PAGE JIW 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) 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 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 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 H1457657 FCK-R R03L MONO HIP 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 3-6-14 4— — —1 n 3.6.14 4.5 I I C 3.0-6 3x5 = D 3-3-14 Scale: 1/2"=1' 1.5x4 II E 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 4-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing. REACTIONS (lb/size) A = 1047/Mechanical F = 1429/0-1-11 0-3-8 Max Harz A = 242(LC 5) Max Uplift A =-685(LC 5) F =-1039(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2250/1505 B-C =-1960/1245 C-D =-1734/1189 D-E = 0/0 E-F =-192/212 BOT CHORD 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. CSI DEFL in (loc) I/deft L/d 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(TL) 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, 7-1-12 left 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 lb 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) PLATES GRIP MT20 244/190 Weight: 67 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARXINe - verify design parameters alai READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE All-7473 BEFORE USX. Engineering Department 9411 Alcom St. Design valid for use only with Mriek 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/TPI7 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. Type Oty 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 1-4-0 6.6-5 13-0-11 19.7-0 26-" 29-3.8 110 MIS6-&5 6-&5 6-10.8 2-10.0 =1:52.6 1 9 It 4x5 = -- J I 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/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 3-0-14 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 = 141210-1-110-4-0 Max Horz 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 =-244011286 D-E =-2359/1307 E-F =-13131711 F-G =-1148/738 G-H = -56/10 H-I = -44/54 BOT CHORD B-L =-1988/2575 K-L =-1441/1897 J-K =-1441/1897 1-1 =-321/430 WEBS C-L =-454/511 E-L =-249/630 E-J =-936/779 F-J =-25/187 G-J =-737/1072 G-1 =-1252/954 CSI DEFL in (loc) I/defi L/d TC 0.74 Vert(LL) 0.20 B-L >999 240 BC 0.96 Vert(TL) -0.55 B-L >637 180 WB 0.40 Hort(TL) 0.09 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. 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: 167 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Ve ih design Paramot— and READ NOTES ON THIS AND INCLUDED MrTEE REFERENCE PADS AM-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 drnmumb 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. 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 11CSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job TfuSs Truss Type Qty Ply Fort King H1457659 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 i 9-1-12 1380 i 5-7-13 3-5-14 444 4x5 11 1.5x4 I I Scale = 127.5 C D A i 3x4 = E 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.13 A-F >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.37 A-F >427 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 66 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 337 lb uplift at joint WEBS 2 X 4 SYP No.3 A and 361 lb uplift at joint E. BRACING 6) "Semi -rigid Itchbreaks with fixed heels" Member end p TOP CHORD fixity model was used in the analysis and design of this Structural wood sheathing directly applied or 5 7-9 oc truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for puriins, except end verticals. more information. BOT CHORD Rigid ceiling directly applied or 7-1-7 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. A = 598/Mechanical LOAD CASE(S) E = 59810-1-80-3-8 Standard Max Horz 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 =-6131300 C-D = -11/11 D-E =-146/145 BOT CHORD A-F =-709/859 E-F =-3101491 WEBS B-F =-/4C-F =-197/461 C-E _-651851/41111 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 James K Meade P.E. r 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) 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. August 11,20 0 A WAPMM - Verify design parameters and READ NOTES ON TNIS AND INCLUDED bUTEE REFERENCE PAGE iIW-7473 BEFORE USE. Engineering Department . Design valid for use only with t ek connectors. This design d9411 Alcom St based only upon parameters shown, and Is for an in 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. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Ft. 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSS-89 and 1i Budding Component (407) B57 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. r 1 11 Job T uss Qty Ply Fort King FSPECT:L H1457660 FCK-R R05 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 -1-0-0 1 5-10.5 11$11 17-7-0 245.8 29-38 1-4.0 5.10.5 5.10.5 5.10.5 6-10.8 410.0 , FScale = 1:52.6 4x8 4.50 12 F 3x4 E 3x5 D N 1.5x4 d C VV5 B 0 L K J 3x7 9.9-3 3x4 = 3x5 = 3x8 = 19-8.5 4x7 I I 29-3.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.20 I-J >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.54 I-J >649 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.10 1 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 164lb 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 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 or 3-3-2 oc Structuralthing i members and forces & MWFRS for reactions shown; ns, except end Lumber DOL=1.33 plate grip DOL=1.33 BOT 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 chord live load nonconcurrent with any other live loads. WEBS 1 Row at midpt H-I, E-J, G-I 4) "Semi -rigid pitchbreaks with fixed heels" Member end fudty model was used in the analysis and design of this REACTIONS (lb/size) truss. 5) NOTE: Refer to attach Trussway Notes, Appendices 1 /0-1 9 -4- I = 1301/0-1-9 0-40 1 and T-1 sheet for more information. = 141 0 6) NOTE: The seal on this drawing indicates acceptance Max Horz of professional engineering responsibility solely for the B = 691(LC 6) truss component design shown. Max Uplift I =-913(LC 6) LOAD CASE(S) B =-878(LC 6) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-285411583 C-D =-2448/1283 D-E =-237411295 E-F =-13921746 F-G =-12401723 G-H = -76/39 H-I =-136/154 S �_ BOT CHORD B-L =-2019/2600 K-L =-1537/2045 J-K =-1537/2045 1-1 =-559/766 WEBS James K Meade, RE. C-L =-430/483 E-L =-149/539 E-J =-937/731 F-J = 0/177 Florida P.E. No.16015 G-J =-508/806 G-I =-1322/974 9411 Alcorn Street Houston, TX 77093 August 11,20 I WAWIJNQ - P fy design parameters and READ NOTES ON TWS AND INCLUDED AUTEK 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, TX 77093 al 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 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 H1457661 FCK R R05L MONO HIP 1 1 Job Reference o tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:66 2010 Page 1 5-6-14 11-1-12 13-B-0 5E-14 5.6.14 2� 4x5 11 1.5.4 II Scale: 3/8"=l' C D i 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 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(TL) 0.01 E n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (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 purlins, 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 = -0/0 D-E = -77l77 BOTCHORD A-F =-790/929 E-F =-1841224 WEBS B-F =-440/518 C-F =-4661688 C-E _-526/431 Q` C NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.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 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. 4) Refer to girder(s) for truss to truss connections. August 11,20 g A WARNM - Vmfy design parameters and READ NOTES ON MS AND DYCLUDED MTTEE REFERENCE PAGE AW-7473 BEFORE EMS Engineering Department Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn sit .Houston, TX 77093 Applicability of design parameters and proper incorporation of component a responsibility of building designer - not fuss 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. 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/TPIl Quality Criteria, DSB-89 and 11CSI7 Building Component (407) 857 2777 Safety Informa8on available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King H1457662 FCK-R R06 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:07 2010 Page 1 i-1-4-0 7-9.8 15.7-0 22-58 2&3.8 1-4-0 7-9.8 6-10-8 fr10-0 = 1:52.6 1 4x5 = H 3x4 = 3x5 = 3x4 = 4x7 I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10 Lumber Increase 1.25 SCLL 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. BOT CHORD 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 D-4-0 Max Horz B = 691(LC 6) Max Uplift H =-913(LC 6) B =-878(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2810/1520 C-D =-2492/1383 D-E =-2384/1409 E-F =-13937751 F-G =-105/59 G-H =-212/239 BOTCHORD B-K =-1943/2535 J-K =-1198/1593 I-J =-119811593 H-1 =-808/1143 WEBS C-K =-537/605 E-K =-5761915 E-1 =-362/462 F-I =-307/607 F-H =-1510/1071 CSI DEFL in (loc) I/defl 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 L/d 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 11,20 WARNING - Verify design P--ters and READ NOTES ON THIS AND INCLUDED MTEB REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. Thisdesign is based only upon parameters shown, and is foindividual9411 Aloom St. 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 QuaBty, Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Tn,ss 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 1 2009 MiTek Industries, Inc. Tue Aug 1013:56:07 2010 Page 1 4-10-8 9-9-0 16-7-8 21-0 25-5-8 4.10-8 410.8 610.8 45-0 45-0 '^� — US _ 3X5 = 3X5 _ 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/iP12002 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, 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 = 1133/0-1-8 0-4-0 K = 113310-1-8 0-3-8 Max Horz K = 527(LC 6) Max Uplift G =-820(LC 6) K =-609(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-163/83 B-C =-1494/800 C-D =-13441809 D-E =-1392/736 E-F = -69/36 F-G =-1231135 A-K =-182/159 BOT CHORD J-K =-1220/1277 1-1 =-891/1279 H-1 =-891/1279 G-H =-450/588 WEBS B-J = 0/188 C-J = 0/217 D-J =-212/82 D-H =-9131756 E-H =-796/1260 E-G =-10981850 B-K =-1458/842 CSI DEFL in (loc) 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 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 IL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU.7473 BEFORE USE Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 159 lb Design valid for use only with Wei< 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 building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TP11 Quality Critedo, DSS-89 and ICSII Bugding Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. = 1:45.1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Alcorn at. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Type �ty Ply Fort King H1457664 FCK-R ROB SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009li Industries, Inc. Tue Aug 1013:56:07 2010 Page 7-9-0 14-7-8 20-1-14 25.5.8 7-0-0 6-10.8 5.6-6 5310 2X6 II 3.9 = 3x5 = 3x5 = 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 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 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 1 Row at midpt E-F, D-F REACTIONS (Ib/size) F = 1133/0-1-B 0-4-0 J = 1133/0-1-8 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 =-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 =-112711584 G-H =-1127/1584 F-G =-550/732 WEBS B-I = 0/218 C-I = -190/0 C-G =-846/697 D-G =-578/1045 D-F =-1169/884 A-1 =-523/1291 CSI DEFL in (loc) I/defi TC 0.83 Vert(LL) -0.11 F-G >999 BC 0.76 Vert(TL) -0.30 F-G >997 WB 0.58 Horz(TL) 0.04 F n/a (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=S.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: 151 lb 9 = 1:46.9 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 Norse oN nus AND INCLUDED MITER REFERENCE PAGE AW 7473 aEPORE USE. Engineering Department 9411 Almm 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 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. larAw 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 CrBedo, DSB-89 and BCSII Bunding Component (407) 857 2777 Safety IntormaBon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Type H1457665 FCK-R R09 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:07 2010 Page 1 S9-0 12-7-8 19-0.8 9Sr+8 19, 6148 6S0 SSO 41 4 = 1:45.5 1 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/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 3-6-14 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 =-1346/576 D-E =-102/52 E-F =-177/195 A-J =-1058/641 BOT CHORD I-J =-581/106 H-1 =-138211939 G-H =-1382/1939 F-G =-679/918 WEBS B-1 = 0/301 C-1 =-394/199 C-G =-979f750 D-G =-414/867 D-F =-1267/941 A4 =-733/1471 CSI DEFL in (loc) I/defl TC 0.67 Vert(LL) -0.12 F-G >999 BC 0.78 Vert(TL) -0.32 F-G >947 WB 0.85 Horz(TL) 0.05 F 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 nonconcurrenfwith 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: 148 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - VeHfg deign pardmeters and READ NOTES ON TNIS AND INCLUDED BOTEE REFEREWCE PAGE BM-7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based on u 9411 Alcorn St 9 N 9 N Pon parameters shown, and is for e individual t uss designg component. Houston, TX 77D93 Applicability of design parameters and proper incorporation of component is acing t 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 responsibilityregarding of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is theconsult responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Ciffeda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type I Qty 1151y f Fort King H1457666 IR09A ISPECIAL 1 I 1 IJob Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:08 2010 59-0 8.10.8 B-S-0 56.0 11-0 F = 1:45.6 2x6 11 5x8 = 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 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 3-7-0 oc purlins, except end verticals. BOTCHORD 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 D-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 TOPCHORD 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 = -14/9 BOT CHORD J-K =-560/106 1-1 =-1384/1939 H-I =-1384/1939 G-H =-6781917 WEBS B-J = 0/301 C-J =-3941209 C-H =-980/754 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) Vdefl 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 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, WARNDYG - Fe , design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE 8IIb7473 BEFORE USE. Engineering Department t. Design valid for use on with M7ek connectors. This design is based on u Houston, on,AlcT S7 g N g b upon parameters shown, and 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) 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 BCS1I Building Component (407) 857 2777 Safety information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Type IQty IPly (Fort King H1457%7I FCK-R I R10 ISPECIAL 1 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:08 2010 Page 3-9A eel 7-SO 7-50 S 1-&0 1-7.8 6-10-8 4.50 J12 1.5xj 1:46.0 1 3X5 = 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 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt H-1, G-1, 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 (Ib) - 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 =-104194 BOTCHORD L-M =-115411201 K-L =-1641/2382 J-K =-1641/2382 1-1 =-798/1098 WEBS G-1 =-138111006 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/defl 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. 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: 144 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - 7eriffy design parameters and READ NOTES ON 77US AND INCLUDED AUT'EB: REPERENCE PAGE dill(-7473 BEFORE USE. Engineering Department 9411 Alcoa 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. TRUSSIOW erector. Additional permanent bracing of the overall structure is the responsibility of the buldiing 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. 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 1 -8 7-8 25 0-5- 1-8-0 1-610-8 7-5-0 4-8-0 211-0 3x5 = 2x6S(#le: 1/4"=1' H I 4.50 1.5x 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 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 2-11-10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt I-J, G-J, E-K REACTIONS (Ib/size) J = 1132/0-1-8 0-4-0 N = 113210-1-8 0-4-0 Max Harz 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 = -58113 C-D = -54113 D-E =-2085/1074 E-F =-1404/628 F-G =-1240/643 G-H =-129/12 1-1 =-208/203 A-N =-103/94 H-1 = -24/17 BOT CHORD M-N =-1101/1201 L-M =-163812382 K-L =-1638/2382 J-K =-783/1099 WEBS G-J =-1369/980 G-K =-288f777 E-K =-12611884 E-M =-492/367 D-M =-376/1049 D-N =-1501/904 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft L/d 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(fL) 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. 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) "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: 143 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNgW7 - Vari. design parameters and READ NOTES ON TWS AND INCLUDED A17TEE REFERENCE PAGE MZF 7473 BEFORE USE. Engineering Department 9411 Alcom at. Design valid for use only with MRek connectors. This design is based only upon porometers shown, and B 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 World, DSB-B9 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 H1457669 FCK-R R10B SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:09 2010 Page 1 �1i _ 118 �3.7-0 1a5.8 i7-1D-8 253-8 1-11.8 1-7.8 6.10.8 7-5A 7-5-0 = 1:45.3 1 L 3x5 = 3x4 = 3x5 = 3x4 = H 4x8 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 3-0-7 oc puriins, 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 = 112510-1-8 0-4-0 L = 1125/0-1-8 0-3-8 Max Horz L = 469(LC 6) Max Uplift H =-811(LC 6) L =-608(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = -52/0 B-C = -48/19 C-D =-2041/986 D-E =-1391/550 E-F =-12281565 F-G =-120159 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 =-1369/998 F-I =-2761769 D-I =-1234/853 D-K =-5031346 C-K =-347/1061 C-L =-1468/856 CSI DEFL in (loc) 1/defl TC 0.87 Vert(LL) 0.15 I-K >999 BC 0.82 Vert(TL) -0.35 H-1 >865 WB 0.57 Horz(TL) 0.07 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 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: 144 lb 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - 7er(f jy design parameters and READ NOTES ON TNIS AND MCLUDED WTEK REFERENCE PAGE IND-7473 BEFORE USE. Engineering Department Design valid for use only with MRek connectors. This design isbased 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 k 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 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 1 1 Job Truss Truss Type Qty Ply Fort King H1457670 FCK-R R1 OC SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:09 2010 Page 1 1-11-8 3-7-0 10.5-8 17-168 22-4-9 253.9 1-11-8 1-7-a 6-1a6 7-SA 4-6-o z-11-o 3x5 G Scale = 1:46.1 H 11 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 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 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-1, 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 =-12281634 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 =-77611089 WEBS F-I =-13571972 F-J =-2801768 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 L/d 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 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 WARNING - Vmfy design ji—mat. arrd READ NOTES ON THIS AND INCLUDED AUTEN RSPBRENCE PAGE M767473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and isfor an individual building Alcom St. ding 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/TPll 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 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 o- 7 0- -0 42-12 4-3.12 5-11-8 5.11-8 411-0 Scale = 1:45.1 5x5 1.Sx4 II E F 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/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 2-10-11 oc puriins, except end verticals. BOT CHORD 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 Harz 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 =-1355/733 E-F = -14/3 F-G =-155/148 BOTCHORD J-K =-1355/1780 1-1 =-1092/1625 H-1 =-1092/1625 G-H = 454/659 WEBS B-K =-1960/1159 B-J =-504/1272 C-J =-1435/893 D-J =-949/1697 D-H =-9171726 E-H =-625/1128 E-G =-1114/775 4x8 = 3x5 = 3x5 = CSI DEFL in (loc) Udefi Ud TC 0.74 Vert(LL) 0.23 H-J >999 240 BC 0.73 Vert(TL) -0.43 J-K >700 180 WB 0,96 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. 11; Exp 8; 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 = 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 11,20 C ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER 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 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/TPI7 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 Ply I Fort King FCK-R R11A SPECIAL 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:10 2010 Page 1 41-12 &5.8 145.0 20-4-8 2S&8 ,11-12 4312 5.11-8 5-11-8 411-0 1 1 N 4 N Scale = 1:46.1 5x5 = 1.5x4 II E F 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 puriins, except end verticals. BOTCHORD 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 = 1125/0-1-8 0-4-0 Max Harz 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 =-155/148 BOT CHORD J-K =-1313/1710 1-1 =-1082/1607 H-1 =-1082/1607 G-H =-450/654 WEBS . B-K =-1901/1124 B-J =-517/1287 C-J =-1415/883 D-J =-92211647 D-H =-9031719 E-H =-617/1114 E-G =-11051770 CSI TC 0.74 BC 0.73 WB 0.93 (Matrix) DEFL in (loc) Vdefl Vert(LL) 0.22 H-J >999 Vert(TL) -0.40 J-K >746 Horz(TL) 0.06 G n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 145 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 ® WARNDTG - 7—ify design parameters and READ NOTES ON TBTS AND INCLUDED BDTBB BEPERENCE 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. 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 BCS11 Building Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Typ Job Truss SPECIAL a Qry Ply 1 I Fort King H1457673 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:10 2010 Page 1 6.7-8 12-7A 18-68 25-5.5 6.7$ 5.11$ 5.11-8 611-0 Scale = 1,44.7 5xlo = 2x8 II D E LOADING ( TCLL TCDL BCLL 3x5 = 3X5 = 3x4 = 3x4 = I &5-13 18-B-8 25-58 &5.13 10.0-N B-11-0 psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.35 G-1 >864 240 MT20 244/190 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.79 G-1 >383 180 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.10 F n/a n/a BCDL 10.0 1 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 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, 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 Harz J = 323(LC 4) Max Uplift J =-639(LC 4) F =-735(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-241/223 A-B =-176/104 B-C =-3170/1619 C-D =-1125/596 D-E = -21/17 E-F =-229/219 BOT CHORD I-J =-2387/3765 H-1 =-1333/1959 G-H =-1333/1959 F-G =-633/999 WEBS B-J =-3680/2009 B-1 =-1089/802 C-1 =-570/1280 C-G =-1144/828 D-G =-339/797 D-F =-1300/819 (Matrix) NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.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 Weight: 139 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - verify design parameters and READ N07ZS ON TWS AND INCLUDED IUTEE REFERENCE PACE MH 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek 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 69o0 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/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. Type IQty IPIy I Fort King 1-11457674I FCK-R R12A SPECIAL 1 1 Job Reference (optional) Trussway, Oriando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:10 2010 Page 6-5-8 12-5-0 18-4-8 253.8 6.5-8 5-11-B 5-11-8 6-11-0 Scale = 1:44.4 1 5x10 = D J 4x7 = 3x5 = 3x5 = 3x4 = 3x4F 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 `Except` B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0.13 oc bracing. WEBS 1 Row at midpt B-J, C-G, D-F REACTIONS (Ib/size) J = 1125/0-1-8 0-3-8 F = 1125/0-1-8 0-4-0 Max Harz J = 323(LC 4) Max Uplift J =-634(LC 4) F =-731(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-235/217 A-B =-167/98 B-C =-3107/1584 C-D =-1116/591 D-E = -21/17 E-F =-229/219 BOT CHORD I-J =-2331/3669 0-1 =-1319/1933 G-H =-131911933 F-G =-628/991 WEBS B-J =-3595/1961 B-1 =-1042/772 C-1 =-545/1234 C-G =-1124/818 D-G =-3331789 D-F =-1289/812 CSI DEFL in (loc) I/deft Ud TC 0.67 Vert(LL) 0.33 G-1 >901 240 BC 0.82 Vert(TL) -0.78 G-1 >387 180 WB 0.89 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: 138 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WAM7NG - Verify design j---t— and READ NOTES ON THIS AND INCLUDED M1TEE REFERENCE PAGE MZr 7473 SWORE USE. Engineering Depanment Design valid for use only with MTek connectors. This design is based on u Houston, on,AlcT St. g y g N pan 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. IRUSDW 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/TPII quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 O'Onofno Drive, Madison, WI 53719. Fort King H14576751 FCK-K R13 SPECIAL 1 1 Job Reference o floral Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:11 2010 Page 1 4-7-8 10-7-0 16.68 i 21-0.0 25.5-8 47-8 5.11-8 5-11-8 4-5$ 4-5-8 Scale = 1:44.9 1 4x6 3x4 = 1.5x4 II D E F K 7x10 = 4x6 = 3x5 = 3 8 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 FBC2007lfP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* 81: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-K, C-H REACTIONS (lb/size) K = 1132/0-1-8 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 =-3491149 B-C =-3140/1642 C-D =-1449/799 D-E =-1281/808 E-F = -21/0 F-G =-128/119 BOTCHORD J-K =-3556/5542 1-1 =-1609/2419 H-I =-1609/2419 G-H = -541 /789 WEBS 8-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 =-1212/845 CSI DEFL in (loc) I/deft 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 8 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: 139 Ib James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Y WARNING - Ver(fg design parameters and READ NOTES ON TITS AND MMEIDED NIPPER' REFERENCE PAGE MN 7473 BEFORE USE. Engineering Department TX 77oust. on, Design valid for use only with Mirek connectors. This design is based arty upon parameters shown, and is for an indvidval building component. 9411 Alcorn St 093 Applicability of deign parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown H is for lateral support of individual web members only. Addre Additional temporary bracing to insure, stability during construction is the responsibility of the (71313) on,691 890E Basil Trussway Blvd .MKBNW UMM erector. Addtional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding Orlando, FL 32824 411112! MP fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualfly 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 K ng FCK-R ---]R13A SPECIAL 1 1 H145767 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:11 2010 Page 4-5-8 10.5.0 1fi-4-8 0-10-0 22w 45-8 S11-B 5-11-8 4-5-8 45-8 44 D Scale = 1:44.6 1 3x4 = 1.5x4 II E F K 7.10 = 4x6 = US = G 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/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 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puffins, 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 (Ib/size) K = 1125/0-1-80-3-8 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 = -21/1 F-G =-128/119 BOT CHORD J-K =-3437/5341 I-J =-1589/2382 H-1 =-1589/2382 G-H =-5371783 WEBS B-K =-5085/3019 B-J =-2539/1724 C-J =-279/805 C-H =-1241/926 D-H = 0/241 E-H =-438/759 E-G =-1202/839 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 August 11,20 WAWWM - verify design Parameter and READ NOTES ON THIS AND INCLUDED WT= REPERENCE PAGE Mzr 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek 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) 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/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. Job Truss Truss Type Qty Ply Fort King H1457677 FCK-R R14 MONO HIP 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:112010 Page 1 5-11.8 11-11-0 17-2-0 22-5-0 5.11-8 5-11-8 5-3-0 5-3-0 Scale = 1:39.0 5x5 1.5x4 II 3x4 = C D E 4.50 12 1.5x4 \\ B A I H G 3x5 ' 3x4 = 3x5 = 3x4 = F 7-5.11 14.11-5 3x4 77-5-D LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi 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 A -I >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 FBC2007/TPI2002 (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 pftchbreaks 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 5-2-14 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) A = 995/0-1-8 0-4-0 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 (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2109/1188 B-C =-1882/1110 C-D =-1064/672 D-E = -19/6 E-F =-150/141 BOT CHORD A -I =-823/1206 H-1 =-602/1206 884 G-H =-823/1206 F-G =-602/884 ( WEBS B-1 =-399/467 C-1 =-450/687 C-G =-258/303 D-G =-188/454 D-F =-1166/801 James K Meade, NOTES (5-6) P.E. 1) Wind: ASCE 7-05; 140mph (3-second gust); Florida P.E. No.16015 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Ex r 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 Y WARNING - 9'ert(g design parameter. and READ NOTES ON TBIS AND INCLUDED bDTEE 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 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. TRWSW 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 BuBding 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 H1457678 FCK-R R15 MONO HIP 1 (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:12 2010 Page 1 1-4-0 4-11-8 &11-0 17-4-11 22-5-0 140 4118 4118 7-5-11 50s Scale = 1:40.2 5x5 1.5x4 I 3x4 = D E F 4.50 12 1.5x4 C B q rd't` J 1 H 3x5 3x4 = 3x5 = 3x4 = G 7-2-12 3x4 = 7. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.11 H-J >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.23 G-H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 G n/a n/a BCDL 10.0 Code FBC20071TPI2002 (Matrix) Weight: 110 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 4-1-0 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 5-5-11 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) G = 991/0-1-8 0-" Standard B = 1103/0-1-8 0-4-0 Max Harz 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 =-184111058 D-E =-12611'770 E-F = -2310 F-G =-110/103 BOT CHORD I-J =-719/1427 B-J = -959/1 27 H-1 =-959/1427 G-H =-719l1049 049 WEBS C-J =-3081385 D-J = -201 /457 D-H =-214/267 E-H =-107/456 E-G =-1315/915 James K Meade, P.E. NOTES (5-6) 1) 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 2) Provide adequate drainage to prevent water ponding. August 11,20 I WARNING - V—Vy design Parametna a.d REM NOTES om 7Sfs AND nwLr7DED wrFir REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design is based on u 9411 Akom St. g yN upon parameters shown, and is for an individual building component. Houston, TX 77093 �!yBe�e��t� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 ,�V is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's 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, OSB-89 and BC511 Building Component (407) a57 2777 Safety Information available from Truss %ate Institute. 583 D'Onofno Drive, Madison. WI 53719. H145767E FCK-R R16 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MITek Industries, Inc. Tue Aug 1013:56:12 2010 Page -t-4-0 7-11-022- 2 1 1-4-0 7-11-0 7-t-4 7-4- Scale = 1:40.3 5x6 C 4x6 = E _ F 3x7 1.5x4 II 3x5 4x8 = 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 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. WEBS 1 Row at midpt E-G REACTIONS (lb/size) F = 991/0-1-8 0-4-0 B = 110310-1-8 0-4-0 Max Horz B = 279(LC 6) Max Uplift F =-632(LC 4) B =-727(LC 4) 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-I =-1098/1716 H-1 =-110011706 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 CSI DEFL in (loc) I/defi TC 0.86 Vert(LL) 0.19 B-I >999 BC 0.64 Vert(TL) -0.33 B-I >793 WB 0.57 Horz(TL) 0.05 F 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: 105 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 0 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED EUTEE REFERENCE PAGE ffiI-7473 BEFORE USE. Engineering Department Design valid for use on with Mffek connectors. This design is based on upon aromefers shown. and is for an individual building component. Houston, AlcT St. 9 h Q N Po P 9 P 13)69Tx 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 691 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. 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 Cdteda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 11 n Job Truss Truss Type Oty Ply 7FngH1457680 FCK-R R17 MONO HIP 1 1nce (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:12 2010 Page 1 ' -1-4-0 571-0 11-SO 16-11-0 22-SO 1-4-0 511-0 S&0 SSO 56-0 Scale = 1:40.3 4x8 = = 3x5 _ = 2x4 I I 4.50 12 C 3x4 3x5 G D E F 0 r' N B fQ� K 3x5 J 1 H3x4 = 3x5 = 3x4 = 571-0 }4-2-0 3x5 = 22-SD LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.18 I-K >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.33 I-K >799 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.08 H n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 102 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 3-9-11 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 4-11-6 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 fixity model was used in the analysis and design of this REACTIONS (lb/size) truss. 5) NOTE: Refer to attach Trussway Notes, Appendices H = 99110-1-8 0-4-0 and T-1 sheet for more information. B = 1103/0-1-8 0-40 6) NOTE: The seal on this drawing indicates acceptance Max Harz of professional engineering responsibility solely for the B = 221(LC 6) truss component design shown. Max Uplift H =-628(LC 4) LOAD CASE(S) B =-740(LC 4) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2087/1191 C-D =-1885/1179 D-E =-216911303 E-F =-2169/1303 F-G = -59/22 G-H =-170/159 BD G/ / B-K -K = -1173/1861 J-K =-1554/2379 I-J =-1554/2379 H-1 =-1166/1760 WEBS C-K =-124/433 D-K =-540/452 D-I =-2761329 F-I =-181/595 James K Meade P.E. r F-H =-1859/1248 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARNDW - Verify deign parameters and NEAP NOTES ON TTDS AND DI CLr7DED WTEE REFERENCE PAGE JW 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 on, T St Houston, 5977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown (713) 691 8900 '� B 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 bulding designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Crtieda, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. rype I Qty Ply I Fort King H1457681 FCK-R I R18 (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 -1-40 3.11-0 8-4-12 13-0-4 17-7-12 22-5-0 1-4:O 3-11-0 45.12 47-8 47-8 N 4.50 12 54 C 1.5x4 I D 3XB = E Scale = 1:40.3 1 3x5 = 1.5x4 II 4xB = F G H 4x8 = 11 ,•, L 1 1 1.5x4 11 4x9 = 5x12 MT20H WB = 1.5x4 I I ex10 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. BOT CHORD Rigid ceiling directly applied or 3-6-13 oc bracing. REACTIONS (lb/size) 1 = 1395/0-1-10 0-4-0 B = 1494/0-1-12 0-4-0 Max Harz 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 =-314312028 C-D =-4633/3120 D-E =-4633/3120 E-F =-3299/2205 F-G =-3299/2205 G-H =-3299/2205 H-1 =-1317/944 BOT CHORD B-N =-1915/2846 M-N =-1921/2835 L-M =-3212/4794 K-L =-321214794 J-K =-3212/4794 1-1 =-681102 WEBS C-N = 0/209 C-M =-1284/1907 D-M =-4591467 E-M =-170/109 E-K = 0/218 E-J =-1582/1065 G-J =-470/476 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 Horc(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 (pit) Vert: A-C=-70, C-H=-98(F=-28), B-1=28(F=8) Concentrated Loads (lb) Vert: C=-11O(F) Ud PLATES GRIP 240 MT20 2441190 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 11,20 WARIONG - VerVy design parameters and READ NOTES ON TWS AND DI CLUDED M1TEE REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design B 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 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. IRMSM erector. Addfiorsal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qmpmmmmw 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 Tens Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type 0ty Ply Fort King H1457682 FCK-R R19 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:13 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/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 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 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Cade 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 puriins. 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 Harz 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 TOPCHORD 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. 11; 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 o g fixity model was used in the analysis and design of this WARNING - Verify deasga Farnmetera and READ NOTES ON TBIS AND INCLUDED ReTIEE REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcorn St* aft 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. 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. Truss Truss Type Qty Ply Fort King R20 COMMON 1 1 H14576831 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:13 2010 Page 6-0-0 12-0.0 13-4-0 1-4-0 6-0-0 6-0-0 Scale = 1:29.1 1 X W V U T S R Q P O N 2114 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 11 2x4 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/TP12002 CSI DEFL in (loc) I/defl TC 0.33 Vert(LL) -0.01 M n/r BC 0.12 Vert(TL) -0.02 M n/r WB 0.06 Horz(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 12-0-0 TOP CHORD N = 201/0-1-812-0-0 A-B = 0/46 B-C =-43/176 S a 121/0-1-812-0-0 C-D =-14/124 D-E =-12/162 T = 125/0-1-812-0-0 E-F =-12/214 F-G =-151253 U = 121/0-1-8 12-0-0 G-H =-15/253 H-1 =-12/214 V a 115/0-1-812-0-0 1-1 =-12/162 J-K =-141124 W = 7/0-1-8 12-0-0 K-L =-43/176 L-M = 0/46 R = 125/0-1-812-0-0 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 = -38176 V-W = -38176 0 = 7/0-1-8 12-0-0 U-V = -38f76 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 = -38/76 X = 3���(LC 7) / WEBS N = F31 (LC 6) G-S = -138/0 F-T =-99/102 T = `/i 8 (LC\6) U =-113(LC 6) E-U =-95/123 C-W =-130/56 D-V =-88/109 H-R =-991101 V = -84(LC 6) 1-0 =-95/123 J-P =-88/109 W =-145(LC 6) K-0 =-130/54 R = Q Jamel$ €L�I�de, P.E. NOTES (9-10) P = Florieft(REINVo.16015 1) Unbalanced roof live loads have been considered for Q = 941 tM&&)Street this design. Xax Grav Houss�CTj*)77093 N = S = 129(LC 7) Ud PLATES GRIP 120 MT20 2441190 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. B) "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 READ NOTES ON TIUS AND INCLLWED AUTER REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and k for an individual building component. 9411 Alcom St. N g p proper p p g g g g Houston, 59TX 77093 Applicability of design parameters and ro r incorporation of component is responsibility of building designer not 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. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Ins}ftute, 583 D'Onofno Drive, Madison, WI 53719. Job FCK-R Trussway,I ' O Truss Truss Type city Ply Fort King H1457684 R21 SPECIAL 1 1 Job Reference (optional) ndo, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:13 2010 Page 1 0. 8 - 8 0. -0 4-3.4 43-4 5-7-5 5.7-5 5-7-5 = 1:46.5 1 N N 3x4 = 3x4 = 3x10 MT20H = 318 = 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 3-7-9 oc purlins, except end verticals. BOT CHORD 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 = 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 =-140711804 J-K =-1810/2906 I-J =-1810/2906 H-I =-541/777 WEBS B-K =-343/1100 C-K =-482/306 C-1 =-1511/851 D-1 =-402/411 F-I =-542/1056 F-H =-1185/830 B-L =-1988/1066 CSI DEFL in (loc) I/deft TC 0.47 Vert(LL) 0.21 I-K >999 BC 0.97 Vert(TL) -0.41 I-K >737 WB 0.84 Horz(TL) 0.08 H 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 nonconcument 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 Ud PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Weight: 149 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - Vergy dedya p-ters and READ NOTES ON TRfS AND WCUMED EUTEE 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 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 (713) Bill 691 6900sway Blvd. erector. Additional permanent bracing of the overall structure is the respombility of the building designer. For general guidance regarding Orlando, Fl- 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Qua81y 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 Type Qty Ply Fort KingH1457685 TR2 FCK-R SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:14 2010 Page 1 4-2-4 8-58 14.0-13 19.8.3 253-8 r 42-4 43-4 57-5 57-5 57-5 4.50 12 ile=1:45.0 3x5 F 3x5 E 1.Sx4 \\ D 1.5x4 11 5x5 = A 3x5 = N N K J 1 L H 3x4 — 3x4 = 3x10 MT20H = US = 711 3x4 = i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.20 I-K >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.40 I-K >741 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.08 H n/a n/a BCDL 10.0 Code FBC2007/iP12002 (Matrix) Weight: 149 lb LUMBER NOTES (6-7) 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 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 3-8-1 oc members and forces & MWFRS for reactions shown; purlins, except end verticals. Lumber DOL=1.plate grip re 33 BOT CHORD 2) Provide adequate to p drainage to prevent water ponding. Rigid ceiling directly applied or 2-2-0 oc bracing. 3) All plates are MT20 plates unless otherwise indicated. WEBS 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 Row at midpt G-H, C-I, F-H 5) "Semi -rigid pitchbreaks with fixed heels" Member end REACTIONS (lb/size) fixity model was used in the analysis and design of this H = 1125/0-1-8 0-4-0 truss. 6) NOTE: Refer to attach Trussway Notes, Appendices L = 1125/0-1-8 0-3-8 and T-1 sheet for more information. Max Horz 7) NOTE: The seal on this drawing indicates acceptance L = 451(LC 4) Max Uplift of professional engineering responsibility solely for the H =-756(LC 4) truss component design shown. L =-588(LC 4) LOAD CASE(S) FORCES (lb) - Maximum Compression/Maximum Tension Standard TOP CHORD A-B = -47111 B-C =-2661/1210 C-D =-1592/647 D-E . =-1388/579 E-F =-1262/597 F-G = -88/47 G-H =-1581163 A-L =-128/118 BOT CHORD K-L =-1367/1733 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 James K Meade, RE. F-I =-535/1042 F-H =-1175/824 Florida P.E. No.16015 B-L =-1929/1032 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JUTEH REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department Design valid for use only with Mtconnectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters Houston, TX 79411 Alcorn St. 7 093ers 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 Tm9 ssway Blvtl. TRLSDW 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 BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job ' FCK-R Trussway, i 1 1 1 Fort King H1457686 R22 SPECIAL 1 1 Job Reference (optional) FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:14 2010 Page 1 12-10.13 19-2-3 25-5-8 &7-8 6-3-5 6-3-5 = 1:46.9 1 J 2x4 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/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* Tt: 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 TOPCHORD 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 Horz 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 =-1521/617 D-E =-1380/637 E-F = -99/52 F-G =-177/183 BOTCHORD J-K =-6151175 1-1 =-1299/1939 H-I =-1299/1939 G-H =-617/887 WEBS A-J =-1653/3616 B-J =-1859/1101 C-J =-1206/2263 C-H =-9031706 E-H =-490/1023 E-G =-1241/869 CSI TC 0.82 BC 0.97 WB 0.73 (Matrix) DEFL in (loc) I/deft Vert(LL) 0.39 H-J >773 Vert(TL) -0.80 H-J >378 Horz(TL) 0.05 G n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 143 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 ?A L James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August11 ® WARNM - 9' b desgn p--t-. and READ NOTES ON TBIS AND INCLUDED WTER REFERENCE PAGE M-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 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 BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 683 D'Onofno Drive. Madison, WI 53719. Fort H1457687 FCK-R R22A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:14 2010 Page 1 6-578 12-8-13 19-0.3 1 25-M 6-3-56.5-8 65 6-3.5 6.3-5 = 1:45.0 K i G 2x4 II 5x12 = US = 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 *Except* W7: 2 X 4 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 F-G, C-J, E-G REACTIONS (lb/size) K = 1125/0-1-8 G-3-8 G = 1125/0-1-8 0-4-0 Max Harz 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 =-360211670 B-C =-4102/1988 C-D =-1506/609 D-E =-13651629 E-F = -99/52 F-G =-177/183 BOTCHORD J-K =-610/166 1-1 =-1287/1914 H-1 =-1287/1914 G-H =-613/879 WEBS A-J =-1609/3531 B-J =-1816/1076 C-J =-1160/2175 C-H =-887/698 E-H =-483/1009 E-G =-1231/864 CSI DEFL in floc) I/defl TC 0.92 Vert(LL) 0.38 H-J >798 BC 0.97 Vert(TL) -0.78 H-J >386 WB 0.97 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 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: 142 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August11 WARNDYG - Verify design parameters and READ NOTES ON TBIS AND INCLUDED MITES REFERENCE PAGE MD'-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. 