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Home My WebLink About03-2519 CITY OF ZEPHYRHILLS 5335 - 8TH STREET (813)780-0020 BUILDING PERMIT If 2519 Permit Number: Permit Type: Class of Work: Proposed Use: Square Feet: Est. Value: Improv. Cost: 266,981.13 Date Issued: 11/19/2003 Name: CITY OF ZEPHYRHILLS Total Fees: Address: 3940 SOUTH AVE Amount Paid: ZEPHYRHILLS, FL. 33542 Date Paid: ! Phone:_ Work Desc: ACCESS ROADS,PILOTS LOUNGE, RETENTION POND CLEAN UP 2519 ADDITION/ALTERATION 434-ADD/AL T RESIDENTIAL COMMERCIAL Address. UTH AVE ZEPHYRHILLS, FL. Township: Range: Book: Lot(s): Block: Section: Subdivision: CITY OF ZEPHYRHILLS Parcel Number: CHRIS BAHR PLUMBING JACK FUNNELL PAVING CARLYLE ELECTRIC I Af..vSse~ ,,<0 ; J ~/> r!' ~~tl'O<<1 ~ . ~~~ sltJp I~-Lf,.o) rrJO i I I PRE-S~ ' CONSTRUCTION POLE NO ROUGH PLUMB CTS INSULATED LINTEL j-l.C~ oLl ~_1 J" 14~ 6 i. PRE-METER WATER FINAL MECHANICAL FRAME_Z~-/~-" +- -llL-o ! MISC SEWER i MISC INSULATION WALL : MISC Mise, MISC, INSULATION CEILING . MISC. i Mise, . MISC. , DRIVEWAY MISC. I MISC, ! FIRE DEPT. FINAL ! REINSPECTION FEES: When extra inspection trips are necessary due tciimy one of thti following reasOns, a --- charge of Thirty-Five Dollars ($35.00) shall be made for each trip for each trade: (a) Wrong address (b) Condemned work resulting from faulty construction (c) Repairs or corrections not made when inspection called (d) Work not ready for inspection when called (e) Permit not posted on job site (f) Plans not at job site (g) Work not accessible IJh~ paymE:!_l1t of ill~pe9:iol1 fees sh~1I be lT1~de bE:!fore al"!Y furth~~ permits will_~e issue<<:'_to the IJerson owning same "Warning to owner: Your failure to record a notice of commencement may result in-your paying-twice for - improvements to your property. If you intend to obtain financing, consult with your lender or an attorney __l?eforE!.rec~_rdil1g 'l~Ll.r notice of c:C?_mmel1_cemel1~____________ ______ u_ _ Complete Plans, Specifications and Fee Must Accompany Application.---------. AIL",,_ork ~~II_bE:!_performed in accordance_~ith Ci!y_Code~ and_9.~<:Iinall_c~_______ - - In - - - - ~ OCCUPANCY BEFORi: C.O. - --- -- - --- / ~fi~URE ---=--~ - ~MIT6FFI CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER CITY OF ZEPHYRHILLS PERMIT APPLICATION BUILDING DEPARTMENT 5335 8th Street, Zephyrhills, Fl. 33542 813-780-0020 FAX:813-780-0021 DATE RECEIVED 11- /::( - tJ 3 I PLANS REVIEW FEE OWNER'S PHONE: '31:) - 7g-o - 0 () 3 0 SL1 .l. BLOCK SUBDIVISION (OBTAIN FROM.,.ERQPERTY TAX NOTLCEl_ WORK PROPSED: o ADDITION Ol\LTERATION o REPAIR o INSTALL OSlGN o MOVE o DEMOLISH PROPOSED USE: OSGL FAMILY DWELLING i//)~ ~OMMERCIAL OMULTI-FAMILY o INDUSTRIAL 0# OF UNITS o SWIMMING POOL o t10BILE HOME ffi.OTHER DESCRIPTION OF WORK , ~ RESTAURANT & HEAlfH D~PARn1ENT APPROVAL /T (( (! C;_J R 0 cull ,_/ 'I r b 15 Lv iJ 1'\ -e SQUARE FOOTAGE ~ ~'o e Mif." /{J C/~,-Vp \ (,: ,.\, I/-e g A ~lj h";"'~ BUILDING SIZE -30 X f 5 HEIGHT RESIDENTIAL: COMMERCIAL: ATTACII (2) PLOT PLANS & (2) SETS OF BUILDING PLANS & (1) SET ENERGY FORMS, ATTACH (3) SETS OF BUILDING PLANS & (1) SET ENERGY FORI1S, PROPERTY SURVEY REQUIRED FOR ALL NEW CONSTRUCTION, 0 BUILDING 0 ELECTRICAL 0 PLUMBING 0 MECHANICAL 0 GAS 5JlROOFlNG $~GfoJ95/1;3 , iSO PERMITS REQUESTED VALUATION OF TOTAL CONSTRUCTION AMP SERVICE !B' FLORI DA POWER [] W.R.E.C. $ ;VA VALUATION OF MECHANCIAL INSTALLATION o SPECIALTY o OTHER TYPE OF CONSTRUCTION: ~BLOCK wFRAtJlE o STEEL o OTHER FINISHED FLOOR ELEVATIONS I S PROJECT I N FLOOD ZONE AREA 0 YES O"NO COMPANY C C( (V'"'0-Sfruc--M1-1 jvcJ''', STATE CERT OR REGIST # C C- COil 0 6 I.{ t~ CITY PROCESSING # BUILDER . SIGNATURE ja>A~ ~ *************************************~*************k***+****~'k**** ELECTRICIAN ~ COMPANY C a. { l Y (~ \/ ~;A/~./.L? STATE CERT OR REGIST SIGNATURE ,~~i!f -. ~ CITY PROCESSING # PLUMBER '::'~""""""~~"""'~"':::::::"c:'~~:~'".t5(;;~:::., s IGNnTuRct (fi~t;;5. bz?z ~i~~E P;~~~S~~N~E;IST # . rOO '/1 S'I~ ****************************************************************** 6(e ct~t\ # MECHANICAL COMPANY STATE CERT OR REGIST # CITY PROCESSING # SIGNATURE ~1PANY J {J~ Fv,,\ n e ( STATE CERT OR REGIST # CITY PROCESSING # r?tVI h.. <1 ~ ********************************************~******************** padwe~s ~o pa~ul~d 'pad~~ aweN padwe~s ~o pa~ul~d 'pad~l 8~~N luaw6palMou~~e 6ul~e~ uos~ad JO a~n~eu61S ~uawa6paTMou~~e 6ul~e~ uosJad JO aJn~eu6TS In eo UE 8~ l:q ~ou pnO PTP 0 OljM pUE (u01le~lJTluaP1 JO ad~l) pa~npo~d seq OljMD 'q~eo ue a~e~ 10U P1PD PTP DuqM PU'l? 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The project should be approved within the next thirty days. A delay in permitting occurred due to questions concerning the existing retention pond being in operable condition. Mr. David Carr will keep me informed of all work. related matters concerning this project until the SWFWMD pennit is received. If you have any questions or need any additional information, please do not hesitate to contact me at 813-148-6669. Respectfully, JAMMAL ENGINEERING, INC. A~-~~- Nicholas Jammal, P.E. Florida Registration No, 41946 Engineering Manager o\!