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. Type Fort K ng C I H14576881 FCK-R R23 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 17:01:17 2010 Page 1 4-7-8 6-11-5 6-11-5 6-11-5 2x4 I I Scale = 1 4.50 12 F IQ 7x10 = 4x6 = 3x5 = 3x4 = 4x7 II B.r+-t1 tfit t-t t 25-5.8 8-5-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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/TP12002 (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 No.2 *Except* TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; B1: 2 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 8 MWFRS for reactions shown; Structural wood sheathing directly applied, except end Lumber DOL=1.plate grip r33 verticals. e 2) Provide adequate drainage tto o 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 0-4-0 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 LOAD CASE(S) K =-606(LC 6) Standard G =-823(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-K a-199/164 A-8 =-333/127 B-C =-3107/1424 C-D =-1385/570 D-E =-1232/592 E-F =-109/58 F-G =-198/220 t BOT CHORD J-K =-365115606 I-J =-159012201 H-1 =-159012201 G-H =-740/1007 E-H -H =-389/831 E-G =-1318/971 James K Meade, P.E. C-H =-1156/882 C-J =-346/962 Florida P.E. No. 16015 B-J =-2794/1853 B-K =-5340/2967 9411 Alcorn Street Houston, TX 77093 August 11,20 ( WARNING - Verify design parameters and READ NOTES ON TJUS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcorn 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 B responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Is far lateral support of individual web members any. Additional temporary bracing to insure stabiGfy during construction is the responsbility 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-R R23A SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:56:15 2010 Page 45-8 11-4-13 18.4-3 25.3.8 45-8 6-11-5 6-11-5 6.11-5 141 = 1:45.0 1 1§ 1OX12 11 4xa — 3X0 — 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 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 TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-24 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 Horz 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 =-3046/1393 C-D =-1373/563 D-E =-1219/585 E-F =-109/58 F-G =-198/220 BOT CHORD J-K =-3540/5405 1-1 =-157512171 H-1 =-1575/2171 G-H =-736/998 WEBS E-H =-382/820 E-G =-1306/965 C-H =-1133/871 C-J =-327/930 B-J =-2648/1769 B-K =-5166/2870 CSI DEFL in (loc) I/defl Ud TC 0.97 Vert(LL) 0.49 H-J >611 240 BC 0.90 Vert(TL) -0.79 H-J >379 180 WB 0.94 Horz(TL) 0.12 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 ;G-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: 140 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Y WARMNG - Verify design parameter. and READ NOTES ON TNIS AND INCLUDED WT'ER REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. Design valid for use only with Milek 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/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component (407) B57 2777 Safety Informalion available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. I 1 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 1013:56:15 2010 Page 1 l6Z 7-5-11 7-5-11 7-5-11 Scale = 1:46.0 1 3x6 - 1 _ G F 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 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc pudins, 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 TOP CHORD A-B =-2045/930 B-C =-1086/402 C-D =-921/425 D-E =-119/61 E-F =-211/234 BOT CHORD A-1 =-1396/1821 H-1 =-1396/1821 G-H =-1396/1821 F-G = 707/933 WEBS B-1 = 0/318 B-G =-9531740 D-G =-1781589 D-F =-1166/884 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.78 Vert(LL) 0.18 A-1 >999 240 MT20 2441190 BC 0.63 Vert(TL) -0.29 A-1 >908 180 WB 0.48 Horz(TL) 0.06 F n/a n/a (Matrix) 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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2010 A WARAM - Verify design Fammetero and READ NOTES ON THIS AND INCLUDED MlTER REFERENCE PAGE AV-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 two 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. Imsaw erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 NZP fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information avoilable from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type I Oty Ply Fort King H1457691 FCK-R I R25 (MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:16 2010 1-4-0 7-5.11 14-11-5 22-5.0 1-4.0 7-5.11 7-5-11 7-5.11 a;, 3x5 % v 3x5 = „ G 1.5x4 II 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 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 3-5-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Row at midpt F-G, C-H, E-G REACTIONS (lb/size) 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 =-2111234 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 =-930f7O6 E-H =-169/586 E-G =-11621877 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()) 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 CS] DEFL in (loc) I/deft L/d TC 0.78 Vert(LL) 0.15 B-J >999 240 BC 0.63 Vert(TL) -0.27 B-J >991 180 WB 0.48 Horz(TL) 0.06 G 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) "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 PLATES MT20 Weight: 120 lb GRIP 244/190 Scale = 1:44.6 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 i WARNING - v fy design pa nunat— and READ NOT&S ON 7WS AND INCLUDED iUTER REFERENCE PAGE MU-7473 BEAORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek connectors. This design ¢ 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 TRUSSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B 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/TPn 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. F 0 Job Truss Truss Type Qty Ply Fort King H1457692 FCK-R R26 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:56:16 2010 Page 1 -1-4-0 22-5.0 1-4-0 22-5-0 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 FBC2007fTP12002 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 puriins, 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 = 45/0-2-8 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) Udefl TC 0.37 Vert(LL) 0.00 A n/r BC 0.16 Vert(TL) 0.01 A n/r WB 0.10 Horz(TL) -0.00 S n/a (Matrix) L/d PLATES GRIP 120 MT20 244/190 80 n/a Weight: 178 lb 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; ow -rise) gable end zone and C-C AF = -99(LC 6) Interior(1 0 a tl ver left and right exposed ;C-C for AG = -39(LC 6) menr an for es ✓£ Wiol-reactions 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 iogp~ aiP.LX.ap licable, or TOP CHORD consult qu Ipy$pogirp§ fesIM!,16 ft SI/TPI A-B = 0/26 B-C =-641/49 1-2002. C-D = -533/0 D-E =-513/20 3) All plates 9411 VIWfOt SURICAherwi a indicated. E-F =-468/16 F-G =-428/16 4) Gable r qWC UZdW11(1ccTXIZ11Q93hord earing. G-H = -387/0 H-1 =-384/16 5) Gables 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 =-141/16 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 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1WTER REFERENCE PAGE bW 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 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. 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 Qua18y Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Tens Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty 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 10 13:56:16 2010 Page 1 4-5-8 s10-o ; 4-SB 1-a-B 3x5 I Scale = 1:15.1 1.5x4 II 8 C 2x6 = D 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 FBC2007frPI2002 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 =-11091492 B-C = -0/0 C-D = -43/41 BOT CHORD A-E =-513/981 D-E =-195/292 WEBS B-E =-437/942 B-D =-5171345 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): 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. CSI DEFL in (loc) I/deft Ud TC 0.45 Vert(LL) 0.03 D-E >999 240 BC 0.49 Vert(TL) -0.05 D-E >999 180 WB 0.30 Horz(TL) 0.01 D 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 (8). 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=-70, B-C=-70, A-D=-193(F=-173) PLATES GRIP MT20 244/190 Weight: 27 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARMNO - VeRfy design parameters and READ NOTES ON TMS 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. NXISSM 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 BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. C FCK-R R28 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:16 -1-4-0 z-sa 4-1-8 s10-o 1-4-0 2-1a Scale = 1:14.8 1 3x5 I I E 3x4 % F 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 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 purlins, 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 =-118147 E-F =-1841187 BOT CHORD B-G =-1191153 G-H =-119/153 F-H =-119/153 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; 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 Ud TC 0.67 Vert(LL) 0.03 B-F >999 240 SC 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 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, C-D=72(F=-2), D-E=-70, B-F=21(F=-1) Concentrated Loads (lb) Vert: C=-27(F) D=-19(F) PLATES GRIP MT20 244/190 Weight: 22 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - Fert fg design Pansmeters and READ NOTES ON TRTS AND INCLUDED WTER REFERENCE PAGE MN--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 responsbi ity 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 responsibility of the building designer. For general guidance regarding Ortando, 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. 7695 FCK-R R28A SPECIAL 1 1 Job Reference (optional) H145 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:17 2010 Page 1 i 2-5 8 2-5.8 B 2x3 = 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.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 2-5-8 oc puriins. BOT CHORD 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 = 2310-1-8 0-4-0 Max Horz 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. CSI DEFL in (loc) I/defl Ud TC 0.09 Vert(LL) -0.00 A-C >999 240 BC 0.04 Vert(TL) -0.00 A-C >999 180 WE 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 (plf) 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 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 A WARMNO - 7arih dastga pa --ter. and READ NOTES ON TMS AND INCLUDED MMEE REFERENCE PAGE MD--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 (7131691 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, consul ANSI/TPl1 QuaiBy CrBeria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 563 D'Onofno Drive. Madison, WI 53719. FCK-R R28B 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 NO BCDL 10.0 Code FBC2007/TP12002 Truss Type city Ply Fort King H1457696 SPECIAL 1 1 Job Reference (optional) 7,140 s Oct 12009 MITek Industries, Inc. Tue Aug 1013:56:17 2010 Page 1 -1-4-0 1-4-0 1-7-0 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 04-0 D = 1610-1-8 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 7-06; 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 atjoint(s) C. C 2X3 _ D CSI DEFL in (loc) I/defi 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 lb 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: 13=19(F) C=-27(F) Scale: 1.5"=l' I PLATES GRIP MT20 2"/190 Weight: 7 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WAMMM - verify design pammeten and READ NOTES ON IRIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 AlCom sl. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual bu9ding component. Houston, rn 77093 Appl'icabirity, 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 qqzmor fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Trussway, A R29 (COMMON 11 I 1 I H14576971 o, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:17 2010 Page -1-4-0 4.6.8 9-1-0 laso 1-4-0 4.8.8 4-6-8 1-40 2x6 = E Scale = 1:21.8 1 _ N M L K J _ 2x4 1.5x4 11 1.5x4 11 1.5x4 11 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 FBC2007rrP12002 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 = 13410-1-8 9-1-0 J = 112/0-1-8 9-1-0 Max Horz 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/defi Ud PLATES GRIP TC 0.37 Vert(LL) -0.01 1 n/r 120 MT20 2441190 BC 0.04 Vert(TL) -0.02 1 n/r 80 WB 0.04 Horz(TL) 0.00 H hire n/a (Matrix) Weight: 40 lb TOP CHORD D-E =-22/106 E-F =-22/102 F-G = -16/52 G-H = -41/43 H-I = 0/26 BOTCHORD B-N = 0r72 M-N = 0r72 L-M = 0/72 K-L = 0172 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=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) 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 ANSIrrP1 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 C James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNINO - VerVy design parameters and READ NOTES ON THIS AND INCLUDED 11UTEE REFERENCE PAGE BIII 7473 BEFORE USE. Engineering Department j& 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. 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 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. Addtonal 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 Criteria, DSI-89 and BCSII Building Component (407) 857 2777 Safety Information avalable from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Qb FCK-R I R30 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:18 2016 Page 1 9.0-0 i 12-0-0 13.4-o 1-4.0 3-0-0 3-0.0 3-0-0 3: 1-0-0 Scale = 1:28.2 M L 6x6 = 6x6 = I H 2x4 II 2x8 // 2x6 \\ 2.4 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 FBC2007ITP12002 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 4-11-12 oc purlins, except end verticals. BOT CHORD 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) I =-2093(LC 5) Max Grav M = 388(LC 9) H = 388(LC 10) L = 3778(LC 1) I = 3778(LC 1) FORCES (Ib) - 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 BOT CHORD L-M =-86/117 K-L =-514/785 J-K =-646/1182 1-1 =-444/785 H-1 = -5/29 WEBS D-K =-426/626 CS1 DEFL in (loc) I/defl 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 n/a (Matrix) WEBS C-K =-684/1272 C-L =-2146/1211 D-J =-427/626 E-J =-684/1272 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=S.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) 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) PLATES GRIP MT20 244/190 Weight: 89 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Venih design parameters and READ NOTES ON THIS AND INCLUDED AITTEE REFERENCE PAGE 1NI-7473 BEFORE USE. Engineering Department 9411 Almm 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 6900 4 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 overal 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/TFII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety InfOFMC1Ban available from Truss Plate Institute, 5B3 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Fort King H1457699 FCK-R R31 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:18 2010 Page 1 1-4-0 468 7 A 2x6 = C 2x4 = F 2x4 11 Scale = 1:20.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi L/d 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 Incr 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 = 509/0-1-8 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 =-485/214 E-F =-324/233 BOTCHORD B-G=-214/485 F-G =-214/485 WE WEBS C-G = 0/167 NOTES (7-8) i 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 chord live load nonconcurrent with any other live loads. August 11,20 WARNING - 9e fy design parametars and READ NOTES ON THIS AND INCLUDED AIITEE REFERENCE PAGE AID-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design is based only u 9411 Alcom Sl. g yy Pon parameters shown, and for an individual building component. Houston, TX 77093 Applicability of design parometers 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. erector. Additional permanent bracing of the overall structure is the msponsblity of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage. delivery, erection and brocing, consult ANSI/TPI1 Quardy Criteria, DSB-89 and SC311 Building Component (407) 857 2777 Sally Information ovalabla from Truss Plate Institute, 583 D'Onomo Drive, Madison, WI 53719. 7 Job Truss Truss Type Qty 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&2 136-4 20.36 27-0-8 2&2-0 69-2 Cr9.2 6.9.2 69-2 2-1-8 r. 1 Scale = 1:60.7 45 = I ' I H 3x4 = 3x5 = 3x4 = 06 = 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 BOTCHORD 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 puriins, except end verticals. BOTCHORD 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 = 130710-1-8 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 =-139/11 F-G = -19/15 H-M =-69111039 L-M =-2631264 G-L =-268/268 BOTCHORD A-K =-1993/2521 J-K =-137911774 1-J =-1379/1774 H-1 =-793/1065 WEBS B-K =-471/550 D-K =-333/699 D-I =-897/742 E-1 =-338/802 E-H =-1421/1057 CS1 DEFL in (loc) I/deft TC 0.95 Vert(LL) 0.22 A-K >999 BC 0.87 Vert(TL) -0.56 I-K >607 WB 0.87 Horz(TL) -0.19 M 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 ANSIIrPI 1 angle to grain formula. Building designer should verity 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 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 11,201 WARAilly6 - Vw1h design parameters and READ NOTES ON TBIS AND INCLUDED WTER REFERENCE PAGE AW-7473 BEFORE 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) 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 ovalable from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type 1"'y Ply Fort King H1457701 FCK-R R33 MONO HIP 1 1 Job Reference tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:18 2010 Page 1 0 7-3.2 7-3-z 7-3-2 7-3-z D- -8 13 Scale= 1:57.1 4x5 = 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 FBC2007/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 GOT 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 2-7-6 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 =-2061230 G-L =-209/232 BOT CHORD A-K =-1970/2491 J-K =-1310/1677 I-J =-1310/1677 H-I =-665/853 WEBS B-K = 480/557 D-K =-4401756 D-I =-883/777 F-I = -491 /894 F-H =-1321/1039 CS] DEFL in (loc) I/deft 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 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) 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. 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 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 164 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, Y WARMIMe - Verify design parameters and READ NOTES ON 7WS AMD INCLUDED BOTEE REFEWENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design vdid 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) 591 890o 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. 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 -lz 4-Cr8 5-7.0 9.1-0 j-4-0 4-6-8 1-0-8 3-GO Scale = 1:20.0 2x8 = C 2x6 = 3x6 11 4.50 12 D E T2 T3 T1 WI W2 B B1 A G 1.5x4 II 2x6 = F 57-0 3x5 I I 9.1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 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/TPI2002 (Matrix) Weight: 34 lb LUMBER 5) Refer to girder(s) for truss to truss connections. TOP CHORD 2 X 4 SYP No.2 6) "Semi -rigid pitchbreaks with fixed heels" Member end BOT CHORD 2 X 4 SYP No.2 fixity model was used in the analysis and design of this WEBS 2 X 4 SYP No.3 truss. BRACING TOP CHORD 7) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied or 6-0-0 oc and sheet for more information. puriins, except end verticals. 8) NOTEE:: 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 Horz B = 161(LC 6) Max Uplift F =-224(LC 7) B =-372(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/26 B-C =-452/191 C-D =-3431169 D-E =-360/187 E-F =-249/194 BOT CHORD 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. 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 11,20 0 9 chord live load nonconcurrent with any other live loads. WARNING - Vert fg design P=r¢meten and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 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,on, 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. 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 ANSVTFII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, S83 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457703 FCK-R R35 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:19 2010 Page 1 5Fi0 8-2-0 1-4-0 6-5-0 2-8.0 -111-0 A 3x5 = D Scale = 1:19.7 1 6x6 II 1.5x4 I E F 0 N 5x7 = G 410 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 FBC2007ITP12002 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 TOPCHORD Structural wood sheathing directy, 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 Harz B = 196(LC 5) Max Uplift B =-1723(LC 5) G =-1571(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/31 B-C =-4823/2687 C-D =-3067/1740 D-E =-2914/1695 E-F = -all3 F-G = -27/30 BOT CHORD B-I =-2559/4407 H-I =-2559/4407 G-H =-4221716 WEBS D-H =-479/872 E-H =-163712862 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. 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) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/defl L/d TC 0.65 Vert(LL) 0.10 H-I >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 pat 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-D=-70, D-E=70, E-F=-70, B-G=553(1`=-533) PLATES GRIP MT20 244/190 Weight: 55 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - Verify design pammeters and READ NOTES ON TRIS AND INCLUDED ffiITEK REFERENCE PAGE NII--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 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. Fort Scale = 1:20.6 1 FCK-R I R36 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:19 2010 Page 1 -L4-0 4-10-12 9-9-8 1-4-0 4-10-12 - 4-10-12 1 2x6 = D _ I H G _ 2x4 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 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 Horz B = 87(LC 6) Max Uplift F = -79(LC 7) B = -237(LC 6) H = -54(LC 2) 1 = -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 = 0126 B-C = -46/48 C-D =-32/103 D-E =-38/109 E-F = -28/57 BOT CHORD B-1 = -1154 H-1 = -1/54 G-H = -1/54 F-G = -1/54 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-1 =-2171228 E-G =-2581289 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) 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 11,201 WARwnwi - verw design parameters and READ NOTES oN T87s AND INCLUDED MITES RwrERmircz PAGE AM-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 B 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 Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1711 Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 53719. Type I City Ply I Fort King H1457705 FCK-R I R36A (MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M fek Industries, Inc. Tue Aug 1013:56:20 2010 Page 1 fi-11-10 13-11-4 20-10-14 27-10.8 2�2-0 6-11-10 6-11-10 6.11-10 8.11-10 1-38 H d 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/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 3-2-8 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 = 1134/0-1-80-3-8 J = 1194/0-1-8 0-4-0 O = 265/0-1-8 0-3-8 Max Horz 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-O =-2311234 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 3x4 = 3x5 = 3x4 = 2x6 1.5x4 I I CSI DEFL in (loc) I/deft Ud 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 O n/a n/a (Matrix) WEBS D-M =-562/834 B-M =-435/511 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) O considers parallel to grain value using ANSIfrPI 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 August 11, WARNDVG . V-(& design parameters and READ NOTES ON ME AND ➢PCLUDED MTER' REFERENCE PAGE MdA473 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 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, 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 Qty Ply Fort King H1457706 FCK-R R37 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:20 2010 Page 1 -1-4-D 410.12 8.3.8 1 ao 410.12 3-4-12 1 s a 2x4 = C 4.50 12 Scale = 1:21.2 1 T1 B A 3x5 % T2 B1 a-a�a axs 3x9 11 = D E T3 N O Li H F G 1.5x4 II s-1-a � s-s•a � LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.12 B-H >907 240 MT20 2441190 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/TP12002 (Matrix) Weight: 34 lb LUMBER 4) This truss has been designed fora 10.0 psf bottom TOP CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live loads. BOP CHORD 2 X 4 SYP No.2 5) "Semi -rigid pitchbreaks with fired heels" Member end WEBS 2 X 4 SYP No.3 fixity model was used in the analysis and design of this BRACING TOP CHORD truss. 6) NOTE: Refer to attach Trussway Notes, Appendices Structural wood sheathing directly applied or 6 0.0 oc Stt S 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 Harz 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 =-174/360 F-GWE =-174/360 WEBS D-H =-202/268 NOTES (6-7) 1) Unbalanced roof live toads have been considered for this James K Meade, P.E. design. 2) 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 ;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 11,20 C A WARNLNO - 9erj jy design pamineters and READ NOTES ON THIS AND I111MUDED MM'SS REFERENCE PAGE JW 7473 BEFORE VSX Engineering Department 9411 Alcorn St. Design valid for use only with Wek 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, consu8 ANSIITP11 Quality Cdfeda, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Informafion available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Truss R37A HIP Qty Ply Fort g 1 1 Kin H14577071 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:20 2010 Page 1 -1-4-0 s-s-o 13-0-0 1 1s-s-o za-ao 2a3-a � 1.4-0 6.6.0 8-rr0 8-60 N dip Scale = 1:59.8 I 3x6 5; J 1 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 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 OTHERS 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 4-7-10 oc bracing. WEBS 1 Row at midpt H-I, F-J REACTIONS (Ib/size) B = 1258/0-1-8 0-4-0 J = 1115/0-1-8 0-4-0 O = 335/0-1-8 0-3-8 Max Harz 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 = -28139 N-O =-277/272 H-N =-296/292 BOT CHORD B-M =-1759/2225 L-M =-1178/1485 K-L =-1178/1485 J-K =-6571798 I-J = -28/26 WEBS F-J =-126211033 F-K =-433/776 E-K =-695/616 CSI DEFL in (loc) I/defi L/d TC 0.93 Vert(LL) 0.15 B-M >999 240 BC 0.74 Vert(TL) -0.34 B-M >895 180 WB 0.54 Horz(TL) 0.25 0 n/a n/a (Matrix) WEBS E-M =-414/703 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. 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) O 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 244/190 Weight: 155 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARNING - D'srtfg design parnmst—and READ NOTES ON 77US AND INCLUDED EDTEE REFERENCE PAGE AW--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. 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 5850 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 ov010ble from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. I I 1 H14577081 R38 ISPECIAL I1 I 1 Job Reference (optional) FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:20 2010 -1-4-0 4-10.12 9-&8 1-40 a-10-1z 1-4.1z 3.6-o 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 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 puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 507/0-1-8 0-4-0 G = 451/0-1-8 G-4-0 Max Horz B = 164(LC 6) Max Uplift B =-375(LC 6) G =-286(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-4261180 C-D =-353/219 D-E =-318/166 E-F =-209/149 BOT CHORD B-H =-1831333 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. 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. 2x4 = C CSI DEFL in (loc) I/deft 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 Scale = 1:21.2 1 G PLATES GRIP MT20 2441190 Weight: 36 lb Z5�Z-� -\' James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 ® wARNM - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE MZT-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design isbased 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/TPI7 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 g H1457709 FCK-R R38A MONO HIP 1 1 Kin Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:21 2010 Page 1 -1-4-0 6-1-4 12-2-8 18.312 245.0 293-8 1-4-0 61-4 8-13 8.1-4 61-4 410.8 H o O Scale = 1:53.4 I I 3x8 = ,•, � ,• J I 3x4 = 3x5 = 3x4 = 5x4 = 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 OTHERS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 3-7-5 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 1 Row at midpt G-J, F-J REACTIONS (lb/size) B = 1224/0-1-8 0-4-0 J = 1340/0-1-9 0-4-0 0 = 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 =-108142 G-H = -2/4 1-0 = O/7 N-0 =-138/137 H-N =-1431142 BOT CHORD B-M =-1688/2152 L-M =-1171/1497 K-L =-1171/1497 J-K =-636/803 1-J = -4/2 WEBS G-J =-375/370 F-J =-1117/880 F-K =-4271771 E-K =-718/637 E-M =-351/615 CSI DEFL in (loc) I/deft 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(rL) 0.08 O n/a n/a (Matrix) WEBS C-M =-379/439 NOTES (137) 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 atjoint(s) 0 considers parallel to grain value using ANSIrrPI 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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verlfy design panzmetsrs arrd READ NOTES ON THIS AND INCLUDED mrTEE REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on upon arameters shown, and is for an individual building component. Hots ton,AlcT St. 9 Y 9 IY P 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 brocing to insure stability during construction is the responsibility of the 8850 Tmvs ay Blvd. IRUSSM 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/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 Type Qty Ply Fort Kin TR'39% H1457710 FCK-R HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:21 2010 Page 1 1-40 5-4-8 &3-8 9.9-8 r 1� 5.4-8 2-11-0 1S0 Scale = 1:20.9 3x4 2x6 = 1.5x4 I I C D E 3x5 11 T2 � F 4.50 T3 A T1 W1 a B A B1 1 G 1.5x4 II 3x4 II 2x8 = H 1.5x4 11 9.1-8 9� Plate Offsets Q -2-1 d 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 0.72 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 FBC2007rrP12002 (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 & MWFRS for reactions shown; SdStructural wood sheathing directly applied or 6-0-0 oc s St Lumber DOL=1.33 plate grip DOL=1.33 riexcept 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 Hor rz B 178(LC 6) 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the Max Uplift B =-377(LC 6) truss component design shown. H =-278(LC 5) LOAD CASE(S) Max Grav Standard B = 507(LC 10) H = 451(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = B-C =-3161212 =-259l181 D-E _-316/212 -259 IC-D A' E-F =-298/174 F-G =-157/87 BOT CHORD B-1 =-164/266 H-1 =-1541259 G-H =-154/259 wEes James K Meade P.E. C-I =-94/159 E-H =-143/154 � 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 - 9er{ 9 design p--tera and READ NOTES ON TJUS AND INCLUDED JUTEK REFERENCE PAGE JIW-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 4 for an individual building component. Houston, TX 77093 ApplicabTty 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 qqzoor fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-99 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. ype Qty Ply Fort King H1457711 HIP 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:21 2010 Page 1 7-5-11 14-11-5 22-5.0 2&3-8 1-4-0 7-5.11 7-5.11 7-5.11 8.10.8 6 =1:52.1 3x7 � H 1.Sx4 // 3x4 = 3xS = 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 ]nor 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 2-8-8 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-I, F-H REACTIONS (lb/size) H = 1301/0-1-9 0-4-0 B = 1412/0-1-11 0-4-0 Max Horz B = 696(LC 6) Max Uplift H =-871(LC 4) B =-858(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2905/1430 C-D =-2056/1028 D-E =-1890/1052 E-F =-10971572 F-G = -15/8 G-H =-228/211 BOTCHORD B-L =-1863/2615 K-L =-1888/2522 J-K =-1240/1706 1-1 =-1240/1706 H-1 =-556/813 WEBS C-L = 0/333 C-K =-760/657 E-K =-221/558 E-I =-1044/856 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/deft L/d TC 0.86 Vert(LL) 0.19 K-L >999 240 BC 0.68 Vert(TL) -0.35 K-L >994 180 WB 0.72 Horz(TL) 0.10 H n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.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: 167 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNIIIrG - Verify design p--t— and READ NOTES ON IMS AND INCLUDED bDTEE REFERENCE PAGE MZF-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 Aicom 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 supportof individual web members on Additional temporary bracing to insure stability during construction is the responsibility of the 88500713) Trussway 8900 N• Por�Y 9 riY 9 P N 8850 Trussway Blvd. TRWSW 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/TPII quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofnc Drive, Madison, WI 53719. 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 MlTek Industries, Inc. Tue Aug 1013:56:22 2010 Page 1 -1-4-0 6.9-11 1&7-5 I 20-5-0 2410.4 28-3.8 1-4-0 8-9-11 6911 6-9-11 454 45.4 .—r; 3x4 = F G Scale = 1:52.5 H I I 4x5 — � 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 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 2-11-15 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt H-1, E-J, G-1 REACTIONS (lb/size) .l = 1301/0-1-9 0-4-0 B = 141210-1-110-4-0 Max Horz B = 639(LC 6) Max Uplift I = -862(LC 4) B = -862(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-2840/1498 C-D =-2453/1260 D-E =-2300/1275 E-F =-1209/655 F-G =-1044/682 G-H = -10/1 H-1 =-127/118 BOT CHORD B-L =-1877/2566 K-L =-1310/1837 J-K =-1310/1837 1-1 =-429/618 WEBS C-L =-454/517 E-L =-291/702 E-J = -991 /833 F-J = 0/156 G-J =-554/884 G-1 =-1263/886 CSI DEFL in (loc) I/deft TC 0.81 Veit(LL) -0.20 J-L >999 BC 0.92 Vert(TL) -0.59 J-L >585 WB 0.77 Horz(rL) 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 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 167 lb i WARNING - Firmly design panamet— and READ NOTES ON THIS AND INCLUDED MITER 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 on individual building component. Applicobirity, 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 regardng fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteda, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, W 153719. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department 9411 Aloom St. Houston, TX 77093 (713) 691 6900 TRUSOM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King H1457713 FCK-R R41 MONO HIP 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:22 2010 Page 1 12-3-5 18-SA 23-10:4 2938 1-4-0 f31-11 6.1-11 61-11 5-5-4 Scale = 1:51.9 e 4x6 = F 3x4 = 1.5x4 II G H J 3x7 3x4 = 3x5 = 4x7 I I US= 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 3-2-2 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 = 1412/0-1-110-4-0 Max Harz B = 581(LC 6) Max Uplift I = -854(LC 4) B = -861(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 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 =-1376/1988 J-K =-1376/1988 1-1 =-570/808 WEBS C-L =-439/491 E-L =-196/535 E-J =-888/741 F-J = 01225 G-J =-4661785 G-1 =-1317/947 CSI DEFL in (loc) I/defl L/d TC 0.70 Vert(LL) -0.32 I-J >999 240 BC 0.98 Vert(TL) -0.83 I-J >417 180 WB 0.98 Horz(TL) 0.09 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 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 11,2011 WAIMNG - V-ii fy design parameter. and BEAD NOTES ON THIS AND INCLUDED MJTER REFERENCE PAGE M1r 7473 BEFORE USE. Engineering Department Design valid for use only with Mirek connectors. This design is based on u 9411 Alcom 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 only. Additional temporary bracing to insure stability during construction is the responsibility of the TRLSSW 8850 Trussway BWd. erector. Additional permanent bracing of the overall structure is the responsibility of the buildng 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 Informa8on available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City Ply Fort King H1457714 FCK-R R42 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 13:56:22 2010 Page 1 SS11 10.11-5 16-SO 22-10.4 29-3.8 SS71 SS11 SS71 &5.4 6-5.4 Scale = 1:50.4 5x5 2x4 I I 3x4 = 4.50 12 E F G 1.5x4 // D 3x5 W1 W5 1.5x4 C B A K J I 4x5 = H 9.9.3 4x8 = 3x5 = 3x4 = 1 P-F-S 4x7 11 24:�8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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. 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 3-2-11 oc members and forces & MWFRS for reactions shown; purlins, 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. H = 1304/0-1-9 04-0 5) NOTE: Refer to attach Trussway Notes, Appendices A = 1304/0-1-9 0-4-0 and T-1 sheet for more information. Max Horz 6) NOTE: The seal on this drawing indicates acceptance 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 BOT CHORD A-K =-1897/2646 J-K =-101211495 !/%y I-J =-1012/1495 H-1 =-726/1059 WEBS B-K = 432/493 D-K = 472/545 E-K =-937/1229 E-1 =-354/404 James K Meade, RE. F-I =-289/627 F-H =-1470/1019 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 0 WARNIM - verVy design parameters and READ NOTES ON THIS AND INCLUDED METER REFERENCE PAGE IM-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. Houston, on,AlcT St. Applicability of design parameters and proper incorporation of component is responsibility Houston, TX 77093 pp y g pa p p rp po ng to i su 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/TPII Quality Criteria, DSB-B? and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job FR43 Truss Type Oty Ply Fong H1457715 FCK-R 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 s3-e 10-7-0 1B-o-4 zSss 53.8 S38 7-54 7-54 � Scale = 1:44.2 2x4 5x5 C 1.5x4 II D 4x5 = E Jxa — 3x4 = 3x5 = 3x10 = 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 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 4-9-2 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 Horz 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 =-1158/766 D-E =-1158/766 E-F =-1072/770 A-J =-188/176 BOT CHORD I-J =-1036/1338 H-I =-893/1273 G-H =-893/1273 F-G = -15/23 WEBS B-I = 01264 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(Q -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 ® WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED BQTEE REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department AlcDesign valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 on, T St. Houston, 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 698900 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/7111 Qualify Criteria, DSB-89 and BCS11 SuIlding Component (407) 857 2777 Safety Information available from Truss Plate institute, 583 D'Onofno Drive. Madison, WI 53719. Truss H145771 FCK-R R44 MONO HIP 1 t Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:23 2010 Page 4-3-8 8.7-0 142-8 19-11}0 25-58 i 4-3-8 438 5-7-8 5.7-8 5-7-8 1.5x 46 = 4.50 i12 C 3x4 = 3x5 = 3x4 = D E F Scale = 1:45.1 1 1.5x4 II G 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 FBC2007frPI2002 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. BOTCHORD 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 Horz L = 244(LC 6) Max Uplift H =-737(LC 4) L =-653(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-122f70 B-C =-1524/930 C-D =-1379/922 D-E =-1325/840 E-F =-1325/840 F-G = -24/7 G-H =-166/156 A-L =-1541134 BOTCHORD K-L =-963/1230 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-1 =-352/356 F-I =-252/565 F-H =-1357/936 B-L =-1466/916 CSI DEFL in (loc) I/deft TC 0.47 Vert(LL) -0.12 K-L >999 BC 0.68 Vert(TL) -0.32 K-L >930 WB 0.68 Horz(TL) 0.06 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 Ud 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 August11 wARNnw - Ve fy design Pamau tern and READ No7&s GN TRB AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mrrek connectors. This design isbased 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 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/TPn Qualily Criteria, OSB-89 and BCSII Building Component (407) 857 2777 Safety Intonnaffon available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Type Oty Ply 7,uss Tuss FJobReference H1457717 FCK-R PECIAL 1 1 o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:23 2010 Page 1 _1 9-8 5.9-8 8-3-8 63-8 6.3.8 Scale = 1:44.5 3x4 = _ Sx6 3x5 = 2x4 II 4.50 12 3x4 = C D E F G 3x5 = 3x5 I I A B ELI L K J I H 3x4 = 3x4 = 6.7-0 3x5 = 3x4 = 'IE-0-4 3x5 = 75-58 � LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 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 FBC2007/TPI2002 (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. II; 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 members and forces & MWFRS for reactions shown; purlins, 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 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. L = 1132/0-1-8 0-4-0 5) NOTE: Refer to attach Trussway Notes, Appendices H = 1132/0-1-8 0-4-0 and T-1 sheet for more information. Max Horz 6) NOTE: The seal on this drawing indicates acceptance 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 =-1271107 B-C =-186/206 C-D =-1421/943 D-E =-38/1/1024 E-F =-188/17724 F-G = -38/12 G-H =-188l177 BOT CHORD �J K-L =-940/1406 J-K =-1218/1813 ' I-J =-1218/1813 H-1 =-912/1350 WEBS C-K =-121/492 D-K =-469/378 D-1 =-247/315 F-1 =-182/560 James K Meade, P E. F-H =-1573/1077 C-L =-1508/805 Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11120 0 WARNING - Trerify design Parameters and READ NOTES ON THIS AND INCLUDED MrTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 94`1Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Houston, on,AlcT S<. Applicabilityof design parameters and proper incorporation of component is responsibility of building designer not Truss designer. Bracing shown Houston, 6977093 9 P Pr P rP P P N 9 9 9 9 8850 6e1 89a0 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 Ortando, 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. III C 0 0 Job Truss Truss Type Qty Ply Fort King H1457718 FCK-R R46 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 1-1-8 2-9-8 4-7-0 11-6.8 18.6-0 2SS8 1-1-8 1-8.0 1-9-8 6.11-8 8-11-8 6.11-8 Scale = 1:45.3 4.50 12 4x8 = 1.5x4 I I 3x5 = 3x8 = 24 I I 3x5 = 3x5 = D E F G H 2x6 g A o C N N VIL. K J 3x4 = 1.5x4 II 4-7.0 3x5 3x8 = 1.5x4 I 11-B-9 i 18-6-0 3x5 = 2SS8 I I Plate:0- -8 0-2-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.17 J-K >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.28 J-K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 1 n/a n/a BCDL 10.0 Code FBC2007ITP12002 (Matrix) Weight: 137 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 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 or 3 3 12 oc Stt members and forces & M WFRS 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 5-0-7 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 G-I 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 I = 1132/0-1-8 0-4-0 and T-1 sheet for more information. N = 1132/0-1-8 0-4-0 6) NOTE: The seal on this drawing indicates acceptance Max Horz of professional engineering responsibility solely for the N = 80(LC 6) truss component design shown. Max Uplift I =-721(LC 4) LOAD CASE(S) N =-695(LC 4) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -92/91 B-C = -42/62 C-D = -26158 D-E =-2261/1458 E-F = -458 F-G =-2/1458 G-H = -47/30 47/30 H-i =-210/10/199 A-N =-149/157 BOT CHORD M-N =-874/1322 L-M =-872/1327 K-L =-872/1327 J-K =-1167/1827 James K Meade, P.E. I-J =-1167/1827 WEBS Florida P.E. No. 16015 D-M = 0/246 D-K =-683/1032 9411 Alcorn Street E-K =-506/487 G-K =-322/479 Houston, TX 77093 G-J = 0/294 G-1 =-1976/1262 D-N =-1591/954 August 11,20 WARNING - verify design p--t-. and READ NOTES ON THIS AND D7CLUDED WTEK 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 B 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/TPf1 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 H1457719 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 1 5-9-4 - 1 19- 5-8 11-0 4-10.4 6.11-8 19-V 5-9.4 Scale = 1:44.5 4.60 12 3X5 = 24,11 3x5 = B C 3x4 = 3x5 3x5 = D E F 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 puriins, 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 = 1132/0-1-8 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 =-247911495 F-G = -57/18 G-H =-168/157 A-L =-178/162 BOT CHORD K-L =-1344/2020 J-K =-1896/2897 1-J =-1896/2897 H-1 =-133712024 WEBS F-H =-2161/1446 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 Ud 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 HOIz(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. 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) 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 Y WARNING - verify design parameters aM READ NOTES ON TRIS AND INCLUDED MITER RrrarAENCE PAGE MU-7473 B&AORE USE Engineering Department Design valid for use only with MRek 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 7T7093 (713)91 8900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 "'we Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa 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 PlyIJ Fort King H1457720 FCK-R R48 SPECIAL 1 ob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:24 2010 Page 1 sal 101-1a 1s310 zas7 zss8 S0.1 51-13 51-13 51-13 i S0.1 Scale = 1:43.7 4x5 = 6x7 = 4x5 = 5x7 = 5x12 M720H WB = 48 = 2x4 I I rA B C D E F G 0 a 0 b N M L K J T I H 3x7 I I 48 = 5x7 = 4x5 = 6x7 = 5x12 MT20H WB = sal 1n-1-14 4x5 = ts3 1D 90-5.7 zsse Plateffse -3-3 0- -1 -3 0- - F:0. 0- - -3-4 -0 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud 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(TL) 0.16 H n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (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); SOT CHORD 2 X 4 SYP No.1 TCDL=5.Opsf; BCDL=S.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 0-0-0 to WEBS 25 5-8 1 Row at midpt E-I, 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 = 158110-1-14 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 li 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 = -91/56 G-H =-162/149 Regular. Lumber Increase=1.25, Plate Increase=1.25F-G 1) rn Loads 11 BO CHORD Vert: Vert: A-G=-70, H-N=-56(F=36) H-N > M-N = -57/92 L-M =-2211/3595 M-N K-L =-3346/5441 J-K =-3346/5441 I-J =-3346/5441 H-1 =-2211/3596 James K Meade, P.E. A-M -M =-2294/3732 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 11,20 WARNING • Verify design Parameters and READ NOTES ON 77US AND Ma UDED AUTEA: REFERENCE PAGE AW-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 7 9 Y 9 H Po P n9 P Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (/13) 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. 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/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. Truss Truss Type Qty IPly Fort King H1457721I FCK-R I R49 IMONO TRUSS 1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:24 2010 Page 7-3-8 143-4 21-10.8 29-2-0 r 7-3-8 6-11-12 7-7-4 ro d 4x5 = 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 2-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-10 oc bracing. WEBS 1 Row at midpt G-H, F-H REACTIONS (lb/size) A = 1286/0-1-8 0-3-8 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 =-2735/1325 B-C =-2407/1141 C-D =-2318/1164 D-E =-1323/544 E-F =-1155/568 F-G =-112/47 H-M =-769/1104 L-M =-200/223 G-L =-2021225 BOT CHORD A-K =-196112479 J-K =-1332/1711 I-J =-1332/1711 H-1 =-6611838 WEBS B-K =-465/538 D-K =-4281722 D-I =-8721774 F-I =-5171927 F-H =-1311/1046 3x5 = Scale = 1:72.3 3x5 = 2x4 II 4.50 12 G L M 13 K J I H 3x4 = 3x5 = 3x4 = 4x7 = CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.82 Vert(LL) 0.26 A-K >999 240 MT20 244/190 BC 0.89 Vert(TL) -0.63 H-1 >548 180 WB 0.81 Horz(TL) -0.11 M n/a n/a (Matrix) Weight: 163 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Bearing atjoint(s) M considers parallel to grain value using ANSI/fPI 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 ""I,? �_ L_ James K Meade,.P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARMNG - Verify design parameters and READ NOTES ON THrS AND INCLUDED MITER REFERENCE PAGE bffi-7473 BEFORE 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 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 Blvtl. TROSM 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 BCSIt 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 H1457722 FCK-R R50 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1017:02:00 2010 Page-1 1-4.0 45-0 Scale = 1:13. C 4.50 12 T1 M r T� B d� of A B1 2x3 = D o-s-D 4-s-D ' oao 3.11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L!d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 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/TPI2002 (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); BOT CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; 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. "Semi C anic 124lMechanical 4) -rigid pitchbreaks with fixed heels" Member end B = 309/0-1-8 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 = 124(LC 1) 309(LC 1) LOAD CASE(S) Standard D = 82(LC 2) � FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD James K Meade, P.E. A-B = 0/26 B-C = -68/37 BOT CHORD Florida P.E. No. 16015 B-D = 0/0 9411 Alcorn Street Houston, TX 77093 August 11,20 ( WARNUNG - Verify design parameters and READ NOTES ON THIS AND UNMVDED MUTES REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alwin 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 siability during construction is the responsibility of the 8850 Trussway Bhd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quardy Criteria, DSB-89 and 110511 Building Component (407) $57 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 67-7 D E Scale =1:27.1 31 J I H G F 1.5x4 II 3x4 = 1.5x4 II 1.5x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 HOrz(TL) -0.00 E n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix). Weight: 38 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD BOT CHORD 2 X 4 SYP No.3 H-1 = 0/0 G-H = 0/0 WEBS 2 X 4 SYP No.3 F-G = 0/0 OTHERS 2 X 4 SYP No.3 WEBS BRACING B-1 =-149/164 C-H =-146/162 TOP CHORD D-G =-107/118 A-1 = -0/247 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. NOTES (8-9) BOT CHORD 1) Wind: ASCE 7-05; 140mph (3-second gust); Rigid ceiling directly applied or 10-0-0 oc bracing. TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C REACTIONS (lb/size) Interior(1) zone; cantilever left and right exposed ;C-C for E = 110-1-8 6-7-7 members and forces & MWFRS for reactions shown; J = 66/0-1-8 6-7-7 Lumber DOL=1.33 plate grip DOL=1.33 F =-2/0-1-8 6-7-7 2) Truss designed for wind loads in the plane of the truss 1 = 192/0-1-8 6-7-7 only. For studs exposed to wind (normal to the face), see H = 18610-1-8 6-7-7 Standard Industry Gable End Details as applicable, or G = 141/0-1-8 6-7-7 consult qualified building designer as per ANSIIrPI Max Harz 1-2002. J = 186(LC 6) 3) Gable requires continuous bottom chord bearing. Max Uplift 4) Truss to be fully sheathed from one face or securely E _ -1(LC 6) braced against lateral movement (i.e. diagonal web). F = -5(LC 2) 5) Gable studs spaced at 2-0-0 oc. I =-304(LC 6) 6) This truss has been designed for a 10.0 psf bottom H =-142(LC 6) chord live load nonconcurrent with any other live loads. G = 101(LC 6) 7) "Semi -rigid with fixed heels" Member end Max Grav fixity model was used in the analysis and design of this s used in t E = 1(LC 1) truss. J = 182(LC 6) 8) NOTE: Refer to attach Trussway Notes, Appendices I = 192(LC 1) and T-1 sheet for more information. H = 186(LC 1) 9) NOTE: The seal on this drawing indicates acceptance G = 141(LC 1) of professional engineering responsibility solely for the James K Meade, P.E. truss component design shown. FORCES (lb) - Maximum Compression/Maximum Tension Florida P.E. No. 16015 TOP CHORD LOAD CASE(S) 9411 Alcorn Street A-B =-178/28 B-C =-115/24 Standard Houston, TX 77093 C-D = -51/23 D-E = -15/0 A-J = -174/0 BOTCHORD I-J = -18610 August 11,20 Y WARNING - 9a N design pa to and READ NOTES ON THIS AND INCLUDED MI7'F,S REFERENCE PAGE MU V473 BEPORE USE. Engineering Department 9411 goith Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indHouston, vidual building component. St. Houstoon,n, T77093 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/TPII Qualify Criteria, DSB-89 and SCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, W153719. k k 1 LI k I I FCK-R I R52 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.2 BOT CHORD 2 X 4 SYP N0.2 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 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 = -93/88 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. Type ) HIP H1 1 I 1 IJob Reference (optional) 7,140 s Oct 1 2009 MITek Industries, Inc. Tue Aug 10 4-9-11 2-9-8 d Sr1 57 3} G F E 1.5x4 II 3x4 = 3x4 = CSI DEFL in (loc) I/deft Ud TC 0.30 Vert(LL) n/a n/a 999 BC 0.13 Vert(TL) n/a n/a 999 WB 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 ANSIrrPI 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 nonconcurent 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 Page 1 Scale = 1:47.0 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 WAMMG - Verify design pa-tem and READ NOTES ON TBIS AND INCLUDED MTEB REFFRWCE PAGE AID 7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. Design valid for use only with M1ek connectors. This design is based any upon parameters shown, and Is for an indvidual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsblity 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. 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/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 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 1013:56:25 2010 Page 1 7-3-8 747-0 21-10-8 29-2-0 7.38 7-3.8 7-3-8 7-38 4.50 12 Scale = 1:60.8 T 3 = S R 3x5 Q P N O M L K J 3x5 I % H G 5 6 E F S S 3 4 D S7 10 S 1 C ��� Sri B A Vr I AQ I4 N 3x4 = V AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA Z Y X W 8-4-0 3x5 = 1fi-8-n 3x5 = 250.0 232-0 I { Plate Offsets Y -IE�0-1-11,0-1-811 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 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 n/a 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 =-340117 BOT CHORD AF = -90(LC 6) O-P =-301/17 P-Q =-260117 Rigid ceiling directly applied or 6-0-0 oc bracing. AE = -90(LC 6) Q-R =-218/16 R-S =-182120 WEBS AD = -90(LC 6) S-T =-171/40 T-U = -81/32 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 AN -AO= -1/1 A = 14510-2-1425-2-0 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 = -111 AO = 392/0-2-14 25-2-0 Max Grav AI-AJ = -1/1 AH-AI = -1/1 AN =-22/0-2-14 25-2-0 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 = 121/0-2-1425-2-0 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/ 4 25-2-try AI = 120(LC 1) T-W =-274/305 B-AO =-273/322 AE = 1 2f1425-2-U AH = 120(LC 1) C-AN = -5114 D-AM =-109/119 AD = 20 2- 4 25-2-0\ 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 = 121/0-2-14 25-2-0 AE = 120(LC 1) J-AG =-931103 K-AF =-93/103 Z = 122/0-2-14 25-2-0 AD = 120(LC 1) L-AE =-93/103 M-AD =-931103 Y = AC = 120(LC 1) O-AC =-93/103 P-AA =-94/104 X = JaMe.,kJf4k%gde, P.E. AA = 121(LC 1) Q-Z =-97/107 R-Y = -80/89 AQ = F1dffftRffl;W0.'16015 z = 122(LC 1) S-X = -15/16 Max Horz 9411 � QrijStreet A i L Y = x = 113(LC 1) 1o(LC 1) o Max Uplift Hou 77093 AQ = 155(LC 1) W = AO =-330(LC 6) FORCES (lb) Maximum Compression/Maximum Tension August 11120 Continued on page 2 WARNM - Verify design Parameters and READ NOTES ON IMS AND INCLUDED MITES REFERENCE PAGE MR--7473 REPORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on u 9411 on, T 7 g only 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 5900 is for lateral support of individual web members only. Additional temporary bracing in insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRLMSM erector. Addtional 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/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 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 nonconcurrent with any other live loads. 6) Bearing at joint(s) AQ considers parallel to grain value using ANSI/1-PI 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 A, WARNING - Verify deaign parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with Mrlek 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/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 Alcom St. Houston, TX 77093 (713) 691 6900 TRUMM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Fort R54 TRUSS 1 1 1 H14577261 Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:26 2010 Page -1-4-0 7-3.14 1 :7-12 21-11-10 29-3-8 1-4.0 7-3-14 7-3.14 7314 7-3-14 �$ Scale = 1:59.6 1 N 0 d N 3x6 % ,•J 1 3x4 = 3x5 = 3x5 = 2.6 \\ 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 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD 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 = 124910-1-8 0-4-0 O = 219/0-1-8 0-3-8 Max Horz B = 889(LC 6) Max Uplift B =-689(LC 6) J =-874(LC 6) O =-231(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-237811008 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 BOT CHORD 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 =-7961743 G-K =-712/1072 G-J =-1186/1020 CSI DEFL in (loc) I/deft 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 =-457/524 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 atjoint(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 WARMNO - Ve design pammetere and READ NOTES ON THIS AND INCLUDED WTER 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) 891 6900 IRUSSM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 T91 6900swary 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 1CSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 90nofno Drive, Madison, WI 53719. Job FCK-R Trussway, Orlar d R55 Truss MONO TRUSS Truss Type �Qty Ply 1 Fort King Job Reference (optional) do, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:5E -1-40 7-3.14 147-12 21-11-10 29.3.8 1V0 7514 7-3-14 7-3.14 7-314 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 puriins, 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 (Ib/size) 1 = 1301/0-1-9 0-4-0 B = 141210-1-110-4-0 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 = 0126 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 BOTCHORD B-L =-198312543 K-L =-1333/1718 J-K =-1333/1718 1-J =-684/881 WEBS C-L =-487/552 E-L =-427/759 E-J =-886/777 G-J =-4951912 G-I =-1335/1041 CSI DEFL in (loc) I/dell L/d PLATES GRIP TC 0.81 Vert(LL) -0.21 W >999 240 MT20 244/190 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 2010 Pagel Scale = 1:56.8 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 i ® WARUZIM - Vsrifjy design parameters and READ NOTES ON TWS AND INCLUDED AQT'EX REFERENCE PAGE MU 7473 BEFORE VsE. Engineering Department Design valid for use only with M7ek connectors. This design 6 based on upon Houston, Alcorn St g y g y po parameters shown, and k 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 tracing 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/Ml Qualify 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 H145772 FCK-R R56 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 r3-0.0 -1-&0 7-3-14 147-12 21-11-10 29-3.8 1-4-0 1-8.0 7-3.14 7-314 7-3.14 7-3.14 1 o d Scale = 1:66.0 1 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 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 4-9-3 oc purlins, except end verticals. BOTCHORD 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 = 16810-1-8 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 (lb) - Maximum Compression/Maximum Tension TOPCHORD 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 BOT CHORD C-N =-702/330 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 =-280/651 H-J =-1071/865 CSI DEFL in (loc) I/defi TC 0.76 Vert(LL) -0.20 J-K >999 BC 0.75 Vert(TL) -0.52 J-K >590 WB 0.82 HOrz(TL) 0.05 J 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) 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 atjoint(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 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 173 lb z"�////' - ' � James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Vertfg design pammeters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE FAGS MD-7473 BEFORE URE. Engineering Department Design valid for use only Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, 9411 A com St. TX 77093 Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown (713) 691 e9o0 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. erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quenmnw Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consultANSI/TPI1 Quality Crileria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. E H1 FCK-R I R58 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:27 2010 Page 1 1 13 - 10. 6.1-14 61-14 6.1-14 6.1-14 L l aI 3 Scale = 1:56.8 1 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 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 purlins, 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 TOPCHORD A-K =-272/271 A-L = 0/0 A-B =-226/197 B-C =-1530f757 C-D =-1438/777 D-E =-9321398 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 =-463/741 D-H =-619/627 D-J = -351 /407 B-J =-171/402 B-K =-1498/567 CSI DEFL in (loc) I/dell TC 0.65 Vert(LL) -0.12 G-H >999 BC 0.66 Vert(TL) -0.32 G-H >956 WB 0.68 Horz(fL) 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) 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 L/d PLATES GRIP 240 MT20 2441190 180 n/a Weight: 165 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARND7G - 9'elt& design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE JW-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. 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/TPI1 Quality Criteria, DSB-89 and BCSI7 BuBding Component (407) 857 2777 safety Information avoilable from Truss Plate Irutitute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type �Qty Ply Fort King H1457730 FCK-R R59 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:27 2010 Page 1 3-6-0 10-g•13 18-Y11 25.5.8 r 3.6.0 7-313 7-3-13 7-3.13 1 K ,, n 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 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 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc puffins, 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 (lb/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 =-8631368 E-F =-113/63 F-G =-207/215 BOTCHORD J-K =-1133/1161 1-1 =-1018/1297 H-1 =-1018/1297 G-H =-558/736 WEBS B-K =-1497/720 B-J = 0/262 C-J = 01212 C-H =-604/563 E-H =-315/680 E-G =-1115/848 11, CSI DEFL in (loc) I/defi LJd PLATES GRIP TC 0.69 Vert(LL) -0.17 G-H >999 240 MT20 244/190 BC 0.73 Vert(TL) -0.45 G-H >676 180 WB 0.67 Horz(TL) 0.05 G n/a n/a (Matrix) Weight: 160 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 Scale = 1:60.2 0 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201 WARNING - Vertfg design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE JBtr-7473 BEFORE USE. Engineering Department 9411 Alcorn St. 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) 6916900 is for lateral support of individual web members only. Additional tempwary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. Mosm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qIZZOOF fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TN1 Quality 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 ' FCK-R Trussway, Orlando, FL 32824 Y r L H14577311 1 1 1 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:27 2010 Page 1 fi-2-0 12-7-3 19-0.5 25-5.8 62-0 &5-3 6-5-3 &53 Scale = 1:57.7 1 K J r, 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/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 4-4-9 oc purlins, except end verticals. BOT CHORD 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 (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-K =-1086/544 A-B =-13701558 B-C =-1573f718 C-D =-10481389 D-E =-905/409 E-F = -99/40 F-G =-181/187 BOTCHORD J-K =-541/31 1-1 =-890/1168 H-I =-890/1168 G-H =-484/639 WEBS A-J =-641/1604 B-J =-951/642 C-J =-290/329 C-H =-570/569 E-H =-4231774 E-G =-1077/820 CSI DEFL in (loc) I/deft 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. 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 N Y 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 11, ® WAMMNG - 9'erib design parameters and READ NOTES ON TMS AND INCLUDED MITES REFERENCE PAGE MIT--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 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 stricture is the responsibility of the bulding designer. Forgeneral guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery; erection and bracing, consull ANSI/711 QualBy CrBedo, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H14577321 FCK-R I R61 ISPECIAL I1I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:28 2010 Page 51 1 1- 5 10. 47-11 3-45 3.7-15 7-10.15 5-0.10 6.00 1.5x4 I Scale = 1:58.0 M 1 3x4 = 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 FBC2007/TPI2002 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. BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 1 Row at midpt H-I, G-1, G-,I, E-L, C-M REACTIONS (lb/size) 1 = 1132/0-1-8 0-4-0 M = 1132/0-1-8 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-I =-1311132 A-M =-78/110 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 =-102120 C-L = 0/329 C-M =-1461/700 CSI DEFL in (loc) I/deft L/d TC 0.95 Vert(LL) 0.26 J-L >999 240 BC 0.81 Vert(TL) -0.52 14 >586 180 WB 0.65 Horz(TL) 0.04 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 PLATES GRIP MT20 244/190 Weight: 170 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Y WARNMW - Ver (fy design parameters and READ NOTES ON TWS AND INCLUDED d47'EK REFERENCE PAGE AW-7473 BEFORE USE. Engineering Department Design valid for use only with M(fek 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 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. H1 FCK-R I 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 6-0-0 11-6-0 185.12 25-5.8 2-10.0 3-z-0 5-6-0 8-11-12 ,11-12 6.( Scale = 1:59.0 1 K G 3x5 = 3x4 = US = 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/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 5-2-13 oc purlins, except end verticals. BOT CHORD 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 Harz 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 =-189/210 A-K =-1891188 BOT CHORD J-K =-922/898 1-1 =-967/1218 H-1 =-967/1218 G-H =-568/699 WEBS C-J =-22/498 D-J =-3251113 D-H =-529/507 E-H =-342/703 E-G =-10991900 C-K =-1223/571 CSI DEFL in (loc) I/deft TC 0.78 Vert(LL) -0.25 G-H >999 SC 0.76 Vert(TL) -0.64 G-H >471 WB 0.61 Horz(TL) 0.04 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 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 170 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARXVW - verify design pansmet— and READ NOTES ON TRIS AND IXCLUDED MTEE REFERENCE PAGE MH 7473 BEFORE USE. Engineering Department Design valid for use only with Mirek connectors. This design is based on upon parameters shown. and is for an individual building component. H411 on,AlcT 7 9 Y 9 N P P 9 P Houston, 6977093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not }rues designer. Bracing shown (713) 891 8900 B 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 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, W153719. Job Truss Truss Type Qty Ply Fort K ng 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 1 49.13 14-1-12 2SS8 49.13 9.3-15 11-3-12 4.50 12 V Scale = 1:61.8 T S R Q 6.00 12 3x5 3x5 = 0 P E F G H I J K L N D C M Y 3x5 I I B A 1 S712 0 S v 2x5 �� Sr Sri AR AQ AP AO AN AM AL AK AJ Al AH AG AF AE AD AC AS AA Z y X Af 7x6 = 3x5 = 255-8 PI -4 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) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 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/TPI2002 (Matrix) Weight: 302 lb LUMBER TOP CHORD 2 X 4 SYP No.2 Max Uplift Max Grav BOT CHORD 2 X 4 SYP No.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 AS = 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-477121 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-I = -31810 8-4-8 oc bracing: AP-AQ. AH = -83(LC 6) 1-1 = -318/0 J-K = -31810 WEBS Al = -77(LC 6) K-L - - -318/0 1 Raw at midpt AJ = -76(LC 6) M-N JarfiWK Meade, RE-305116 V-W, A-AQ, U-X, T-Y, S-Z, R-AA, Q-AB AK = -74(LC 4) 0-P E. No. ®15 121/16 AL = -67(LC 4) Q-R Q6 139/16 REACTIONS (lb/size) AM = -181(LC 6) q5 S-T 9.41 cornStregb -56/15 W = 46/0-2-11 25-5-8 AN = -178(LC 6) u-V Houston, TX 770M -37/50 AQ = 49/0-2-11 25-5-8 AO = -101(LC 6) AQ-AR- -39710 X = 11810-2-11 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 = -2/0 AM -AN = -2/0 AA = 120/0-2-11 25-5-8 AQ = 1922(LC 6) AL -AM = -2/0 AK -AL = -2/0 AS = 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 = 11910-2-11 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 = 12110-2-11 25-5-8 AS = 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 AI = 120/0-2-11 25-5-8 AD = 119(LC 1) X-Y = -2/0 W-X = -2/0 AJ = 120/0-2-1125-5-8 AE = 121(LC 1) WEBS AK = 120/0-2-11 25-5-8 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 =-93/103 AM = 121/0-2-1125-5-8 Al = 120(LC 1) Q-AB =-93/103 P-AC =-93/105 AN = 120/0-2-11 25-5-8 AJ = 120(LC 1) 0-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 = -93/90 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 =-93/194 Uplift AO = 119(LC 1) C-AO =-93/108 �M/vax Continued on page 2 -58(LC 6) August 11,20 WARNING - 17-ify dseign parameters and READ N07E8 ON TRDS AND INCLUDED MITER 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/TPI7 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. I C� Job FCK-R Truss R63 Truss Type SPECIAL Qty 1 Ply 1 Fort King H1457734 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 TOPCHORD A-B =-624/23 B-C =-477121 C-D =-423121 D-E = -328/0 E-F = -318/0 F-G = -318/0 G-H = -318/0 H-1 = -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 = -37150 AQ-AR =-193610 A -AR = -397/0 BOTCHORD AP-AQ = -56711 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 nonconcurent 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 - Verify dara esign parameters and READ NOTES ON TIUS AND INCLUDED BDTEE REFERENCE PAGE MU 941gi7473 BEFORE USE. Enneering Department 1 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 '� 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 ls 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 Informalion available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457735 FCK-R R64 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tus Aug 10 13:56:29 2010 Page 1 3-0-0 4-2-0 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/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 4-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 279/0-1-8 0-4-0 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 TOPCHORD A-B = 0/37 B-C = -20/20 C-D = -66/33 BOTCHORD C-E = 0/0 WEBS D-E =-112/131 NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. Il; 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) Non Standard bearing condition. Review required. CSI DEFL in (loc) I/deft L/d TC 0.28 Vert(LL) -0.01 C-E >999 240 BC 0.14 Vert(TL) -0.03 C-E >999 180 WB 0.04 HOrz(TL) 0.00 n/a n/a (Matrix) 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 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 Scale = 1:15.6 1 D PLATES GRIP MT20 244/190 Weight: 20 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 INCLr7DED MITER 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 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, s ay Bl fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/iPll Quality 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 H1457736 FCK-R R65 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:29 2010 Page 1 _1-4-0 1� -4.0 D 1.=4 It 3x4 = Scale = 1:30.4 1 i !i1.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.30 Vert(LL) 0.02 F-G >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.03 F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 41 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) Bearing atjoint(s) E, G considers parallel to grain BOT CHORD 2 X 4 SYP No.2 value using ANSIfrPI 1 angle to grain formula. Building WEBS 2 X 4 SYP No.3 designer should verify capacity of bearing surface. BRACING 5) "Semi -rigid itchbreaks with fixed heels" Member end g p TOP CHORD fixity model was used in the analysis and design of this Structural wood sheathing directly applied or 6-0-0 oc truss. 6) NOTE: Refer to attach Trussway Notes, Appendices purlins, except end verticals. and T-1 sheet for more information. BOT CHORD 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. E = 259/0-1-8 0-4-0 LOAD CASE(S) G = 388/0-1-8 0-4-0 Standard Max Horz 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 BOT CHORD F-G =-344/109 E-F =-344/109 WEBS / D-E =-10/C-F =-335/97 / C-E _-160/50503 �( c- NOTES (rr7) 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 ; end Houston, TX 77093 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 August 11,20 9 chord live load nonconcurrent with any other live loads. 0 WARNING - Verify design parameters and READ xoTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MD--7473 REPORE 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 on individual building component. Houston, TX 77093 Applicability of design parometers 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 Blvtl. 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 CrBeda, 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 C FCK-R R67 COMMON 1 Trussway, Orlando, FL 32824 -1-4-D 5-7-12 1.40 5-7-12 4x4 = D Fort King H1457737 1 Job Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:30 2010 Page 1 11-3.8 57-12 Scale = 1:20.5 1 H G 3x4 = 1.5x4 I 1.5x4 11 1.5x4 11 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.00 A n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.01 A n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 44 lb LUMBER TOP CHORD 2 X 4 SYP No.3 WEBS BOT CHORD 2 X 4 SYP No.3 C-1 =-288/294 E-G =-3061321 OTHERS 2 X 4 SYP No.3 BRACING NOTES (8-9) TOP CHORD 1) Unbalanced roof live loads have been considered for Structural wood sheathing directly applied or 6-0-0 oc this design. purlins. 2) Wind: ASCE 7-05; 140mph (3-second gust); BOT CHORD TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; Rigid ceiling directly applied or B-0-0 oc bracing. enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for REACTIONS (lb/size) members and forces & MWFRS for reactions shown; F = 153/0-1-8 11-3-8 Lumber DOL=1.33 plate grip DOL=1.33 B = 26610-1-8 11-3-8 3) Truss designed for wind loads in the plane of the truss H = -163/0-1-8 11-3-8 only. For studs exposed to wind (normal to the face), see 1 = 408/0-1-8 11-3-8 Standard Industry Gable End Details as applicable, or G = 446/0-1-8 11-3-8 consult qualified building designer as per ANSI/TPI Max Harz 1-2002. B = 93(LC 6) 4) Gable requires continuous bottom chord bearing. Max Uplift 5) Gable studs spaced at 1-4-0 oc. F = -93(LC 7) 6) This truss has been designed for a 10.0 psf bottom B = -245(LC 6) chord live load nonconcurrent with any other live loads. H = -163(LC 1) 7) "Semi -rigid pitchbreaks with fixed heels" Member end I = -268(LC 6) fixity model was used in the analysis and design of this G = -328(LC 7) truss. Max Grav F = 154(LC 1 8) NOTE: Refer to attach Trussway Notes, Appendices and sheet for more information. /9 B = 267(LC 10) 0) 9) NOTE: The seal on this drawing indicates acceptance H = 174(LC 7) - of professional engineering responsibility solely for the I = 408(LC 1) truss component design shown. G = 446(LC 1) LOAD CASE(S) FORCES (lb) - Maximum Compression/Maximum Tension Standard James K Meade, P.E. TOP CHORD A-B = 0/26 B-C = -49/65 Florida P.E. No.16015 C-D =-40/121 D-E =-431127 9411 Alcorn Street = -4s/ss Houston, TX 77093 BOTCHORD BO B-I = -7/66 H-I = -7/66 G-H = -7/66 F-G = -7/66 WEBS August 11120 D-H =-146/82 i WARRING - Verifiq design Parameters and READ NOTES ON 71IS AND INCLUDED MITES 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 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/TPII Quality Criteria, DSB.89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Ddve, Madison, WI 53719. Job Truss Type Oty PlyTJobReference 7,uss H1457738 FCK-R SPECIAL 1 (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:30 2010 Page 1 -1-4-0 5.7-12 9.9-8 1 L3-6 5.7-12 41-12 1-6.0 Scale = 1:21.6 4x4 = C 4.50 12 T2 06 _ 410 II T1 D E T3 B N B' LJ C 1 H F 3x5 = 1.5x4 I I G 9.48 1.5x4 II 10-7-8 1�4� r I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.20 B-I >628 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Vert(TL) 0.16 B-I >770 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 G n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 41 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. 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 4 8 10 oc bracing. of professional engineering responsibility solely for the truss component design shown. REACTIONS (lb/size) LOAD CASE(S) B = 574/0-1-8 0-4-0 Standard 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 =-6421993 D-E =-478/791 E-F =-101/163 BOTCHORD B-I =-792/478 H-1 =-792/553 478 G-H =-792/478 F-G =-792/478 WEBS D-H =-357/387 C I = -468/208 / 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 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 ; 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. August 11120 1 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED XWZK 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 incorpwation 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. Fw general guidance regarding Orlando, Ft. 32824 fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Componerd (407) 857 2777 fely SaInformation ovailable from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Fort H14577391 FCK-R R69 ISPECIAL 11 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:30 2010 Page -1-4-0 5-7-12 7-&8 11-38 1-4-0 5-7-12 2-1.12 3.6.0 Scale=1:21.1 45 = C 3x5 1.ox4 ii H 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 FBC2007frP12002 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 purlins, 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 0-4-0 Max Horz B = 170(LC 6) Max Uplift B =-627(LC 6) H =-440(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-630/907 C-D =-538/901 D-E =-515/853 E-F = 0/0 E-H =-403/502 BOT CHORD B-I =-853/515 H-1 =-853/515 G-H = 0/0 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. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(l) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 CSI DEFL in (loc) I/defl Ud TC 0.74 Vert(LL) 0.32 B-I >381 240 BC 0.92 Vert(TL) 0.26 B-I >468 180 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 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 WARNING . v-vy design ji-ters and READ NOTES ON TIDE AND INCLUDED MITER RP.PERENCE PAGE JIW-7473 SEPORE USE. Engineering Department St. dolb, 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,AlcT 7 Houston, 6977093 Applicability of design parameter 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/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 Trussway, Orlando, FL 32824 -1-4-0 russ Type Qty Ply Fort King H1457740 IP 1 1 Job Reference (optional) 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:56:30 2010 Page 1 5 4 8 9.9-8 11-3 8 4S0 Scale = 1:21.6 45 C 3x4 = 3x4 D E „ 3x5 = H 1.bx4 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/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 puriins, except end verticals. BOTCHORD 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 =-61811010 E-F = -35183 F-G =-84/194 BOT CHORD B-I =-993/596 H-I = -15/27 G-H = -15/27 WEBS C-1 =-124/147 E-H =-433/382 E-I =-1057/616 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.42 Vert(LL) 0.12 B-I >999 240 MT20 244/190 BC 0.39 Vert(TL) 0.10 B-1 >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. 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. 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 11,201( WARNING - verify design paramsters and READ NOTES ON TWS AND INCLUDED S9TEE REFERENCE PAGE MD-7473 REPORE 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 Crtieria, DSB-89 and 11CSI1 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 FCK-R Vol VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MITek Industries, Inc. Tue Aug 10 1-5-6 2-11-0 r 1-5-8 1-5-8 2x3 = 6.00 12 B E:1 C A 4q B1 d1 d 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 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 = 79/0-1-6 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. 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 CSI DEFL in (loc) I/deft Ud 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 2441190 Weight: 7 lb H1457741 ' 312010 Pagel Scale = 1:6.5 ' rC d ' i James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - 7erib design parameters and READ NOTES ON TNIS AND INCLUDED MITEN REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on u Houston, on,AlcT St. g y 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 6 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 �Qty 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 10 13:56:312010 Page 1 Scale = 1:7.0 5.00 F12 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 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 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 51/0-1-81-11-8 C = 5110-1-8 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 BOTCHORD A-C = 0/0 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=5.Opsf; h=33ft; Cat. II; Exit 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. 24 i Frl-w C CSI DEFL in (loc) Well 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(rL) 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 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 11,201 WAWM - Verify design parameters arrd READ NOTES ON TRIS AND INCLUDED AUTEE REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department F: 94 Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TT 7X 7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 0 890 I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 8850 (713) 891 691Trussway 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 SCS11 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 King H1457743 FCK-R V02 VALLEY' 1 1 Trussway, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:56:312010 Page 1 2-11-8 5-11-0 2-11-8 2-11-8 24 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 FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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 =-2161159 BOT CHORD 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 = B CSI DEFL in (loc) I/deft L/d 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 Scale = 1:11.2 1 PLATES GRIP MT20 244/190 Weight: 17 lb r James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARMNG - V- jg design pammetera and READ NOTES ON TWS AND INCLUDED MrTEE REFERENCE PAGE AM-7473 BEFORE USE. Engineering Department Design valid for use only with M79411 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 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. IRLUM 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, s}orage. delivery, erection and bracing, consult AN51/TPI7 Quality Criteria, DSB•89 and BCSI7 Budding Component (407) 857 2777 Solety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457744 FCK-R 002L MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 10 13:56:31 2010 Page 1 3-11-8 3.11-8 m d B C 2x3 2x3 II Scale a 1:11.3 1 r &11-B LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 13 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 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 4-0-0 oc LOAD CASE(S) purlins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 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 = -59/34 B-C =-109/125 BOT CHORD A-C = 0/0 NOTES (5-6) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=S.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 James K Meade, P.E. 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom Florida P.E. No.16015 chord live load nonconcurrent with any other live loads. 9411 Alcorn Street 4) "Semi -rigid pitchbreaks with fixed heels" Member end Houston, TX 77093 fixity model was used in the analysis and design of this truss. August 11,20 C WARNING - Fe ifs, design Fnnnmet— and READ NOTES GN TNIS AND INCLUDED MITES REFERENCE PAGE AU-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Wek 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. 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/TPI7 Quality Criteria, DSB-89 and BCS11 Building Component (407) 657 2777 Safely Inforrnallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Truss Type V03 IVALLEY I1 1 IJob Reference (optional) FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:56:31 4.5-8 4-5-8 2X4 = Scale = 1:16.6 B D 2x4 i 1.5x4 11 2x4 LOADING (psf) SPACING 21,'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. BRACING 6 NOTE: Refer to attach Trusswa Notes, ) y Appendices TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 6-0-0 oc 7) NOTE: The seal on this drawing indicates acceptance purlins. 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 Horz 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 BOTCHORD A-D= 4/29 C-D = -4/29 WE WEBS B-D =-2441176 NOTES (6_7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); James K Meade, P.E. 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) 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. August 11,20 Y WARNING - 9erj fg design pammetem and READ NOTES ON TIUS AND INCLUDED N!T'ER REFERENCE PAGE MU7473 BEFORE USE. Engineering Department Design valid for use only with connectors. This design Is based 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 Tmssway Blvtl. 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 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 H1457746 FCK-R VO4 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:32 2010 Page 1 5.11-8 11-11-0 5-11-8 5.11-8 B 1 Scale = 1:19.3 6-Do 12 ST1 C A v B1 c d d D 3x7 i 1.5x4 II 11-11-0 3x7 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 39 lb LUMBER 2) Wind: ASCE 7-05; 140mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 TCDL=5.Opsf; BCDL=5.Opsf; h=33ft; Cat. 11; Exp B; BOT CHORD 2 X 4 SYP No.3 enclosed; MWFRS (low-rise) gable end zone and C-C OTHERS 2 X 4 SYP No.3 Interior(1) zone; cantilever left and right exposed ;C-C for BRACING 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 puffins. 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 Harz of professional engineering responsibility solely for the A 65(LC 4) 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 BOTCHORD A-D = -4142 C-D = -4/42 WEBS B-D =-348/240 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 Parameters and READ NOTES ON TWS AND fNCLr7DED WTEE REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek 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. TRLMW 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/TMI Quality Criteria, DSB-89 and BCSll Building Component (407) 857 2777 So" information ovalable from Truss Plate Institute, 583 D'Ori Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457747 FCK-R V05 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:32 2010 Page 1 6-0-0 6-0-0 kale = 1:21.2 1 F E D 3x7 11 1.5x4 11 3x7 11 LOADING (psf) SPACING 21-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 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 FBC2007/TP12002 (Matrix) Weight: 44 lb LUMBER TOP CHORD 2 X 4 SYP No.2 3) Gable requires continuous bottom chard 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. Structural wood sheathing directly applied or 6-0-0 oc 6) NOTE: Refer to attach Trussway Notes, Appendices purlins, except end verticals. and T-1 sheet for more information. BOT CHORD 7) NOTE: The seal on this drawing indicates acceptance 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 = 370/0-1-812-0-0 Standard D = 370/0-1-8 12-0-0 E = 313/0-1-8 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 =-322/315 A-B =-363/332 B-C =-363/326 C-D =-322/318 LQ{�!/ BOT CHORD E-F =-204/245 D-E =-204/245 WEBS B-E =-175168 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. 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 August 11,20 WARNING - V-Vy design par meters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE EW-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. Thu design is based only upon parameters shown, and is for an individual bulding component. 9411 Alcom St. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Houston, 69TX 77093 PP tY 9 Pa P P rP P P 11' 9 9 9 9 88,50 Trussway 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 Ortando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7111 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. FCK-R V06 Trussway, Orlando, FL 32824 -1-4.0 1-4-0 I� Type 6.0-0 1 Fort King 1 Job Referee 7.140 s Oct 1 20C 12-0-C 6-0-0 Aug 1013:56:32 2010 Pagel A T13-4� 1:24.3 H G F 1.5x4 I I 1.5x4 11 1.5x4 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.03 E n/r 120 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Vert(TL) 0.05 E n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 51 lb LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2 X 4 SYP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2 X 4 SYP No.3 5) "Semi -rigid Itchbreaks with fixed heels" Member end g p WEBS 2 X 4 SYP No.3 fixity model was used in the analysis and design of this BRACING TOP CHORD truss. 6) NOTE: Refer to attach TrNotes, Appendices Structural wood sheathing directly applied or 6-0.0 oc and sheet for more information. purlins, except end verticals. 7) NOTEE:: 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) 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 TOPCHORD B-H =-380/463 A-B = 0/46 B-C =-228/294 C-D =-228/291 = 0/46 D-F =-380/463 BO BOTCHORD G-H =-134/116 F-G =-134/116 WEBS ` 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. II; 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 1 1,20 3) Gable requires continuous bottom chord bearing. A WARNING - Ver lb design parnmetera and READ NOTES ON THIS AND INCLUDED AUTES REFERENCE PAGE AW 7473 REPORS USE. Engineering Department 9411 Alcorn St. Design valid far 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 Tmssway BIW, 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 Criferia, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. i Truss Type Qty IPly I Fort King H1 IFCK-R V07 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:56:33 2010 Page 1� B-2-10 8-2-10 E Scale = 1:30.9 d a 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/rP12002 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 10-0-0 oc bracing. REACTIONS (lb/size) A = 13610-1-1016-5-4 1 = 136/0-1-1016-5-4 M = 96/0-1-10 16-5-4 0 = 150/0-1-10 16-5-4 P = 6/0-1-10 16-5-4 Q = 348/0-1-1016-5-4 L = 150/0-1-10 16-5-4 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) O = -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 = 151(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 TOP CHORD A-B = -92/56 B-C =-55/128 C-D =-19/148 D-E =-31/188 E-F =-31/181 F-G =-19/120 G-H = -55/95 H-I = -60/56 BOTCHORD A-Q = 01109 P-Q = 0/109 O-P = 01109 N-0 = 0/109 M-N = 0/109 L-M = 0/109 K-L = 0/109 J-K = 01109 1-J = 0/109 - WEBS E-M = -85/0 D-O =-1121126 C-P = -24/41 B-Q =-243/283 F-L =-1121123 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. 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. 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 ® WARND9O - V—(N design Parameters and READ NOTES ON TRTS AND D9CLt7DED MTTER MWMWIPCE PAGE MU 7473 BEFORE r7SE. Engineering Department Design valid for use only with M78411 Alcom St. Houston, 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 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 Tmssway Bhd. 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/TPIt QuatBy 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 V08 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:56:33 20, 6-2-10 12-5-4 r 6-2-10 6-2-10 i F� 46 = B Scale = 1:21.6 1 d 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 FBC2007ffP12002 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 = 229/0-1-8 12-5-4 C = 229/0-1-8 12-5-4 D = 558/0-1-8 12-5-4 Max Horz 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/defi Ud TC 0.35 Vert(LL) n/a n/a 999 BC 0.54 Vert(TL) n/a n/a 999 WB 0.08 Horc(TL) 0.00 C 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) 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 PLATES GRIP MT20 244/190 Weight: 41 lb v James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design J---t— and READ NOTES ON TIIIS AND INCLUDED MITER REFERENCE PAGE MR--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 qqzw fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/711 Quality Cdtedo, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Intonnoiton available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King H1457751 FCK-R V09 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 r 42-10 &5-0 42-10 42-10 Scale: 3/4"=1' 2x4 = P 0 B D 2x4 i 1.5x4 11 2x4 8-5.4 i 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 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. 6 NOTE: Refer to attach Trusswa Notes, ) y Appendices BRACING TOP CHORD and T-1 sheet for more information. Structural wood sheathing directly applied or 6-0-0 oc 7) NOTE: The seal on this drawing indicates acceptance purlins. 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) Standard REACTIONS (lb/size) A = 168/0-1-8 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 = -74/77 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. 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. James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNMO - Verify design parameters and READ NO7Es ON THIS AND INCLUDED MITER REFERENCE PAGE =-7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. This design is based on u 9411 Alcorn St. g y g 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 Ortando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Budding 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 H1457752 FCK-R V10 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:56:33 2010 Page 1 2-2-10 4-5-4 2-2-10 2-2-10 2r3 = Scale = 1:8.5 B 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/TPI2002 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 4-6-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 148/0-1-8 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 (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-149/109 B-C =-149/109 BOTCHORD 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. 2x3 CSI DEFL in (loc) I/deft L/d TC 0.06 Vert(LL) n/a n/a 999 BC 0.20 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: 12 lb 4 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201C ® WARNBM - Ve11 fy desgn parametsra and READ NOTES ON TFBS AND INCLUDED MSER 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 �Br���r�v Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 ■sv 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 BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. S 1=1=== M M M M= M= M M M M i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/a * Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. b-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See BCSI1. 0-7/7s� 2. Never exceed the design loading shown and never 1 2 3 TOP CHORDS C1-2 C2-3 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS all other interested parties. For 4 x 2 orientation, locate A04 ' 3 ��1 3p 4. Cut members to bear tightly against each other. 0-'na' from outside UUplates � CL 5. Place plates on each face of truss at each edge of truss. C7-e cca 0 joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. 7. Unless otherwise noted, moisture content of lumber Plate l * location details available in MITek 20/20 Plate shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width 4 x 4 to Second• CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to perpendicular slots. camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or by text in the bracing section of the BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ® MiTek 16. Install and load vertically unless indicated otherwise. 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, MITek Engineering Reference Sheet: MII-7473 0 2004 MITek® Type Ply FCK-C HRC03 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 334/0-1-8 0-7-12 D = 6/Mechanical C =-115/Mechanical Max Horz B = 87(LC 5) Max Uplift B =-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 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 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 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:47 2010 Page 1� 1-1D-10 1-3.8 CSI DEFL in (loc) I/deft L/d TC 0.42 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) 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 (plf) Vert: 8=-3(F=43, B=43)-to-C=-64(F=13, B=13), B=O(F=10, B=10)-to-D=-14(F=3, B=3) Scale = 1:8.6 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 WARMING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED XFTEK REFERENCE PAGE MU7473 BEFORE USE. Engineering Department Design valid for use onlywith MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St.Houston, TX 77093 Applicabiliy of design parameters and proper incorporation of component is responsibli}y of building designer- not }ruse 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/TP11 Quality Criteda, DSB-89 and BCSII Building Component (407) 857 2777 Safety InfoanaBon available 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 T140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:47 2010 Page 1 -1-10.10 3..10 r 1-10.10 3-55.10 A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.01 B-D >999 240 TCDL 25.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2007/rP12002 (Matrix) 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. BOT CHORD 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 Horz 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 (lb) - 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. 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. 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, 8=45)-to-C=-78(F=6, B=6), 8=-2(F=9, B=9)-to-D=-17(F=1, B=1) Scale = 1:13.2 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 deerga parameters end READ NOTES ON 77US AND INCLUDED MITES REFERENCE PAGE MU-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) 8915900 '`'� 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 Componenl (407) 857 2777 Safety Informallon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. F 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 M7ek Industries, Inc. Tue Aug 1013:54:47 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 NO BCDL 10.0 Code FBC2007rrP12002 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. BOTCHORD 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 a 0/0 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. 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) 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 i 4.1-7 4-1-7 CSI DEFL in (loc) I/defi L/d PLATES GRIP TC 0.50 Vert(LL) -0.03 E-F >999 240 MT20 244/190 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, WARNING - Verify deaiga Farmmetera and READ NOTES ON TEIS AND INCLUDED MTEE REFERENCE PAGE MU--7473 EMIGRE USE. Engineering Department 9411 Almm St. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and'a 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 Quality Criteria, DSB-89 and li Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H14574901 FCK-C I HRC06 IJACK I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug -1-10-10 6.11-8 1-lo-10 6-11-6 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 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 6-11-6 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) B = 43810-1-8 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 (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/61 B-C =-134188 C-D = Oro BOT CHORD 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. 