- t( ~\ ~JI \'- \\~~. \ ~. NJ/ngs;] 4-mw-bbzma JAMMAL ENGINEERING, INC. A DIVISION OF DYNAMIC ENGINEERING 'NTERNATIONAL CORPORA l10N 1910 W. KENNEDY BLVD. TAMPA, FL 33606 (813) 254-7826 FAX (813) 251-2465 RECORDS AND DATA DEPARTMENT u u U L:. '-'! t. - .."",,,,.1 10 CITY OF ZEPHYR HIllS CC: DElC 1910 W KENNEDY BLVD TAMPA, FL 33606-0000 j~Jq March 3, 2004 Mr. Harold Ogilbee, Inspector City of Zephryhills Building Department 5335 8th Street Zephyrhills, Florida 33542 RE: Footer/Column Change to Plan for Airport Pilot Lounge Dear Mr. Ogilbee: The number of columns on each side of the building has been changed from four (4) columns per side to three (3) columns per side. This will allow for easier access to sidewalk areas and entrances. This will not affect the structural integrity of the building or any of its components. If you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, Nicholas Jamm , P ,E. Florida Registration No. 41946 Engineering Manager NJ/ngs: 15-mw-hozma JAMMAL ENGINEERING, INC. A DIVISION OF DYNAMIC ENGINEERING INTERNATIONAL CORPORATION 1910 W. KENNEDY BLVD. TAMPA, FL 33606 (813) 254.7826 FAX (813) 251-2465 Permit Number: Miscellaneous: Lot Number: Address: The information in this box is for administrative purposes only and is not part of the engineering review, Truss Fabricator: COX LUMBER - LUTZ/LAND O'LAKES Job Reference: '03-722 - CARRS CONST. 39450 SOUTH AVE. ..... ... .... .... P,O. Box 280055 Tampa, ROBBINS FL 33682-0055 Phone Engineering Index Sheet ENGINEERING, INC. (813) 972.1135 Index Page 1 of 1 Job Number Date FBC - 2001 Chapters 16 and 23 Specification Quantity T03121728 12/15/03 (ASCE-98) Wind 8 A Professional Engineer's seal affixed to this Index Sheet indicates the acceptance of Professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility of the Building Designer, as defined in ANSlfTP11-1995, Section 2,2. Permanent files of the original Truss Specification Sheets are maintained by Robbins Engineering, Inc. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above or Robbins Engineering, Inc, (Software _ Online Plus TM) Spec. Number Mark Spec. Number Mark Spec, Number Mark Spec, Number Mark 001 lA , 002 18 003 lC i , 004 CH 005 CJ3 i I 006 CI5 007 EJ7 008 HJ7 Index Page 1 of 1 Standard Loading: 'rC Live ~ psf TC Dead 7 psf BC Live pSf BC Dead ( 0 psf Total 1./ '7 psf Wind Loads - ASCE 7-98 Wind Speed - \ "2.." mph Mean Roof Ht. - I S ft. Exposure Catergory - Co- Occupancy Factor. I..&>":> MWFRS Enclosed Bldg. Note: Refer to individual truss design drawings for special loading conditions. Truss Design Engineer: Michael S. Magid License #: 53681 Address: P.O. Box 280055, Tampa, FL 33682 I~ DEe 1 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS --I 1- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING PLATE LOCATION Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular to slots, The second dimension is the length measured parallel to slots. 1x4 continuous lateral bracing arrached with (2) 8d nails each member where indicated or 2x4 "T" or "~' brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" O.c, "T" or He brace must be extended at least 90% of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate, 6-08-08 . 1 I · 708 1--1 All dimensions are shown in ~ When truss is designed to FT-IN-SX (i.e. 6' 8 1/2" or bear on multiple supporrs, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i,e. 708). truss. Interior support or L:::::.. tempora~' shoring must be in place before erecling Ihis lrUss. If necessary. shim bearings to assure solid contaCt with truss, Trussed Rafters, Robbins Eng, Co. bears no responsibility for the erection of trusses, field bracing or permanem trusS bracing, Refer ro HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, \\~sconsin 53719. Persons erecting trusses are cautioned ro seek professional advice concerning proper erection bracing ro prevenr roppling and "dominoing", Care should be taken ro prevenr damage during fabrication, srorage, shipping and erection, Top and bot rom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibiliry of others ro ascenain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or hisrorical climatic records. ROBBINS LOCK connecror pla.tes (20 ga. galv, steel ASTM A653 SS Grade 40) sha1l be applied on both faces of truss at each joim, Cemer the plates, unless shown otherwise by circles (0) or dimensions. No loose knots or wanes in plate comact area, Splice only where shown. Overa1l spans assume 4" bearings at each end, unless indicated otherwise, Cutting and fabrication sha1l be performed on equipmem which produces snug-fitting joims and plates. Unless otherwise noted, moisture comem of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardam lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected \\Tood Trusses" (TPI), and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION C~NTRACTOR. IT IS THE RESPONSIBILITY -'it OF BUILDING DESIGNER TO REVIE\\TTHIS DR\VG. & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH, PLAN/SPECS & FAB, TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I P.O, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Mark 03-722 lA U#1031 J#03-722 Carrs Const. HO 4-1 3-3-1 3x6= A ~ ! ! W:710 R:2056 U: 999 TC 1-4-0' -BC- Quan 2 Type HIPP 39450 Span 200000 South Ave. PI-HI 5 5x9= B I 5, I 3-9-14 7-0-0 ~-----'-1-12- 13-0-0 ~-:Fl0-4 Left OH 1- 4- 0 Engineering T03121728 Right OH 1- 4- 0 4x5' C HO 4-1 J E 14x9= V ~~ I W:710 R:2056 U: 999 : 1-4-0 16-2-2 20-0-0 20-0-0 ~"c-;----,___,_,,__, ,--,--, ------'____________,_ 20-0-0 ALL PLATES ARE LOCK20, # = PLA'l'E SELEC'l'ED IN PLATE MONITOR Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 CSI SIZE LUMBER FB TOP 0.78 2X 4 SP-1I2D 1700 BTH 0.89 2X 4 SP-1I2D 1700 WBS 0.23 2X 4 SP-1I3 850 EXCEPTIONS: B-C 2x 6 SP-1I2 1250 LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. UNIFORM LOADING LUMBER STRESS INCREASE: PLATE STRESS INCREASE: UNI. LDG. LIVE DEAD TOP CRD 30.0 7.0 BTH CHD 0.0 10.0 TOTAL 30.0 17.0 33.0% 33.0% (PSF) 47,0 GIRDER LOADING LUMBER STRESS INCREASE: PLATE STRESS INCREASE: GRD. LDG. LIVE DEAD TOP CRD 60,0 14.0 BTH CHD 0.0 20.0 TOTAL 60.0 34.0 EXCEPTIONS: B-C 135,0 31.6 F-E 0.0 45.0 CONCENTRATED LOADS (LBS) F 420 (LIVE) F 237 (DEAD) E 420 (LIVE) E 237 (DEAD) SUPPORT CRITERIA JT REACT WIDTH JT LBS IN-SX 2056 7-10 D 33.0% 33.0% (PLF) 94.0 A REACT WIDTH LBS IN-SX 2056 7-10 HEEL LEFT OIN - 4SX RIGHT OIN - 4SX MEMBR CSI P(LBS) M@lST TOP CHORDS A-I 0.78 4049 C 4368 I-B 0,58 4073 C -1915 B-C 0.57 3844 C 3177 M@2ND 1915 -3177 -3405 TRUSS WEIGHT: 123.6 LBS REVIEWED BY: Robbins Enqineerinq,Inc.1I5555 PO Box 280055 Tampa, FL 33682 Engineering, MEMBR C-J J-D Inc./Online P1us~ APPROX. CSI P(LBS) M@lST M@2ND 0.61 4080 C 3405 1980 0.78 4048 C -1980 -4406 BOTTOM CHORDS 0.87 3679 '1' 1871 0.74 3834 '1' 554 0.89 3834 '1' -777 0.87 3677 '1' 660 WEBS 174 '1' F-B 101 C E-C 187 '1' A-F F-S1 Sl-E E-D -554 777 -660 -1827 I-F B-E E-J 760 '1' 754 '1' DL+LL DEFL = 0.34" IN Sl-E LL DEFL = 0.18" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 700 PLATING CONFORMS TO TPI-95. REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE JT TYPE PLATE SIZE X Y A 2001 3.00 X 6.00 6.9 3,0 B 5150 5.00 X 8.00 2,2 3.5 C 5101R 4.00 X 5.00 3.5 CTR D 2001 3.00 X 6.00 6.9 3.0 E 1070 4.00 X 8.00 CTR CTR F 1030 3.00 X 4.00 CTR CTR I 1001 2.00 X 4.00 CTR CTR J 1001 2.00 X 4,00 CTR CTR ! S11100 4.00 X 6.00 CTR 0.0 R = PLATE IS ROTATED BY 90 DEG SELECTED VIA PLATE MONITOR obblns Engineering, IncJOnline Plus'. ~ 1996-2003 Version 15,5,016 Engineering - Portrait 12/15/03 3S52fO'EC-- i 6 2003 i > Scale: 0,295" = l' REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. PREVENT TRUSS ROTATION AT ALL BEARING LOCATIONS. 5. FASTEN TRUSS TO BRG A FOR 889 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG D FOR 889 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 7. GIRDER CONDITION: STEP DOWN HIP GIRDER WITH KING-JACKS . OPEN FACE COMMON JACKS. GIRDER SETBACK 7,00 ft. ROBBINS ENG. GENERAL NOTES & SYMBOLS --I 1-- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING PLATE LOCATION Center plates on joints unless orherwise noted in plare list or on drawing, Dimensions are given in inches (i.e. 1 1/2" or IS') or IN-16rhs (i.e, 108). The first dimension is rhe widrh measured perpen- dicular [0 slots, The second dimension is rhe lengrh measured parallel [0 slots. lx4 continuous lareral bracing arrached with (2) 8d nails each member where indicared or 2x4 "T" or "i:' brace srifTener if applicable nailed flar [0 edge of web wirh 12d nails spaced 8" o,c, "T" or "i:' brace musr be extended at least 90% of web length, PLATE ORIENTATION DIMENSIONS BEARING When shown, indicares direction of slots in connec[Or plate. 6-08-08 I · ~ I 708 1-1 ROBBINS LOCK connector plates (20 ga. galv. steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint, Center the plates, unless shown otherwise by circles (0) or dimensions. No loose knots or wanes in plate contact area. Splice only where shown, Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected \\Tood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ When rruss is designed [0 FT-IN-SX (i,e. 6' 8 1/2" or bear on multiple supporrs, 6-08-08). Dimensions less interior bearing locations than one foor are shown in should be marked on rhe IN-SX only (i.e, 708). rruss. Interior supporr or 6. remporaf)' shoring musr be in place before erecring rhis rruss. If necessaf)', shim bearings [0 assure solid conract with truss, Trussed Rafters, Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing, Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, Wisconsin 53719, Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing". Care should be taken to prevent damage during fabrication, storage, shipping and erection, Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively, It is the responsibility of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records, /> FURNISH A COPY OF Tl-IIS DESIGN TO ERECTION C{i')NTRACTOR. IT IS THE RESPONSIBILITY /i. OF BUILDING DESIGNER TO REVIE\\TTHIS DR\\TG. & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH. PLAN/SPECS & FAB. TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I PO, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Hark 03-722 IB U#1031 J#03-722 Carrs HO 4-1 4-1-1 3x4= A ~ W:710 R: 1048 U: 522 TC' 1-4-0 ~BC-;------ 4-9-14 Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 CSI SIZE LUMBER l,15FB TOP 0.25 2X 4 SP-#2D 1960 BTH 0.42 2X 4 SP-#2D 1960 was 0.18 2X 4 SP-#3 980 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 33.0% PLATE STRESS INCREASE: 33,0% LOADING LIVE DEAD (PSF) TOP CHD 30.0 7.0 BTH CHO 0.0 10.0 TOTAL 30.0 17.0 SUPPORT CRITERIA JT REACT WIDTH JT LBS IN-SX 1048 7-10 0 47.0 A REACT WIDTH LBS IN-SX 1048 7-10 LEFT RIGHT HEEL OIN - 4SX OIN - 4SX MEMBR CSI P (LBS) M@lST M@2ND TOP CHORDS A-I 0.25 1675 C 1026 -1250 I-B 0.19 1288 C 1250 -392 B-C 0.13 1183 C 631 -632 C-J 0.19 1288 C 394 -1249 J-D 0.25 1675 C 1249 -1027 BOTTOM CHORDS A-F 0.42 1547 T 1326 -927 F-E 0.31 1182 T 927 -929 E-O 0.42 1547 T 929 -1325 WEBS I-F 406 C F-B 279 T B-E 90 T E-C 279 T E-J 406 C DL+LL DEFL = 0.14" IN A-F LL DEFL = 0.06" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 999 Quan 2 Span 200000 South Ave. Type HIPP 39450 P1-H1 5 4x8= B 4x4= C 5' 2x4-::- I F 5x8= SPL E 3x8= 9~1-12 9-0-0 11-0-0 I 10~1~ ' 20-0-0---- ALL PLATES ARE LOCK20 Engineering, Inc./Online Plus~ APPROX. PLATING CONFORMS TO TPI-95. REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR ,INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE Left OH 1- 4- 0 Engineering T03121728 Righ t OH 1- 4- 0 HO 4-1 2x4::o J ~ '~<= ~ I ' W:710 R:1048 U: 522 1-4-0 15-2-2 I 20-0-0 20-0-0 =::0 Scale: 0,295" = l' TRUSS WEIGHT: 122.3 LBS REVIEWED BY: Robbins Engineering,Inc.#5555 PO Box 280055 Tampa, FL 33682 JT TYPE PLATE SIZE X Y A 2001 3.00 X 4.00 5.9 3.1 B 5150 4.00 X 8.00 2.2 CTR C 5101 4.00 X 4,00 CTR CTR 0 2001 3.00 X 4.00 5,9 3.1 E 1070 3.00 X 8.00 CTR CTR F 1130 5.00 X 8.00 CTR 3.0 I 1001 2.00 X 4.00 CTR CTR J 1001 2.00 X 4.00 CTR CTR Robbins Engineering, Inc.lOnline Plus'.'~ 1996-2003 Version 15,5,016 Engineering - Portrait 12/151033:5S:2en'EC i 6 2003 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: 1. TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2, EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 121 LBS. 5. FASTEN TRUSS TO BRG A FOR 522 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. . 