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) 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/defl L/d 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 atjoint 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 (pit) Vert: A-B=-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, 8=7) Scale=1:20.2 1 PLATES GRIP MT20 244/190 Weight: 29 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - VerVy design parameters and READ NOTES oN THIS AND INCLUDED MITER REFERENCE PAGE AU--7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for 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) 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 Oriando, 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 Intormatton available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qtly Ply Fort King Colony H1457491 FCK-C HRC09 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:48 2010 Page 1 -1-10.10 4-10.10 9-9-5 1-10.10 4.10.10 4-10-10 D Scale = 1:25.6 4 4 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 FBC2007lfP12002 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 puffins, 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-0 =-173/108 D-E =-385/367 BOTCHORD B-F =-499/809 E-F =-4991809 WEBS C-F = 0/256 C-E =-8831544 NOTES (8-9) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. ll; 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. CSI DEFL in (loc) I/deft L/d TC 0.75 Vert(LL) 0.02 F >999 240 BC 0.36 Vert(TL) -0.08 E-F >999 180 WS 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)-to-D=-220(F=-65, B=-65), B=-2(F=9, B=9)-to-E=-49(F=-14, B=-14) 0 mARMNG - Vargy design paramebra and BEAD NOTES ON TABS AND INCLUDED MITER REFERENCE PAGE BW--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 responsblity 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 resporuibility, 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: 49 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 fingineering Department 9411 Alcorn Sl. Houston, TX 77093 (713) 6916900 TRUSS111110 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type City Ply Fort King Colony H145749 FCK-C HRC10 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:48 2010 Page 2-9-15 3-7-13 3-7-13 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.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. BOTCHORD 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 TOPCHORD A-B = 0/102 B-C =-135/89 C-D =-329/339 B-E =-526/359 BOTCHORD E-F = -63/39 D-F = -63/39 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 = 10.Opsf. 4) Refer to girder(s) for truss to truss connections. E 3x6 = D 24 = CS] DEFL in floc) I/deft L/d TC 0.98 Vert(ILL) 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 atjoint(s) E 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 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 (plf) Vert: B=-3(F=43, B=43)4o-C=-164(F=-37, B=-37), E=O(F=10, B=10)-to-F=-20(F=O, B=0), F=-60(F=O, B=0)-to-D=-76(F=8, B=-8) Scale: 3(8"=l' 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 11,20 WARNING - Vertfg design parameters and READ NOTES ON THIS AND INCLUDED SUTER REFERENCE PAGE EDI 7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with MTek 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) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twwway Blvd. 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. consul ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avalable from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Fort H14574931 FCK-C JC01 JACK 1 1 Job RefePence (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 1013:54:48 2010 -1-4-0 1-4-0 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 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 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 TOP CHORD 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 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 Ud TC 0.42 Vert(LL) -0.00 B >999 240 BC 0.03 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 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 Scale = 1:9.0 1 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 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INcLuDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. Engineering Department Design valid for use onl with M7ek connectors. This design is based on upon parameters shown, and is for an individual building component. 9411 or, T 7 9 Y 9 N P P g Bracing 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. TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding Oriando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 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. Type H14574941 FCK-C IJC01 B IJACK 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:48 2010 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 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 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 Harz 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 BOT CHORD B-D = 010 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. 2-0-0 1-0.0 CSI DEFL in (loc) I/deft L/d TC 0.58 Vert(LL) -0.00 B >999 240 SC 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 O Scale = 1:12.5 1 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARMNO - VerVy design parameter and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE USE. Engineering Department 9411 Alcorn sit 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. 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 H1457495 FCK-C JC01X MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:48 2010 Page 1 1-4-0 1-0-0 1-10-0 1 1 i 1' 1Plate Offsets (X.Y)� 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.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 = 336/0-1-8 0-3-8 E = 126/Mechanical Max Horz B = 125(LC 6) Max Uplift B =-254(LC 6) E _ -73(LC 4) Max Grav 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 = -92f75 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. 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. C D 2x3 11 � 1-1-12 1-1-12 2-10.0 1-8-4 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.53 Vert(LL) -0.00 B-E >999 240 MT20 244/190 BC 0.17 Vert(TL) -0.00 B-E >999 180 WB 0.00 Horz(TL) 0.00 E n/a n/a (Matrix) Weight: 12 lb 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 (pit) Vert: B-E=-39(F=-19), A-C=-90, C-D=-90 Sole = 1:8.9 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNMG - VerVy design parameters and READ NOTES ON TNIS AND INCLUDED MITER BEPERENCE 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, 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 Fort King Colony 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 YES BCDL 10.0 Code FBC20071TP12002 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 (Ib/size) C = 52/Mechanical B = 313/0-1-8 0-5-8 D = 23/Mechanical Max Horz 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. 1 -1-4-0 2-6-8 1-4-0 2.6-8 s Oct 1 CSI DEFL in (loc) I/deft Ud TIC 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 20.0psf 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. 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 Aug 1013:54:49 2010 Page 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, WARNINO - 17—ify design parameters and READ NOTES ON THIS AND INCLUDED ADTER REFERENCE PAGE Af77-7473 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. 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 ANSIM11 Qualiy 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 H1457497 FCK-C JC03 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:49 2010 Page 1 -1-4-0 3-H 1-10 3-D-0 1 Scale = 1:15.0 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 FBC2007lrPI2002 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 3-0-0 oc purlins. BOT CHORD 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 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. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone; porch left and right exposed;C-.0 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 floc) I/defl 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 fora 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 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 11,2011 Y WARNING - Verify design Parnmet— and READ NOTES ON TRIS AND MMUDED MWTEA: REFERENCE PAGE =-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 Alcorn St, 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 buildng designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing. consuil AN51/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. .1oD I russ I cuss I ype ury r y I -on Nng wlony H1457498 FCK-C JC03C JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:49 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/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 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 1 D-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 =-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. 11; 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. 2-0.0 3-0-0 r. CSI DEFL in (loc) I/defl Ud TC 0.60 Vert(LL) 0.02 B-D >999 240 SC 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 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 Scale = 1:19.3 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 1 1 WARNING - Verify design Paramet— and READ NOTES ON 7NIS AND INCLUDED AUTER REFERENCE PAGE MD'-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, consuls ANSi/TPII quality Criteria, DSB-89 and BCSI1 Building Component (407) 657 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty r Fort King Colony H1457499 FCK-C JC05 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:49 2010 Page 1 1-4-0 5-D-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 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 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 195/Mechanical B = 417/0-1-80-3-8 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 =-126f79 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. Il; 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. Sr10 SD-0 CSI DEFL in (loc) I/deft L/d TC 0.38 Vert(LL) 0.14 B-D >409 240 BC 0.47 Vert(TL) 0.12 B-D >480 180 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 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 r Scale = 1:20.8 PLATES GRIP MT20 244/190 Weight: 19 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 I WARNING - Verify design parameters and READ NOTES GN THIS AND INCLUDED MITES 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 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 h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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, consult ANSI/TPI1 Quality Criteria, OSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofna 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 1013:54:49 2010 Page 1 6.7-8 67-8 � Scale = 124.5 D 4 A 2X4 = ••••' — LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.08 B-E >937 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.20 B-E >375 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 34 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 214 lb uplift at joint WEBS 2 X 4 SYP No.3 B and 244 lb uplift at joint E. BRACING 6) "Semi -rigid pitchbreaks with fixed heels" Member end TOP CHORD fixity model was used in the analysis and design of this Structural wood sheathing directly applied or 6-0-0 oc truss. 7) NOTE: Refer to attach Trussway Notes, Appendices purT ROT 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. B = 465/0-1-8 0-5-8 LOAD CASE(S) E = 333/Mechanical Standard 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 = 0/44 B-C =-371166 C-D = -87/45 BOT CHORD B-E =-262/253 WEBS D-E _-118/118 C-E _-296/305 q 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 James K Meade, P.E. reactions shown; 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) ' 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. August 11,20 WARNING - Verify dasiga pa —meters and READ NOTES ON THIS AND INCLUDED .HITTER BEPERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with MT9411 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 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 T91 6900sway 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 Qual ly Crileria, 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 H1457501 FCK-C JC06A 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 rr7-8 Cr7.8 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/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) A = 344/0-1-8 0-5-8 D = 344/Mechanical Max Horz A = 286(LC 6) Max Uplift A = -84(LC 6) D =-258(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-285/17 B-C =-129/95 BOT CHORD A-E = 0/0 D-E = 0/0 WEBS B-E =-195/278 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. 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) 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/defl L/d PLATES GRIP TC 0.53 Vert(LL) 0.21 D-E >358 240 MT20 244/190 BC 0.59 Vert(TL) -0.30 D-E >254 180 WB 0.08 HOIz(TL) 0.00 n/a n/a (Matrix) Weight: 28 lb 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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201( WARMW - Vert design pammer— and READ NOTES ON IBIS AND 7NCLVDED BDTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department St. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual bud9411 Alcam ding component. Houston, m t7093 . Applicability of design parameters and proper incorporation of component isresponsblity 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 tracing, consul ANSI/7PI1 Quality Criteria, DSB-89 and BC511 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 H1457502 FCK-C JC07 JACK 1 1 Job Reference lootionah Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:54:50 2010 Page 1 I 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.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 = 215/Mechanical B = 526/0-1-8 0-5-8 E = 138/Mechanical Max Harz 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 TOP CHORD A-B = 0/60 B-C =-232/24 C-D =-109/93 BOTCHORD 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. 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 7-0-0 CSI DEFL in (loc) I/deft L/d TC 0.46 Vert(LL) 0.25 F >321 240 BC 0.65 Vert(TL) -0.37 F >216 180 WB 0.06 Horz(TL) 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 2441190 Weight: 28 Ito James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNDWG - Ver jfy design parameters and READ NOTES ON TBrS AND INCLUDED BDTEE 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 responsbTty 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/TPI1 quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 27T7 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. P, 0 F FCK-C JC09 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:54:50 2010 Page 1 2-10 0 2-10:0 Scale = 1:13.2 C 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 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) A = 176/0-1-8 0-5-8 C = 129/Mechanical Max Horz 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=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) ` 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 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 fixity model was used in the analysis and design of this 2x3 II CSI DEFL in (loc) I/defi Ud TC 0.35 Vert(LL) 0.02 A-C >999 240 BC 0.00 Vert(TL) -0.03 A-C >999 180 WB 0.00 Horz(TL) 0.00 n/a n/a (Matrix) 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 IL WARNING - Verify design parameters and REM NOTES ON THIS AND INCLUDED MITER 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 indvidual building component. ApplicabiBty, of design parameters and proper incorporation of component is responsbTity 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/TPll Quality Criteria, DSO-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: 6 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. Houston, TX 77093 (713) 6916900 TRWOM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job FCK-C Trussway, Orlando, FL 32824 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/iP12002 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. 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. A Dty Ply 1 Fort King Colony Job Reference Loj 7.140 s Oct 12009 MiT r -2-0-0 0.10-15 2_I, 0-10-15 3x5 II C CSI DEFL in (loc) I/deft Ud TC 0.94 Vert(LL) 0.00 E >999 240 BC 0.54 Vert(TL) 0.00 E >999 180 WB 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 Industries, Inc. Tue Aug 10 13:54:50 2010 Page 1 Scale = 1:18.7 PLATES GRIP MT20 244/190 Weight: 10 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 WARNING - 7srifg design parameters and READ NOTES ON THIS AND INCLUDED BQTEE REFERENCE PAOE MU-7473 BEFORE USE. Engineering Department Design valid for use on with Wei< connectors. This design B based on upon parameters shown. and is for an individual buildin component. 9411 Alcorn St. 9 N 9 N Po P e ponenT. 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. 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 Quality Criteria, DSB-89 and 8CS11 Building Component (407) 857 2777 Safety Information avaiiloble from Truss Plate Institute, 583 D'Onofno Drive. Madison. WI 53719. H1457505 FCK�Trussway, Orlando, 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/iP12002 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 Harz E = 331(LC 6) Max Uplift E _-109(LC 6) C =-142(LC 6) D = -95(LC 6) Max Grav E = 417(LC 1) C = 53(LC 1) D = 45(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-E =-376/252 A-B = 0/97 B-C = -92/22 BOT CHORD 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. 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) The Fabrication Tolerance at joint B = 6% 1 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:50 2010 Page 1 -2-ao 2.12-1a1s 2-0-0 0.15 C E D 3x7 11 CSI DEFL in (loc) I/deft L/d 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 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 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED =TES 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 porameters 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 responsibRity 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 U824 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 m Safety Inforalion available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type City Ply Fort King Colony FCK-C JC14 JACK 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. t0.0 410.15 0-0 410.15 C F 1.5x4 \\ D H1457506 , 13:54:50 2010 Page 1 Scale = 1:30.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.18 E >306 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.84 Vert(TL) 0.17 E >341 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(Q -0.19 C n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 27 lb 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. 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; end vertical left exposed;C-C for Structural wood sheathing directly applied or 4-10-15 oc members and forces 8 MWFRS for reactions shown; purlins, except end verticals. Lumber DOL=1.33 plate grip DOL=1.33 BOT CHORD 2) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 5-9-12 oc bracing. chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of REACTIONS (lb/size) 20.Opsf on the bottom chord in all areas where a F = 493/0-1-8 0-5-8 rectangle 3-6-0 tall by 2-0-0 wide will fit between the C = 163/Mechanical bottom chord and any other members. D = 47/Mechanical 4) Refer to girder(s) for truss to truss connections. Max Horz 5) Provide mechanical connection (by others) of truss to F = 418(LC 6) bearing plate capable of withstanding 154 lb uplift at joint F, 143 lb uplift at joint C and 157 lb uplift at joint D. Max Uplift F =-154(LC 6) 6) "Semi -rigid pitchbreaks with fixed heels" Member end C =-143(LC 6) fixity model was used in the analysis and design of this D =-157(LC 6) Max Grav truss. 7) NOTE: Refer to attach Trussway Notes, Appendices F = 493(LC 1) and T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance C = 163(LC 1) D = 63(L 2) of professional engineering responsibility solely for the truss component design shown. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD LOAD CASE(S) Standard B-F =-446/43 A-B = 0/97 B-C =-127/61 BOTCHORD E-F =-426/22 D-E = 0/0 WEBS B-E =-31/601 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEE 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 indvidual building component. 9411 Alcorn St. AppHouston, TX 77093 is for lateral support design parameters and proper incorporation of component is sing t responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRLSSM 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 Oriando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crileda, DSB-89 and BCS11 Building Component (407) 857 2777 Safety informal available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457507 FCK-C PO4 KINGPOST 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:54:512010 Page 1 33-3--00 3-3-036-6-0 2x4 - Scale = 1:14.3 7.00 12 A B 2x4 i 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 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 =-2951166 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. 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 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 8W-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. Adclitional 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 BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. C PLATES GRIP MT20 2441190 Weight: 19 Ib James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 C Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 FCK-C IP05 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 Fort King Colony 11. 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 101 3.4-9 r 3-4-9 H14575081 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 3-5-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 15010-1-8 3-4-9 C = 150/0-1-8 3-4-9 Max Horz A = 119(LC 6) Max Uplift A = -40(LC 6) C =-109(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = -74/50 B-C =-123/123 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 B.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 nonconcurent 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 40 lb uplift at joint A and 109 lb uplift at joint C. Type )TRUSS 2x3 11 B C 2x3 2x3 II CSI DEFL in (loc) I/defl L/d TC 0.27 Vert(LL) n/a n/a 999 BC 0.13 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 = 1:13.0 1 PLATES GRIP MT20 244/190 Weight: 12 lb /A ( James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Ver{ fy 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 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 reganding Orlando, Fl. 32824 fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/7111 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safely Information avoilobla from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. H14575091 FCK-C P06 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 M7ek Industries, Inc. Tue Aug 10 13:54:512010 Page 1-9-4 1-9-4 4-613 2x4 = B 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 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 = 31110-1-8 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 =-215/398 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) 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 Ud 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 tail 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 Scale = 1:12.2 1 3x5 11 C D 2x6 II PLATES GRIP MT20 244/190 Weight: 19 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WAENINO - V—yl, design parameters arrd READ NOTES ON THIS AND INCLUDED MTf'ER 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) 6916900 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IRLOSM 8850 Trussway Blvd. qmpmmmmw 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, 563 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H145751C FCK-C P07 ROOF TRUSS 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 21-9-8 248.8 27-2-8 D-8-2 2-11-0 2-5-0 Scale: 1"=1' 2x4 — 1.5x4 II D E 4 II L DING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP T L 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 A-H >999 240 MT20 244/190 T 25.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 A-H >999 180 B L 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 F n/a n/a B L 10.0 Code FBC2007/TP12002 (Matrix) Weight: 22 lb L JR T BER CHORD 2 X 4 SYP No.2 4) This truss has been designed for a 10.0 psf bottom B CHORD 2 X 4 SYP No.3 chord live load nonconcurrent with any other live loads. V El S 2 X 4 SYP No.3 5) • This truss has been designed for a live load of B PJ CING 20.0psf on the bottom chord in all areas where a T CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the S ru Aural wood sheathing directly applied or 6 0.0 oc bottom chord and any other members. p r9i s, except end verticals. 6) Bearing at joint(s) A considers parallel to grain value B CHORD using ANSIrrPI 1 angle to grain formula. Building R gi 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 10 F, 210 lb uplift at joint C and 69 lb uplift at joint A. C = 447/710-1-8 0-3-8 8) "Semi -rigid pitchbreaks with fixed heels" Member end = 0-1-8 0-3-8 fixity model was used in the analysis and design of this x Hor rz truss. 9) Design assumes 4x2 (flat orientation) purlins at oc A x 123(LC 6) Uplift spacing indicated, fastened to truss TC w/ 2-1 Od nails. F F li 56(LC 7) -56(LC 10) Gap between inside of top chord bearing and first = 210(L diagonal or vertical web shall not exceed 0.500in. A = 6) 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. F CES (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 =-1601106 solely for the truss component design shown. C 1 C D =-167/105 C-H =-124/188 = -95/8 E-F = -87/71 LOAD CASE(S) Standard /J / I I D E = -27/22 / L B CHORD ��//I-- H =-148/160 G-H = 0/0 F = -22/28 James K Meade, P.E. N ES (11-12) 1 U ibalanced roof live loads have been considered for this Florida RE. No. 16015 d -sign. 9411 Alcorn Street 2 ind: ASCE 7-05; 140mph (3-second gust); Houston, TX 77093 T =5.Opsf, BCDL=5.Opsf; h=20ft; Cat. II; 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 a ions shown; Lumber DOL=1.33 plate grip DOL=1.33 August 1 1,20 3 P ovide adequate drainage to prevent water ponding. WARNMO - Verify design parameters and READ NOTES ON THIS AND INCLUDED 311TEE REFERENCE PAGE AW-7473 REPORE 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 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, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avaBable from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457511 FCK-C RCO2 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:52 2010 Page 1 8.7-0 12-10A 18-4-0 23.10.0 28.1-12 32-57 , 36.10-0 8-7-0 830 :- 5.6.0 43.12 43.12 4-4it 5x7 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 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 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) 1 = 1150(LC 11) M = 2892(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-210/428 B-C =-283/951 C-D =-1191701 D-E _-8181504 E-F =-1057/526 F-G =-1797/679 G-H =-1549/550 H-1 =-1091/412 BOT CHORD A-0 =-279/459 N-0 =-279/459 M-N =-279/459 M-P =-2221305 P-Q =-222/305 L-Q =-222/305 K-L =-222/305 J-K =-43511171 I-J = -23/42 1.5x4 11 3x6 =• 3x8 = 4x8 = 2x4 11 6x8 = 3x6 = CSI DEFL in (loc) I/defl 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 =-2221305 P-Q =-222/305 L-Q =-222/305 K-L =-222/305 J-K =-43511171 I-J = -23/42 WEBS B-M =-722/618 C-M =-8771416 D-M =-1589/774 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. 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) 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. L/d PLATES GRIP 240 MT20 244/190 180 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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, ® WARNING -verify design pa tare and READ NOTES ON IBIS AND INCLUDED 11QTZK 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. TRWSW erector. Additional permanent bracing of the overall structure is the responsibBity, of the building designer. For general guidance regarding Ortando, FL 32824 qIZZOP fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 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. H14575121 FCK-C RC03 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:52 2010 Page 1 r .14-10.0 0.li%0775500 7-5-0 0.0 120.4330. Inn F1T .Galo 3/1F"e1• 6 N O 4 1.5x4 // 3x6 = 3x5 = 3x6 = 4x8 2x4 I I = 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 FBC2007ITP12002 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-0, E-O 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) O = 3123(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-3431783 B-C =-406/1024 C-D =-38511313 D-E =-87/683 E-F =-583/363 F-G =-784/345 G-H =-1762/611 H-I =-1398/437 I-J =-1121/426 BOTCHORD A-P =-573/558 O-P =-606/539 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-0 >999 BC 0.88 Vert(TL) -0.49 M-0 >603 WB 0.99 Horz(TL) 0.01 J n/a (Matrix) BOTCHORD M-R =-1041348 L-M =-313/1010 L-S =-313/1010 K-S =-313/1010 J-K = -32144 WEBS B-P = 0/269 B-0 =-795/685 D-0 =-1166/538 E-0 =-1601/598 E-M =-2241986 G-M =-6951396 G-K =-2631787 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=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 = I O.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 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. Ud PLATES GRIP 240 MT20 244/190 180 n/a I Weight: 216lb 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 C. 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 N07ES ON TIDS AND INCLUDED MITER 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) 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/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 H1457513 FCK-C RC04 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:54:53 2010 Page 1 6-1-14 12-3-12 16.10.0 19.10 0 24 V 1 28-5-7 32-1 -12 36-10.0 1 -14 6.1-14 46-4 3-0.0 48.11 3-10-13 4-55 3-11-3 Scale = 1:65.5 1 E F 1.5x4 II 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 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 purlins, except end verticals. BOT CHORD 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 =-300/411 C-D =-283/614 D-E =-36/561 E-F =-572/380 F-G =-783/383 G-H =-1818/608 H-1 =-1478/451 1-J = -18/0 J-K =-1311110 BOT CHORD A-Q =-3521240 P-Q =-3521240 O-P =-1461317 O-R =-146/317 R-S =-146/317 N-S =-146/317 N-T =-337/1076 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 =-337/1076 M-U =-33711076 L-U =-33711076 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 =-7241556 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. ill; 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 11,20 9 9 Department artment WARNING - V � arame dssrgn pters ant READ NOTES ON Tffi5 AND INCLUDED bDTER REFERENCE PAGE MDAEnineeiin 473 BEFORE USE. 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 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, s}orage, delivery. erection and bracing, consult ANSWTP11 quality Criteria, OSB-89 and BCSII Building Component (407) 857 2777 Safety Infornafion available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Fort 1Gng Colony H1457514 FCK-C RC05 SPECIAL 1 1 Job Reference (optional Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:54:53 2010 Page 1 6-1-14 12-3-12 18-4.0 22-4-12 26-5.7 29.10.7 3Fr10.0 r 6-1-14 6.1-14 6.0.4 40.12 40.12 + 3-5-0 6-11-9 � E Scale: 3/16"=1' 1.5x4 I I 3x6 4x9 = 3x6 = US = 34 = 6,6 = 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 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 = 3251/0-3-13 (input: 0-3-8) K = 1073/Mechanical Max Horz 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 =-440/1153 C-D =-41211404 D-E =-239/331 E-F =-187/330 F-G =-10751706 G-H =-878/519 H-1 =-1020/519 I-J =-202/110 J-K =-262/169 BOT CHORD A-Q =-621/502 P-Q =-621/502 O-P =-1092/661 0-R =-1092/661 N-R =-1092/661 N-S =-130/471 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 =-130/471 L-M =-130/471 K-L =-3101698 WEBS B-Q = 0/280 B-P =-744/543 D-P =-2681/1057 D-N =-576/1834 E-N =-312/16 F-N =-9291668 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 = 10.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 244/190 180 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, WARNING - Verify design pannmeters and READ NOTES ON IRIS AND INCLUDED MUTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Deon, sign valid for use only with MRek connectors. This is based only upon parameters shown, and is for an individual building component. Houston, TX 79411 Alcom St. 7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (ots) on, X 7 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 900 8850 Trussway BNd. TRLqww erector. Additional perrnonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 OP fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Solety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. ii Job Truss Truss Type Qty Ply Fort King Colony H1457515 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 Page 1 51-14 1 1- 1'4 18-4-0 24-57 27-10.7 32-4-4 36-10-0 6-1-14 61-14 S0.4 51-8 3-5-0 4-512 l�2 E Scale: 3/16"=l' 1.5x4 II 3x6 = 4x9 = 3x6 = 3x4 = 3x5 = 6,6 = 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 5-9-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-1 oc bracing. WEBS 1 Row at midpt D-0, 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 = A269(LC 6) J =-481(LC 7) Max Grav A = 106(LC 10) 0 = 3227(LC 1) J = 1090(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2351802 B-C =-432/1135 C-D =-405/1386 D-E =-251/332 E-F =-203/277 F-G =-802/542 G-H =-987/525 H-I =-173/127 I-J =-2421182 BOT CHORD A-P =-605/492 O-P =-605/492 N-0 =-1078/658 N-Q =-1078/658 M-Q =-1078/658 M-R =-230/667 L-R =-230/667 CS] DEFL in (loc) I/deft 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 =-583/1940 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. 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 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. L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 219 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE ffif1.7473 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 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 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 RC07 1 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:54 2010 Page 6-1-14 12-5-0 18.4-0 22-5.7 25-10.7 31-5-3 36-10.0 6-1-14 6.32 5-11-0 41-8 35-0 5-6-12 5-4-13 I? Scale: 3/16"=l' 1.5x4 I I 3x6 4x5 = 3x6 = 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 FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP ND.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 pis 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 Harz A = 597(LC 5) Max Uplift A =-125(LC 11) 0 =-1240(LC 6) J =-503(LC 7) Max Grav A = 116(LC 10) O = 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 =-37311208 D-E =-76/1184 E-F =-7701648 F-G =-838/630 G-H =-1096/614 H-I =-233/152 I-J =-2811210 BOT CHORD A-P =-609/426 O-P =-609/426 N-0 =-237/246 CSI DEFL in (loc) I/deft TC 0.78 Vert(LL) -0.37 M-O >795 BC 0.76 Vert(TL) -0.69 M-0 >421 WB 1.00 Horz(TL) -0.02 J n/a (Matrix) BOT CHORD N-Q =-237/246 Q-R =-237/246 M-R =-237/246 L-M =-2351635 L-S =-235/635 K-S =-2351635 K-T =-356/916 T-U =-356/916 J-U =-356/916 WEBS B-P = 0/240 B-0 =-691/560 D-O =-5831583 E-O =-2215/695 E-M =-70911400 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 = I O.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 piitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. L/d PLATES GRIP 240 MT20 2441190 180 n/a Weight: 228 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 - Ve lb design parameters and READ NOTES ON TIOS AND MLIUDED MITER REFERENCE PAGE MII-7473 BEFORE 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 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 TRLKSW 8850 Trussway Blvd. qmpmmmmmm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ortando, 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 H1457517 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 61-14 12-5.2 18-4-0 20.5-7 2310.7 29.4-0 34-4-13 40-&0 Ab7-0 6.1-14 6-&4 5.10.13 2-1-8 3-5-0 5-5-8 5.0-13 5-10-3 Sx5 = Scale = 1:70.8 7.00 12 E z„a 1.5x4 I I 16 5x8 = 3x6 — 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 puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt F-0, 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 =-273/816 D-E = 01790 E-F =-8341735 F-G =-698/594 G-H =-944/580 H-1 =-1648/863 I-J =-1860/840 J-K =-228611023 K-L = 0/60 BOTCHORD A-R =-482/463 CS] 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) BOT CHORD Q-R =-4821463 P-Q =-171/396 P-S =-171/396 S-T =-171/396 O-T =-171/396 O-U =-29711505 N-U =-297/1505 M-N =-297/1505 K-M =-651/1874 WEBS F-O =-590/496 H-M =-132/580 J-M =-440/422 E-0 =-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.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 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. I$ Ud 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 WARNEN6 - Verify design parameters, and READ NOTES ON TEDS AND INCLUDED METES REFERENCE PAGE JW-7473 BEFORE USE. Engineering Department 9411 Aimm 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 T7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 IRUSSM 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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safely Information available from Truss Plate Institute, 583 D'Onofno Ddve. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457518 FCK-C RC09 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:55 2010 Page 1 6-2-14 12-512 18.4-s 22-a7 27-11-4 3a-z-2 4aSo Al-9-0 1_10 6-2-14 6-&14 5-1a13 3-7-15 5-1a13 6-2-14 VI:14 3x6 1.5x4 11 3x6 Z: Scale = 1:72.5 F G H 4 6 1.5x4 II 6x6 =3x6 4x8 = 3x6 =BXG = 1.5x4 II 6-2-14 12-5-12 9a9-8 1 27-11-4 _2-2 4a5-0 6-2-14 6-2-14 7-8-12 7-&12 6. -1a 8-2-14 e /x vl• rR•n_ R n_t _191 n •n_q-R n-1-191 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 WEBS 2.X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD 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 = 2825/0-3-5 0-3-8 L = 1620/0-1-15 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 =-438/179 C-D =-1371468 D-E =-109/640 E-F =-885/560 F-G =-632/558 G-H =-632/558 H-I =-885/536 I-J =-1500/788 J-K =-17541760 K-L =-2400/961 L-M = 0/60 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/deft Lid 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(TL) 0.06 L n/a n/a (Matrix) BOT CHORD LOAD CASE(S) Q-V =-187/1395 P-V =-187/1395 Standard 0-P =-187/1395 N-0 =-59511935 L-N =-595/1935 WEBS 1-0 =-171/580 K-N = 01259 K-O =-627/478 I-Q =-10701700 E-S =-2212/895 C-T = 0/260 C-S =-685/500 E-Q =-42111463 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. 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 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 WAMWO - verify design parameter and READ NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE MU 7473 BEFORE 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) 6916900 6 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/iPll Quality Criteria, DSB-89 and SCSII 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 King Colony H1457519 FCK-C RC10 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:56 2010 Page 1 1-4-0 5-7-5 11-1-8 16-&8 20.2-8 23B-8 29-3-8 34&11 40.5A 41-30 1-0-0 5-7-5 5-6.3 5.7-0 3-6.0 3-6.0 5-7-0 5-(i3 5-7-5 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 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 3-6-8 oc purlins. BOT CHORD 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 Horz B = 558(LC 5) Max Uplift R = -1110(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 =-3601134 C-D =-82/182 D-E =-68/312 E-F =-66/713 F-G =-752/536 G-H =-1776/990 H-1 =-2023/967 I-J =-2150/942 J-K =-24501990 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) BOT CHORD LOAD CASE(S) Q-T =-215/391 P-T =-215/391 Standard P-U =-163/997 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 =-2811484 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 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 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 244/190 Weight: 246 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 Engineering Department WARNING -Verify design parameters and READ NOTES ON TBIS AND INCLUDED MITER 94 ITER REFERENCE PAGE MD-7473 BEFORE USE. 1 9 P 11 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,on, 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 tainsure 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 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 Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi Tek Industries, Inc. Tue Aug 1013:54:57 2010 Page 1-4-D1 5-7-5 11-1-8 16-8-8 23.8-8 2&3-8 349-11 40.5-0 41-9-0 i-a o s7-s 112 5 7 0 7-0 o s-7-o s6 2 s-7-s 1-4-0 a sx5 = 5x5 = G H I 4x/ — V u S -' P 4x7 3x4 = 34 5x8 = 3x6 3x4 = 6x6 = 6x6 = Scale=1:75.1 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,G-0-0], [AV:0-0-0,0-0-0], [BB:0-0-0,0-0-0], [BE:0-0-0,0-0-0], ISE:0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.12 P >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.37 N-P >894 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 N n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 412 lb 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 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 = 2101/0-2-80-5-8 U = 3586/0-4-4 (input: 0-3-8) Max Harz 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 = -8/86 B-C =-536/149 C-D =-93/166 D-E =-117/395 E-F =-184/844 F-G =-152/931 G-H =-836/641 H-1 =-836/641 1-J =-1900/1234 TOP CHORD J-K =-2058/1168 K-L =-2449/1236 L-M =-2636/1248 M-N =-3071/1333 N-0 = -8/86 BOTCHORD B-V =-441/499 U-V =-475/607 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 =-359/654 M-P =-582/491 U-BO =-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 =-815/470 H-S =-456/382 E-U =-1087/779 K-Q =-10261751 F-AC =-1251130 AC -AD =-170/121 J-AZ =-1981162 AY -AZ =-102/92 AD-80= -16121 AD -BP = -16/21 AY-BQ= -53141 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 379 lb 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 CASI \ Standard Regular:(r I ease=1.28,-Vlate In ase=1.25 1) Uniforms (plf) Vert: A-G=-130(F=-40), G-1=-130(F=-40), 1-0=-1.30(F=-40), B- =- 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 MITER REFERENCE PAGE MH-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 Aloom St. Applicability of des! n parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Houston, TX 77093 Y 9 P P P rP P P N 9 9 9 9 (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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informatlon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type QPlyty Fort King Colony H1457521 FCK-C RC13 MONO HIP 1 2 Job Reference o tionai Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:58 2010 Page 1 r1-4-0 5.0.0 12-0-4 19-2-4 25-0.0 30.10-8 36-10-0 1-4-0 5-0.0 7-0.4 7-2-0 5-9-12 5.10.9 5.11-8 Scale: 3/16"=1' 7.00 12 5x6 = C 3x5 = 3x6 = 1.5x4 I I 3x4 = 3x6 3x4 —_ 2x4 I D r= F r- u 1 J 4xJ — V P V 11 M L n _ 8xg = 4.4 = 2x4 11 4x8 = 4x4 48 = 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 NO BCDL 10.0 Code FBC2007/TPI2002 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) K = 1337/0-1-80-3-8 B = 1567/0-1-8 0-3-8 N = 3932/0-2-5 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 TOP CHORD A-B = 0/64 B-C =-2470/1376 C-D =-1978/1327 D-E =-959/1351 E-F =-959/1351 F-G =-959/1351 G-H =-1566/1030 H-I =-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 =-132811978 M-N =-917/1137 L-M =-91711137 K-L =-1353/1717 WEBS C-Q =-165/532 C-0 =-222171 D-0 = 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 CSI DEFL in (loc) I/defl TC 0.88 Vert(LL) 0.07 0-Q >999 BC 0.31 Vert(TL) -0.12 0-0 >999 WB 0.82 Horz(TL) 0.04 K n/a (Matrix) WEBS C-Q =-165/532 C-0 =-222/71 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 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 0-9-0 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 loaA�Snt d ebually applied to all plies, except'd ) or back (B) face in the LOAD CASE(S)I onne 'ons have been provid loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S --t . I; Exp B; enclose ;t Rs v �F%j�b�"W1d Zone; Lumber DQL=1. 3FPidFid* P(&=N?A 16015 5) Provi e"1gV �q�M�tvent ater ponding. 6) This has t2e, d�s�e�g 10. psf bottom chord liv ��rfirh /� y off er live loads. Ud PLATES GRIP 240 MT20 244/190 180 n/a 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 2780 lb 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 (pit) 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 11,20 WARNING - Venfy design parnmetere and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Wail, 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. TRLSSM 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 Oty Ply Fort King Colony H145752 FCK-C RC14 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:59 2010 Page r1-4-0 311-9 7-V 12-11-10 18-11-3 24-10-13 30.10.E 38-10-0 1-40 3-11-9 3-0.7 5.11-10 5-11-10 5-11-10 511-10 11:1-10 5x5 r— C 3x4 = 1.Sx4 11 3x6 = 1.5x4 D E F G Scale = 1:65.0 1 3x4 = 2x4 II H I 4x6 M J O N 6x8 = L K 3x5 = 3x4 = 316 = 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/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, 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 = 1120/0-1-8 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 =-1369/361 D-E = -705/0 E-F = -705/0 F-G = -705/0 G-H =-1366/469 H-1 = -43/13 I-J =-244/197 BOT CHORD B-O =-433/1257 N-0 =-363/1345 M-N =-363/1345 L-M =-469/1366 K-L =-469/1366 J-K =-546/1156 WEBS C-0 =-111388 D-O =-113/165 D-M =-1006/699 E-M =-537/468 G-M =-1020/828 H-K = 0/460 H-J =-1374/654 CS! DEFL in (loc) I/deft L/d TC 0.79 Vert(LL) -0.18 J-K >999 240 BC 0.86 Vert(TL) -0.50 B-0 >447 160 WB 0.96 Horz(TL) 0.09 J n/a n/a (Matrix) WEBS C-O =-11/388 D-O =-113/165 D-M =-1006/699 E-M =-537/468 G-M =-10201828 H-K = 0/460 H-J =-13741654 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 August 11,20 WAwnvia - Verify dealgn Parameters amd READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE JW-7473 BEFORE USE. Engineering Department 9411 dil Design valid for use only with MTH ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. on. T St. Hou093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916 77900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiUlty, of the 8850 Tnussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the bUldng designer. For general guidance regarding Orlando, FL 32824 fabrication, qualify control, s}orage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI1 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 K ng Colony H1457523 FCK-C RC15 MONO HIP 1 1 Job Reference o Tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:59 2010 Page 1 1.4-0 410.15 9.0.0 15-6-2 22-11-0 30.&14 36-10.0 r1-4-0 4-10.15 41-1 6-6.2 7-4-14 7-4-14 6-62 5x5 3x4 = 3x5 = 1.5x4 // Scale = 1:65.0 1 3x4 = 2x6 II 3x8 — 3x6 = 6x6 = 3x6 = 1.5x4 // 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 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 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 a -629(LC 4) B = -545(LC 6) M = -971(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-2192/569 C-D a-1814/437 D-E =-1491/436 E-F =-1003/77 F-G =-1003/77 G-H =-1502/493 H-1 = -43/8 I-J =-2521206 BOT CHORD B-O =-764/1785 N-0 =-400/1474 N-P =-400/1474 P-Q =-400/1474 M-Q =-400/1474 M-R =-493/1502 L-R =-493/1502 K-L =-493/1502 K-S =-567/1238 S-T =-567/1238 J-T =-567/1238 WEBS C-O =-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-0 = 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=S.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) 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 11,20 Engineering Dartment e WARNING - Verlfy design parametera and READ NOTES ON Tffi5 AND INCLI7DED BIITER REFERENCE PADS MU-7473 BEFORE USE. En g Alcorn P 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 B 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. Truss Type Qty Ply Fort H14575241 FCK-C I RC16 (MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:59 2010 Page ri 1.4-0+ 5.6.0 11-0.0 18.11-14 28-11-9 3411-8 36-10.0 5.6-0 7-11-14 7-11-11 3 11-15 1.1 : 5x7 % 1.5x4 11 3x6 = D E F 3x4 = G Scale = 1:65.0 1 2x4 I 5x6 H I 4Xb — m K 3x4 = 3x6 = 6x8 = 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 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-7-9 oc bracing: B-C. WEBS 1 Row at midpt D-M, G-M REACTIONS (lb/size) B = 1010/0-1-8 0-3-8 M = 2663/0-3-2 0-3-8 J = 910/0-1-8 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 =-885/284 D-E =-232/517 E-F =-231/517 F-G =-231/517 G-H =-584/409 H-I = -72162 I-J =-129/47 BOTCHORD B-O =-659/1005 O-P =-2371477 N-P =-237/477 N-Q =-237/477 M-Q =-237/477 CSI DEFL in (loc) Well 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 =-1481233 J-T =-148/233 WEBS C-O =-4611476 D-O =-212/648 D-M =-1278/612 E-M =-770/671 G-M =-1353/671 G-K = 0/268 H-K =-2701451 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 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - ve>e fy design parameters and READ NOTES ON THIS AND D9CLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department 9411 AIM 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) 891 8900 '� I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 691Tru59ay Blvd. MM 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 tracing, consult ANSWTP11 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 Colony H1457525 FCK-C RC17 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MTek Industries, Inc. Tue Aug 1013:55:00 2010 Page 1 -1-4-0 i 3.8.0 7-ao 11-4.7 1s-1as z1-0-0 r 1-40 3.6.0 3tlo 4$3 5-1-7 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: 2 X 4 SYP No.1 BOTCHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W7:2X4SYP 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 purlins, except end verticals. BOTCHORD 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 =-3175/2171 E-F =-2258/1576 F-G =-4111386 H-M = 0/125 G-M =-1321/2040 BOTCHORD B-L =-2069/3043 K-L =-1939/2917 J-K =-1939/2917 I-J =-2172/3174 H-I = 0/12 WEBS C-L =-239/155 D-L a-513/923 D-J =-490/353 Scale = 1:38.1 1 4x7 = 5x6 r 5x4 = 5x4 = 7x8 = D E F G 5x4 = ­ `­vn —3x4 = CSI DEFL in (loc) Udefl TC 0.87 Vert(LL) 0.15 J-L >999 BC 0.73 Vert(rL) -0.24 J-L >999 WB 0.91 Horz(TL) 0.02 G n/a (Matrix) WEBS E-J =-521427 E-I =-1244/837 F-I =-657/787 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; 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) 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/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 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 (8). M m 5x10 = 1.5x4 II Ud 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) James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Verih design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE 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 TRUSSW is 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 structurels 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, WI53719. Job Truss Truss Type City Ply Fort King Colony H1457526 FCK-C RC18 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:00 2010 Page 1 - -1-4-0 2-8-8 8-5-4 16-0-0 23-6-8 27-2-8 1-4-0 2S8 310.12 2-312 7-3-0 7-6-8 1.5x4 I I 8x12 = US = 1.5x4 11 Sx8 = 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" 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 TOPCHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F-J REACTIONS (lb/size) B = 284/0-1-8 0-5-8 M = 2163/0-2-9 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 =-1291230 C-D =-755f750 D-E =-754f749 E-M =-2161/886 E-F =-1488/243 F-G = -352/6 G-H =-154/40 H-1 =-170/191 J-P =-282/671 O-P =-5031357 1-0 =-121/159 BOT CHORD B-N = -590/5 M-N = -586/0 M-Q =-698/1159 L-Q =-698/1159 K-L =-69811159 K-R =-698/1159 J-R =-698/1159 CSI DEFL in (loc) I/deft 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) BOT CHORD B-N = -590/5 M-N = -586/0 M-Q =-698/1159 L-Q =-69811159 K-L =-698/1159 K-R =-698/1159 J-R =-698/1159 WEBS C-N = -82148 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/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 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) purlins 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 lb up at 2-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. WARNING - Verify design paranurters and READ NOTES ON TBIS AND INCLUDED MITER REFERENCE PAGE MU--7473 BEFORE USE I I Scale = P L/d 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 (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-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) 0=-353(F) Design valid for use only with MUek 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 4 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 CrIl DSB-89 and SCS11 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 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H14575271 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 -1V 4.6.8 10-0-0 16-5-9 23-6-8 27-2-8 r1-4-0 4-68 6-2-8 8-8-9 7-0-15 3-8-0 G 4x5 ,• _ .. 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 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except end verticals. BOT CHORD 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 = 118/0-1-8 0-5-8 M = 1112/0-1-8 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 =-445/578 C-D =-671/916 D-E =-12071126 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-1 =-37/217 CSI DEFL in (loc) I/deft Ud TC 0.80 Vert(LL) 0.15 B-K >489 240 BC 0.88 Vert(TL) -0.56 H-1 >433 180 WB 0.62 HOrc(TL) 0.36 M n/a n/a (Matrix) WEBS E-I = 0/363 E-H =-955/532 F-L =-508/425 NOTES (9-10) 1) 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; 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) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity 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) 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 = N M A PLATES GRIP MT20 244/190 Weight: 165 lb &�1 /L -1_ James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,2011 WARNING - Verj y design pammoters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE i U-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 B 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. 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, 583 D'Onofno Drive, Madison, WI 53719. RC20 ISPECIAL 11 1 1 Ido, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 -1-4-0 6.6-8 12-9.0 19-4-4 23-&B 27-2-8 l-4-0 6-6-8 62-8 6-7-4 42-0 3-8-0� G 2x6 I 4x9 = 3x5 = 3x5 = 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 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 Horz 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 = 0/60 B-C =-602/946 C-D =-909/220 D-E =-1241/272 E-F =-718/279 F-G =-513/290 H-N = 0173 M-N =-1081/608 G-M =-1088/613 BOT CHORD B-L = -681/0 K-L = -608/0 J-K =-419/652 J-0 =-419/652 O-P =-419/652 I-P =-419/652 H4 = -41/20 WEBS C-L =-1951/958 CSI DEFL in (loc) I/defi L/d TC 0.62 Vert(LL) 0.19 B-L >396 240 BC 0.54 Vert(TL) 0.16 B-L >471 180 WS 0.73 Horz(TL) -0.12 N n/a n/a (Matrix) WEBS C-K =-466/1800 D-K =-1110/520 E-1 =-661/613 G-I =-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. 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 = 10.Opsf. 5) Bearing at joint(s) N 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 229 lb uplift at joint B, 1080 lb uplift at joint L and 590lb 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 = 1:54.4 1 N a r>r 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 11,20 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11I1TEN REFERENCE PAGE AM--7473 BEFORE 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) 6916900 B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8650 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 ANSVTPll Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avaiable from Truss Plate Institute, 583 D'anofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort K ng Colony H1457529 FCK-C RC21 SPECIAL 1 1 Job Reference o tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:012010 Page 1 8-6.8 14-&0 19.6-0 23-6-8 27-2-8 1-4-0 43-4 Z14 6-2-8 49-0 4-68 3.8-0 H i 0 4� ' Plate Y P I 1.1 U Scale = 1:57.1 1 4)5 = m 5x4 = 3x5 = 3x5 — 1.5x4 11 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/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 4-6-12 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 Harz B = 837(LC 6) Max Uplift B =-191(LC 6) M =-988(LC 6) 0 =-610(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0160 B-C =-331/320 C-D =-384/585 D-E =-1042/194 E-F =-13321351 F-G =-4991130 G-H =-312/151 1-0 = -72/5 N-0 =-1237/607 H-N =-12461613 BOT CHORD B-M = -409/0 L-M =-426/184 K-L =-426/184 K-P =-429/678 P-Q =-4291678 J-Q =-4291678 I-J = -35/9 WEBS C-M =-3521377 D-M =-15621707 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 =-306/743 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 ANSIfrPI 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 atjoint 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 PLATES GRIP MT20 2441190 Weight: 183 lb -,Izl( , L 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 TMS AND XCLUDED WTEE REFERENCE PAGE MU-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) 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information avoilobla from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Type H14575301 FCK-C RC22 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:02 2010 Page 1 i -1-4-0 53-4 10-fi8 1s-s-o za1-1z z3.6.8 z7-z-8 1-4-0 5-3-4 H BS 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/TP12002 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* 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 (Iblsize) B = 170910-2-0 0-4-0 N = 1695/0-1=8 0-5-8 Max Harz B = 837(LC 6) Max Uplift B =-720(LC 6) N =-815(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/59 B-C =-2625/891 C-D =-2321/844 D-E =-17221541 E-F =-20701705 F-G =-192/40 G-H = -3119 I-N =-65011406 M-N =-281/194 H-M =-2891197 BOT CHORD B-L =-1398/2149 L-0 =-1023/1667 O-P =-102311667 K-P =-1023/1667 J-K =-1023/1667 J-Q =-555/1013 Q-R =-55511013 I-R =-555/1013 WEBS C-L =-387/415 D-L =-2551572 D-J =-21/265 E-J =-1367/605 F-J =-747/1865 3x4 = 3x5 = 5x8 = 5x7 = 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 = 10.Opsf. 5) Bearing at joint(s) N considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 720 Its uplift at joint B and 815 lb uplift at joint N. 7) Following joints to be plated by qualified designer. Joints) 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 WARNING - 9'erVy design parameters and READ NOTES ON THIS AND INCLUDED AUTEAREFERENCE PAGE AM-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/TP11 Quality Criferia, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Icale=1 N u5 N m ci 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 Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6916900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 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 H1457531 FCK-C RC23 SPECIAL 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:55:02 2010 Page 1 -1-4-0 rr3-4 12.6.8 18-30 23$8 27-2-8 r 1.4-0 6-3-4 63-4 6-2-8 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 "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 = 1726/0-2-10-5-8 N = 1697/0-1-80-5-8 Max Harz 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 =-1486/541 F-G =-243143 G-H =-1151128 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 1-J >360 180 WB 0.88 Horz(TL) -0.25 N n/a n/a (Matrix) WEBS E-L =-4791746 E-J =-58/343 F-J =-216/555 F-1 =-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. 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 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 I I Scale N 4x8 11 PLATES GRIP MT20 244/190 Weight: 176 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 TIES AND INCLUDED AUTEB 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 5900 IRLMSM 6 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 Cdfedo, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informallon available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Type I City Ply I Fort King Colony H1457532 FCK-C I RC24 (SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:02 2010 Page -1-40 7-9.7 146-8 20-9-0 23-6-8 27-2-8 1-4-03-8-0 H Sole = 1:54.0 1 4xti — 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 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 "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 Harz 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-0 =-485/850 0-P =-485/850 I-P =-4851850 WEBS C-L = 01363 C-J =-8821664 F-J =-349/678 F-I =-1456/846 E-J = 0/191 CSI DEFL in (loc) I/deft L/d TC 0.91 Vert(LL) -0.38 I-J >843 240 BC 0.92 Vert(TL) -0.68 W >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. 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/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 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 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, WARNIM - 9erih design parameters and READ NOTES ON TIUS AND INCLUDED ffiTEE REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bin9411 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 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 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. RC25 1 .way, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:03 2010 Page 1 -1-4-0 36-0 7-0.0 11-11-8 16.11-0 20.5-0 2311-0 , 25-30 , 4-11-8 4-11-8 36.0 3fi0 5x7 % 2x6 II 5x7 D E F 5x4 = 3xl0 MT20H = 3x8 = Scale = 1:43.8 d 5x4 = 7-0-0 7-0.0 I 11-11-8 4-11-8 16-11-0 4-11-H 93 -11-D 7-0.0 Plate Offsets (X Y); I`B*0-1-14 Edoel lK0-1-14 Edge] 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) 0.25 K >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.39 K-M >717 180 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.16 H n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 128 lb LUMBER TOP CHORD 2 X 4 SYP No.2 'Except* T2: 2 X 4 SYP 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. BOTCHORD Rigid ceiling directly applied or 3-11-6 oc bracing. REACTIONS (lb/size) B = 2759/0-3-4 G-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 TOPCHORD A-B = 0/60 B-C = -4531 /2773 C-D =-4338/2791 D-E =-4446/2982 E-F =-4446/2982 F-G =-4338/2791 G-H =-453112774 H-1 = 0/60 BOTCHORD B-M =-247813743 L-M =-2458/3667 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 =-107711145 F-K =-929/1075 F-J = 493/908 G-J =-2781120 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=2Dft; Cat. II; 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 alive 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 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. 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 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 WARMNO - Verify design paramaters and READ NOTES ON THIS AND INCLUDED 10TEK REPERENCE 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) 6916900 '� 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 qIZZW fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/711 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. H14575341 FCK-C RC26 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:03 2010 Page 1 -1-40 4S4.6.0 9-0-0 14-11-0 19-5-0 23-11-0 253-0 1-4-0 0 480 511-0 4-Cr0 4-Cr0 1-4-0 Scale = 1:43.8 5x8 5x8 T1 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 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 TOPCHORD A-B = 0/60 B-C =-2304/811 C-D =-1943/654 D-E =-15731633 E-F =-1943/654 F-G =-2304/811 G-H = 0/60 BOTCHORD B-K =-67811878 J-K =-418/1573 I-J =-41811573 G-1 =-507/1878 WEBS C-K =-385/404 D-K = -81 /454 E-1 =-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. 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 3x4 = 3x5 = 3x4 = CSI DEFL in (loc) Vdefl Lid 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 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 675lb 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 1i, 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 11,20 WARNING - VerVy design parameters and READ NOTES ON TWS AND INMVDED MITES REFERENCE PAGE MR--9493 BEFORE USE. Engineering Department Design valid for use only with MTek connectors. Thisdesign is based only upon parameters shown, and is for an Individual Alcorn St.vidual building component. Applicability of design parameters and proper incorporation of component is responsibilityHouston, TX 77093 (713) on, X 7 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 691 6900sway Blvd. erector. Additional pe—onent 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. 5ob Type Qty Ply Fort King Colony ' FCK Trus 1 ' C H14575351 -C RC27 HIP 1 1 Job Reference (optional) sway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:04 2010 Page 1 1 - s6-o 11-ao 12-11-0 18-so z3.11-o zs3-D 1-40 5.6.0 1-11-0 5.60 56-0 1-4-0 ' 5x7 5x7 zz Scale=1:43.8 "" — 3x4 = 3x5 = 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 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD 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 Harz 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 =-1898/771 F-G =-2216/827 G-H = 0/60 BOT CHORD 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-I =-285/642 F-I =-460/467 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl Ud TC 0.60 Vert(LL) -0.18 I-K >999 240 BC 0.66 Vert(TL) -0.31 I-K >900 180B W0.26 HOrz(TL) 0.07 G n/a n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=20fl; 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 PLATES GRIP MT20 244/190 Weight: 114 lb 9 d James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNING - V—Vy design parameters and READ NOTES ON THIS 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 on individual building component. Houston, TX 77D93 girmismalk 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 6 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/TPn 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 Kng Colony H1457536 FCK-C RC28 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:04 2010 Page 1 I- _D 1 5-11-12 11-11-8 17-11-4 23-11-0 , 25-3-0 , 1-4-0 5-11-12 5-11-12 511-12 511-12 1 Scale = 1:43.1 D A ""' — 3x4 = 3x5 = 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 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 TOPCHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-5-14 oc bracing. REACTIONS (lb/size) B = 1506/0-1-12 0-5-8 F = 1505/0-1-12 0-5-8 Max Harz 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 I-J =-260/1172 I-K =-260/1172 H-K =-260/1172 F-H =-524/1771 WEBS C-J =-467/481 D-J =-385/765 D-H =-3851758 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. 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 CSI DEFL in (loc) I/deb 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 It, 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 11,201 26 WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITER 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 indviduol 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, stoge, delivery, erection and bracing, consult ANSI/TPII Quardy Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information ovailoblra a from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. n I i 0 n Job Truss Truss Type Qty Ply Fort King Colony FCK-C RC29 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:04 -1-4-0 511-12 11-11-8 18-f>10 19-5-2 23-11-0 1-4-D 5-11-12 511-12 47-2 2-10-6 45.14 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 *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 purfins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. REACTIONS (lb/size) B = 1511/0-1-130-5-8 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 = 0160 B-C =-2226/783 C-D =-19931851 D-E =-1968/756 E-F =-16641601 F-G =-105/38 H-L =-41111207 G-L =-411/1207 BOT CHORD B-K =-919/1793 K-N =-485/1172 N-0 =-485/1172 J-0 =-485/1172 I-J =-485/1172 H-1 =-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 = 5x6 _ 3x8 = CSI DEFL in (loc) I/defi Ud TC 0.91 Vert(LL) -0.25 I-K >999 240 BC 0.75 Vert(TL) -0.50 I-K >566 180 WB 0.94 Horz(TL) 0.07 M n/a 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. 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) Bearing at joint(s) M considers parallel to grain value using ANSVTPI 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 684 lb uplift at joint B and 469 lb uplift at joint M. 8) "Semi -rigid pilchbreaks 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 Old 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 PLATES GRIP MT20 244/190 Weight: 136 lb H14575371 2010 Pagel kale = 1:43.9 M Ib e James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify desiya parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE bf7! 7473 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 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 dudng construction B the responsibirity 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 Orland., 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 FCK-C IRC30 ISPECIAL 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:05 2010 Page 5-11-12 1- 8 1 10 5.11-12 5.11-12 2-7-0 0. 2 5-1-7 4-2-15 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 TOPCHORD 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 Horz 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 =-79511231 J-M =-292/510 I-M =-2921510 I-N =-292/510 H-N =-292/510 H-0 =-72/111 G-0 =-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 d N L T 3x5 = 34 = 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 Horc(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 309lb 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 l� I � I --- 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 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. 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/TPII Quality Criteria, OSB-89 and SCS11 Building Component (407) 857 2777 Sally Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job FCK-C Trussway, ' or PI King IRC31 ISPECIAL 11 I 1 IJob Reference (optional) Mando, FL 32824 1 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:0 6- - 9a-042-1 a 4 H14575391 Scale = 1:50.8 4xb / - _ ._. _ 1 2x4 I I 4x5 = 4x6 3x4 = 3x9 = 3x5 = 1.5x4 I 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 NO BCDL 10.0 Code FBC20077rP12002 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 = 1738/0-2-1 0-5-8 Q = 286/0-1-80-5-8 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 =-1874/694 E-F ' =-973/377 F-G =-760/395 G-H = -20/26 I-Q =-113/102 H-Q =-244/215 BOT CHORD B-P =-1279/2147 CSI DEFL in (loc) I/deft TC 0.75 Vert(LL) 0.14 0 >999 BC 0.80 Vert(TL) -0.29 M-0 >832 WB 0.78 HOrc(rL) 0.06 J n/a (Matrix) BOT CHORD P-R =-1275/2130 O-R =-1275/2130 N-0 =-1870/3705 M-N =-1878/3714 L-M =-877/1565 L-S = -26120 K-S = -26/20 J-K = -26/20 I-J = -26/20 WEBS D-0 =-436/211 E-L =-11751707 D-M =-2293/1068 G-J =-1511/786 G-L =-598/1164 F-L = 0/140 C-0 =-660/1747 C-P =-941274 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 nonconcument 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) Q considers parallel to grain value using ANSIfrPI 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 lb 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, WARMNG - Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH--7473 BEFORE 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) 891 8900 ''' isRLMWW 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 BCSII Building Component Safety Inlormatton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. (407) 857 2777 rype Fort FCK-C IRC32 ISPECIAL 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:05 2010 Page i -1-40 410-0 8-1-8 12-45 1(r8-0 z1-8-8 z7-z-e 1-40 4,: 1, 3.3-8 42-13 4311 SO-8 S _ F G H 4x4 v 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 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' W8: 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except end verticals. BOT CHORD 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 =-1863/637 C-D =-1808/675 D-E =-12921387 E-F =-1173/479 F-G = -2/3 G-H = -1/2 1-0 = 0/64 N-O =-196/173 H-N =-1981175 BOT CHORD B-M =-998/1483 L-M =-1138/2054 K-L =-1138/2054 K-P =-3241582 P-Q =-324/582 J-Q =-324/582 1-J = -2/1 WEBS C-M =-102/654 D-M =-496/181 D-K =-1111/571 CSI DEFL in (loc) Ildefi Ud 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 =-386/392 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 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) 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, O, 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 WARNING - Verify design parameters and BEAD NOTES ON THIS AND INCLUDED M(TEE REFERENCE PAGE AM-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, delvery. erection and bracing. consult ANSMII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. E PLATES GRIP MT20 244/190 Weight: 168 lb Z(L 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 (713) 6916900 TRUSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 1013:55:0( -1-4-0 6-10.0 10.1-8 14.40 18-8.0 22-2-4 27-2-8 14-0 6-10.0 33.8 4-2-8 } 4.40 3-6-4 G H 3 qm 3x5 = 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. BOT CHORD 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 = 130/0-1-8 0-5-8 Max Harz 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 = 0/60 B-C =-18451544 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 =-116/150 H-N =-117/152 BOTCHORD B-M =-962/1436 L-M =-931/1624 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 =-13551776 CSI DEFL in (loc) I/deft Ud 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.Opsf. 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) 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 rale p 1:49.9 101 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 10 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 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. 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, storagedelivery, 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. King FCK-C I RC34 ISPECIAL 11 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:06 2010 1 3-3-8 3-3-8 1-t 5 8 1-4-04=0 4-5.0 45.0 1- 43-11 H 4A 0 Yxv — US = 3x5 — 3x4 = 5x6 = 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 `Except` W6: 2 X 6 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, except end verticals. BOT CHORD 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 = 0160 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 =-484/331 CSI DEFL in (loc) 1/defl 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. 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 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) 0 considers parallel to grain value using ANSIR'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 569 lb uplift at joint B, 897 lb uplift at joint J and 348lb 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 PLATES GRIP MT20 2441190 Weight: 182 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Ver(& design parameters and READ NOTES ON TIDS AND INCLUDED MUTTER REFERENCE PAGE AM-7473 HEFORE 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) 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/TPI1 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. Truss Type Qty 1ply I Fort King Colony H14575431 FCK-C RC35 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:07 2010 -1-40 5-11-4 10.10.0 141-B 18-4-5 20.7-7 27-2-8 1-4-0 5-11-0 410.12 3.3.8 42-13 2-3-2 G ' 1 1 Plate 1 C� 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 FBC2007frPI2002 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 TOP CHORD 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 = 151210-1-13 0-5-8 1 = 616/0-1-8 0-5-8 M = 134810-1-8 0-5-8 Max Horz B = 837(LC 6) Max Uplift B =-726(LC 6) I =-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 =-16531688 D-E =-1311/678 E-F =-1090/581 F-G = -19/3 H-M =-666/1068 L-M =-274/258 G-L =-280/262 BOT CHORD B-K =-1367/1736 J-K =-96111311 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/defl Ud 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(rL) -0.09 M n/a n/a (Matrix) WEBS D-K =-173/531 F-H =-1053/826 E-1 =-1114/749 F-1 =-6751861 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; 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 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/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 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 Scale = 1:56.3 N e) V) O V) f3 a) PLATES GRIP MT20 244/190 Weight: 172 lb 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 TNIS AND INCLUDED bDTER REFERENCE PAGE 1dU-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 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 resporsibidty of the 8850 Trussway Blvd. IRLOSM 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/TPII Quality Criteria, DSB-89 and SCS1I Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457544 FCK-C I RC36 IROOF TRUSS 11 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:07 2010 Page -1-4-0 5-10-0 11-8.0 1411-8 21-9-8 24&B 27-2-8 1-4-0 5-10-0 510-0 &38 6-10-0 2-11-0 2-Fr0 G vxo 3x4 = 3x5 = 6x8 = 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* 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. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-1, 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) 1 = -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 =-781148 L-M =-276/256 G-L =-283/260 F-G = -19/3 BOTCHORD B-K =-831/951 K-N =-381/360 J-N =-381/360 J-0 =-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/dell L/d TC 0.57 Vert(LL) -0.30 H-I >381 240 BC 0.84 Vert(TL) -0.56 H-1 >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 joint(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 389 lb uplift at joint B, 908 lb uplift at joint I and 316 lb uplift atjoint 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/ 2-1 Old 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 Cale = 1 m a M James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design pammetars and RMD N07ES ON THIS 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 onty 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 stabifity, during construction B 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 BC511 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 1 1 1 1 1 1 1 1 1 1 1 1 Job Truss Truss Type City Ply Fort King Colony H1457545 FCK-C RC37 ROOF TRUSS 1 1 Jab Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:07 2010 Page 1 -1-4 6- 0 1 7 1 6-7 1-4-0 110-0 6-110 338 0- 2-612 2-1l0 9-1 3.8.1 K 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 '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. BOTCHORD 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 = 2165/0-2-9 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 TOP CHORD 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 =-32/153 P-Q =-3191236 J-P =-326/238 J-K =-231/180 I-K =-269/255 BOT CHORD B-O =-711/837 - 3x4 = 3x5 =6x6 = 46 = CSI TC 0.78 BC 0.85 WB 0.86 (Matrix) Scale=I1:56.1 Q d DEFL in (loc) I/deft Lid 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 BOT CHORD O-R =-182/118 R-S =-182/118 N-S =-182/118 M-N =-182/118 M-T = -70/23 T-U = -70/23 L-U = -70123 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/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 1008 lb uplift at joint M, 354 lb 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/ 2-10d 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 WARNING - Vert fy design parameters and READ NOTES ON TNIS AND INCLUDED INTER REFERENCE PAGE lull-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 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 bulding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 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 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H145754 FCK-C RC38 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:0B 2010 Page -1-4-0 5.0-0 10.1-15 165-10 20.11-0 r 1Z S-O-0 5-1-15 5-3-11 5-56 5x6 C 5x4 = 3x10 MT20H = 5x6 = D E F Scale = 1:37.5 1 2xB II G 4xr 1.5x4 11 sx' 3x4 = 3x4 = 6x7 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 NO BCDL 10.0 Code FBC2007lrP12002 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 0-5-8 Max Horz 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 = -64163 G-H =-354/354 BOT CHORD B-L =-2158/2554 K-L =-2139/2531 J-K =-2139/2531 1-1 =-3222/3488 H-I =-2541/2692 WEBS C-L =-397/472 C-J =-1250/1105 D-J =-372/457 D-1 =-913/781 F-I =-5461627 F-H =-3015/2844 CSI DEFL in (loc) I/deft TC 0.95 Vert(LL) 0.26 14 >958 BC 0.77 Vert(TL) -0.30 14 >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. 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) 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) L/d PLATES GRIP 240 MT20 244/190 180 MT20H 187/143 n/a Standard Vert: L=-321(F) Weight: 107 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARND9O - verify deeign parvmsters arrd READ NOTES oN TN1S AND D9cLUDED wT= REFERENCE PAGE mu-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7connectors. ek 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 stability during construction is the responsiblity, 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, consul 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. . 1 1 1 1 1 1 1 1 1 1 Job (Truss Truss Type Qry Ply Fort King Colony H1457547 FCK-C RC39 MONO HIP 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:55:08 2010 Page 1 10 -11-44-0 s9 24a1-8 46 Scale = 1:42.7 3x4 = 1.5x4 II gA Jay 3x8 = 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 FBC20077rP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 "Except` 81: 2 X 4 SYP No.1 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 Harz B = 561(LC 6) Max Uplift G =-513(LC 5) B =-588(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 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 =-318/7O5 H-J =-318/705 G-J =-318/705 WEBS C-1 =-487/485 D-I = 0/268 E-I =-235/514 E-G =-1141/532 CSI TC 0.52 BC 0.84 WB 0.38 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.32 G-I >761 240 Vert(TL) -0.65 B-1 >382 180 Horz(TL) 0.04 G n/a n/a PLATES GRIP MT20 244/190 Weight: 118 lb 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) 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 20.0psf 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 513 Ito uplift at joint G and 588 Ito 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 L WARNING - Verify design parameters and READ NOTES ON TENS AND INCLMED MITER REFERENCE PAGE Jiff--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 4 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 BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 UOnofno 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 Aloom St. Idill Houston, TX 77093 - (713) 6916900 IRLSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 H1457548 FCK-C RC40 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:08 2010 Page 1 i -1-40 6-6-0 13-0.0 17-SO 20.11A 1.4.0 6-6-0 6-6-0 45-0 3-8.1 r, 141 'A LOADING (psf) SPACING 2-0-0 TOLL 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 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, 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 Harz 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 BOTCHORD B-J =-933/1457 1-1 =-220/450 I-K =-2201450 H-K =-220/450 WEBS C-J =-572/574 E-J = 0/244 F-J =-468/805 F-H =-1061/553 sx6 — 3x15 = 3x6 = CSI DEFL in (loc) I/defi L/d TC 0.73 Vert(LL) -0.47 H-J >532 240 BC 0.86 Vert(TL) -0.80 H-J >310 180 WB 0.87 HOrz(TL) 0.03 H n/a n/a (Matrix) NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=S.Opsf; BCDL=S.Opsf; h=20ft; 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 DO L=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 H and 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 of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard I I Scale = 1:40.5 PLATES GRIP MT20 244/190 Weight: 125 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNM - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTZK REFERENCE PAGE MU-7473 BEFORE 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) 6916900 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/TPI7 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 H14575491 RC41 HIP 1 1 Job Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 Mi ek Industries, Inc. Tue Aug 1013:55:09 2010 Page 1 11- 1-4-0 9-5.1 5-fr15 411-8 11-8 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 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` 81: 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-1 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 = -26/41 G-H =-155/94 H-1 =-257/157 BOT CHORD B-K =-962/1427 K-L =-3321602 J-L =-332/602 J-M =-332/602 I-M =-332/602 WEBS C-K =-417/371 E-K =-3471382 F-I =-1054/600 F-K =-449/954 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 TC 0.53 Vert(LL) -0.32 B-K >785 BC 0.86 Vert(TL) -0.90 B-K >275 WB 0.69 Horz(TL) 0.04 1 n/a (Matrix) 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=S.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 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 128 lb (_� //11 - - James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design p—meters ¢nd READ NOTES ON TRIG AND INCLDDED xrTER REFERENCE PAGE MU-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 o 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 responsbility 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 1CS11 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 H145755 FCK-C RC42 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 ;Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:09 2010 Page 11-4-0 17-0.0 A8-0-G1 20.11-f1 5.8.0 "0 1-0.6 2-10.10 lb 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 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 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 Harz A = 661(LC 6) Max Uplift A = -413(LC 6) J = -629(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B =-1825/600 B-C =-1377/377 C-D =-1140/403 D-E =-270/107 E-F =-809/469 F-G =-920/586 G-H =-902/555 H-1 =-227/135 1-J =-383/225 BOTCHORD A-L =-104411491 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 L/d 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(TL) 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.Opsf. 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 pkchbreaks 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 I I Scale = 1:51.5 1 A d PLATES GRIP MT20 244/190 Weight: 119 lb "//1�11 (4 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARN71M - Ver jjy design p—metes and READ NOTES ON TIUS AND INCLEWED AITT'ER REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. 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 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 2777 Safety Information available from Truss Plate Institute; 583 D'Onofno Drive, Madison, WI 53719. 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 Trussway, Orlando, FL 32B24 5-1-3 5x8 = A 6x7 = B H14575511 T 11 1 IJob Reference (optional) 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:09 2010 Page 1 5-4-5 5.45 5x5 = 3x10 M1120H = C D 5-1-3 Scale = 1:36.2 6x7 = 2x6 II E F L 3x10 M1120H = - G 2X6 I I 6x7 = 5x5 = 6x7 = 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 NO BCDL 10.0 Code FBC2007lrP12002 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 (lb) - Maximum Compression/Maximum Tension TOPCHORD A-L =-2154/966 A-B 251111063 B-C =-3367/1426 C-D =-251211064 D-E =-2512/1064 E-F = -42/18 F-G =-193/136 BOTCHORD K-L = -18/43 J-K =-1063/2511 I-J =-106312511 H-1 =-1426/3367 G-H =-1064/2512 WEBS B-K =-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. 11; 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 lb 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 WARNING - Venfy design p--tars and READ NOTES ON TNIS AND INCLUDED ADTEK REFERENCE PAGE 111IIA473 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 any. Additional temporary bracing to insure stabirity, 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, consu8 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Dnve, Madison. WI 53719. Fort King Colony H14575521 FCK-C I RC44 ISPECIAL I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:09 2010 Page 7-0-4 13.10-12 20-11-0 7-0-4 6-10-8 7-04 4x5 = A 3x4 = B 3x5 = 3x5 = C D Scale = 1:36.5 2x6 II E 3x5 2x6 I I 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 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 4-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-4-8 oc bracing. WEBS 1 Row at midpt A-J, D-F REACTIONS (lb/size) J = 1134/0-1-8 0-3-8 F = 1134/0-1-8 0-3-8 Max Uplift J =-564(LC 4) F =-564(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-10711591 A-B =-1112/553 B-C =-11131553 C-D =-1113/553 D-E = -30/15 E-F =-268/192 BOT CHORD I-J = -15/31 H-I =-553/1112 G-H =-553/1112 F-G =-553/1113 WEBS A-1 =-670/1347 B-I =-660/475 B-G = -0/1 D-G = 0/291 D-F =-1348/670 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;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. CSI DEFL in (loc) I/deft Ud TC 0.73 Vert(LL) -0.06 F-G >999 240 BC 0.48 Vert(TL) -0.16 F-G >999 180 WB 0.85 Horz(TL) 0.03 F 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 564 lb uplift at joint J and 564 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 2441190 Weight: 127 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Ver(fg design Parameters and READ NOTES ON IBIS AND INCLUDED WTEE REFERENCE PAGE MN-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This 9411 Aimm 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) 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 BuBding Component (407) 857 2777 Safety information available from Truss Plate Institute, 583 UOnofno Drive, Madison, WI 53719. H1457553 h IRC45 ISPECIAL 11 1 IJob Reference (optional) Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:10 2010 Page 1 7-0-4 13-10.12 20.11-0 7-0-4 6-10.8 7- 1_ A B D E = 1:36.5 3x5 2x6 I I 3x5 = = 3x4 = 4x5 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 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-3-2 oc bracing. WEBS 1 Row at midpt A-J, E-F, D-F REACTIONS (lb/size) J = 1326/0-1-9 0-3-8 F = 1261/0-1-8 0-3-8 Max Uplift J =-564(LC 4) F =-564(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-1183/591 A-B =-1031/451 B-C =-1032/451 C-D =-1032/451 D-E = -24/11 E-F =-266/190 BOTCHORD J-K = -11/26 I-K = -11/26 H-1 =-45111031 H-L =-451/1031 G-L =-451/1031 G-M =-451/1032 F-M =-451/1032 WEBS A-1 =-594/1360 B-I =-661/477 B-G = -0/1 D-G = 0/292 D-F =-13641595 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) Provide adequate drainage to prevent water ponding. CSI DEFL in (loc) I/deft L/d TC 0.73 Vert(LL) -0.06 F-G >999 240 BC 0.45 Vert(TL) -0.15 F-G >999 180 WB 0.89 Horz(TL) 0.03 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 = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint J and 564 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 IL WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED BDTEE 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 an individual building component. Applicability of design parameters and proper incorporation of component s 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 ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storagedelivery, erection and bracing, consult ANSI/TPI1 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: 137 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) 891 6900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 21, Job Truss Truss Type City Ply Fort King Colony H1457554 FCK-C RC46 SPECIAL 1 1 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:10 2010 Page 7-0.4 13-10.12 20.11-0 r 7-0.4 ti-10.8 7-0.4 A B D E 2x4 II 3x5 = sxb — 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 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 4-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt A-J, E-F, D-F REACTIONS (lb/size) J = 1367/0-1-10 0-5-8 F = 1298/0-1-9 0-5-8 Max Uplift J =-564(LC 4) F =-564(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J =-1213/591 A-B =-897/380 B-C =-8981380 C-D =-898/380 D-E = -20/9 E-F =-265/189 BOTCHORD J-K = -9/21 I-K = -9/21 H-1 =-380/897 H-L =-3801897 G-L =-380/897 G-M =-380/898 F-M =-3801898 WEBS A4 =-547/1290 B-I =-663/478 B-G = -0/1 D-G = 0/293 D-F =-1294/547 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. CSI DEFL in (loc) I/defl L/d TC 0.74 Vert(LL) -0.06 F-G >999 240 BC 0.47 Vert(TL) -0.16 F-G >999 180 WB 0.98 Horz(TL) 0.02 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 = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint J and 564 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 11 Scale = 1:39.3 PLATES GRIP MT20 2441190 Weight: 148 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - 7ertfy design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE AM-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. 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 Plaie Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457555 FCK-C RC47 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:10 2010 Page 1 7-8 7- 0 7-11-1 fr8-7 5•B-8 D E Too 12 TAo Scale = 1:54.1 3x7 3x5 4 B C W3 d � b d VV1 ant A dA13 H 5xB = 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* TV 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 TOP CHORD A-B =-1701/510 B-C =-878/241 C-D =-852/275 D-E =-603/342 E-F =-1101/596 BOTCHORD A-1 =-899/1319 H-1 =-899/1319 G-H =-899/1319 G-J = -10/16 F-J = -10/16 WEBS B-1 = 01339 B-G =-863/670 D-G =-191/223 E-G =-589/1023 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. cSl DEFL in (loc) I/deft Ud TC 0.75 Vert(LL) 0.18 A-1 >999 240 BC 0.62 Vert(TL) -0.34 A-1 >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 244/190 Weight: 124 lb // l , \ l/UU ___ 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 1bTEE 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. TRLBSW 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 BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5B3 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type City' Ply Fort King Colony H1457556 FCK-C RC48 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 5-6.12 12-3.10 16-8-5 18-4-0 20-11-0 5-6-12 6-8-13 4-4-12 1-7-11 2-7-0 I$ J416 = _ ... .. ., 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/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 'Except* 131: 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. BOT CHORD 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 Harz 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 =-11231407 D-E =-240/109 E-F =-798/433 F-G =-871/508 G-H =-842/484 H-1 =-196/111 I-J =-335/194 BOT CHORD A-L =-107211525 L-M =-573/942 K-M =-573/942 K-N =-573/942 J-N =-573/942 WEBS B-L =-513/539 D-L =-171/676 D-J =-12011747 E-H =-4981839 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.Opsf. 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 IL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLMED MITES REFERENCE PAGE AM-7473 BEFORE USE I I I Scale = 1:51.2 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 120 lb Design valid for use only with Mfrek 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 Safety Information ovalabla 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 Alcorn St. Houston, TX 77093 (713) 8918900 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Type IQty IPly I Fort King Colony H1 FCK-C RC49 Trussway, Orlando, FL 32824 ICOMMON 11 I 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, In 5-10-1 11-0.3 13.0.14 17-f3-3 20.11-0 5-10.1 5-2-2 2-0.11 4-5-6 3-413 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' 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. BOT CHORD 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 (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-1847/619 B-C =-1368/364 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 =-530/855 G-K =-530/855 WEBS B-1 =-562/580 D-I =-208/718 D-G =-1156/738 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 3x4 = 3x5 = CSI DEFL in (loc) 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=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) 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 3x6 = PLATES GRIP MT20 244/190 Weight: 116 lb 12010 Page Scale = 1:54.1 1 6_/ItA, L 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 TNIS AND INCLUDED BIITEK REFERENCE PAGE AU-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. TRUSSOM 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. Ply I Fort King Colony H1457558 FCK-C I RC50 IHIP 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:11 2010 Page 1 -1-4-0 5.0-0 10-1-12 1SS4 20-7-0 257-0 26-11-0 1-4-0 51-12 53.8 51-12 5-0-0 14-0 Scale = 1:46.5 5x12 MT20H C 5x4 = D 2x6 I I E 5x12 MT20H zZ F I� 1 1.5x4 I 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 FBC2007lrP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T2: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 'Except' B2: 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. BOT CHORD 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 = 2427/0-2-14 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 =-504214700 D-E =-5040/4699 E-F =-5041/4698 F-G =-403213536 G-H = 0/59 BOT CHORD B-N =-3083/3341 M-N =-3062/3318 L-M =-306213318 K-L =-4697/5041 J-K =-2889/3318 1-1 =-2889/3318 G-1 =-2910/3341 WEBS C-N =-433/475 F-I =-4341476 D-L =-840/868 E-K =-825/838 C-L = -2071 /2040 D-K = -60/64 F-K =-206912038 CSI DEFL in (loc) I/deb 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. 