6. FASTEN TRUSS TO BRG 0 FOR 522 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. ROBBINS ENG. GENERAL NOTES & SYMBOLS --I 1-- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING PLATE LOCATION Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1,S") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular to slots. The second dimension is the length measured parallel to slots. lx4 continuous lateral bracing arrached with (2) 8d nails each member where indicated or 2x4 "T" or "C' brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" o,c, "T" or "CO brace must be extended at least 90% of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 I · · I 708 1-1 ROBBINS LOCK connector plates (20 ga. galv, steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint, Center the plates, unless shown otherwise by circles (0) or dimensions, No loose knots or wanes in plate contact area. Splice only where shown. Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected \Vood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ When truss is designed to FT-IN-8X (i.e. 6' 8 1/2" or bear on multiple supports. 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-8X only (i.e. 708). truss. Interior support or L::::,. temporary shoring must be in place before erecting this truss. If necessary, shim bearings to assure solid contact with truss, Trussed Rafters, Robbins Eng. Co, bears no responsibility for the erection of trusses, field bracing or permanent truss bracing, Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, Wisconsin 53719, Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing". Care should be taken to prevent damage during fabrication, storage, shipping and erection. Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. I t is the responsibili ty of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. /. FURNISH A COPY OF THIS DESIGN TO ERECTION C(i')NTRACTOR. IT IS THE RESPONSIBILITI /i. OF BUILDING DESIGNER TO REVIE\VTHIS DR\VG. & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS & FAB, TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I P.O, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Hark 03-722 Ie Quan 5 Type TR 39450 Span 200000 South Ave. P1-H1 5 Left OH 1- 4- 0 Right OH 1- 4- 0 Engineering T03121728 U#1031 J#03-722 Carrs Const, HO 4-1 4x4= B HO 4-1 4-6-1 5: I ~ E 5x5= SPL o 3x4= ~ W:710 R: 1048 U: 508 TC 1-4-0: ~BC W:710 R:I048 U: 506 5-3-14 --6"10:-9--- 10-0-0 -~3-=-1-7 14-_8-2 20-0-0 20-0-=0- ---11-4~ ~-::- --~---_._~.-.--~---_.._-----------_._.__.- .-. ~-~------.- 20-0-0 ---~--- --.---.--___ ALL PLATES ARE LOCK20 Scale: 0,295" = l' Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 Engineering, Inc./Online Plus~ APPROX. PLATING CONFORMS '1'0 TPI-95. REPORTS: SBCCI 9761, ICBO 4994 , BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE TRUSS WEIGHT: 113.1 LBS REVIEWED BY: Robbins Engineering,Inc.'5555 PO Box 280055 Tampa, FL 33682 CSI SIZE LUMBER 1.15FB TOP 0.26 2X 4 SP-'2D 1960 BTH 0.35 2X 4 SP-'2D 1960 was 0.15 2X 4 SP-'3 980 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y A 2001 3.00 X 4.00 5.9 3.1 B 3010 4.00 X 4.00 CTR 2.2 C 2001 3.00 X 4,00 5.9 3.1 0 1010 3.00 X 4.00 CTR CTR E 1110 5.00 X 5.00 CTR 3.0 F 1001 2.00 X 4.00 CTR CTR G 1001 2.00 X 4.00 CTR CTR NOTES: 1. TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2. EMPIRICAL ANALOG IS USED. 3. WINO LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WINO-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WINO SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5,0 PSF 4, ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 132 LBS. 5. FASTEN TRUSS TO BRG A FOR 508 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG C FOR 506 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. STANDARD LOADING LUMBER STRESS INCREASE: 33.0% PLATE STRESS INCREASE: 33.0% LOADING LIVE DEAD (PSF) TOP CHO 30.0 7.0 BTH CHO 0.0 10.0 TOTAL 30.0 17,0 SUPPORT CRITERIA JT REACT WIDTH JT LBS IN-SX 1048 7-10 C 47.0 A REACT WIDTH LBS IN-SX 1048 7-10 LEFT RIGHT HEEL OIN - 4SX OIN - 4SX MEMBR CSI P(LBS) M@1ST M@2NO /, TOP CHORDS -1j A-F 0.26 1672 C 1588 -1440 F-B 0.25 1470 C 1440 -1103 B-G 0.25 1470 C 1103 -1440 G-C 0.26 1672 C 1440 -1588 BOTTOM CHORDS A-E 0.35 1542 '1' 747 -620 E-D 0.25 1049 '1' 620 -620 D-C 0.35 1542 '1' 620 -747 WEBS F-E 330 C E-B 500 '1' B-O 500 '1' O-G 330 C OL+LL OEFL = 0.12" IN E-O LL DEFL = 0.06" < BRG-SPAN/240 SPAN/OEFL (DL+LL) = 999 obbins Engineering,lncJOnline Plus'. 1d 1996-2003 Version 15,5.016 Engineering. Portrait 12/15/03 3:S5:26t)"'ECnA i 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS -t 1- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING PLATE LOCATION Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1,S") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular to slots, The second dimension is the length measured parallel to slots. lx4 continuous lateral bracing attached wi th (2) 8d nai Is each member where indicated or 2x4 "T" or "C' brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" o,c, "T" or "C' brace must be extended at least 90% of web length, PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 I . · I 708 l---j ROBBINS LOCK connector plates (20 ga. galv, steel ASTM A653 SS Grade 40) shall be applied on both faces of truSS at each joint. Center the plates, unless shown otherwise by circles (0) or dimensions. No loose knots or wanes in plate contact area. Splice only where shown. Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected Vlood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ \\Then uuss is designed to FT-IN-SX (i.e. 6' 8 1/2" or bear on multiple supports, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i,e. 708), uuss, Interior support or L::::,., temporary shoring must be in place before erecting this truss. If necessary, shim bearings {Q assure solid conract wi th truss, Trussed Rafters, Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing, Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, Wisconsin 53719. Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing", Care should be taken to prevent damage during fabrication, storage, shipping and erection, Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively, It is the responsibility of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records, /. FURNISH A COPY OF THIS DESIGN TO ERECTION C0'lNTRACTOR. IT IS THE RESPONSIBILITI /i i OF BUILDING DESIGNER TO REVIEVlTHIS DR\VG, & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH, PLAN/SPECS & FAB, TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I PO, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Mark Quan 8 Type JCB3 39450 Span 10000 South Ave. P1-H1 5 Left OH 1- 4- 0 Right OH o Engineering T03121728 03-722 CJl U#1031 J#03-722 Carrs Const. 80 4-1 80 9-1 5 BC 9-1 ~~s R:~' U: 20 ,Z' '16d toenails R: 178 R: 6 U: 147 U: 4 TC' ___..~_-_4=Q__ 1-0-0 BC---- ... .-----1'.;:0::-0-- --.. ~ 1-0-0 ~ ALL PLATES ARE LOCK20 Scale: 0,769" = l' Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 Engineering, Inc./Online Plus~ APPROX. PLATING CONFORMS TO TPI-95. REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE TRUSS WEIGHT: 6.9 LBS REVIEWED BY: Robbins Engineering,Inc.#5555 PO Box 280055 Tampa, FL 33682 CSI SIZE LUMBER 1.15FB TOP 0.00 2X 4 SP-#2D 1960 BTH 0.00 2X 4 SP-#2D 1960 REPETITIVE MEMBER INCREASES: FB 15,0% FT 0.0% FC 0.0% REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. For proper installation of toe-nails, refer to the 2001 National Design Specification (NOS) for Wood Construction STANDARD LOADING LUMBER STRESS INCREASE: 33.0% PLATE STRESS INCREASE: 33.0% LOADING LIVE DEAD (PSF) TOP CHD 30.0 7.0 BTH CHD 0.0 10.0 TOTAL 30.0 17.0 SUPPORT CRITERIA JT TYPE HORZ LBS -3 o o JT TYPE PLATE SIZE X Y A 2001 3.00 X 4.00 5.9 3.1 B C NOTES: 1. TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2, EMPIRICAL ANALOG IS USED. 3. WINO LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WINO-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WINO SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING, TC DEAD LOAD = 5,0 PSF BC DEAD LOAD = 5.0 PSF 4. FASTEN TRUSS TO BaG A FOR 147 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 47.0 A B C PIN HORZ RLR HORZ RLR VERT LBS 178 18 6 WIDTH IN-SX 7-10 1- 8 1- 8 HEEL LEFT OIN - 4SX RIGHT MEMBR CSI P(LBS) M@1ST M@2NO TOP CHORDS A-a 0.00 9 C 29 0 BOTTOM CHORDS A-C 0.00 0 T -13 0 WEBS SPAN/DEFL (DL+LL) 999 Robbins Engineering,lnc./Online Plus'..1;) 1996-2003 Version 15.5.016 Engineering - Portrait 12:15.'033:5S:2€rfEC i 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS --I 1-- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING PLATE LOCATION Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular (0 slots. The second dimension is the length measured parallel (0 slots. lx4 continuous lateral bracing anached with (2) 8d nails each member where indicated or 2x4 "T" or "e brace stiffener if applicable nailed flat (0 edge of web with 12d nails spaced 8" o,c. "T" or "e brace must be extended at least 90% of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 I · · I 708 1--1 ROBBINS LOCK connector plates (20 ga. galv, steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint, Center the plates, unless shown otherwise by circles (0) or dimensions. No loose knots or wanes in plate contact area, Splice only where shown. Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected 'Wood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ When truss is designed (0 FT-IN-SX (i,e. 6' 8 1/2" or bear on multiple supportS, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i.e. 708), truss. Interior support or ~ temporal)' shoring must be in place before erecting this truss, If necessal)', shim bearings to assure solid contact with truss. Trussed Rafters, Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, \Visconsin 53719, Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing", Care should be taken to prevent damage during fabrication, storage, shipping and erection. Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibility of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. /< FURNISH A COPY OF THIS DESIGN TO ERECTION C0'lNTRACTOR. IT IS THE RESPONSIBILITY /, I OF BUILDING DESIGNER TO REVIEVlTHfS DR\VG. & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH. PLAN/SPECS & FAB. TRUSS LAYOUTS, I CORPORATE HEADQUARTERS I P.O, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Mark Quan 8 Type JCB3 39450 Span 30000 South Ave. P1-H1 5 Left OH 1- 4- 0 Right OH o Engineering T03121728 03-722 CJ3 U#1031 J*03-722 Carrs COnst. HO 4-1 HO 1-7-1 B T i 5 1-7-1 y C><i I I 2-16d toenails R:~ U:~ ! . W:710 R: 266 U: 181 2-16d toenails R: 37 U: 5 TC 1-4-0 3-0-0 SC;------- ------------3.::0;;,-0- ~ 3-0-0 > ALL PLATES ARE LOCK20 Scale: 0,507" = l' Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 Engineering, Inc./On1ine P1us~ APPROX. PLATING CONFORMS TO TPI-95. REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LtlHBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE TRUSS WEIGHT: 14.8 LBS REVIEWED BY: Robbins Engineering,Inc.