11; 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. Ud 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) James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNMO - V—VY design Parameters and READ NOTES ON TBIS AND INCLUDED aIITEK REFERENCE PAGE JIW-7473 BEFORE USE. Engineering Department Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual bin9411 Alcom St.ding component. Houston, TX 77093 (713) on, 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 698900 8850 1 sway6900 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) 857 2777 Safety Information avalloble from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Ply Fort King Colony �Qty H1457559 FCK-C RC50A HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:12 2010 Page 1 -1-4-0 12-9 8 18.7-0 25-7-0 26-11-0 1-4-0 7-0.0 5-9-8 5-9-8 7-0.0 1-40 Scale = 1:46.5 4x7 3x4 = 4x7 C D E 7.00 F12 4 B F G Id J I H i 4x6 � 4x6 \ 8-2-5 3x4 = 3x5 = 3x4 = 17-411 25-7-0 - - - OffsetsPlate -3-1 0-1-8 1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.49 H-J >614 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.94 Vert(TL) 0.40 H-J >761 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.09 F n/a n/a BCDL 10.0 Code FBC2007rTP12002 (Matrix) Weight: 114 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) ' This truss has been designed for a live load of BRACING 20.0psf 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. bottom chord and any other members. SOT CHORD 6) Provide mechanical connection (by others) of truss to Rigid ceiling directly applied or 2-2-0 oc bracing. bearing plate capable of withstanding 1189 lb uplift at joint B and 1189 lb uplift at joint F. REACTIONS (lb/size) 7) "Semi -rigid pitchbreaks with fixed heels" Member end B = 1524/0-1-13 0-3-8 fixity model was used in the analysis and design of this F = 1524/0-1-13 0.3 8 truss. 8) NOTE: Refer to attach Trussway Notes, Appendices Max Hor rz and T-1 sheet for more information. B 239(LC 4) 9) NOTE: The seal on this drawing indicates acceptance Max Uplift of professional engineering responsibility solely for the B li 1189(LC 6) truss component design shown. F =-1189(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension LOAD CASE(S) Standard 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 BOT CHORD B-J =-2= -212612147 / H-I =-212612147 F-H =-1729/1711 WEBS D-J =-482/512 D-H =-482/512 C-J =-853/548 E-H =-853/548 NOTES (8-9) 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=20ft; Cat. 11; Exp B; Houston, TX 77093 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 August 11,20 9 3) Provide adequate drainage to prevent water ponding. WARMNG - Verify design parameters and READ NOTES GN TMS AND INCLUDED bDd'ER REFERENCE PAGE MU-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 far 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 Qualtly Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Infonnalion available from Truss Plate Institute, 583 D'Onofno Drive. Madison. W153719. Fort King Colony H14575601 FCK-C I RC50B IHIP I1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7i ek Industries, Inc. Tue Aug 1013:55:12 2010 -1-4-0 4-60 9-0-0 12-9-8 1&7-0 21-1-0 25-7-0 r 1-4-0 4V 4-6-0 39.8 W. 1161 4-&0 Z6A 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. BOTCHORD Rigid ceiling directly applied. REACTIONS (lb/size) H = 1387/0-1-100-3-8 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 =-1892/2139 G-H =-228912323 BOT CHORD B-K =-1912/1882 J-K =-1678/1662 I-J =-1678/1662 H-I =-1948/1908 WEBS C-K =-410/445 D-K =-8701552 E-K =-301/357 E-I =-291/352 F-1 =-882/557 G-1 =-432/474 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 46 D 3x4 = 4x6 E F Scale = 1:45.5 1 d 3x8 = 3x5 = 3x8 = CSI DEFL in (loc) I/deft Ud TC 0.89 Vert(LL) 0.64 H-1 >474 240 Be 0.95 Vert(TL) 0.52 H-1 >585 180 WB 0.45 Horz(TL) 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 WARMNO - Ver(/y design parameters and READ NOTES ON THIS AND D9CLUDED MITES 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) 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 BCSII Building Component (407) 857 2777 Safety Information avcilable from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply Fort King Colony H1457561 FCK-C RC53 HIP 1 2 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:12 2010 Page 1 -20-0 5.3A fi-9-0 12-0-0 r 2-0-0 5-3-0 1-6-0 5 )0 Scale = 1:35.6 4x5 II 4x5 11 C D I _ _ _ F 3x9 I I 7x6 — 8x9 — 3x9 I I r Plate Offsets (X.Y)� 0- -5 0. -5 0 -0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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(TL) -0.13 H-I >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 FBC2007ITP12002 (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 TOPCHORD 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) 1 = 4877/0-2-14 0-5-8 F = 4649/0-2-12 0-3-8 Max Harz 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 =-3591/1862 C-D =-2977/1680 D-E =-3614/1866 B-I =-3445/1870 E-F =-3239/1674 BOT CHORD H-1 =-440/226 G-H =-158412939 F-G =-102/210 WEBS C-H =-738/1394 C-G =-237/183 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 (8), 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; MWIFRS (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 fixed 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 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. 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 (pit) Vert: A-B=-90, B-C=-90, C-D=-153(F=-63), D-E=-90, H4=-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 g WARNING - V fy design pannmetere and READ NOTES ON THIS AND INCLUDED WTErr REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design Is based on u Houston, on, T 77 g N g N Pon parameters shown, and for an individual bolding 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 5909 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. TRWSW 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, OSS-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 [ty Fort g Colony H1457562 FCK-C RC54 COMMON 1 1 Kin Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:13 2010 Page 1 _ -1-0.0 51-8 10.3-0 11-3-0 L 1-0.0 51-8 51-8 1-0.0 4x5 = Scale = 1:22.3 C Ia 3x5 '�' ­1 � � 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 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 6-0-0 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 Harz B =-175(LC 4) Max Uplift B =-546(LC 6) D =-554(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/44 B-C =-690/782 C-D =-692/786 D-E = 0/44 BOTCHORD 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. 11; 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) I/deft L/d PLATES GRIP TC 0.38 Vert(LL) 0.08 B-F >999 240 MT20 244/190 BC 0.44 Vert(TL) 0.07 B-F >999 180 WB 0.11 Horz(TL) 0.01 D n/a n/a (Matrix) Weight: 41 lb 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 ,5:�_1111 �_ (_ James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 C WARNING - 7e vy design parameters and READ NGTES GN TNrs AND INCLUDED wTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department Design valid for use on with Mgek connectors. This design is based on upon Houston, on,AlcT Sl. g N g N p parameters shown. and is for an Individual 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. 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 BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 1 n H1457563 RC55 HIP 1 1 Job Reference (optional) way, Orlando, FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:55:13 2010 Page 1 -2-0.0 3-0-0 7-3-0 10-30 12-3-0 2-10 3-0-0 43.0 3.40 2-0-0 5x7 % 5x7 Zz- C T2 8.00 12 NI AM B T1 Li B1 H G 4x5 = 1.5x4 II 1.5x4 II 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.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. REACTIONS (lb/size) B = 86510-1-8 0-3-8 E = 865/0-1-8 0-3-8 Max Harz B = 128(LC 5) Max Uplift B =-744(LC 5) E _-744(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/99 B-C =-888/772 C-D =-641/609 D-E =-8881771 E-F = 0/99 BOT CHORD B-H =-595/651 G-H =-584/641 E-G =-601/651 WEBS C-H =-236/204 D-G =-235/204 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; 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 chord live load nonconcurrent with any other live loads. CSI DEFL in (loc) I/deft L/d TC 0.60 Vert(LL) 0.05 G-H >999 240 BC 0.28 Vert(TL) -0.05 G-H >999 180 WB 0.07 Horz(TL) 0.01 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 744 lb uplift at joint B and 744 lb uplift at joint E. 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) 83 lb down and 69 lb up at 7-3-0, and 83 lb down and 69 lb up at 3-0-0 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-D=-106(F=-16), D-F=-90, B-H=-20, G-H=-24(F=4), E-G=-20 Concentrated Loads (lb) Vert: H=-83(F) G=-83(F) E 4x5 = PLATES GRIP MT20 244/190 Weight: 45 lb Scale= 1:23.5 1 F L James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 Alk WARNING - Verify design parameters and READ NOTES ON TRTS AND INCLUDED AUTEE REFERENCE PAGE MU7473 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. 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, Al 53719. Job Truss Truss Type Qty Ply Fort King Colony H1457564 FCK-C RC56 COMMON 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 5-2-4 2-0-0 5-0-12 10-12 0-0-12 �--'- - 3.5 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.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 = 741/0-1-80-3-8 D = 741/0-1-80-3-8 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 =-600/630 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) I/deft 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 iL WARNING - Verify design parameters and BEAD NOTES ON TNrS AND INCLUDED RUTEN 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 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 stabilty 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 ANSVVII 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: 46 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 TRUSWW 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 1 11 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 1 2009 M7ek Industries, Inc. Tue Aug 10 13:55:13 2010 Page 1 4 A 6-6-0 1-4-0 6-5-0 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/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 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 = -97131 E-F = -32/16 F-G = 43/43 BOT CHORD B-J = 0/0 1-1 = Oro H-1 = 0/0 G-H = 0/0 WEBS E-H =-125/123 D-I =-109/120 C-J =-160/139 F 1.ax4 11 1.Dx4 II 1.ox4 II 1.oX4 I CSI DEFL in (loc) I/deft L/d TC 0.44 Vert(LL) 0.00 A n/r 120 BC 0.09 Vert(TL) -0.01 A n/r 80 WB 0.04 Horz(TL) 0.00 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. 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 ANSI/TPI 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 39 lb 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-11 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 = 1:25.5 1 PLATES GRIP MT20 2441190 Weight: 38 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 1 WARMNG - Verilly design paramst rs and READ NOTES ON THfS AND INCLUDED RrlTEE REFERENCE PAGE RID-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 IRLqSW 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, stoge, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information availablera from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job FCK-C O oA Truss RC61 (MONO HIP I1 1 Job Reference (optional) way, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:55:14 2010 Page -1-40 45-13 9.0.0 14-2-5 15-4-3 21.0.0 1-4-0 4-5-13 4-&3 5-2-5 1-1-15 5.7-13 3x4 = Scale = 1:38.2 D E 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/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* 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 = 1084/0-1-8 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 = 0/60 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 =-29/333 E-J =-130/235 E-H =-715/423 F-H =-476/1075 F-L =-1128/534 K-L =-176/322 Type 3x8 = Qty Ply Fort King Colony 3xo — 3X4 — CSI DEFL in (loc) I/deft L/d TC 0.64 Vert(LL) -0.13 B-J >999 240 BC 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 ANSIIrPI 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 H14575661 L 2x6 II PLATES GRIP MT20 244/190 Weight: 121 lb r C� 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 NTI'EE REFERENCE PAGE AW-7473 BEFORE USE, Engineering Depanment Des n valid for use only with Mnek connectors. This design is based on upon 9411 Alcom St. ig y g N p parameters shown, and is for an individual building component. Houston, TX 77093 Applicability�r!�r�� of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown (713) at 8900 BBc w 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/TPII Quardy Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 -4,11111110011 Safety Infoanation 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 Type Qty Ply Fort ) HIP 1 1 H14575671 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:14 2010 Page -1-4-0 62-7 11-0.0 15-9-4 21-0-0 1 4-0 6-2-7 49.9 49.4 5-2-12 ld Scale = 1:38.6 1 ....., 3x8 = sxo — 5x6 = 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` 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 = 1310/0-1-9 0-5-8 K = 1191/0-1-80-5-8 Max Harz B = 561(LC 6) Max Uplift B = -587(LC 6) K = -492(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1758/598 C-D =-1285/428 D-E =-999/450 E-F = -95/30 G-J =-37811025 F-J =-378/1025 BOT CHORD B-1 =-847/1397 H-1 =-322/722 H-L =-322/722 L-M =-322/722 G-M =-322/722 WEBS C-1 =-493/485 D-1 = 01271 E-1 =-228/476 E-G =-10801506 F-K =-1204/498 J-K =-77/179 CSI DEFL in (loc) 1/defl L/d TC 0.59 Vert(LL) -0.26 G-1 >957 240 BC 0.99 Vert(TL) -0.72 B-1 >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. 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 atjoint(s) K 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 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 11,20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 I, for 691 6900 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IRLSSM 8850 691 6900sway 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, consuti ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Informatiava on lable from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty [ly Fort King Colony H145756 FCK-C RC63 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:14 2010 Page -1-4-0 7-2-2 13-0-0 21-0-0 1-4-0 7-2-2 5-9-14 8-0-0 E 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 TOPCHORD 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 = 1255/0-1-8 0-5-8 L = 113810-1-8 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 = 0/134 K-L =-1060/583 F-K =-1070/588 BOT CHORD B-J =-838/1285 I-J =-838/1285 H-1 = -15/16 G-H = -15/16 WEBS C-J = 0/268 C-1 =-707/548 E-I =-144/235 F-I =-579/1019 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 1.5x4 II 3x8 = 3x5 CSI DEFL in floc) I/defl 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 verify 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 1 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 parameters and READ NOTES ON TAUS AND INCLUDED MITER 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 Applicabirity 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 T91 590y Blvd. IRLOSM 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 BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job FCK-C Trussway, Orlando, ' late ftsets Truss Truss Type Qty Ply Fort King Colony H1457569 RC64 MONO HIP 1 1 Job Reference o tional FL 32824 7.140 s Oct 1 2009 MiTek Industries, Inc. Tue Aug 1013:55:15 2010 Page 1 -1-4A 1 7-8-13 15-0-0 21-0.0 r'I40 7-8-13 7-3.3 6-0.0 E 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 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 *Except* W5: 2 X 6 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 6-0-0 oc bracing. WEBS 1 Row at midpt E-H, F-H, C-H REACTIONS (lb/size) B = 1255/0-1-8 0-5-8 L = 1138/0-1-8 0-5-8 Max Harz B = 735(LC 6) Max Uplift B =-546(LC 6) L =-598(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1644/464 C-D =-782/184 D-E =-595/217 E-F ' =-510/306 G-L = 0/78 K-L =-1091/614 F-K =-1099/618 BOT CHORD B-J =-880/1272 1-1 =-880/1272 H-I =-880/1272 G-H = -32/22 WEBS E-H =-252/238 F-H =-611/1007 C-J = 0/340 C-H =-890/668 1.5x4 II 3x5 = 3x8 = 1.5x4 II CSI DEFL in (loc) I/defl TC 0.93 Vert(LL) 0.12 B-J >999 BC 0.61 Vert(TL) -0.27 B-J >895 WB 0.33 Horz(TL) -0.05 L 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) 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 atjoint(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 546 lb uplift at joint B and 598 lb uplift at joint L. 7) Following joints to be plated by qualified designer: Joint(s) K, L, 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 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 135 lb r 1/4"=l' 1 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 X07ES ON THIS AND INCLUDED MTEE REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M7ek connectors. This design o 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 00 89 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 (713) 891 691 69ay 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 BCSIt Building Component (407) 857 2777 Safety Inlormalion available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Fort King Colony H145757 FCK-C RC65 MONO HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:15 2010 Page -11a-o -4-o 7-7-0-0ao 1a-0-o 17-ao 21-0ao.0 7-0-0 3-ao 4- G 1 �/ bx4 — 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/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 `Except` 131: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 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 BOT CHORD B-J =-960/1369 J-M =-454/694 I-M =-454/694 I-N =-454/694 H-N =-454/694 WEBS C-J =-549/562 E-J =-313/823 E-H =-1089/732 CSI DEFL in (loc) Vdefl L/d 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/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 515 lb uplift at joint B and 674 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 = 1:52.6 1 4x5 = K 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU-7473 SEPORE 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 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. 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/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. r� 1 u 11 Job Truss Truss Type Oty Ply Fort King Colony H1457571 FCK-C RC66 MONO HIP 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:15 2010 Page 1 7-0-0 14-0-0 19-0-01 21-0-0 7-ao 7-ao + so-o 2- F 6 4x5 i G 3x4 = 3x7 = 5x6 = I 10-0-0 19-0-0 21-010 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 purlins, 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 TOP CHORD A-B =-18051374 B-C =-14331315 C-D =-12711347 D-E =-194/17 E-F = -27/9 G-K =-568/1023 J-K =-265/195 F-J =-273/199 BOT CHORD A4 =-998/1425 I-L =-487/690 H-L =-487/690 H-M =-4871690 G-M =-487/690 WEBS B-I =-541/563 D-I =-391/931 D-G =-10791777 CSI DEFL in (loc) I/deft Ud 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. 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) K considers parallel to grain value using ANSI/1-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 Its 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/ 2-1Od 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. LOAD CASE(S) Standard Scale = 1:59-1 1 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 11,20 d WARNZIM - V—fy design parameters and READ NOTES ON THIS AND 1319GLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mters connectors. co design n based only upon parameters shown, i 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) 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. consult ANSI/TPI1 Quality Criferia, DSB-89 and BCSI1 Building Componenf (407) 857 2777 Safety Informaffon available from Truss %ate Institute, 583 D'Onofno Drive, Madison. WI 53719. Ply H14575721 RC67 MONO HIP 1 1 Job Reference (optional) way, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:16 2010 Page 1 -1-40 7-0-0 13-9-1z 20-11-0 1� -4-0 r 7-0.0 6-&12 7-1-4 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/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 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-14 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) F = 1125/0-1-8 0-3-8 B = 1276/0-1-8 0-5-8 Max Horz B = 387(LC 6) Max Uplift F =-1079(LC 4) B =-998(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/60 B-C =-1689/1826 C-D =-1367/1678 D-E = -40/50 E-F =-267/227 BOT CHORD B-I =-1667/1301 H-I =-1646/1295 G-H =-1646/1295 F-G =-1678/1366 WEBS C-I =-584/307 C-G =-345/86 D-G =-560/262 D-F =-1544/1895 Scale = 1:37.5 1 5x6 05 = 2x6 II C D E 1.5x4 It J%O 3x4 = CSI DEFL in (loc) I/deft TC 0.90 Vert(LL) 0.29 F-G >860 BC 0.63 Vert(TL) 0.24 F-G >999 WB 0.57 Horz(TL) -0.06 F 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; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1079 lb uplift at joint F and 998 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 of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 47 11 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 106 lb 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 TNIS AND INCLUDED MITES 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 is responsibility of building designer- not thus 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 Weida, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plote Institute, 583 UOnofno Drive, Madison. WI 53719. Truss Truss Type Qty Ply Fort King Colony RC68 MONO HIP 1 1 H1457573 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:16 2010 Page 1 -lz 3-7-6 9-OA 14-9-12 20-11-0 � 1.4-0 3-7.6 5.410 5-9-12 61-4 dA sets K( 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 4-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. WEBS 1 Row at midpt E-G REACTIONS (lb/size) G = 1125/0-1-8 0-3-8 B = 1276/0-1-8 0-5-8 Max Horz B = 474(LC 6) Max Uplift G =-1006(LC 4) B =-1006(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = 0/60 B-C =-185711907 C-D =-1526/1797 D-E =-973/1218 E-F = -19/21 F-G =-225/191 BOT CHORD B-J =-1881/1520 1-1 =-1344/1077 H-1 =-1344/1077 G-H =-1218/972 WEBS C-J =-366/407 D-J =-799/439 D-H =-150/223 E-H =-708/367 E-G =-1278/1604 Sx5 % D 4x4 = E kale = 1:37.8 F axv — oxa — 3x4 = 4x7 11 CSI TC 0.65 BC 0.68 WB 0.48 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) 0.33 H-J >744 240 Vert(TL) 0.27 H-J >902 180 Horc(TL) -0.05 G n/a n/a PLATES ' GRIP MT20 244/190 Weight: 118 lb 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; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at joint G and 1006 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 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 ilk WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED ffilTEE REFERENCE PAGE MIr-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 constructionis the responsibility of the 8850 Trussway Blvd. TRUZW 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 Truss Type Qty Ply Fort King Colony H1457574 FCK-C VC01 VALLEY 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 10 13:55:16 2010 Page 1 1-11-9 3-11-2 1-11-9 1-11-9 yx = Scale = 1:8.7 B 2x3 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.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD 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 = 161/0-1-83-11-2 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 BOT CHORD 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=S.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 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 rd 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 11,20 C ® WARNTNO - Verify design parameters aM READ NOTES ON TWS AND INCLUDED MITES REFERENCE PADS BTU-7473 BEFORE UaK Engineering Department Des' n valid for use only with Mirek connectors. This design a based on u 9411 Aloom St. g y g N upon parameters shown, and for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporatron of component 6 responzblity of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 Nzor fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crleda, DSB-89 and SCSI, Building Component (407) 857 2777 Safety Infomralon available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. u 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 7-11-2 3-11-9 � Too 12 A 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 FBC2007/TPI2002 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. BOTCHORD 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 Horz 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 BOT CHORD 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. 82x4 = CSI DEFL in (loc) I/deft Ud 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 Ib 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 E 2x4 PLATES GRIP MT20 244/190 Weight: 24 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WAR07NG - V design parameter and READ NOTES ON THIS AND INCLUDED MITES 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 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 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Imfitute. 583 D'Onofno Drive, Modison. WI 53719. I Trussway, Orlando, FL 32824 cr 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 FBC20071TP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-3-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS (lb/size) A = 81/0-2-11 2-2-9 C = 81/0-2-112-2-9 Max Horz A = 78(LC 6) Max Uplift A = -35(LC 6) C = -81(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 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-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 at joint(s) A, C considers parallel to grain value using ANSI/rPl 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 35 lb uplift atjoint 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 2-2-9 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:16 2010 Page 2x3 I 8 CSI DEFL in (loc) I/defi TC 0.12 Vert(LL) n/a n/a BC 0.00 Vert(TL) n/a n/a WB 0.00 Horz(TL) 0.01 C 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 Scale = 1:9.5 1 C L/d PLATES GRIP 999 MT20 244/190 999 n/a Weight: 5 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,201 ® WARMNG - Verify design parameters and READ NOTES ON TffiS AND INCLUDED MREE REFERENCE PAGE MU-7473 BEFORS 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. 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 FCK-C VC05 Trussway, Orlando, FL 32824 d ' B:0- -0 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 FBC2007TTP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS (lb/size) A = 70/0-2-81-11-9 C = 70/0-2-81-11-9 Max Horz A = 67(LC 6) Max Uplift A = -30(LC 6) C = -70(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD A-B = -42/28 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. 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. 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) 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 at joint A and 70 lb uplift at joint C. 1 H14575771 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:55:17 2010 Page 1 2x4 = d C CSI DEFL in (loc) I/deft L/d 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 PLATES GRIP MT20 244/190 Weight: 5 lb o Scale = 1:8.8 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Verify design pastes and READ NOTES ON 7WS AND INCLUDED BOT'EE REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department Design valid for use only with M7ek connectors. This design's based onlyupon parameters shown, and's 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) 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/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. 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 FBC2007fTP12002 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 = 178/0-1-8 3-11-9 Max Horz A = 144(LC 6) Max Uplift A = -45(LC 6) C =-132(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B = -91/60 B-C =-146/148 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. 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. 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. H1457578 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:17 2010 Page 1 3-11-9 C 2x3 i 2x3 11 CSI DEFL in (loc) Vdefl 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 1 PLATES GRIP MT20 2441190 Weight: 14 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 10111 WARNING - Verify design P--t— and READ NOTES ON THIS AND INCLUDED BOTEE REFERENCE PAGE 11117-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with M7ek connectors. This design 1s 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 stabirdy 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/7P11 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. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 Job Truss Truss Type Qty Ply Fort King Colony H1457579 FCK-C V 007 VALLEY 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:55:17 2010 Page 1 5-11-9 1.5x4 = C 2x4 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 = 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 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 & 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 76 lb uplift at joint A and 212 lb uplift at joint C. CSI DEFL in (loc) I/deft L/d TC 0.57 Vert(LL) n/a n/a 999 BC 0.46 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 = 1:21.8 1 PLATES GRIP MT20 244/190 Weight: 22 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK 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) 6916900 6 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 qqzwor fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qually 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 City 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 7-11-9 7-11-9 C E D 2x4 1.5x4 11 1.5x4 II Scale = 1:26.2 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.35 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 32 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.3 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 6-0 0 oc bottom chord and any other members. purlins, except end verticals. 5) Provide mechanical connection (by others) of truss to BOT CHORD bearing plate capable of withstanding 27 lb uplift at joint Rigid ceiling directly applied or 10-0-0 oc bracing. A, 171 lb uplift at joint D and 435lb uplift at joint E. 6) "Semi -rigid pitchbreaks with fixed heels" Member end REACTIONS (lb/size) fixity model was used in the analysis and design of this A =-27/0-1-8 7-11-9 truss. 7) NOTE: Refer to attach Trussway Notes, Appendices D = 234/0-1-8 7-11-9 and T-1 sheet for more information. E = 597/0-1-8 7-11-9 Max Horz 8) NOTE: The seal on this drawing indicates acceptance A = 319(LC 6) of professional engineering responsibility solely for the truss component design shown. Max Uplift A = -27(LC 1) LOAD CASE(S) D =-171(LC 6) Standard E _-435(LC 6) Max Grav A = 205(LC 6) D = 234(LC 1) E = 597(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B =-379/104 B-C =-142/73 C-D =-192/192 � BOTCHORD A-E = 0/0 D-E = 0/0 WEBS B-E =-488/489 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=S.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. August 11,20 iL WARNING - 7erVy design parameters and READ NOTES ON 719S AND INCLUDED MITES REFERENCE PAGE MU--7473 BEFORE USE. Design valid for use only with MBek connectors. This design is based only upon parameters shown, and B 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/7PI7 Quality Cdteda, OSB-89 and BCS1I Building Component Safety Informalion available from Truss Plate Institute. 583 D'Onafno Drive, Madison, WI 53719. Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 TRUMM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Type King Colony D h I Trussway, Orlando, FL 32824 2x4 9-11-9 F G 1.5x4 11 1 Job Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug C D = E 1.5x4 II H14575811 2010 Page 1l Scale=1:31.6 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 42 lb LUMBER TOP CHORD 2 X 4 SYP No.2 5) 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 6)' 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, except end bottom chord and any other members, with BCDL = verticals. 10.Opsf. BOT CHORD 7) Provide mechanical connection (by others) of truss to Rigid ceiling directly applied or 10 0-0 oc bracing. bearing plate capable of withstanding 26 lb uplift at joint E and 554 lb uplift at joint F. REACTIONS (lb/size) 8) "Semi -rigid pitchbreaks with fixed heels" Member end A = 185/0-1-8 9-11-9 fixity model was used in the analysis and design of this E = 134/0-1-8 9-11-9 truss. 9) NOTE: Refer to attach Trussway Notes, Appendices F = 817/0-1-8 9-11-9 and T-1 sheet for more information. Max Hor rz 10) NOTE: The seal on this drawing indicates A 365(LC 6) acceptance of professional engineering responsibility Max Uplift E li 26(LC 4) solely for the truss component design shown. F =-554(LC 6) LOAD CASE(S) FORCES (lb) - Maximum Compression/Maximum Tension Standard TOP CHORD A-B =-340/171 B-C =-157118 D-E = -44/38 C-D = 0/0 CHORD A-F = 0/0 F-G = 0/0 E-G = 0/0 E-G / C WEBS B-F =-648/614 NOTES (9-10) 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=20ft; Cat. 11; Exp B; Houston, TX 77093 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. August 111120 4) Gable requires continuous bottom chord bearing. WARNING - Vertfy deelga pa tare aM READ NOTES oN THIS AND INCLUDED MITES REFERENCE PAGE MIF7473 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. lassm 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 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 City Ply Fort King Colony _Y 1 1 140 s Oct 1 11-11-9 D H14575821 Inc. Tue Aug 10 13:55:18 201 Scale = 1:28.2 1 3x8 F G E 1.5x4 11 2.4 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(rP12002 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 = 23110-1-1111-11-9 E = 380/0-1-1111-11-9 F = 824/0-1-1111-11-9 Max Harz 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 = -40118 BOT CHORD A-F = -18140 F-G = -18/40 E-G = -18140 WEBS B-F =-574/538 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) 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/defl Ud PLATES GRIP TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.55 Vert(TL) n/a n/a 999 WB 0.16 Horz(TL) 0.00 E n/a n/a (Matrix) Weight: 48 lb 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 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 /AL 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 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. IRLUM 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 0 Li Truss FCK-C 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 0-10-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) E = 334/0-1-8 0-3-8 D =-14/0-1-8 0-3-8 C = -123/Mechanical Max Horz E = 116(LC 6) Max Uplift D =-31O(LC 6) C =-123(LC 1) Max Grav E = 334(LC 1) D = 1(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD B-E =-309/114 A-B = 0/67 B-C = -84/6 C-D = 0/0 BOTCHORD 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. 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. Type Qty _Y 1 A -1.4-0 0.10.8 E D M 11 2x3 = Fort King Colony 1 Job Reference(opti, 7.140 s Oct 12009 MTek CSI DEFL in (loc) I/defl 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 WAMING - 7er(fy design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml7 7473 BEFORE USE. Design valid for use only with MiTek 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 responsibTity 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 responsibirity 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, consu8 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Inc. PLATES GRIP MT20 244/190 Weight: 15 lb 2010 Page 11 Scale = 1:23.2 1 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 ' 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job FCK-C 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 TOPCHORD 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 D-3-8 D =-18/0-1-8 0-3-8 C = -119/Mechanical Max Harz 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 Qty Ply Fort King Colony 1 1 Job Reference (optional) 7.140 s Oct 12009 MITek Industries, Inc. Tue Aug -1-4-o alas 1-a-o a1aB A CSI DEFL in (loc) Udefl Ud 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 tap 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 PLATES GRIP MT20 2441190 Weight: 11 lb H1457584 ' 32010 Pagel Scale = 1:17.0 ' James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - 9'erify design parameters and READ NOTES ON THIS AND INOLODED INTER REFERENCE PAGE JW 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 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. Imissm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 queommEmp fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5a3 D'Onofno Drive, Madison, WI 537T9. I I u VC11 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 FBC20071TPI2002 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 Harz E = 87(LC 6) C = 81(LC 1) Max Uplift E _-210(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 H14575851 1 IJob Reference (optional) 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:55:18 2010 Page 11 1-4-0 0-10.8 as a zxa 11 CSI DEFL in (loc) I/defl L/d TC 0.50 Vert(LL) -0.00 E >999 240 BC 0.09 Vert(TL) -0.00 E >999 180 WB 0.00 HOrc(fL) 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 Ib 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 PLATES GRIP MT20 244/190 Weight: 8 lb r Scale = 1:10.8 1 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WAiLMO - Verify deefgn paean-e— and READ NOTES ON THIS AND INCLUDED MITES 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 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) 591 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 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 VC12 VALLEY 1 1 Job Reference o Trussway, Orlando, FL 32824 7.140 s Oct 12009 MT 9.11-9 9 11-9 C v Q 0 2xa 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/rPI2002 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 = 75/0-1-8 9-11-9 D = 338/0-1-8 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 TOP CHORD A-B =-432/121 B-C =-158/81 C-D =-214/214 BOT CHORD A-E = 0/0 E-F = 0/0 D-F = 0/0 WEBS B-E =-5531554 NOTES (7-8) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=S.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 D 1.5x4 11 1.5x4 11 CSI DEFL in (loc) I/deft 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 = 10.0psf. 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 i H1457586 Inc. Tue Aug 10 13:55:18 2010 Page 1 as, Scale = 1:36.6 ' PLATES GRIP MT20 244/190 Weight: 42 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 WARNING - Verify design P--ters and READ NOTES ON TWS AND INCLUDED MTER REFERENCE PADS MI-7473 SEPORE USE. 94191 Alo m Department 9411 An, T 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 parometers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 �Y 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. 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 Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. G' 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 MiTek Industries, Inc. Tue Aug 10 13:55:19 2010 Page 1 v 0 a 11-11-9 3x6 E F D 1.5x4 II 1.5x4 II 11-11-9 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/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 =-4561123 B-C =-176190 C-D =-2101214 BOTCHORD 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. 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 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 Horz(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 = I O.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 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 11,20 WARNWO - Ver{ fg design parameters and READ NOTES ON THIS AND INCLUDED DDTEE 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) 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/TPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plafe Institute, 5a3 D'Onofno Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply fjob ort King Colony H145758 FCK-C VC14 VALLEY 1 Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:55:19 2010 Page 610-8 13-7-6 6.10-s 6-B-1a 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 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. WEBS 1 Row at midpt C-D REACTIONS (lb/size) A = 250/0-2-0 13-7-6 D = 420/0-2-0 13-7-6 E = 1013/0-2-013-7-6 Max Harz A = 565(LC 6) Max Uplift D = 217(LC 6) E _-631(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-5231140 B-C =-203/103 C-D =-242/247 BOTCHORD A-E = -11 /22 E-F = -11 /22 D-F = -11122 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 1.5x4 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 = I O.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 r WARNING - VerVy design parameters and READ NOTES ON TFIIS AND INCLUDED MITER REFERENCE PAGE MD-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/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. D 2x4 II 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 11,20 I Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 TRUSSM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job THG ssTruss Type Qty Ply Fort King ColonyH1457448 FCK-A 1 MONO TRUSS 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:112010 Page 1 3-511 6V11-fi 3-511 3 1.5x4 I I Scale = 1:20.9 C 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/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 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 Harz 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. 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(rL) 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 (pM Vert: A=O(F=45, B=45)-to-B=-46(F=22, B=22), B=O(F=45, B=45)-to-C=110(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) PLATES GRIP MT20 2441190 Weight: 27 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 TNfS AND INCLUDED n7'EE REFERENCE PAGE MH 7473 REPORE USE. Engineering Department 9411 Alcorn SL 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 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/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 FCK-A Orlando, FL 32824 A TRUSS 1 371-7 + 6-2-14 3.1-7 3-1-7 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:11 2010 Page 1 1.5x4 II C E1.5x4 II D 1.5x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.02 D-E >999 240 TCDL 25.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.03 D-E >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2007rTP12002 (Matrix) 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) E = 334/0-1-8 0-5-11 D = 81/0-1-8 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 (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -89/50 B-C = -40/18 BOTCHORD A-E = -46/64 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. 11; 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)' 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 ANSIIrPI 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(1`=-62, B=-62) Trapezoidal Loads (pif) Vert: A=O(F=45, B=45)-to-B=-46(F=22, B=22), B=O(F=45, B=45)-to-C=-94(F=-2, B=-2), A=O(F=10, B=10)-to-E=-10(F=5, B=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 11,2 WARNING - Verify deign parameters and READ No7Es GN Tms AND INCLUDED af77ER REFERENCE PAGE 817/-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 6 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 Odando, FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI7 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. 1-71 r 11 Job Truss Truss Type IQty Ply Fort King Colony H1457450 FCK-A HM1 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:11 2010 Page 1 -1-10-10 3-5-11 6.11-6 1-10-10 3-5-11 3-5-11 1.Sx4 Scale = 1:19.8 II C aI A yt4 = u 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/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 6-11-6 oc puffins. BOTCHORD 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 BOT CHORD B-D = 0/0 WEBS C-D =-317/267 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 L/d 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, 8=-33), B=O(F=10, B=10)-to-D=-35(F=-7, B=-7) 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 WARNIND • Vart fg deatgn Faramet— and READ MOTES ON TNIS AND INCLUDED WTEE REFERENCE PACE ffiII 7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with M71 ek 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, erection and bracing, consult ANSI/7PI7 Dually Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Informa8on available from Truss Plate Institute, 583 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 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 BOTCHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) C = 19/0-1-8 0-6-15 B = 188/Mechanical Max Horz C = 185(LC 6) 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 BOTCHORD 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. ll; 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) ' 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. 0-15 B L CSI DEFL in (loc) I/defl L/d TC 0.18 Vert(LL) -0.00 A n/r 180 BC 0.20 Vert(TL) -0.00 A n/r 80 WB 0.00 Horz(TL) 0.00 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 35 lb uplift atjoint C and 150 lb uplift at joint B. 6) Non Standard bearing condition. Review required. 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 = 1:10.7 1 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 11,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND DVCLUDED RaTEE REFERENCE PAGE em 7473 BEFORE USE. Engineering Department 9411 Almm 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 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/711 Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, W153719. 1 1 F Job FCK-A Trussway, 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/rPI2002 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 3-10-15 oc purlins. BOTCHORD 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 Horz 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 = -68/24 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. 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 TRUSS 3 10.15 310-15 Qty Ply Fort King 1 1 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:12 2010 Page C E D 1.5x4 II CSI DEFL in (loc) I/deft TC 0.26 Vert(LL) 0.00 D-E >999 BC 0.18 Vert(TL) 0.00 D-E >999 WB 0.06 Horz(TL) -0.01 C 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 Ib 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 Scale = 1:16.6 1 L/d PLATES GRIP 240 MT20 244/190 180 n/a 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 parameters and READ NOTES ON TIUS AND INCLUDED MITES REPEBENCE PAGE MU-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 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 SW TRUSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, Ft. 32824 qIZZF fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/7 11 Quality Criteria, DSB-89 and IlCS11 Building Component (407) 857 2777 Safety Information available from Truss Plat;; Institute, 583 D'Onofno Drive. Madison, WI 53719. FCK-A IJM1 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 YES BCDL 10.0 Code FBC2007/rP12002 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 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 269/0-1-8 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 = -75/66 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. 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. Type )TRUSS Fort King Colony H1 1 I 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:12 2010 Page 11 1-4-0 0-10-15 Scale =1:7.7 1 C CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.42 Vert(LL) -0.00 B >999 240 MT20 244/190 BC 0.01 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) Weight: 5 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 262 lb uplift at joint Band 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 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 MITES REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MTek 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/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. I I FCK-A JM2 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 YES BCDL 10.0 Code FBC2007/TP12002 City Ply Fort King Colony 1 1 Job Reference o 7,140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:12 -1-4 0 -2-10.15 1-4-a z-10-1s 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 2-10-15 oc purlins. 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 Horz 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. 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. Type )TRUSS F- e CO CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.48 Vert(LL) -0.00 B-D >999 240 MT20 244/190 BC 0.11 Vert(TL) -0.01 B-D >999 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 12 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 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 H14574541 Scale = 1:12.8 1 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,201 1 WARMING - var i fy design Parameters and READ NOTES ON TBIS AND INMEWED SITTER' REFERENCE PAGE AM-7473 BEFORE USE. 9411 Alcorn St. 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 only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. er.s���� 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 IRWI Safety Information available from Truss Plate Institute, 583 90nofno Drive, Madison, WI 53719. type IQty IPly I Fort King Colony H1457455I FCK-A I RG01 IHIP 1 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 S0.0 9-6-12 14-3.4 18-10.0 21-4-0 2310.0 2150 2-60 4-6-12 4-8-8 4.6.12 2�-0 2.6.0 5x5 �— F'T C 1.5x4 II D 3x4 = E Scale = 1:40.8 1 5x5 F Ia 33x5 // 3x4 = 3x5 = 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/fP12002 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. BOT CHORD 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 =-891144 BOTCHORD A-0 =-761123 N-O =-966/1270 M-N =-1487/2103 L-M =-1487/2103 K-L =-2409/3475 J-K =-135312103 I-J =-797/1270 H-1 =-75/121 WEBS B-N =-712/977 C-N =-66/185 C-L =-1264/1663 D-L =-750/753 E-L = -52157 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/deft 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. 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) 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 I. 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 11,20 ® WARNING -Verify design parameters and READ NOTES ON TADS AND INCLUDED MTTEH REFERENCE PAGE AM-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 Applicabilly 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. TIRLISSM 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-B? and BCSI7 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. W153719. El FCK-A I RG02 IHIP 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:13 2010 Page 3-7-1311-11-o 18-10-0 i 20-2-3 2310.0 37-13 3.43 411-0 411-0 3.4.3 3-7-13 4x6 3x4 = 4x6 Scale = 1:40.8 1 3x8 15x4 II 3x4 = 3x4 = 15x4 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 FBC20071TP12002 LUMBER TOP CHORD 2 X 4 SYP No.1 '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. 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 D-4-0 Max Horz 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 =-10591419 BOT CHORD A-L =-397/1079 K-L =-57711079 J-K =-757/1400 1-1 =-75711400 H-1 =-397/1079 G-H =-397/1079 WEBS C-K =-163/412 D-K =-463/473 D-I =-463/473 E-I =-163/412 B-L =-855/571 F-H =-8551571 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 I-K >246 180 WB 0.33 Harz(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 Ib James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 ® WARNDYO - Verify design parameters and READ NOTES oN Turs AND INCLUDED MrTEE 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (713) 68850 T91 91 6900 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. Job Truss Truss Type Qty Ply Fort King Colony H1457457 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 1 4-6.0 9-0.0 1410.0 19-4-0 2310-0 4.8.0 4S0 5-10.0 4-8.0 4-60 4.7 i 4x7 Scale = 1:40.4 R 1.5x4 13x4 = 3,6 — 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/rP12002 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. BOTCHORD 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 Horz 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 =-1033/298 BOTCHORD 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 =-237/256 D-L =-311217 E-J = -31 /217 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/deft Ud 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 = 1 O.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 244/190 Weight: 107 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Verify design pamaxetem and READ NOTES ON THIS AND IIyCLUDED M TEK REFERENCE PAGE MU 7473 BEFORE USE. Engineering Department Design valid for use only with Mfrek 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, 69TX 77093 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 ru 8900 Blvd TRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 3 y 24 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSS-89 and BCSII Building Component (407)5 FL 32824 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. (407) 857 2777 Truss Type Ply I Fort King Colony H1457458 FCK-A RG04 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:14 2010 59-10 11-0-0 ,100 18-M 23-10.0 19.10 Sz-6 1-10-0 52-6 59-10 e = 1:4u.b R0 1.5x4 I I 3x4 = 3x5 = 3x4 = 1.5x4 I 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 FBC2007fTPI2002 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 4-1-7 oc purlins. BOTCHORD 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 = 1311/0-1-90-4-0 Max Harz 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 =-879/518 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 =-1161256 E-J =-115/256 F-J =-2821383 B-M =-877/574 G-1 =-8771574 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/deft 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. 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 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 11,20 WARNING - 9erj jg design pnrameters and READ NOTES ON TBfS AND INCLUDED MITER REFERENCE PAGE ADb7473 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 only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. IRLSSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ortando, 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 D'Onofno Drive, Madison. WI 53719. Type FCK-A IRG05 ICOMMON 11 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7,140 s Oct 12009 MITek Industries, Inc. Tue Aug 1013:54:14 2010 Page 5-4-0 11-11-0 18-6-0 23-10-0 5-4-0 6-7-0 6-7-0 5-4.0 1:39.8 1 L 1.S II 3x4 3x6 = 3x4 = 1.5x4 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 FBC20071TPI2002 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 Harz 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 =-40711242 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 =-2321414 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 floc) 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 = 10.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 23-10-0 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 Parameters ant READ NOTES ON THIS AND INCLUDED NTTEE REFERENCE PAGE MZf--7473 BEFORE USE. Engineering Department 9411 Aloom St. Design valid for use only with Mfrek 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. IRLISSM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 qqzpp 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 Job Truss Truss Type �Qty Ply Fort King Colony FCK-A RG06 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 5-4-0 11-11-0 18.6.0 22-6-0 5.4.0 V_ 6.6.15 40.0 H1457460I 2Q10 Page 1l =1:37.8 1 K 3x5 = 3x4 = G 1.5x4 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.28 H-J >900 240 TCDL 25.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.64 H-J >390 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 G n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) LUMBER NOTES (7-8) TOP CHORD 2 X 4 SYP SS *Except* 1) Unbalanced roof live loads have been considered for T2: 2 X 4 SYP No.2 this design. BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 S SYP No.t YP No. 2) Wind: ASCE 7-05; 140mph (3-second gust); WEBS 2 X 4 SYP Except' TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp B; W5: 2 X 4 SYP N 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 2-2-0 oc Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom purlins, except end verticals. chord live load nonconcurrent with any other live loads. BOT CHORD 4)' This truss has been designed for a live load of Rigid ceiling directly applied or 2-2-0 oc bracing. 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 = 1211/0-1-8 0-4 0 bottom chord and any other members, with BCDL = 10.Opsf. K = 1388/0-1-10 0-4-0 5) Provide mechanical connection (by others) of truss to Max Horz bearing plate capable of withstanding 484 lb uplift at joint K = 391(LC 5) G and 631 lb uplift at joint K. Max Uplift 6) "Fix heels only" Member end fixity model was used in G =-484(LC 7) the analysis and design of this truss. K =-631(LC 6j 7) NOTE: Refer to attach Trussway Notes, Appendices FORCES (lb) - Maximum Compression/Maximum Tension and T-1 sheet for more information. TO P CHORD TO 8) NOTE: The seal on this drawing indicates acceptance =-1190/398 B-C =-1613/669 of professional engineering responsibility solely for the C-D =-1398/624 D-E =-1522/682 truss component design shown. E-F =-20/134 F-G = -73/71 LOAD CASE(S) BOT CHORD A-K =-407/1238 J-K =-617/1238 Standard I-J =-231/897 I-L =-231/897 L-M =-2311897 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 PLATES GRIP MT20 244/190 Weight: 117 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1( WARNING - Verify design paRmeters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE Al f=7473 BEFORE USE. Engineering Department 9411 Alcom St. Design valid for use only with Mlrek 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. 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. Truss Truss Type City Ply Fort King Colony RG07 SPECIAL 1 1 Job Reference (optional) Mando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:15 5-3-14 11-11-0 15-6-4 19-1-8 21-11-8 26-8-0 5-3-14 8-7-3 3.7-4 3-7.4 2-10.0 4-&B 3x4 i 3x4 = 3x5 = 3x4 = 1.5x4 II 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/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 3-6-5 oc puriins. 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 =-16881749 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 =-27311089 L-M =-62611749 K-L =-626/1749 J-K =-108/315 CSI DEFL in (loc) I/deft L/d TC 0.70 Vert(LL) -0.19 M-O >999 240 BC 0.68 Vert(TL) -0.41 M-O >621 180 WB 0.87 Horz(TL) 0.06 J n/a n/a (Matrix) BOT CHORD LOAD CASE(S) I-J =-108/315 Standard WEBS B-0 =-263/403 C-0 =-256/497 C-M =-443/799 B-P =-19411868 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) puriins 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. PLATES GRIP MT20 244/190 Weight: 138 lb H14574611 2010 Pagel ale = 1:46.9 d James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNO - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITES 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. 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 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. I Job Truss Truss Type Qty Ply Fort King Colony H1457462 FCK-A RG08 SPECIAL 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MMek Industries, Inc. Tue Aug 1013:54:15 2010 Page 1 1-1 S 1-8 5.3-13 6-7-3 5-2-8 9-8 2-0.8 Fi8-8 Scale = 1:46.7 C 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 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 3-6-14 oc purlins. Except: 2 Rows at 1/3 pts D-K BOTCHORD 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 Harz 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 TOP CHORD A-B =-148/206 B-C =-1720/762 C-D =-1823/894 D-E =-15981580 E-G =-1604/585 G-K =-1564/599 D-F =-407/419 F-H =-615/381 H-I =-411/113 BOT CHORD A-P =-59/180 O-P =-671/1487 O-Q =-289/1124 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 L/d TC 0.92 Vert(LL) -0.20 M-O >999 240 BC 0.84 Vert(TL) -0.42 M-O >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 =-441/821 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=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 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) puffins 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. PLATES GRIP MT20 244/190 Weight: 141 lb ,/J/tA. L 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 WTEE REFERENCE PAGE EM-7473 BEFORE 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 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 constriction is the responsibility of the 8850 Trussway Blvd. TRWSW 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-89 and BCSII Building Component (407) 857 2777 Solely Information available from Truss Plate institute. 583 D'Onofno Drive. Madison. WI 53719. Fort 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 53-12 11-11-0 151-8 17-11-8 22-4-0 26.8.0 1112 6-7-42-10-0 44-8 4-40 C M 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 C J 3x4 = 3x5 = 3x10 = 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) I = 1907/0-2-4 0-4-0 M = 129810-1-9 0-4-0 H = -146/0-1-8 0-4-0 Max Horz M = 398(LC 5) Max Uplift I = -726(LC 7) M = -595(LC 6) H = -206(LC 10) Max Grav 1 = 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 =-1407/652 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-0 =-254/836 J-O =-254/836 I-J =-482/246 H-1 =-482/246 G-H =-482/246 WEBS B-L =-293/418 C-L =-276/505 C-J =-342/340 CSI DEFL in (loc) Vdefl Ud 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 =-1669/786 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.Opsf. 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 Scale = 1:46.7 a 1 1.5x4 II H 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 11,201 A WARNMG - Ver f fy design Parameters and READ NOTES ON THIS AND INCLUDED W7EE 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 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's the responsibility of the 8850 Twwway Blvd. TRLESM 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 BCSI1 Building Component (407) 857 2777 Safety Informailon available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. I 1 1 1 FCK-A RG10 Trussway, Orlando, FL 32824 7-6-4 1-2-8 ' 2-10-0 3x5 = 4x6 5x8 D E 4x7 ZL- H1457464I 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:16 2010 Page 1 6-3-12 4-4.12 Scale = 1:46.8 1 I� 0 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 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. 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 =-1747/718 C-D =-138/115 D-E =-241/149 C-E =-1405/874 E-F =-1384f701 F-G =-1755/680 G-H =-380/79 BOT CHORD A-M = 0/311 L-M =-712/1483 K-L =-341/1384 J-K =-341/1384 I-J =-586/1494 H-I = 0/287 WEBS B-L =-294/399 F-J =-63/322 G-J =-265/388 B-M =-1868/991 G-I =-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/deft 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 694 lb 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/ 2-1 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 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 11,20 1 1 WARNING - 17eri fy design parameters and ND READ NOTES ON THIS AINCLUDED MTER REFERENCE PAGE ffiII-7473 BEFORE USE. En 1ineerin 9 Department 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 parometers 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. IRLSSM erMF ector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding Orlando, FL 32824 qlzmw fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality CrBeda, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. 7465 FCK-A RG11 HIP 1 1 Job Reference (optional) H145 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:17 2010 Page 1 6Z 6-2-8 6-&0 ' 1-3-0 ' 6-6-0 6-2-8 e = 1:45.7 1 P 0 3 G x4 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 0.77 Vert(LL) -0.21 H-J >999 240 TCDL 25.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.38 H-J >769 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.06 G n/a n/a BCDL 10.0 Code FBC2007/rP12002 (Matrix) 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. BOT CHORD 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 =-313/113 BOT CHORD A-K = 0/203 J-K =-687/1577 J-L =-264/1163 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 =-19361860 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; 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 WARNING - Ve try design parameters and READ NOTES ON TNIS AND INCLUDED AUTEN REFERENCE PAGE AM-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 onty. 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 Informahon 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 Engineering Department 9411 Alcom St. Houston, TX 77093 (713) 691 6900 8850 Tiussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type City Ply Fort King Colony H1457466 FCK-A RG12 COMMON 1 1 Job Reference o tonal Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:17 2010 Page 1 6-8-0 ud'1 I iH 1 OffsetsPlate 1- e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d 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/TPI2002 (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); Left: 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 members and forces & MWFRS 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 SOT CHORD chord live load nonconcurrent with any other live loads. Rigid ceiling directly applied or 7-5 4 oc bracing. 4) • This truss has been designed for a live load of WEBS 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 = J = 1545/0-1-13 0-4-0 5) Provide Prode 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 Hor rz 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 li 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 = 0/216 I-J =-692/1580 Standard H-1 =-234/1085 H-K =-234/1085 K-L =-234/1085 G-L =-23411085 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 6-8-0 6-8-o 6-8-0 J F 3x4 i 3x4 = 3x5 = 3x4 = 3x4 Scale = 1:49.3 1 0 Io 2"_0 25,4-0 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, WARNING -➢Verify design parameters and READ NOTES ON TBIS AND INCLUDED )MIEN REFERENCE PAGE 21D-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. 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/711 Quality Criteria, DSB-89 and BCSl1 Building Component (407) 857 2777 Safely Infonnaiton available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. rype H145746 FCK-A RG13 COMMON 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi rek Industries, Inc. Tue Aug 10 13:54:17 2010 Page 6-8-0 13-0-0 1 -8-0 20-0-0 26-8-0 6-8-0 s-a:o . 6 a o s-e o tale: 1/4"=T 1 0 J F 3x4 'f- 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 TOP CHORD 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 = 1545/0-1-13 0-4-0 F = 1545/0-1-13 0-4-0 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 =-69211580 H-1 =-23411085 H-K =-234/1085 K-L =-234/1085 G-L =-234/1085 F-G =-513/1580 E-F = 01216 WEBS B-1 =-400/509 C-1 =-3641636 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. 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. 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 26-M L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 145 lb I� d 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 1111T-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) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IRLOSM 8850 Trussway Blvd. erector. Addi}tonal 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. Fort King FCK-A RG14 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:18 2010 Page 1 53.5 11-0.0 15-8.0 21-4-11 26-8.0 5-3-5 5-8-11 4-8-0 5-8.11 5-3-5 5x7 5x7 zZ 1.5x4 II 3x4 = 3x5 = 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 SOT CHORD 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. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 9-1-3 oc bracing: J-L. REACTIONS (lb/size) M = 1566/0-1-14 0-4-0 1 = 1566/0-1-14 0-4-0 Max Harz M =-367(LC 4) Max Uplift M =-677(LC 6) 1 =-677(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-12811385 B-C =-1815/730 C-D =-1575/600 D-E =-1282/604 E-F =-15751600 F-G =-1815f730 G-H =-12811385 BOT CHORD A-M =-434/1371 L-M =-607/1371 K-L =-351/1282 J-K =-351/1282 I-J =-435/1371 H-1 =-435/1371 WEBS C-L =-274/361 D-L =-361264 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/deft 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(TL) 0.06 1 n/a n/a (Matrix) 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; 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 677 lb uplift at joint M and 677 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 MT20 Weight: 124 lb GRIP 244/190 Scale = 1:45.8 1 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - Vitrify design parameter and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mlek 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 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, consu6 ANSI/711 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Inforinotion available from Truss Plate Institute, 583 D'Onofno Ddve, Madison, WI 53719. Oty H14574691 FCK-A I RG15 IHIP 1 I 1 IJob Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:18 2010 Page 45-1 9-0-0 17-8-0 n-2-15 26-8-0 r 45-1 4-6-15 8-84 4-6GS 4-5-1 3 0 4X6 C 3x4 = 4x6 D E L n I H 3x4 i 3x8 = 3x5 = 3x8 = 3x4 �� LOADING (psf) SPACING 2-D-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 4-5-2 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) L = 1510/0-1-12 0-4-0 H = 1510/0-1-12 0-4-0 Max Harz L =-302(LC 4) Max Uplift L =-645(LC 6) H =-645(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-2091141 B-C =-1712/652 C-D =-1390/630 D-E =-1390/630 E-F =-1712/652 F-G =-209/141 BOT CHORD A-L =-33/213 K-L =-712/1391 J-K =-672/1551 J-M =-672/1551 M-N =-672/1551 I-N =-672/1551 H-I =-459/1391 G-H =-33/213 WEBS B-K =-196/262 F-1 =-197/263 B-L =-1889/889 F-H =-1689/889 C-K =-126/430 E-I =-125/430 D-K =-331/383 D-1 =-331/382 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. CSI DEFL in (loc) I/defl L/d TC 0.41 Vert(LL) -0.15 I-K >999 240 BC 0.62 Vert(TL) -0.33 I-K >874 180 WB 0.57 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. 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.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645lb uplift at joint L and 645 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 & WARMNG - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 812I--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 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 regardng fabrication, quality control, storage, derrvery, erection and bracing, consult ANSV71?11 Quality Criteria, DSB-89 and BCSII Building Component Safely Informalion available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Scale = 1:45.7 1 26-8-0 25+40 0&b 1.4-0 PLATES GRIP MT20 244/190 Weight: 146 lb //,A- ", ___ 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 TRUSYM 8850 Trussway Blvd. Orlando, FL 32824 (407) 857 2777 Job Truss Truss Type Qty Ply Fort King Colony H145747 FCK-A RG16 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:19 2010 Page r 1-6-0 7-0-0 13-4-0 19-8-0 25-2-0 1-6-0 i 5-6-0 6-4-0 6-4-0 5-6-0 4x6 ! Plate A:0-1-1 0-1-8 :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 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 purlins. 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 =-1531/763 D-E =-1531/783 E-F =-1687/770 F-G =-12451553 BOT CHORD A-L =-560/1284 K-L =-730/1284 J-K =-1036/1860 1-1 =-1036/1860 H-1 =-560/1284 G-H =-560/1284 WEBS B-L =-971/662 C-K =-263/527 D-K =-515/507 D-1 =-5151507 E-I =-263/527 F-H =-971/662 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 3x4 = 4X6 1.5x4 I 3x4 = 3x5 = 3x4 = 1.5x4 I I CSI DEFL in (loc) 1/defl 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 P 0 26-8-0 0. 1-4-0 PLATES GRIP MT20 244/190 Weight: 115 lb f James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARNING - Ver{/g design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 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) 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 BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. H1457471 FCK-A RG17 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:19 2010 Page 1 r 2.6.0 5-0-0 9-1-2 13-4-0 17-&14 21-8-0 242-0 251 2V 2-6-0 41-2 42-14 42-14 41-2 2-fi-0 2.6-0 5x5 7.00 12 C Scale = 1:45.7 1 3x4 = 1.5x4 11 3x5 = 3x4 = D E F G H 5x5 R W r 0 N M L K 3x5 // 3x4 = 316 = 3x10 MT20H = 3x8 = 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 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 = 197210-2-5 0-4-0 K = 1972/0-2-5 0-4-0 Max Harz R = -170(LC 3) Max Uplift R = -1110(LC 4) K = -1110(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B =-100/143 B-C =-2269/1429 C-D =-3207/2139 D-E =-3617/2381 E-F =-361712381 F-G =-3617/2381 G-H =-3207/2139 H-I =-226911430 I-J = '-99/143 BOT CHORD A-R =-73/130 Q-R =-852/1157 P-Q =-1288/1903 O-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 =-8561753 D-N =-385/521 E-N =-482/456 G-N =-386/521 G-M =-8561753 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(Q 0.10 K We (Matrix) 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 =-386/521 G-M =-8561753 H-M =-116811636 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. 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) 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). L/d PLATES GRIP 240 MT20 244/190 180 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 (plf) 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) James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11 WARMNO - Verify design Parameters and READ NOTES ON TBTS AND nWLUDED AITEE REFERENCE PAGE MD--7473 BEFORE USE. Engineering Department Design valid for use only with MTek connectors, fits design is based on u 9411 Alcom St g y g iY 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) 891 6900 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. 24 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general gTWISSW uidance regarding Orlando, say Bl NZW fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI7 Quardy Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss %ate institute. 583 D'Onofno Drive, Madison, WI 53719. H1457472 FCK-A RG18 MONO TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi rek Industries, Inc. Tue Aug 1013:54:20 2010 Page 1 A dI 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 5-0-0 oc purlins. BOT CHORD 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 =-229f72 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 5-D-0 1.5x4 II C CSI DEFL in (loc) I/deft Ud 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED a71TEN REFERENCE PAGE bid 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. TRLSSM 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, DS11-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Truss (Truss Type IQty (Ply I Fort King Colony H1457473 FCK-A RM01 HIP 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:20 2010 Page 1 9-2-8 142-8 1r+8-8 42-8 5-OA 1-40 Scale = 1:27.8 A A 4x5 11 C 4x5 I I 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 Harz 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 = 0/47 BOT CHORD B-H =-703/1784 G-H =-699/1758 E-G =-707/1784 WEBS C-H =-151/508 D-G =-151/508 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 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. CSI DEFL in (loc) I/deft Ud TC 0.84 Vert(LL) 0.10 B-H >999 240 BC 0.55 Vert(TL) -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 (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 (pif) 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 244/190 Weight: 56 Ito 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 REFERENCE PAGE AW 7473 BEFORE USE. Engineering Department 9411 Alcorn 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 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 BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job FCK-A Truss I RM02 7-1-4 4x4 = C Ply I Fort King Colony H14574741 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:20 2010 Page 11 7-1-4 4X5 4 1.5x4 II 46 LOADING (psf) SPACING 2-0-0 TILL 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 = 89810-1-8 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 =-10231364 C-D =-1023/364 D-E = 0/47 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) I/deft TC 0.83 Vert(LL) 0.11 B-F >999 BC 0.62 Vert(TL) -0.21 B-F >788 WB 0.12 Horz(TL) 0.02 D 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 L/d PLATES GRIP 240 MT20 244/190 180 n/a Weight: 55 lb 1-4-0 ' Scale = 1:27.4 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - V-VV design parameters and READ NOTES ON TBIS AND INCLUDED BDTEE REFERENCE PAGE ffiD-7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, on,AlcT St. IY 9 N Po P 9 P Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 TRLSSW 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/1P11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 UOnofno Drive. Madison, WI 53719. Type H14574751 FCK-A RM03 COMMON 1 1 Job Reference(optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 Mi fek Industries, Inc. Tue Aug 10 13:54:21 2010 Page 1 -o- 4- 1 1-4-0 7-0.0 012- 7-0-0 1-40 Scale = 1:27.8 44 = A C 4x6 i 1.5x4 II 4x8 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 FBC2007frPI2002 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 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B a 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 = 0147 B-C =-1023/364 C-D =-1023/364 D-E = 0147 BOT CHORD B-F =-178/757 D-F =-178r757 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 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 244/190 Weight: 55 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 A WARNING - Vert fg design parameters and READ NOTES ON TTDS AND INCLUDED NITER' 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 Alcom St. 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. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ortando, 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. RIMS I Trussway, Orlando, FL 32824 A Type )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 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. 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 Horz 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 =-111/70 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. 3x3 = Ply I Fort King Colony H14574761 1 IJob Reference (optional) 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:21 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 1 PLATES GRIP MT20 244/190 Weight: 18 lb James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WARNING - V h design pa -met— and READ NOTES ON THIS AND MCLVDED MTER REFERENCE PAGE ]SB-7473 BEFORE USE. Engineering Department 9411 Alcorn St. -40*61 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 BCSII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. M M M M IM M M M M M M M M M M Ir M M Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 * Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See BCSI1. /tb 2. Never exceed the design loading shown and never 1 2 3 TOP CHORDS Cl-2 C2-3 4 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS �3' all other interested parties. ��' * For 4 x 2 orientation, locate U 3 �y9 3 p 4. Cut members to bear tightly against each other. plates 0-'n6' from outside O a " O 0 5. Place plates on each face of truss at each edge of truss. C7-e Csa Cs-6 O joint and embed fully. Knots and wane at joint BOTTOM CHORDS ~ locations are regulated by ANSI/TPII. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPII . connector plates. 7. Unless otherwise noted, moisture content of lumber Plate location details available in MiTek 20/20 shall not exceed 19% at time of fabrication. software upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9Camber is a non-structural consideration and is the . 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or by text in the bracing section of the BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 951 1, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint ® number where bearings occur. 15, Do not cut or alter truss member or plate without prior W1 approval of a professional engineer. Industry Standards: a MiTek 16. Install and load vertically unless indicated otherwise. ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSIi : Building Component Safety Information, N Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 ® 2004 MiTek® Type H14574771 FCK-P HP1 IROOF TRUSS 11 I 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:32 2010 Page -1-10.19 4-10-8 8-10-11 1-10-10 4-10-8 4-0-3 1 d A ' is. 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 (Ib/size) E = 637/Mechanical B = 592/0-1-8 0-4-15 Max Horz 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 =-759/234 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. CSI DEFL in (loc) I/deft L/d TC 0.54 Vert(LL) -0.02 B-F >999 240 BC 0.27 Vert(TL) -0.04 E-F >999 180 WB 0.25 Horz(TL) 0.01 E n/a n/a (Matrix) 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 (pit) Vert: B=-24(F=33, 8=33)-to-D=-176(F=-43, 121=43), B=-0(F=10, B=10)-to-E=44(F=12, 8=-12) D Scale = 1:22.1 t 3x4 = PLATES GRIP MT20 244/190 Weight: 43 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 WAPUMNG - VerVy design parameters and READ NOTES ON TBIS AND INCLUDED 7DTEE REFERENCE PAGE ffiII 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, staroge, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777 qqcmor Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job Truss Truss Type Qty 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 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 FBC2007/1'PI2002 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 0-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 267/0-1-8 0-3-8 D = 9/Mechanical C = -60/Mechanical 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 BOT CHORD B-D = 010 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. 1-4-0 0.10.15 Sale = 1:7.7 1 C CSI TC 0.51 BC 0.01 WB 0.00 (Matrix) DEFL in (loc) I/deft Vert(LL) -0.00 B >999 Vert(TL) -0.00 B >999 Horz(TL) 0.00 C n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 5 lb 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint B and 60 lb uplift at joint C. 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 11,201( WAt W412 - verffM design parameters and READ NOTES ON TWS AND nKUMED BQT'E8 REFERENCE PAGE MD=7473 BEFORE USE. Engineering Department Design valid for use on with MTek connectors. This design is based on upon parameters shown, and is for an individual building 9411 ton,AlcT 5<. 9 N N Po p ng component. Houston, TX Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss deigner. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibi8fy of the 8850 Trussway Blvd. TRUSSIM 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 BCS11 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 H1457479 FCK-P JP2 ROOF TRUSS 1 1 Job Reference o tional Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:32 2010 Page 1 1.4-0 2-10-15 A L` Scale = 1:12.8 1 2-1115 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 0.57 Vert(LL) -0.00 B-D >999 240 MT20 2441190 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 Harz 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 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. ill; 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 11120 A WAft197N0 - verify design pa-tere and READ NOTEs ON THIS AND INCLUDED mm REFERENCE FADE 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. TRLNSW 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 Quagty Criteria, DSB-89 and BCSII Balding 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 H1457480 FCK-P JP3 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 10 13:54:33 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/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 4-10-15 oc purlins. BOT CHORD 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 Horz 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 girders) for truss to truss connections. 4-10-15 2X3 = u 4-10-15 4-10-15 CSI DEFL in (loc) I/der L/d 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 of withstanding 215 lb uplift at joint 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 Scale = 1:17.8 1 PLATES GRIP MT20 244/190 Weight: 18 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11,20 1 ( WARNING - Verifg deaiga Paromet— and READ NOTES ON TNIS AND I w=ziED MITES REFERENCE PAGE MU--7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with Mgek 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. TRISSM erector. Additional permanent bracing of the overall structure is the respomiblity of the building designer. For general guidance regarding Orlando, Fl. 32824 qoemmmw 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 IGng Colony H1457481 FCK P RP1 ROOF TRUSS 14 1 Job Reference (optional) Trussway, Orlando, FL 32824 7.140 s Oct 12009 MTek Industries, Inc. Tue Aug 1013:54:33 2010 Page 1 1-4-0 6.4.8 Scale = 1:21.4 1 A 2x4 = I` 6.4.8 14.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.07 B-D >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.18 B-D >406 180 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: 23 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 298 lb uplift at joint BRACING C and 334 lb uplift at joint B. TOP CHORD 5) "Semi -rigid pitchbreaks with fixed heels" Member end Structural wood sheathing directly applied or 6-0-0 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 = 258/Mechanical B = 484/0-1-8 0-3-8 LOAD CASE(S) D = 61/Mechanical Standard 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 BOTCHORD /i r 4 B-D-D = 0/0 \ 1\` \ NOTES (6-7) 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; James K Meade P.E. enclosed; MWFRS (low-rise) gable end zone and C-C r 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, - Ver}fy design parameters and READ NOTES ON TNIS AND INCLUDED MrTER REFERENCE PAGE 21/1I--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. INSSM 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 BuBding 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 H1457482 FCK-P RP2 ROOF TRUSS 1 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 M7ek Industries, Inc. Tue Aug 1013:54:33 2010 Page -1-4-0 32-4 10-415 147-1 18.7-8 21IF 25-0.0 26-4-0 1-4.0 3-2-4 3-2-4 4.0-7 42-3 4-0-7 3-2-4 1.5x4 11 H . - . 1. 3x6 = 3x10 MT20H = 3x4 = 3x8 = 1.5x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 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 WS 0.27 Horz(TL) 0.20 0 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 168 lb 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 = 274810-3-4 0-3-8 0 = 2748/0-3-4 0-3-8 Max Horz 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 =-1529/761 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 O-Q =-2678/4224 WEBS C-U =-200/217 D-U =-548/840 G-U =-3241409 G-S = 0/237 G-R =-166/181 J-R =-21/272 J-Q =-337/398 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 lb uplift at joint O. 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) purins 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 lb down and 406 lb 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). Scale = 1:46.3 P 0 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 (plo Vert: A-D=-90, D-H=-182(F=92), H-M=-182(1`=92), M-P=90, B-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 - V— jy design panamstere and READ N07ES ON 77US AND INCLUDED 110TEA: REFERENCE PAGE AM 7473 BEFORE USE. Engineering Department Design valid for use on with M7ek connectors. This design B based on u 9411 Alcorn St. i9 H ig N pan 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 responsiblity of the building designer. For general guidance regarding 8850OrlaTr, FL 3282414,1111111101- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI7 Quality Criteria, DSB-89 and BCSII Budding Component (407) 857 2777 Safety Informallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. I C C Job Truss Truss Type Oty Ply=ional) H1457483 FCK-P RP3 ROOFTRUSS 1 Trussway, Orlando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 10 13:54:34 2010 Page 1 -1-4-0 18-3D 25AA ! 1� 8-3.0 630 6-3-0 6-3-0 1-4-0 5x5 = Scale = 1:44.8 D 6.00 12 1.5x4 \\ 1.5x4 C E B F d 04 J I H 2 0 4x5 = 6.ao 3x4 = 3x5 = 3x4 = 1s-a-o 4x5 2sao � � Plate Offse:0-2-4.0-2-011, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.12 B-J >999 240 MT20 244/190 TCDL 25.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.34 B-J >872 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 F n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 116 lb LUMBER TOP CHORD 2 X 4 SYP No.2 3) This truss has been designed fora 10.0 bottom BOT CHORD 2 X 4 SYP No.2 chord live load nonconcument with any otherr live loads. WEBS 2 X 4 SYP No.3 4) Provide mechanical connection (by others) of truss to BRACING bearing plate capable of withstanding 940 lb uplift at joint TOP CHORD B and 940 lb uplift at joint F. Structural wood sheathing directly applied or 3-5-2 oc Stt 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this r truss' BOT CHORD 6) NOTE: Refer to attach TrNotes, Appendices Rigid ceiling directly applied or 5-9-8 oc bracing. and T-1 sheet for more information. REACTIONS (lb/size) 7) NOTE: The seal on this drawing indicates acceptance B = 1492/0 1-12 0.3 8 of professional engineering responsibility solely for the F = 149210-1-12 0-3-8 truss component design shown. Max Horz LOAD CASE(S) B = 218(LC 6) Standard 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 =-2059/1228 E-F =-237511273 F-G = 0147 BOT CHORD / B-J =-1124/2002 1-1 =-51111322 H-I =-51111322 F-H =-907/2002 WEBS D-H =-502/735 E-H =-523/602 D-J =-5011735 C-J =-523/602 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=S.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; August 11,20 1 Lumber DOL=1.33 plate grip DOL=1.33 ® WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MTER 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) 6916900 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. 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 BuBding Component (407) 857 2777 Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison, WI 53719. TRUSS 1 I 1 Mando, FL 32824 7.140 s Oct 12009 MiTek Industries, Inc. Tue Aug 1013:54:34 2010 Page 1 6-0-0 12-0-0 1 6.0.0 6.0-0 44 = D Scale = 1:20.4 1 L K J I H ` 3x4 i 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 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.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 = 86/0-1-8 12-0-0 L = 303/0-1-8 12-0-0 1 = 86/0-1-812-0-0 H = 303/0-1-8 12-0-0 Max Harz 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/defi L/d 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) TOP.CHORD D-E =-39/148 E-F = -55/99 F-G = -64/49 BOT CHORD A-L = 0/82 K-L = 0/82 J-K = 0/82 1-1 = 0/82 H-I = 0/82 G-H = 0/82 WEBS D-J = -111/0 C-K = -86/96 B-L =-2261251 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 James K Meade, P.E. Florida P.E. No. 16015 9411 Alcorn Street Houston, TX 77093 August 11, WARMNG - Verify design pammstera and READ NOTES ON TMS AND MCLUDED AUTEB: REFERENCE PAGE Mr-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 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 BuBding Component (407) 857 2777 Safety Information ovailobla 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 M7ek Industries, Inc. Tue Aug 10 13:54:34 2010 Page 1 4-0-o a-ao 4.0 I'D 2x4 = B Scale = 1:15.4 1 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 TOPCHORD 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 = 19310-1-8 B-0-0 C = 193/0-1-8 8-0-0 D = 358/0-1-8 8-0-0 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 Ud 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 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: 25 lb James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 August 11, WARNING - Vertfg design Parameters and READ NOTES ON TBIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. 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 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'Onofio 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 12009 Mi ek Industries, Inc. Tue Aug 1013:54:34 2010 Page 1 2-0-0 4.0-0 2 0 0 2-0-0 2t3 = Scale =1:7.8 B 2X3 2x3 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 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 FBC2007/TPI2002 (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 = 152/0-1-8 4-0-0 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 =-1611111 BOTCHORD 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. 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 86 lb uplift at joint A and 86 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 James K Meade, P.E. Florida P.E. No.16015 9411 Alcorn Street Houston, TX 77093 We ® WARNING - Vet} fg deatgn parameters and READ NOTES ON THIS AND INCLUDED bII7ES 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 't'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. Adcritional permanent bracing of the overall structure is the respombility, 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 BCSl1 Building Component (407) 857 2777 Safety Information ovoilabla 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 * For 4 x 2 orientation, locate plates 0- 'a' 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 1 dimensions shown in ft-in-sixteenths 1 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 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 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 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/TPII I. 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® M = = 1=1 = = = M M M = = = ® = M Mir w7M X - I t,-. re LLL 894" lilt X - t jb'r it tp'IX #06" aA JOIDdi Nr Ai XAam Am par m'" M J= sfr Ai XA7 PA POW m" As J= ALrw mJAW PA Pair 0'" A/ Am I•iI AN X - i+li'i it 7Arix AFC AO mw MA iww sa►r AM Am trar Aw xw •wr XOW LrL►Lr Ain xwr d06" Ai XW ... AR Xam MP6" AD .a•x ...� AU Xox 0�" Ar xow rfi Am Jo99r !ir A• Xmi fL•w w Lar Mi b MW MA 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 J. REFER TO SHEETS RT—DET FOR ADDL. ROOF TRUSS DETAILS, SE077ONS & SCHEDULES. TYPE /// L E 2 AL was wY Am !F usn TRUSS PLACEMENT PLAN TYPE III LEVEL 2 ALL BEAMS ARE DESIGNED BY OTHERS U.N.G RE. S7RUC7URAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BY OTHERS ® C CQ � O C.1 ram, J O V M c O ct n ^� Q � � c � c N Q c a C C G n ® j � W AS REFER TO SHT."T-1" FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #: SCALE NTS REVISIONS G D E F G SHEET -0� .Lo -TES : 1. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEWAIT SHEETS. * REFER TO SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS, SECTIONS & SCHEDULES, * REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS SEC77ONS & SCHEDULES. TYPE 111-,4 LEI/EL 2 FLOOR q7.w. .- a AIW� 2 1 V X 14- 01 000 ULZ Ap" AW 12 114', If 114'LK 001" ANY X= &-" AN ISAL29 PAL Posr N." AW XW w-" w aw on Pvsr N6" AW X= A," m 1=5 Ps Pw '06" AW "a m" AW 2 — IV, It 114'LIE 0" AW JOW ds-" AM 2 — 146'. It &r LIL X6WW Mlf "W 904" W." Am A= w-" AW X= 000, AW Z= w-" AM XCW mp." ICI xm AP-" M, Xcur rOr mt xw Im zew do-" " A= ANJ xcm df-" AM AM w4p4r AIN AM 04j6& " MW rOal AIN AM ow Xcar rer AIL mws MY, hor w (Am T.R. US PLACEMENT PLAN TYPE III -A LEVEL 2 ALL BEAMS ARE DESIGNED BY OTHERS RE.' STRUCTURAL PLANS FOR BEAM D880=DROP BEAM BY OTHERS FB30=FLUSH BEAM BY OTHERS] TRUSSNOW. LTD- :=Z= lvd. 7) 857-2777 7) 851-7899 FAX INTERNET w L,zz zz O O REFER TO bHl. 1-1 FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #: 0 SCALE NTS o REVISIONS A C 0 0 D E F G SHEET 0211 NO TES 1. REFER TO SHEET T— I 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. FIAOR BEAM SCHEDULE �FI.00R BEAM SCHEDULE s�nwa =mow mmm�inmaamoa rw uwx rw�c omrs RVI 1 - 131" x 14' LK 09-OD-Q7 faJ6 Xm AW 1 - 1 -%" x 11 1/4' Lit 00-l1D-Q7 M17 a0C10Y OF-" W M=25 PSL POST I#." Nis Kau go-" 8C aw Pa Po'i /µ.prep I" AM Nb " AN dM15 PSL P05r /0-A1-Q9 f m 1>m 0-,V-07 AW 1 - 1 "x 11 114'LK s1-" AM X= �W E vz�AM 1 - I $i' x 11 7/b' LK V-" AM J= W-ArOD av-0n ro Saar .iacaar w-" AW AXW av-an-av !