#5555 PO Box 280055 Tampa, FL 33682 CSI SIZE LtlHBER 1.l5Fa TOP 0.08 2X 4 SP-#2D 1960 BTH 0.05 2X 4 SP-#2D 1960 REPETITIVE MEMBER INCREASES: Fa 15.0% FT 0.0% FC 0.0% REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. For proper installation of toe-nails, refer to the 2001 National Design Specification (NOS) for Wood Construction STANDARD LOADING LtlHBER STRESS INCREASE: 33.0% PLATE STRESS INCREASE: 33.0% LOADING LIVE DEAD (PSF) TOP CHD 30.0 7.0 BTH CHD 0.0 10.0 TOTAL 30.0 17.0 SUPPORT CRITERIA JT TYPE HORZ LBS -1 o o JT TYPE PLATE SIZE X Y A 2001 3.00 X 4.00 5,9 3.1 B C NOTES: 1. TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2. EMPIRICAL ANALOG IS USED. 3. WINO LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WINO-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WINO SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4, ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 116 LBS. 5. FASTEN TRUSS TO BRG A FOR 181 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG B FOR 78 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 47.0 A B C PIN HORZ RLR HORZ RLR VERT LBS 266 87 37 WIDTH IN-SX 7-10 1- 8 1- 8 HEEL LEFT OIN - 4SX RIGHT MEHBR CSI P (LBS) M@lST M@2NO TOP CHORDS A-B 0.08 35 C -98 0 BOTTOM CHORDS A-C 0.05 0 T -372 0 WEBS DL+LL DEFL = 0.01" IN A-B LL DEFL = 0.00" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 999 :abbins Engineering, lnc./Online PlusH" ~.1996-2003 Version 155016 Engineering - Portrait 12/15/03 3'55'2€~lEA 0"".......1' ., , . 'U C 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS PLATE LOCATION --I 1-- 108 ~ 6,3 x 8.8 PLATE SIZE LATERAL BRACING Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular to slots. The second dimension is the length measured parallel to slots, lx4 continuous lateral bracing attached with (2) 8d nails each member where indicated or 2x4 "T" or "~' brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" o,c. "T" or "~' brace must be extended at least 90% of web length, PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 . I I.. 708 1--1 All dimensions are shown in ~ \\~len truss is designed to FT-IN-SX (i.e. 6' 8 1/2" or bear on multiple supportS, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i,e, 708). truss. Interior support or 6. temporal)' shoring must be in place before erecting this truss. If necessal)', shim bearings to assure solid conract wi th truss. Trussed Rafters, Robbins Eng, Co, bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, Wisconsin 53719, Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing", Care should be taken to prevent damage during fabrication, storage, shipping and erection, Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively, It is the responsibility of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. ROBBINS LOCK connector plates (20 ga, galv, steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint, Center the plates, unless shown otherwise by circles (0) or dimensions, No loose knots or wanes in plate contact area, Splice only where shown. Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected \'Tood Trusses" (TPI) , and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION C~NTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIE\VTI~{S DR\VG, & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFOIUv1 TO ARCH. PLAN/SPECS & FAB, TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I P.O, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Mark Quan 8 Type JCB3 39450 Span 50000 South Ave. P1-H1 5 Left OH 1- 4- 0 Right OH o Engineering T03121728 03-722 CJ5 U#1031 J#03-722 Carrs HO 4-1 HO 2-5-1 B 5 2-5-1 x 3x4= A 2-16d toenails R: 154 36 C ~ ! x W:710 R: 359 U: 215 TC~__l-::~=-Q_.___ ____ Be 2-16d toenails R: 64 U: 5 c:: 5-0-0 -5=-0-0 5-0-0 -----------:~ ALL PLATES ARE LOCK20 Scale: 0,543" = l' Robbir.s Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 Engineering, Inc./Online Plus~ APPROX, PLATING CONFORMS TO TPI-95, REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC, BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE TRUSS WEIGHT: 22.6 LBS REVIEWED BY: Robbins Engineering,Inc.*5555 PO Box 280055 Tampa, FL 33682 CSI SIZE LUMBER l.15FB TOP 0.24 2X 4 SP-*2D 1960 BTH 0.16 2X 4 SP-*2D 1960 REPETITIVE MEMBER INCREASES: FB 15.0% FT 0.0% FC 0.0% REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. For proper installation of toe-nails, refer to the 2001 National Design Specification (NOS) for Wood Construction STANDARD LOADING LUMBER STRESS INCREASE: 33.0% PLATE STRESS INCREASE: 33.0% LOADING LIVE DEAD (PSF) TOP CHD 30.0 7.0 BTH CHD 0,0 10.0 TOTAL 30.0 17.0 SUPPORT CRITERIA JT REACT WIDTH JT LBS IN-SX 359 7-10 B 64 1- 8 JT TYPE PLATE SIZE X Y A 2001 3,00 X 4.00 5.9 3.1 B C NOTES: 1, TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2. EMPIRICAL ANALOG IS USED. 3. WINO LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WINO-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WINO SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 171 LBS. 5. FASTEN TRUSS TO BRG A FOR 215 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG B FOR 136 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG, 47.0 A C REACT WIDTH LBS IN-SX 154 1- 8 HEEL LEFT OIN - 4SX RIGHT MEMBR CSI P(LBS) M@lST M@2NO TOP CHORDS A-B 0.24 62 C -703 0 BOTTOM CHORDS A-C 0.16 0 T -1084 0 WEBS DL+LL DEFL = 0.07" IN A-B LL DEFL = 0.01" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 848 obbins Engineering, Inc./Online Plus'" ~ 1996-2003 Version 15.5.016 Engineering. Portrait 12/15/03 3;55:2€6'EcnD i 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS PLATE LOCATION --I 1-- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING Cen ter plates on joi n ts unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5") or IN-16ths (i.e. 108). PLATE ORIENTATION The first dimension is the width measured perpen- dicular to slots. The second dimension is the length measured parallel to slots. lx4 continuous lateral bracing attached with (2) 8d nails each member where indicated or 2x4 "T" or "L' brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" O.c. "T" or "L' brace must be extended at least 90% of web lengdl. DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 . I I'" 708 1-1 ROBBINS