&v AM ao aim law xax oam-m �, aaprr a�an-ao /all AMX W-aa-an AM xw ro-G7-m 8112 JO= aYao-W w A= an-a�m 1W' Xrzr owl m /aM xm oo-arm .4 XXXX oo-m-ro I AM I X= OD-Do-Q7 TIC US �S PLA CEMENT PLAN ALL BEAMS ARE DES/GNED BY OTHERS U.N. TYPE III/III —A LEVEL 3 RE. STRUC7URAL PLANS FOR BEAM S12ES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS TRUSSWAY, LTD. 8850 TYussway Blvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET ,wa tT issway. C07f IN w 0 J� �c •SHT."T-1 a c REFER TO FOR IMPORTANT a INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: c 3c ORDER #: SCALE : NTS REVISIONS : C A C B c C c D ° E F G 4 SHEET -030 FLOOR HANGER SCHEDULE ANRK DESCR%PI70M fN1 LUS410 JUS410 FH2 HU48 HD48 FH4 MGUS410 7HDH410 FH5 Ri4222-2 A15H222-2 FH6 7HA422 AISH422 - 7fN42 —2 2 —2 fN81 HHUS210-1 7HD210-2 fN9 I SUL410 I SKH410L fNfO SUR410 I SKH41OR ALL ANRKS ANY NOT BE USED. TIPE XV111 LEVEL 2 NOTES : 1. REFER TO SHEET T 1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS. 2 REFER TO SHEET FT—DET FOR ADDL. FLOOR TRUSS DETAILS, SE077ONS & SCHEDULES 7 F�'f � ' 7'0 SHEETS RT—DET FOR ADDL. ROOF TRUSS DETAILS, SEC77ONS & S. FLOOR BEAM SCHEDULE g FLOOR BEAM SCHEDULE spa SM/s6 M DW W MUM wnn 1 7 oas 7 UWE rant wm oa�mmm my 2 - f -%' x 14' LK w-AO-A7 mfir XJLYX Q7-" AW 2 - 1 V x f1 114' LK Of-OIP-A7 f817 X= fW 35X5.25 PSL POST 10-00-W fB18 XJLYX OD Al fw J5X7 PSL POST 1O..A7-p1 f819 AM W-A7-O7 AN 35X3.5 PSL POST JO-OC`Q7 Am XXXX A}'•L17-A7 fW 2 - 1 J/4" x 11 114' LK OY-t17-W fmi XXXX W-Qi•Q7 AM 2 - 1 %' x 11 718' LN. 16-L17-W Am =X OP-" LG-A7-W mu XXXX do-" fW AM W L17 W as Amx W-C1>-W Mid X= W-" f8£4 AWX CO-" f811 AX" OO-" fm JOO1X W 01/ OD f8J2 XXXX W-" AW7 AWX W OO f8/J XXXX W-017-W mm X = W A7 W M14 AM W-" fB19 XXXX swr rxrr ems, vvvv m_..,_.., TR U/S fS PLACEMENT PLAN - TYPE XVIII LEVEL 2 ALL BEAMS ARE DESIGNED BY OTHERS U.N. RE. STRUCTURAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY 07HERS IImmLJIm 7RUSSWAY, LTD. 8850 74uasway Blvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET urw. trussway. com ® sn sn O j � V r� c') �V �V d C O N 00 N �o m 0 a` ® j M o W o 0 co 0 m REFER TO SHT."T-1"� FOR IMPORTANT m INFORMATION! DRAWN BY: PC U CHECK BY: rn PROJECT ID: ; a ORDER #: L) SCALE : NTS o REVISIONS : o A L- B 0 0 C D E c F Y G o 0 SHEET o O4a U FLOOR HANGER SCHEDULE U4RK DESCAYP77ON SIMPSON usp FHI LFUS4 10 JUS410 FH2 HU48 HD48 w pfim RM IIGLIS410 7HDH410 FH5 7H4222-2 MSH222-2 -me 7HA42-2 —AOW2-2 FH7 7HA422- MSH422-2 ne . 10-2 7HD210-2 FH9 I SLX410 SKH4 I OL I I 1 s11. lu zAm+f(w i YPE A" "4RAS' "Ay N07&E 'sm XI/lli lEVEL J .YQ TES - 1. REFER TO SHEET r-I FOR TRUSS DETAILS IAi- 6,ED ON PLACEMENT SHEETS. 2. REFER 70 SHEET FT-DET FOR ADDL. FLOOR TRUSS DETAILS, SEC77ONS & SCHEDULES. 3 REFER TC SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS SECTIONS & SCHEDULES. FLOOR BEAM SCHEDULE AL gme,17m sm/em pm Bm w mmm sm mm FLOOR ML sm BEAM SCHEDULE NM SMMM PR WK OF WM I � 030rm UNM MAN umm IWI 2 1 %'x 14'LK w-" F816 XX" W-" FM 2 1-114'x 11 114"LK 00-" 1 AF17 AY" m-" fm 3.5M25 P& POST 10-" RIO "" CO-" FX 3.5.47 PSE P0Sr to-" Mfg xx" Wi" AN 3.5ri5 Pst Posr I$-" my A= m"" AW 2 — 1 -714' x It 114" L kL w-" my xj= CO-" AM 2 — 1 414' x It 718* LK to-" W xm X"" W-" Atu X= w-" W-" AW XX" w-" /Flo X"X W-" A05 "OX co-" Nit X= X-" AN AT" M12 A= 60-" ALV AT" W-" fBij I xm X-" ME I A= CO-" W41 X= JW-" AM I X= CO--" WZZRUS�S PLACEMENT PLAN ALL BEAUS ARE DESIGNED BY OTHERS TYPE XVIII LEVEL 3 RE.' STRUCTURAL PLANS FOR BEAM S/ZES DBRO=DROP BEAM BY OTHERS Fi9BO=FLUSH BEAM BY 07HERS WORM TRUSSWAY, LTD- 8850 Trwsway Blvd. Orlando, Florida (407) 857-2777 (407) 851-7899 FAX INTERNET www.trussuny.com L 2:zz C13 rti Ld 81 00 OD o �E as 00 REFER TO SHT."T- in - FOR IMPORTANT INFORMATION! a DRAWN BY: PC L) CHECK BY: a, PROJECT ID: ORDER #: SCALE NTS 0 REVISIONS A 0 0 D 0, E F G L2 SHEET 0 F- a 05i C) ROOF WINGER SCHEDULE AMRIC DESCRAP770V SAOISON —tls� RHf LUS24 JL624 RH2 LUS26 ✓US26 RHJ AW26 hx1=6 RH4 TH42Y Afsw9 RH5 TH4222-2 MSUM-2 RH6 SUL26 SKH26L R77 SUR26 Swo? RH8 HUS110 10 RN9 FIGLCS?6-7 7NWM -2 RHf H✓C26 NOTES 1. 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. TYPE N TIC US 1S T YPE III PLA CEMENT PLAN R ALL BEAMS ARE DESIGNED BY OTHERS U.N. RE. STRUCTURAL PLANS FOR BEAM S/ZES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS Imomw 49:707 7RUSSWAY, LTD_ 8850 7Yussway BLvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET -ww. tnissway. con w REFER TO SHT."T-1" FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #: SCALE : NTS REVISIONS A B C D E F G SHEET —OI T�IPE- • cn .• .. . . • ;moll ROOF HANGER SCHEDULE MARK DESCRIPTION SIMPSON USP RH1 LUS24 ✓US24 RH2 LUS26 ✓US26 RH3 HUS26 HUS26 RH4 THA29 MSH29 RH5 THA222-2 MSH222-2 RH6 I SUL25 SKH26L RH7 SUR26 SKH26R RH8 HUS210 THD210 RH9 HGUS26-2 THDH26-2 RH1 ---- H✓C26 ALL MARKS MAY NOT BE USED. NO TES 1. 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 TIC US S TYPE XVIII 1.-7" 1 M Ix 00 d' I�r 3I (3} - (ire 148 x 3 114' na;o TOE... LS TOP & SOTTOA.t CHORD C , NECnON. (NAILS RiROCiG d SA;X SID1 or GIRDER INTO END G7rAIN CV - MONO TRUSS ARE NOT AL WED) j3J - (0.148 z3 1/4' P ni!} TOE -A 5 ® TOP & BOTTOM CHORD C VEC770 FOR HR' GIRDER AND (12) NAILS ALONG 170AL END WEB OF HR' GIRDER INTO T-1E H1 GIRDER TRUSS. (2) - (0.148'x3 V4' P -I} TOE -NAILS TOP & BOTTOM CHOW C NECRON. TYPICAL HIP SET NAILING OPEN FACE I usf -P CONI E (EXCEPT IN CALIFORNIAD"'--T PLA CEMENT PLAN ALL BEAMS ARE DESIGNED BY OTHERS U.N. RE.' STRUCTURAL PLANS FOR BEAM SIZES DBBO=DROP BEAM BY OTHERS FBBO=FLUSH BEAM BY OTHERS ddo:mo�:Ll' TRUSSINAY. LTD. 8850 TYuasway Blvd Orlando. Florida (407) 857-2777 (407) 851-7899 FAX INTERNET 21nm. trussway. con O z3 O I .o o O Cor �v w � a N 1 CQ Q o o Q o 0 a` � o REFER TO SHT."T-1"� FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: 0 PROJECT ID: 31: ORDER #: c) SCALE : NIS o REVISIONS : 0 A B w • C o D E F Y G o SHEET o —021 (3) - (0. 148 x 3 114' P-nail) rOff-MILS 0 TOP & 807MM CHORD CONNECTION. (AWLS THROUCH B40K SWE OF CMW Nm Ew GIM OF MUSS ARE AVr ALLogfD) JACA' AND (12) WAS ALONG W-MMAL ENO *ER OF a -R W7O ME 99 GAVER TI-S,RU 0t �u 1-&7-1 4- e2) - (0.148-,3 114- p-mg) TOZ.-Awls 0 01" --4 TOP & 90770M CHORD COAAE=w, TYPICAL HIP SET NAILING OPEN FACE I asa -E,COYNAyT10yS ARC (ZXCV7 IN CAVrOANM) �� " !'� P"', I r1117VZNT NOTES .- 1. 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 SECTIONS & SCHEDULES TRUSS PLACEMENT PLAN Clubhouse z lug CO) LL rrzz� LL-=1 ' ALL BEAUS ARE DESIGNED BY OTHERS U.N. RE STRUCTURAL PLANS FOR BEAM SIZES DB6O=DROP BEAM BY OTHERS ' F8BO=F7USH BEAM BY OTHERS TRUSSWAY. LTD- 8850 Trussway Blvd. Orlando, Florida (407) 857-2777 (407) 851-7899 FAX INTERNET ti 0 REFER TO SHT."T-1" FOR IMPORTANT INFORMATION! DRAWN BY: PC CHECK BY: PROJECT ID: ORDER #; SCALE NTS REVISIONS A B C D E F G SHEET CL — I p ,jrA 'A V M N==lMl�=lwlMwR uptj I ICI.. � -1 w- � 1, "al I dil a I " , p Zyj J M 2 JM 2 LA iml�—IIA 11 jml sI cq 17'-6" I b LQ -Tf 1. REFER TO SHEET T-I FOR TRUSS DETAILS MARKED ON PLACEMLIVi SHEETS 2. REFER TO SHEET FT-DET FOR ADOL. FLOOR TRUSS DETAILS, SE077ONS & SCHEDULES, J. REFER TO SHEETS RT-DET FOR ADDL. ROOF TRUSS DETAILS, SECTIONS & SCHEDULES. ti F CN 14) CL (L PICNIC V) 04 (L a_ Pi 2 P3 P3 P2 Pi a- PI'Cnl*C P(7,Dili 0n —(J) - (0.148 w 3 114 - P-nail) IUE-NA TOP & BOTTOM CHORD CONNEClION. 00 (Z (NAILS 7XROUGH BACK SIDE OF MONO TRUSS IRDUSR INTO FJVD GRAIN OF MONO TRUSS ARE NOT ALLOWD) (G. 748'xJ 114 2L'%MILS a 60MCHORD �9�2CAZ., 7/R' 6 0 4 JACK AND (12) NAILS ALONG VER77CAL ENO Wl 7IR' aRVER INTO THE HIP GIRDER TRUS JACK 4 (2) - (0. 148 -xJ 114 - P-nail) TOE -NAIL TOP & 8OT7RV CHORD CONNECTION. TYPICAL HIP SET NAILI NG 7[ USE IrBERN CON IONS AAU OPEN FACE i NOT SPECIFIED IN PLACEMENT (EXCEPT IN CALIFORNA) 1 BEAM SCHEDULE RBG01 2— 1.75 X 16" X 18' LVL RBG02 3.5X5.25 X10' PSL COLUMN RBG03 2-1.75X11.875 10' LVL RBG04 3.5X3.5X10' PSL COLUMN RBG05 2-1.75X11.875X14' LVL RBG06 2-1.75 Xll.875X20' LVL RBG07 2-1.75 X14" X20' LVL RBG20 2-1.75 X11.875 X26' LVL TIC US PLA CEMENT PLAN Amenities no LU El E ALL BEAUS ARE DESIGNED BY OTHERS U.N.0 RE* STRUCTURAL PLANS FOR BEAM SIZES DB80=DROP BEAM BY OTHERS _F9BO=FLUSH BEAM BY OTHERS REFER TO SHT."T-1- FOR IMPORTANT INFORMATION! r —0 DRAWN BY: PC E CHECK BY: PROJECT ID; 0 ORDER #: SCALE NTS REVISIONS A iD STANDARD FLOOR DETAILS 01 STRONG8ACK5 SPACED AT 10--0' (MAX) ARE Rf,QUflREO TO M NTAIN CERTAIN FIRE ASSEMBUES. STRONGBKKS ARE RECOMMENDED TO MNNIZE VIBRATION. i 13 R 1.1 — APRIL, 2008 ACKING. LdIDBENING, PLUMEONG WALL SUPPORT TN LOAD BEARING,F PlUYONG WAI STRUCTURAL COORDINATION TRUSS HANDLING, INSTALLATION AND BRACING 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. EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. REFER TO TRUSS PLACEMENT FOR DESIGNATED HANGER TYPE A AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. TRUSSWAY" LTD_ AUTIi N REFER TO 8 1/2"x11" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE IrNTSRNEr 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. CAL.ITLQN 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 TO BE SUPPLIED BY OTHERS. �1 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. C ,�y,L� T I 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 r L DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY REPRESENTATIVE FOR DETAILS. CAUTION - 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. r`l �._ c� r®�t__w_. 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. QAU-rl0 : 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. 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. NAL STUDS MAY BE -REQUIRED AT EACH SIDE OF COMPONENT CONSULT' WITH ENGINEER OF RECORD. (E,O.R.) �J 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 € OC1..IMENT 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 OTHER TRADESPLUMBING, FI P T F RE LACE E C.. I ON CENTER" T T CONTRACT T VERIFICATION F LOADING. OTHERS AND NOTED IN CON RAC DOCUMENTS. VER C ON 0 LO D G TRUSSWAY AN ARE NOT T REPRODUCED R PI IN USS D E 0 0 BE E ODUCED 0 COPIED, F PACKAGE PRIOR TO ERECTION OF TRUSSES & REFER TO ALL PLACEMENT NOTES dt C 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 SHALL BE NO FIELD ALTERATIONS OR REPAIRS ARE ALLOWED WITHOUT WRITTEN AUTHORIZATION FROM TRUSSWAY_ BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. REPORTED TO TRUSSWAY FOR MODIFICATION. NO €.iNAUTHORiz'£0 FIFt.I)sOD9FICATIONS ARE ALLOWED_ 91 FLOOR DETAILSI T-1 SHEET L STANDAKD R�OF DE TAILS �010� DROP TOP CHORD HIP r 2x4 RUNNERS 2x4 R 1.0 — JUNE, 2003 P T. C. TRUSS STRUCTURAL COORDINATION TRUSS HANDLING, INSTALLATION AND BRACING 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. CAI...IT10N: EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. c A REFER TO TRUSS PLACEMENT FOR DESIGNATED HANGER TYPE AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. TRUSSWAY" LTD_ REFER TO 8 1/2"x11" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE rNrBRNET 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. • 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 TO BE SUPPLIED BY OTHERS. CA4..,1T10N 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"01" TRUSS DIAGRAMS TO DETERMINE PROPER NUMBER OF PLYS & NAILING/CONNECTION METHOD AND MAKING PROPER CONNECTIONS IN THE FIELD. CA U TIC:)€ €: 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. 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. CAILTIc r4: 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. 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. 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 ITH ENGINEER OF RECCRDL (E.OT 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, P 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 OTHER T(MECHANICAL,PLUMBING, FI P T IF " N NT R" 0 ER RAGESRE LACE E C.. 0 CE E ) T VERIFICATION TI N F LOADING. OTHERS AND NOTED IN CONTRACT DOCUMENTS. ER CA 0 0 LO D TRUSSWAY AN ARE NOT T REPRODUCED OR PI IN USS D E 0 BE ODUCE COPIED, PACKA PRIOR T ERECTION F TRUSSES REFER T PLACEMENT GE 0 E 0 0 USSES & E ER 0 ALL LACE ENT NOTES dt 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 SHALL BE No FIELD ALTERATIONS OR REPAIRS ARE ALLOWED BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS REPORTED TO TRUSSWAY FOR MODIFICATION. YYSTHOUT l R€TTEN AUTHCbRHZAT10fd FR01 T1ro'pZaaWAY. THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. NO UNAUTHORIZED FIELD 3dOUIFtCATiONS �:RF ALLOWED. S 4 ROOF DETAILS T- i SHEET i GENERAL NOTES NOTES GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked in any way to identify the Los trusses no estifn marcados de ning6n modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES frequency or location of temporary lateral restraint identifiquelafrecuenciaolocalizacidnderestricddnlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use lasrecomendadones (S) DON'T overload the crane. for handling, installing and temporary restraining de manejo, insta/ad6n, restriccidn y irriostre temporal de and bracing of trusses. Refer to BCSI - Guide to IDS trusses. Yea el folleto 8C57-_aia de Buena Prictica NO sobrecargue la grua. Good Practice for Handling. Installing, Restraining Para el Manejo Instalacidn Restricci6n ItArriostre de los (S) NEVER use banding to lift a bundle. & Bracino of Metal Plate Connected Wood Trusses de Madera Conectados con P/acas de Metal*** 11 Trusses*'** for more detailed information. Para informacidn mas detallada. NUNCA use las ataduras para levantar un Truss Design Drawings may specify locations of Los dibu'os de diseno de los trusses pueden es paquete- 9 9 Y p fY 1 P pecificar permanent lateral restraint or reinforcement for las localizaciones de restricci6n lateral permanente o A single lift point may be used for bundles with individual truss members. Refer to the BCSI- refuerzo en los miembros individuates del truss. Yea la trusses up to 45' (13.7 m). B3*** for more Information. All other permanent hoja resumen BCSI-83*** para mas information. El Two lift points may be used for bundles with - bracing design is the responsibility of the building resto de los disehos de arriostres permanentes son la trusses up to 60' (18.3 m). WARNINGS Do not over load supporting designer. responsabittdad del disenador del edificio. Use at least 3 lift points for bundles with trusses structure with truss bundle. greater than 60' (18.3 111 ' No sobrecargue la Puede usar un solo lugar de levantar pars estructura apoyada con el paquete de WARNING! The consequences of improper uetes de trusses hasta 45 pies. Puede trusses. AIL f, - .. handling, erecting, installing, restraining (, " ,u usar dos untos de levantar para P Pa © Place truss bundles in stable position. still and bracing can result in a collapse the paquetes m6s de 60 pies. Use por to menos tres puntos de levantar para paquetes de trusses en una posicidn structure, or worse, serious personall injury ,: paquetes mas de 60 pies. esta astable. or eat . iADW t4CIA1 El resu/tado de un manejo, levantamlento, instalacidn, restriccidn y arriootre incorrecto puede ser la caida de /a estructura o atin peor, heridos o muertos. A1,U1Mit @`li`P Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. 1 i dQ207TW_ Chapas de metal tienen hordes afilados. Lleve guantes y lentes protectores cuando Corte las m ataduras. HANDLING - MANEJO Avoid lateral bending. A s UMCoKI Use Evite la f1exi6n 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 the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista lien /a responsabilidad de redbir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el dano. t t C 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 bloqueando de altura suficiente detras de la pila de los trusses a 8 hasta 10 pies en centro (o.c.). ® 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 protegerlos 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 los trusses en area de trabalo. 0 B ��5 Uttlice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. O O Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar, DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. DO NOT store on NO a/macene en tierra uneven ground. desigual. HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO � „ Trusses 20' F ® Trusses 30' tT (6.1 m) or - - (9.1 m) or r less, support less, support at at peak. quarter points. Soporte Soporte de del pico los - los cuartos trusses de - Trusses up to 20' ► I de tramo los E Trusses up to 30' 20 pies o (6.1 m) trusses de 30 1 (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 ,VJ 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 posiddn con equipo de groa hasta que la restricci6n 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 pare levantar puede hacer dafio at truss. 60* or less T_ Approx. 1/2 y truss length Tagline i, � TRUSSES UP TO TRUSSES HASTA 30 PIES reader bar Attach Toe -in Toe -in Locate Spreader bar 10' o.c. �- above or sfiffback ma - mid -height _ Spreader bar 1/2 to zrt truss length Tagline TRUSSES UP TO 60' (18.3 TRUSSES HASTA 60 PIES _ Spreader bar 2/3 to �- 3/4 truss length -� Tagline TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL FTOTM Refer to BCSI-B2*** for more !-Top Chord Temporary information. I/ Lateral Restraint Vea el resumen BCSI-B2*** Para mas infor- (TCTLR) 2A min. maci6n- i ® Locate ground braces for first truss directly 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 =90, truss directamente en linea con cada una de las filas de restricci6n lateral temporal de la cuerda superior (vea la tabla en la pr6xima Brace first truss columns). ;,secgely before ereon of additional DO NOT walk on ses- unbraced trusses. NO camine en trusses 4 sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 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 below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate e/ primero truss y ate seguramente at arriostre de tierra. 3) Instate los pr6ximos 4 trusses con restriccidn lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abafo). 5) Instate arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instate la restricci6n lateral temporal y arriostre diagonal pars la cuerda inferior (vea abajo). 7) Repita este procedimlento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Yea el resumen BCSI-B2*** pare mas informacidn, RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCI6NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES LJi 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 restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paratelas (PCTs) 3x2 y 4x2. Yea la parte superior de /a columna 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) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) D.C. max. 60' (18.3 m) 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 m). *Consulte a un Professional Registrado de Diseno para trusses mas de 60 pies. 0 See BCSI-B2*** for TCTLR options. Yea el BCSI-B2*** para las options de TCTLR. EM Refer to BCSI-83*** for Gable End Frame re- straint/bracing/ reinforcement information. Para informad6n sobre restric- ci6n/arriostre/refuerzo pars \ 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- scitres diagonales Para coda grupo 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS de 4 trusses. MIMI LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTESI i Web members 444 l � I � 10' (3 m) - 15' (4.6 m) max. Same as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4xl2' or greater lapped over two trusses. Bottom - - chords 10' (3 m) - 15' (4.6 m) max. Diagonal .bracing chords Diagonal braces every 10 truss spaces 20'(6.1 m) max. Note: Some chord and web members not shown for clarity. i Diagonal braces every SO truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' (3 m) or Diagonal bracing Repeat diagonal bracing ® Refer 15' (4.6 m)* every 15 truss spaces 30' to BCSI-67*** for (9.1 m) more information. -- Yea el resumen BCSI-B7*** Para , t t mas informacidn. _ 4 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 Out -of -Plane © Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Toleranclas para Fuera-de-Plano, 3!a" 12.5' Max Bow D/50 D (ft.) 19 rum 3.8 m f- Length ->•I 1/4" 1' 7/8" 14.6' Max Bow Len th ->• ' 6 mm 0.3 m 22 mm 4.5 m 1 /2" 2' 1" 16.T Max. Bow 13 mm 0.6 m 25 mm 5.1 m3/4" 3' 1-1/8" 18.8' '�-- Length umb 19 rum 0.9 m 29 rum 5.7 mine i 1"4' 1-1/4" 20.8' Tolerances for 25 mm 1.2 m 32 mm 6.3 ITOut-of-plumb. 1-1/4" 5' 1-3/8" 22.9' Toleranctas pars D/50 max32 rum 1.5 m 35 mm 7.0 m Fuera-de-Plomada. 1-1/2" 6' 1-1/2" 25.0' 38mm 1.8m 38mm 7.6m CONSTRUCTION LOADING 45 rum 1-3/4^ (2.1 m 1-- 45 rum .9.2' 89 m CARGA DE CONSTRUCC16N z" >: 2" >-33.3' ® DO N proceed with construction until all lateral 51 mm >:2.4 m 51 mm) 10 1 m) restraint and bracing is securely and properly in place. NO proceda con la construccidin hasta que Codas las restric- Crones laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO excel las alturas maximas de mont6n. Vea el resumen BCSI-B4*** para mas informaci6n- -ate 19 DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individua/es. NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiates cerca de un pico. © Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses comp sea posible. Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES Truss bracing not shown for clarity. Refer to BCSI-B5.*** Vea el resumen BCSI-B5, *** ® DO NOT cut alter, or drill an structural member f r nl yo a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ning6n miembro estructural de un truss, a menos que esta especificamente permitido en el dibujo del diseilo 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 construcd6n o han sido alterados sin la autorizaddn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabri- Cante de Trusses. 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 rum) Clay Tile 3-4 tiles high "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing PDF of this document, visit www.sbcindustrv.com/b1. 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 bracing trusses are based upon the collective experience of leading sonnel involved with truss deli n manufacture and installation, per g , bti , but must, due to the nature a responsibilities involved, t presented only as a GUIDE for use by a qualified building designer or con[2ctor. 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 it does not preclude the use of other equivalent methods for restraming/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, application, or reliance on the recommendations and information contained herein. filk TRUSS PLATE INSTITUTE 6300 Enterprise Lane "• Madison, WI 53719 218 N. Lee St., Ste. 312 . Alexandria, VA 22314 608/274-4849. www.shrindustrvmm 703/6Ri-1ntn. www.tnincr.nro ADisregarding permanent restraint/bracing is a major cause of truss field performance problems and has been known to lead to roof or floor systems collapse. Descuidar el arriostre/restrica6ri permanente es una causa principal de problemas de rendimiento del truss en campo y habia conocido a llevar at derrumbamiento del A sistema del techo o piso. Spans over 60' (18.3 m) may require complex permanent bracing. Please always consult a registered design professional. CM=Tramos sobre 60 pies pueden requenr arriostre permanente complejo. Por favor, siempre consulte a un profesional registrado de disen"o. RESTRAINT/BRACING MATERIALS & FASTENERS MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE 0 Common restraint/bracing materials include wood structural panels, gypsum board sheathing, stress -graded lumber, proprietary metal products, and metal purlins and straps. Materiales comunes de arriostrar/restringir induyen paneles estructura/es 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 20 stress -graded 10d (0.12&3") 12d (0.1284.25") 2 16d (0.131x3.5") 2x6 stress -graded 1Od (0.1280") 12d (0.12ax3.25") 3 16d (0.131x3.5') ■Elm A�`,�, ' 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 restrairnbracing 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 chord VARIOS PLANOS DE UN TRUSS —i plane L 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 wind and seismic forces. El arriostre permanente es importante Porque , a) impide el torcer fuera-de-plano de los miembros del truss, b) ayuda en mantener espaciamiento ottom apropiado de los trusses, y chord c) resiste y pasa last cargas laterales de plane Structural viento y fuerzas sismicas aplicadas al sheathing sistema del truss. on top chord Trusses require permanent bracing: `� plane within ALL of the following planes: 1. Top chord plane 2. Bottom chord plane X 1 3. Web member plane ' Trusses requieren arriostre permanente dentro de TODOS los P si uientes lanos: 9 1. Plano de la cuerda superior II 2. Plano de la cuerda inferior V 3. Plano del miembro secundario AW=nOC99 Without permanent bracing the truss, or a portion of its members, will buckle (i.e., fail) at loads far less than design. fC,C61�U Sin el arnostre permanente, del truss, o un parte de los miembros, torceran (ej. fal- laran) de cargas muchas menos que las cargas que el truss es disen"ado a llevar. 1. PERMANENT BRACING FOR THE TOP CHORD PLANE Pudins 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 contrachapadc, panel de fibras onentadas (OSB), o vigas de soporte de madera o metal que son arnostrados apropiadamente. The Truss Design Drawing (TDD) provides Diagonal "V bracing in the top chord plane at information on the assumed support for the top intervals specified by the building designer chord. V El Dibujo del Disen"o de Truss (TDD) provee informacidn sobre e/ soporte supuesto para la cuerda superior. 0 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. E/ taman"o de Jerre y requisitos de espaciamiento y grado para el entablado, vigas de soporte y arriostre son provistos en el codigo 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 L Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or rigid ceiling. Use files de restniodoin lateral continua con ardesfre diagonal, entablado de yese a techo rigide. The TDD provides information on the assumed support for the bottom chord. El TDD provee information sobre el soporte supuesto pat la cuerda inferior. 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 restriction lateral permanente de la cuerda inferior at espaciamiento indicado en el TDD y/o por el disen"ador del edificio con un maximo de 10 pies en el centro. Diagonal bracing chords Lateral restraint 2x4x12' s20, or greater lapped over m) 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 PARA 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 secundancis recogen y pasan fuerzas de restriccidn de torcer y/o cargas laterales de viento y fuerzas sismicas. A menudo el mismo arriostre puede ser usado pat ambos fundones. Individual Web Member Permanent Restraint & Bracing Restriccidin y Arriostre Permanente de Miembros Secundarios Individuales Check the TDD to determine which web members (if any) require restraint to resist buckling. Reviser el TDD para determiner cuales miembros secundarics (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 restriccidn es requerida en coda B. Individual member web reinforcement. de estos miembros Restrinja y arriostre con, secundarios. A. Restriction lateral continua y arriostre diagonal, o B. Refuerzo de miembros secundarics Individuales. A. Continuous Lateral Restraint (CLR) & Diagonal Bracing A. Restriction Lateral Continua (CLR) y Arriostre - Diagonal Attach the CLR at the locations shown on the TDD. Sujete el CLR on last utucaciones mostrddos en el TDD. 0 Install the diagonal bracing at approximately 450 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 grades at CLR y to coloque para que truce la cuerda muy cerca del CLR. Sujete el arriostre diagonal come, 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 Group of 3 Trusses (6.1 m) Note: Some chord and web members not shown for clarity. Structural sheathing Diagonal 41=45 brace Diagonal Lateral braces restraint Lateral restraint Group of 2 Trusses ❑✓ Lateral restraint & diagonal bracing can also be used with —45' small groups of trusses (i.e., three or less). Attach the lateral restraint & diagonal brace to each web member that they cross. Restriction lateral y arriostre diagonal tambien puede ser usado con grupos pequen"os de trusses (ej. tres o menos). Sujete la restncaein lateral y el arriostre diagonal a cada miembro secundano 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, Jr-, U-Refuerzo, refuerzo de metal patentaddo y productos de miembros secundanos m, aon,tonados proveen una alternativa para resistr el torcer de lost miembros secundarlos. I I�J7�/jI Metal Stacked 711,r'c infoement ®ScabReinforcement VJ Product Web uss Member, typ. L-Reinforcement The following table may be used unless more specific information is provided. La siguiente tabla puede ser usacia a menos que informacidn mast especifice ester provista. Specified CLR Size of Truss Web REINFORCEMENTWEB Type & Size of Web Reinforcement • Grade of Web Reinforcement Minimum Length of Web Reinforcement Minimum Connection Web Reinforcementt to Web T L Scab' 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 (0.13lx3.51 ea 6" (150 mm) on-centW 2x6 2x6 2x6 2x6 2x8 2x8 2x8 2x8 2 Rows 2x4 --- --- --- 2-2x4 2x6 --- --- --- 2-26 2x8 2-2x8 ;maximum ane-ante woo iengm is i4 tq.a mi. 'For Scab Reinforcement use 2 rows of 10d Gun nails (0.120011) at 6" (150 mm) on -center to attach reinforcement to web. PERMANENT LATERAL RESTRAINT AND DIAGONAL BRACING REQUIRED E -T �s"`ie"LON6pE5G— ,to "�R"or N PAxA a.e w,.EALoaE a, RESTRICCIONLATERAL PERMANENTE YARRIOSTRE DIAGONAL ES REQUERIDO WEB REINFORCEMENT REQUIRED / r rox spec xE sU` ftf Lwxc i W T, LOR SCAB = E REINFORCEMENT T, L, REFUER20 DE SCABS h I¢ �i q g 6r Mnc ox ce 1111A REFUERZO DE MIEMBRO SECUNDARIO REQUERIDO 666 t 10 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 restriccidn lateral de miembros secundancis con etiquetas similares a las arriba. Web Member Plane Permanent Building Stability Bracing to Transfer Wind & Seismic Forces Arriostre de Estabilidad Permanente del Edificio del Plano de Miembros Secundarios para Desplazar Fuerzas de Viento y Fuerzas Sismicas The web member restraint or reinforcements specified on a TDD is required to resist buckling P q 9 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 restriccidn o refuerzo de miembros secundarios especificada en un TDD es requerido a resistir el torcer bajo cargas verticales. Restriction y arriostre adicional es requerido tipicamente para pasar cargas latera/es debidas a fuerzas de viento y/o fuerzas sismicas. Esta restriccidn y arriostre es tipicamente provisto por el disefiador del edificio. N sl to Diagonal brace to roof diaphragm blocking Gable frame Horizontal ' L- reinforcement. Roof diaphragm blacking 0 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 tablas y detalles de disen"o generates para asistir e/ disefiador del edificio en determiner el arriostre re- querido para pasar cargas /aterales debidas a fuerzas de viento y/o fuerzas sismicas del armazdn hastial at diafragma del techo. Gable End Frames and Sloped Bottom Chords Armazones Hastiales Y Cuerdas Inferiores Pendientes L 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 siempre debe encajar el perfil de los trusses contiguous pare permttir la insta- lad6n de restriction y arriostre apropiada de la cuerda inferior a menos que arriostre especial es disen"ado para soportar la pared de extremo. Bottom chord plane -- Example of raked gable end all (with scissors gable end frame) ACOr• U Oa9 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. u l4 El use de un armazon hastial de la cuerda inferior con trusses contiguos cuales benen cuerdas infenores pendientes es prohibido por algunos cddigos de edificios porque ar- riostre adecuado de esta condition es diffal y a veces imposible. Considerations especiales de dlseno pars el arriostre de la pared de extremo son requendos por el disefiador del edificio sl el perfil del armazdn hastial no hate juego con lost trusses contiguos. PERMANENT BRACING FOR SPECIAL CONDITIONS ARRZOSTRE PERMANENTE PARA CONDICIONES ESPECIALES Sway Bracing—Arriostre de "Sway' 0 "Sway" bracing is installed at the discretion of the building designer to help stabilize the truss system and minimize the lateral movement due to wind and seismic loads. Arriostre de "sway"ester instalado por la discretion del K' \ disen"ador del ddificio para ayudar en estabtlizar el sistema de trusses y para minimizar e/ movimiento lateral debido a —, ~ cargas de viento y cargas sismicas. Sway bracing installed continuously across the building also serves to distribute gravity loads between trusses of varying stiffness. Arriostre de "sway" que es instalada continuadamente a/ traves del edificio tambien es usado para distributr las cargas de gravedad entre trusses de rigidez var/ando. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly Restriction/Arriostre Permanente para la Cuerda Superior en un Ensamblaje de Piggyback Provide restraint and bracing by: Repeat diagonal bracing • using rows of 4x2 stress -graded lumber (red) 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 (green) diaphragm, or at spacing • adding structural sheathing or bracing specified frames, or on the • some other equivalent means. truss design Provee restriccidn y arriostre por: drawing • usando filas de 4x2 CLR madera grad- uada por esfuerza y arriostre diagonal, o • conectando el CLR al diafragma del echo, o • anadiendo entablado estructura/ o arm zanes de arriostre, o • algunos otros metodos equivalentes. ✓0 Refer to the TDD for the maximum assumed spacing for attaching the lateral restraint to the top chord of the supporting truss. Reflere at TDD para el espaciamiento maximo supuesto para sutietar la restriccidn lateral a la cuerda superior del truss soportante. Cap n 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- d bracing frame or enfcre la y lost requisites de rtanteon mfn/mos structural sheathing entre la caps y el truss soportante o /a restric is installed intermit- cion. tartly Bracing frame Q If diagonal bracing is used to restrain the r__or structural CLR(s), repeat at 10' (3 m) intervals, or as sheathing specified in the construction documents. w� Supporting Si arriostre diagonal es usado para restringir �� trusses el/los CLR(s), repita en intervalos de 10 _ pies o como especificado en los documen- tos de construction. -- ------ To view a non -printing PDF of this document, visit www.5bcindu5try.com/b3. Para ver un PDF de este documento que no se puede imprimir, visita wwwsbandustry.com/b3. SBC� & .gi r waooTrussceuaca TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • www.sbcindus".com 7@3/683-1Ble • www.tpinst.org B3WEB11 x17 081205 r LAST UPDATED N°82°'°. PIGGYBACK TRUSS CONNECTION DETAIL APPENDIX: TWO01 1 of of 3. 3. Appendix 1 OPTION: 1 PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO EACH REFER To escl B3 FOR PERMANENT BRACING TO PURLIN WITH 2 - NAILS TOENAILED. REFER REQUIREMENT 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 STAGGERED. OF THE BASE TRUSS. ) O.C. (SCAA B NOT NECESSARY (S FOR PIGGYBACK SPANS LESS THAN 16'-0") pir-11 R� ^� 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 62 41 49 28 33 27 32 16d Box .135"x 3 1 /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 OPTION: 2 PIGGYBACK TRUSS REFER TO BSCI B3 FOR PERMANENT BRACING MAXIMUM PURLIN SPACING = 36" O.C. REQUIREMENT OF ROOF SYSTEM. OR LESS IF REQUIRED BY DESIGN. SEE INDIVIDUAL TRUSS DESIGN FOR 2 x 4 x T-0" ATTACHED TOP CHORD BRACING REQUIREMENTS OF THE BASE TRUSS. TO ONE SIDE OF TOP CHORD WITH 10d NAILS ATTACH EACH PURLIN TO TOP AT 6" O.C. STAGGERED. CHORD OF BASE TRUSS WITH (SCAB NOT NECESSARY p� 16" I 2 - 16d NAILS. FOR PIGGYBACK SPANS LESS THAN 16'-0") 8" 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) 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 ATTACH 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 di vitbATrussway Holding, Inc. MOST BUILDING SUPPLY OR LUMBER YARDS) TRUSSWAY 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 -7 Appendix 2 d 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 PACITIES) 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 REFER TO INDIVIDUAL TRUSS COMPONENTS AND CLADDING DESIGN FOR LUMBER GRADES TRUSS 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 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 33 40 32 38 16d Box .135"x 3 1/2" 52 62 41 49 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 USSWAY 9411 Alcorn AFTER INSTALLED. Houston, TX 77093 E L LAST UPDATED ON 082070. Appends 3 of 3. I Standard Gable End Detail DIAGONAL BRACE Diagonal Bracing Refer to Section A -A Typical _x4 L-Brace Nailed To 2x_ Verticals W/1 Od Nails, 6" o.c. Vertical Stud SECTION B-B [TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss * - L-Bracing Refer to Section B-B Vertical Stud (4) - 16d Common Wire Nails (2) - 10d Common Wire Nails into 2x6 SECTION A -A APPENDIX: TWO03 1 of 2 1 DIAGONAL \� 16d Common /f Wire Nails Spaced 6" o.c. 2x6 Stud or R\ 2x4 No.2 of better \Typical Horizontal Brace Nailed To 2x Verticals \Stud w/(4)-10d Common Nails SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING NOTE: 1. MINIMUM GRADE OF #3 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. Trussway Holding, Inc. TRUSSWAY 9411 Alcom Houston, TX 77093 STUD DESIGN IS BASED ON COMPONENTS AND CLADDI CONNECTION OF BRACING IS BASED ON MWFRS. TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. 3x4 = (4) - 8d NAILS MINIMUM, PLYWOOD/OSB SHEATHING TO 2x4 STD SPF BLOCK za"Max Roof Sheathing (2) - 1� X Max. / (2) -10d NAILS 'TrusE Os @ 24" o.c. Diag. Brace A6 DIAGONAL BRACE SPACED 48" O.C. TTACHED TO VERTICAL WITH (4) -16d at 1/3 point COMMON WIRE NAILS AND ATTACHED If n@edE d TO BLOCKING WITH (5) - 10d COMMONS. 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 Sin o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. LAST UPDATED ON 0312010. Standard Gable End Detail APPENDIX: TWO03 Appendix 3 of 3. Paae 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. 4-8-4 5-3-15 7-6-7 1 9-4-8 14-0-12 2x4 SPF Std/Stud 24" O.C. 4-1-2 1 4-4-3 1 6-1-13 1 8-2-5 1 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 1 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 13-6-8 110 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. 3-2-0 3-3-2 4-7 6 6-4-0 9-6-0 2x4 SPF Std/Stud 12" O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 130 mph 2x4 SPF Std/Stud 16" O.C. 1 3-7-0 1 3-8-4 1 5-2-10 1 7-1-15 10-8-15 2x4 SPF Std/Stud 24" O.C. 1 2-11-1 1 3-0-2 1 4-3-2 1 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. 1 3-3-14 1 3-5-1 4-10-2 6-7-13 9-11-11 2x4 SPF Std/Stud 24" O.C. 1 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 COMMON WIRE NAILS AND ATTACHED Roof Sheathing \ TO BLOCKING WITH (5) 10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE -PURLIN WITH TWO 16d NAILS 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 WI TWO 16d NAILS (MIN) Diag. Brace at 1 /3 points,,SUPPORTING \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. End Wall Trussway Holding, Inc. TRUSSWAY 9411 Alcorn Houston, TX 77093 CEILING SHEATHING 1 1 1 1 TRUSS r Notes and Instructions: qqPF 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 Trussway Holding, Inc. TRUSSWAY 9411 Alcorn How to Obtain Truss Repairs 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 .lob 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" 44 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 LJ s1 A 36" 0 Us 3x4 �3.5" H Notched 1 1/2"x3 1/2" for pipe. One face available. 2x3 4x4 3x3 1.54 1.54 3x3 v 44 A KL M N O P O VA D T J I H G L D 4x7 N 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 C 4x7 Last Updated on Aug 2010. Optional Product Information _I A NO Prnrli irrtc use where applicable E 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. _1 Ann® Closest Allowable Nail Spacing Offset and stagger nail rows from floor sheathing and wall sole plate. • Simpson Strong -Tie A35 and LPT4 connectors maybe attached to the side VERSA-LAM°/VERSA-RIM°. Use nails as specified by Simpson Strong -Tie. Nailing Parallel to Glue Lines (Narrow Face) r M � s a F t el 9 a Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 13/4" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use 112" minimum offset between rows and stagger nails). A�lyrat2ls t VERSA n 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 Deptfi: Max.,Hole Diameter ; 51/2" 3/4" 71/4" 1 W/4" and greater 2" See Note 3 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. VERSA LAM° 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 at support and Vz" air not continuous over header. Sloped Not seat cut ; to exceed Verify hanger cap ca ity with lateral restraint. space required inside face of bearing. hanger literature betweenr $ concrete and;: rZ wood. ' Provide adequate Trimmers lateral support Bearing at column VERSA-LAMo '`ems/ r t_._i„ tii Beam framing into wall. Strap per code if top p late is not continuous 's. Beam to masonry (or concrete) wall Wood top plate must be flush with inside of wall Hanger k ,, column DO NOT bevel cut Note: VERSA -LAM' beyond inside face of wall Drilling without approval from Boise EWP permitted for Engineering or BC CALC' software analysis. Moisture standard barrier between connectors. concrete and wood VERSA -LAM@ Installation Notes Minimum of rh" airspace between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA -LAM® beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). Nailed 'f,' Dia. Through Bolt(') %" Dia. Through Boltl't Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24' o.c. 12' o.c. @ 6' o.c. 24' o.c. 12' o.c. @ 6' o.c. members 12' o.c. 12' o.c, staggered staggered staggered _ staggered staggered staggered tVERSA•l AMs (Depths of 48" and less) 2 470 705 505 1010 2020 560 1120 2245 3t2) 350 525 375 1 755 1515 420 840 1685 4tst use bolt schedule 1 335 1 670 1345 370 745 1495 2(31 use bolt schedule 855 1715 1 N/A 1 1125 1 2250 1 N/A 1:3/a' VERSA. -LAMS (Depths of 24"j Number Nailed '/,' Dia. Through BoltM sI;' Dia. Through Solt(') 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.M 12' o.c. staggered staggered staggered staggered staggered staaaerec 2 705 940, 755 1010 1515 840 1120 1685 3(2) 525 705 565 755 1135 630 840 1260 4r31 use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform IoANSI/ V bolts and 21/, for %' bolls. Bolt holes shall be the same ASME standard 31821-1981 (ASTM A307 Grades-A&B, diameter as the ball 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 woad and the bolt beam. head and between the wood and the nut The distance from 3. 7' wide beams must be top -loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2' for (lesser side shall be no less than 25% of opposite side). 1. Beams wider than 7' must be designed by the engineer of record. 5. Connection values are based upon the 2001 NDS. 2, All values in these tables may be increased by 15%for snowaoad roofs 6. PastenMasterTrussLok, Simpson Strong-77e SD$ and USP and by 25% for non -maw load roofs where the building code allows. INS screws may also be used to connect multiple member 3. Use allowable load tables or BC CALC' software to size beams. VERSA -LAM° 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 -LAM® 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 property, 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 -LAMS 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". _ Hangers not shown k, for clarity Find: A multiple 13/4" ply VERSA -LAMS 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'/2+181/2=16' 2. Use PLF tables on pages 28-30 of ESG or BC CALCs to size beam. A Triple VERSA -LAMS 2.0 3100 13/4' x 14" is found to adequately support the design loads 3. Calculate the maximum pif load from one side (the right side In this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/4" VERSA -LAMS, 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 plf is greater than 450 plf OK Bolts:'/2' diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK 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(3) 500 plf 1000 plf Bolts(4) 920 plf 1840 plf �za• �Q Use either _ all bolts 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 d/3 (a) Square End Bearing maximum (c) Sloped End Cut for Roof Drainage de>_ 0.9d 0.1 d or 3 inches max., whichever is less -{- T 1 T I. M Slope End Bearing 4 3deor pof the span, whichever is less e -I 0.4d t max. 'Pfr f s de>_ 0 6d t (e) Tension -side Notch When e <de, f, = When e > de, f = 3V 2bde (d) Compression -side Notch f, = shear stress (psi) V = shear force at notch location (Ib) b — width of beam (in.) d = depth of beam (in.) de= effective depth as shown (in.) e = length of notch as shown (in.) Source: APA EWS S560 19 T 1 T 1 T i O t F - Ek, .7 3000F ��'_����� fob Drilling I�arz�ntal, �Qles L/8 L/8 d/4 d/2 d/4 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 IFOUNDATION BEAM POCKET DETAIL k 11 FOUNDATION BEAM POCKET DETAIL When Uplift resistance is required by local building jurisdiction MINIMUM 1/2" AIR SPACE REQUIRED MINIMUM 1/2" AIR SPACE REQUIRED AT ENDS AND 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 BEARING c +< PLATES, ETC. SIZED FOR BEARING -- OF GLULAM BEAM FOUNDATION WALL —I � t� MOISTURE BREAK REQUIRED: q� 14' TREATED PLYWOOD, Use anchor of proper STEEL BEARING PLATE, FLASHING, PLASTIC BEARING uplift capacity. PLATES, ETC. SIZED FOR BEARING - (e.g. Simpson MTSM) OF GLULAM BEAM FOUNDATION WALL Typical Connections Strap per code if top Top Mount Hanger plate is not continuous Tie strap over header Wood or ,� r •:�;?. Steel •— R�. ,„e;. `:;:;\`=\;: .� Column Hanger Face Mount Hanger Beam to Beam Beam to Column Floor Beam to Joist Header to Frame Beam to Frame 20 ertic�l%2 Diameter` Holes in. Gleams 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 Hole 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 0 """N `\X"""NN_ � 1 8 3/4" width .04 L .35 L .63 L .96 L Ref.: APA - The Engineered Wood Association 21 All Allowable Tolerances shown below are at time of manufacture per ANSI A190.1. Width: F; Plus or minus 1116" of the specified width. ICamber: Depth: Plus 1/8" per foot of depth. Minus 3/16" or 1/16" per foot of depth, whichever is larger. Length: Plus or minus 1116" 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 1/8" per each additional 20 feet not to exceed 3/4". Camber Wane Void Glue Squeeze -out "Low Lamination" Areas 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 Yoids Not Filled "Low Lamination" Areas 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 Beane IF F ram - U Power Beams should be stored and handled in accordance with the following guidelines to maximize performance and minimize necessary field adjustments: 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 ::Firpry>iipntl.v� A`clrp�-,('i�Tactin:n� .... iWhat is a Power Beam®? 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/APA A190.1-2002 and AST1V1 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 Beam® 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 Beam®? ' 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 Versatility 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 can provide additional savings to the property owner. The natural thermal and insulating qualities of laminated wood can be combined with thermally efficient insulation materials to keep heat loss at a minimum. Strong, Durable, Fire Safe, and Stable Throughout history, wood has been a durable building material, assuming proper principles of design, construction, and maintenance are followed. The Anthony Glulam provides an even higher degree of proven quality manufacturing. 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. High resilience allows Glulams to absorb shocks that could rupture alternative building materials like concrete or steel. Glulam is also ideal for use in areas subject to high winds or earthquake damage. Glulam also has excellent fire -resistive qual- ities. The performance of Glulam under fire conditions is markedly superior to most unprotected non-combustible materials. Readily Available The Anthony Glulam is readily available through a network of stocking distributors throughout the country. Glulams are offered 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. Computer Software Anthony Forest offers a Windows friendly sizing software for fast and accurate sizing of most beam applications. Ridge Beams Basement -- — _ — - - - ,,,,, Beams Garace Door_ Header' _ _-- 25 -• _ Anthony 30F Power Beam°, Anthony 24F Glulam, Power Header, Power Column TM, 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. Aubra Anthony, Jr, President & CEO 26