LOCK connector plates (20 ga. galv, steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint, Center the plates, unless shovm otherwise by circles (0) or dimensions. No loose knots or wanes in plate contact area, Splice only where shown, Overall spans assume 4" bearings at each end, unless indicated otherwise, Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber, This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected \Vood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ \\~len truss is designed to FT-IN-SX (i.e. 6' 8 1/2" or bear on multiple supports, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i,e, 708). truss. Interior support or ~ temporary shoring must be in place before erecting this truss, If necessaf)', shim bearings to assure solid con tact wi th truss. Trussed Rafters. Robbins Eng. Co, bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, \'~sconsin 53719, Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevenr toppling and "dominoing", Care should be taken to prevenr damage during fabrication, storage, shipping and erection, Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively, I t is the responsibili ty of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records, /, FURNISH A COPY OF THIS DESIGN TO ERECTION C0'lNTRACTOR. IT IS THE RESPONSIBILITY /f. OF BUILDING DESIGNER TO REVIE\VTHIS DR'-'TG, & VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS & FAB. TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I P.O, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 HO 4-1 " Quan Type Span P1-H1 Left OH Right OH 8 JCB3 70000 5 1- 4- 0 0 39450 South Ave, HO 3-3-1 B Engineering T03121728 Job Mark 03-722 EJ7 U#1031 J#03-722 Carrs Const. 5 x 3-3-1 3x4= A 2-16d toenails R: 221 U: 194 ~ C X W:710 R: 453 U: 250 2-16d toenails R: 91 U: 5 TC' 1-4-0 -BC----~- ----~-~--- 7-0-0 --'!"-Oc::O------ ~---~-- 7-0-0 ALL PLATES ARE LOCK20 :::0 Scale: 0,453" = l' Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 Engineering, Inc./Online Plus~ APPROX. PLATING CONFORMS TO TPI-95. REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33 . 3% INCREASE TRUSS WEIGHT: 30,5 LBS REVIEWED BY: Robbins Engineering,Inc.#5555 PO Box 280055 Tampa, FL 33682 CSI SIZE LUMBER 1.15Fa TOP 0.50 2X 4 SP-#2D 1960 BTH 0,32 2X 4 SP-#2D 1960 REPETITIVE MEMBER INCREASES: Fa 15.0% FT 0.0% FC 0.0% REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. STANDARD LOADING LUMBER STRESS INCREASE: 33.0% PLATE STRESS INCREASE: 33.0% LOADING LIVE DEAD (PSF) TOP CHD 30.0 7.0 BTH CHD 0.0 10.0 TOTAL 30.0 17.0 SUPPORT CRITERIA JT REACT WIDTH JT LBS IN-SX 453 7-10 B 91 1- 8 JT TYPE PLATE SIZE X Y A 2001 3.00 X 4.00 5.9 3,1 B C For proper installation of toe-nails, refer to the 2001 National Design Specification (NOS) for Wood Construction 47.0 NOTES: 1, TRUSSES ~FACTURED BY - Cox Lumber Co.,LOL 2. EMPIRICAL ANALOG IS USED. 3. WINO LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WINO-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WINO SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 EHCLOSED BUILDING, TC DEAD LOAD = 5.0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 226 LaS. 5. FASTEN TRUSS TO BRG A FOR 250 LaS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG B FOR 194 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG, A C REACT WIDTH LBS IN-SX 221 1- 8 HEEL LEFT OIN - 4SX RIGHT MEMBR CSI P(LaS) M@lST M@2NO TOP CHORDS A-B 0.50 88 C -1789 0 BOTTOM CHORDS A-C 0.32 0 T -2142 0 WEBS DL+LL DEFL = 0.30" IN A-B LL DEFL = 0.03" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 283 >bins Engineering, 'ncJOn/ine Plus'. ~ 1996-2003 Version 15.5,016 Engineering - Portrait 12/15/03 3:55:260ECnA i 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS --I 1-- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING PLATE LOCATION Center plates on joints unless otherwise noted in plate list or on drawing, Dimensions are given in inches (i.e. 1 1/2" or 1.5") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular to slots, The second dimension is the length measured parallel to slots. Ix4 continuous lateral bracing attached with (2) 8d nails each member where indicated or 2x4 "T" or "I.:' brace stiffener if applicable nailed flat to edge of web with 12d nails spaced 8" D.C. "T" or "I.:' brace must be extended at least 90% of web length, PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 . I I . 708 1--1 ROBBINS LOCK connector plates (20 ga, galv. steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint, Center the plates, unless shown otherwise by circles (0) or dimensions. No loose knots or wanes in plate contact area, Splice only where shown, Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected \Vood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ When truss is designed to FT-IN-SX (i.e. 6' 8 1/2" or bear on multiple supportS, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i.e. 708). truss. Interior suPPOrt or ~ temporary shoring must be in place before erecting this truss, If necessary, shim bearings to assure solid conran wi th truSS, Trussed Rafters, Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing, Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, Wisconsin 53719. Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing", Care should be taken to prevent damage during fabrication, storage, shipping and erection, Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively, I t is the responsibili ty of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records, /, FURNISH A COPY OF THIS DESIGN TO ERECTION C(i')NTRACTOR. IT IS THE RESPONSIBILITY /i. OF BUILDING DESIGNER TO REVIE\VTHIS DRVlG, & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORl'vl TO ARCH, PLAN/SPECS & FAB. TRUSS LAYOUTS, I CORPORATE HEADQUARTERS I P.O, Box 280055 Tampa, FL 33682-0055 800-282-1299 · Fax: 813-971-6117 Job Mark Quan 4 Type MONO 39450 Span P1-H1 91013 3.536 South Ave. Left OH 1-10-10 Right OH o Engineering T03121728 03-722 HJ7 U#1031 J#03-722 Carrs HO 3-2-13 HO 3-13 2x4 B 3x4= A 2x4:o E C 3x4= 3.536 3-2-13 [><1 I ! ~ i I I W: 1013 R: 439 U: 234 W:108 R: 437 U: 119 TC BC 1-10-10 !i::2=!L. 9~-10-13 9-10-13 ALL PLATES ARE LOCK20 ~_-.19.=-1~._.._ ~~----- ~ Scale: 0,429" = l' Robbins Online Plus -- Version 15.5.016 RUN DATE: 12-15-03 CSI TOP 0.46 BTH 0,55 WBS 0.47 SIZE LUMBER 2X 4 SP-1f2D 2X 4 SP-1f2D 2X 4 SP-1f3 FB 1700 1700 850 Engineering, Inc./Online Plus~ APPROX. MEMBR CSI P(LBS) M@lST M@2ND E-B 0.46 75 C -837 10 BOTTOM CHORDS 0.55 899 T 2105 WEBS o T A-C TRUSS WEIGHT: 55.8 LBS REVIEWED BY: Robbins Engineering,Inc,1f5555 PO Box 280055 Tampa, FL 33682 -6 C-B E-C 0,15 949 C o o REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. LATERAL BRACING: TOP CHORD - CONTINUOUS BTH CHORD - CONTINUOUS TRUSS SPACING - 24.0 IN. DL+LL DEFL = 0.26" IN A-C LL DEFL = 0.00" < BRG-SPAN/240 SPAN/DEFL (DL+LL) = 465 NOTES: 1. TRUSSES MANUFACTURED BY - Cox Lumber CO.,LOL 2. EMPIRICAL ANALOG IS USED. 3. WIND LOADS - ANSI/ASCE 7-98 TRUSS IS DESIGNED AS A MAIN WIND-FORCE RES SYSTEM FOR EXTERIOR ZONE LOCATION WIND SPEED - 120 MPH MEAN ROOF HEIGHT - 15' EXPOSURE CATEGORY - C OCCUPANCY FACTOR - 1.00 ENCLOSED BUILDING. TC DEAD LOAD = 5,0 PSF BC DEAD LOAD = 5.0 PSF 4. ANCHOR TRUSS FOR A TOTAL HORIZONTAL LOAD OF 144 LBS. 5. FASTEN TRUSS TO BRG A FOR 234 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 6. FASTEN TRUSS TO BRG C FOR 119 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 7. FASTEN TRUSS TO BRG B FOR 239 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD MOVEMENT OF WALL OR BRG. 8. GIRDER CONDITION: KING JACK GIRDER. TIE-IN JACKS ON TOP&BTH. GIRDER SETBACK 7.00 ft. UNIFORM LOADING LUMBER STRESS INCREASE: PLATE STRESS INCREASE: UN!. LDG. LIVE DEAD TOP CHD 30.0 7.0 BTH CHD 0.0 10.0 TOTAL 30.0 17.0 33.0% 33.0% (PSF) PLATING CONFORMS TO TPI-95. REPORTS: SBCCI 9761, ICBO 4994 BOCA 96-15, WI 970099-N ROBBINS ENGINEERING, INC. BASED ON SP LUMBER USING GROSS AREA TEST. PLATES - 20 GAUGE LOCK GRIPPING 672-332 PSI PER PAIR INCLUDES 33.0% INCREASE TENSION 1785- 619 PLI PER PAIR SHEAR 1045- 674 PLI PER PAIR INCLUDES 33.3% INCREASE 47.0 GIRDER LOADING LUMBER STRESS INCREASE: PLATE STRESS INCREASE: GRD. LOG. LIVE DEAD TOP CHD 60.0 14.0 BTH CHD 0.0 20.0 TOTAL 60.0 34.0 EXCEPTIONS: LINEAR VARIATION ALONG A-B AT A 0.0 AT B 148.6 LINEAR VARIATION ALONG A-C AT A 0.0 AT C 0.0 SUPPORT CRITERIA JT REACT WIDTH LBS IN-SX 439 10-13 C 312 1- 8 33.0% 33.0% (PLF) 94.0 JT TYPE PLATE SIZE X Y A 2001 3.00 X 4.00 7.7 3,2 B 4200 2.00 X 4.00 CTR CTR C 4010 3.00 X 4.00 CTR CTR E 1001 2.00 X 4.00 CTR CTR 0.0 34.6 0.0 49.6 Provide connection to prevent truss from sliding off bearing, A B JT REACT WIDTH LBS IN-SX 437 1- 8 HEEL LEFT OIN - 2SX RIGHT MEMBR CSI P(LBS) M@lST M@2ND TOP CHORDS A-E 0.41 908 C -1141 -3032 obbins Engineering,lnc./Online Plus'. ~ 1996-2003 Version 15.5.016 Engineering - Portrait 12115/033:S527[)'EC i 6 2003 ROBBINS ENG. GENERAL NOTES & SYMBOLS PLATE LOCATION --r 1-- 108 ~ 6.3 x 8.8 PLATE SIZE LATERAL BRACING Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5") or IN-16ths (i.e. 108). The first dimension is the width measured perpen- dicular to slots. The second dimension is the length measured parallel to slots. lx4 continuous lateral bracing attached with (2) 8d nails each member where indicated or 2x4 "T" or "I.:' brace stiffener if applicable nailed flat to edge of web wi th 12d nai Is spaced 8" o,c. "T" or "I.:' brace must be extended at least 90% of\\'eb length, PLATE ORIENTATION DIMENSIONS BEARING When shown, indicates direction of slots in connector plate. 6-08-08 I · ~ I 708 1--1 ROBBINS LOCK connector plates (20 ga. galv. steel ASTM A653 SS Grade 40) shall be applied on both faces of truss at each joint. Center the plates, unless shown otherwise by circles (0) or dimensions, No loose knots or wanes in plate contact area, Splice only where shown, Overall spans assume 4" bearings at each end, unless indicated otherwise. Cutting and fabrication shall be performed on equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and these designs are not applicable for use with fire retardant lumber. This design was prepared in accordance with "National Design Specifications for Stress - Grade Lumber and Its Fastenings" (AFPA), "Design Specifications for Light Metal Plate Connected "Tood Trusses" (TPI), and HUD Design Criteria for All dimensions are shown in ~ "~1en truss is designed to IT-IN-SX (i.e. 6' 8 1/2" or bear on multiple supports, 6-08-08). Dimensions less interior bearing locations than one foot are shown in should be marked on the IN-SX only (i,e. 708). truss. Interior support or L:::o. temporary shoring must be in place before erecting this truss, If necessary, shim bearings to assure solid contact with truss, Trussed Rafters. Robbins Eng. Co, bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to HIB-91 as published by the Truss Plate Institute, 583 D'Onofrio Drive, Suite 200, Madison, Wisconsin 53719, Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevenr toppling and "dominoing", Care should be taken to prevenr damage during fabrication, storage, shipping and erection, Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively, It is the responsibility of others to ascertain that the design loads utilized on this drawing meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records, /< FURNISH A COPY OF THIS DESIGN TO ERECTION C(ii)NTRACTOR. IT IS THE RESPONSIBILITY /{ i OF BUILDING DESIGNER TO REVIE\VTHfS DR\VG, & VERIFY THAT DATA INCLUDING DIM, & LOADS CONFORM TO ARCH. PLAN/SPECS & FAB. TRUSS LAYOUTS. I CORPORATE HEADQUARTERS I P.O. 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