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Home My WebLink About078-030-014eS 1g1 Truss Take -off Designn & Sales sistance Monte Call - 193 Camellia Dr - Paradise, CA 95969 (530) 811.4132 Of f ice (530) 811.4132 FAX TRUSS ENGINEERING Conoly Shop A C Truswal Systems (800) 322-4045 i `J 0 Z O r U) O f as Truss ID: G2 Qt 20 Drw Job Name• designed the Web bracing required at each location shown. This truss is using BRG 8 -LOC•. REACT SIZE REQ' D TC 2x4 DFL #1 ®• 1.50 • BC 2x4 DFL #1 See standard details (7X01087001.001 rev1). UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 1 0- 1-12 1332 3.50• Plating spec • ANSIITPI -1995 2 31-10- 4 1332 3.50^ 1.50• WEB 2x4 DFL STANDARD DESIGN IS THE POSITE RESULT OF VALUES PER ICBG RESEARCH REPORT #1607. M 1L Truss Location End Zone Hurricane/Ocean Line = No, Exp Category = B BEG REQUIREMENTS shown are based oxtRLATE MULTIPLE LOAD CASES.S on the truss material at each bearidgoaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 12.83 ft, mph = 80 UBC Standard Occupancy, Dead Load = 12.6 psf TC FORCE AxL MM CSI 1-2 -2866 0.21 0.62 0.83 2-3 -1949 0.03 0.53 0.57 3-4 -1949 0.03 0.53 0.57 4-5 -2866 0.21 .0.62 0.83 BC FORCE AXL BND CSI 6-7 2664. 0.40 0.24 0.64. may. 7-8 2657 0.29 0.39 0.69 8-9 2657 0.29 0.39 0.69 6 -lo 2664 0.40 0.24 0.64 NEB FORCE CSI NEB FORCE CSI - -'� V ` 2 -7 234 0.10 4-8 -936 0.70 2-8 -936 0.70 4-9 234 0.10 MAX DEFLECTION (span) : 3-8 816 0.33 "°"a t•3 • U999 MEM B-9 (LIVE) LC 1 L= .0.13" D= -0.21" T= -0.34" . Joint Locations 1 0-0.0 6 0-0.0 2 8.4.14 7 B-4-14 16.0.0 8 16-0-0 3 4 23.7-2 9 23-7-2 5 32.0-0 10 32.0.0 16-M 16-0-0 ,� a 1 2 3 4 5 5 R 4.0D -4.00 _ v.,oF ESS/3 5-6 'Q WE �4N 3 4 3-4 6-3-11 5-7-15 5 .4 5 SHIP 39 3-8 3.8 _ S I EX.33-OC3 1 _ 0-3 15 0-3.15 1.5.4 5-8 1.5-4 I B2 \ R:1332 CIF C °A R:1332 U: U: 9-0-4 32.0.0 6 7 8 9 10 3/16/2007 "MX" HS 20 or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" =1' All plates are 20 gauge Truswal Connectors unless preceded by for gauge WO: SEROGERS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Chl . DSgnr' and done in accordance with the current versions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads the application. The design assumes that the top chord TC Live 16.00 psf p DUrFBCS L=1.25 P=1.15 D� N/� utilized on this design meet or exceed the loading imposed by the local building code and particular floor and the bottom chord is laterally braced by a rigid sheathing material directly attached, erdeas otherwise TC Dead psf Rep Mbr Bnd 1.15 �E+ �`++1�G+ /► BASSI $TAN C E ASSISTANCE is laterally braced by the roof or sheathing t b noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any corrosion. Fabricate, handle, install .11.00 BC Live 0.00 PSI`O.C.Spacing 2- 0- 0 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 and brace this 'ANSIITPI 1','WrCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at - - Truss ID: G1 Qt 2 Drw Job Name•This Plating spec : - truss is designed using the UBC -97 Code. ' PO TC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF S THE C Bldg Enclosed =Yes, importance Fa ctor =1.00 i BC 2x4 DFL #1 MULTIPLE LOAD CASES. GBL 2x4 DFL STANDARD PLATE VALUES PER IC60 RESEARCH REPORT #1607. Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = B Loaded for 10 PSF non -concurrent BCLL. permanent bracing is required (by others) to ed f Bldg Length = 90.00 ft, Bldg Width = 40.00 It Gable verticals are 2x 4 web material spaced prevent rotationitoppling. See SCSI 1.03 Mean roof height = 12.83 ft, mph - 80 at 16.0 " o.c. unless noted otherwise. and ANSI/TPI t Top chord supports 24.0 " of uniform load PLATING BASED ON GREEN LUMBER VALUES. UBC Standard Occupancy, Dead Load = 12.6 psf LOAD CASE #1 DESIGN LOADS --- -•• " at 16 psf live load and 11 psf dead load. Dir L.P4 L.Loc R.74Plf r Additional design considerations may be o. 0 0 0.4 TC Vert 0- 0 74.00 0.0- 0 0.0. required if sheathing is attached. 08.0.2- TC Vert 106.00 0.0.0 166.00 16.0- 0 0.51 [+] indicates the requirement for lateral TC Vert 166.00 0 108.00 32- 0- 0 0.48 I bracing (designed by others) perpendicular to the of the member at 63"intervals. 2- 0. .43 TC Vert 20.00 32- 0.0 74.00 34.0- 0 .00 Vert 20.00 0.0.0 20.00 32.0.0 0.00 1 1 plane Bracing is a result of wind load applied BC to memben(Combination axial plus bending). This trussrequires adequate sheathing, as designed by others, applied to the truss lateral support for webs in l face providing the truss plane and creating shear wall action to resist diaphragm loads. a Joint Locations v 1 0.0- 0 26 0-0-0 22.8-0 27 2.8.0 3 4.0-0 28 4-0-0 4 5-4-0 29 5-4-0 5 6.8.0 30 6.8.0 6 8-0-0 31 8.0.0 7 9-4.0 32 9.4-0 = i 8 10.8.0 33 10.8.0 9 12-0.0 34 12-0.0 10 13.4.0 35 13-4.0 11 14.8-0 36 14.8.0 16.OA 16A•0 7 8 9 10 111213145 16 17 18 19 20 21 22 23 24 25 12 153-0 37 15-3-0 13 16- 0.0 38 16.9.0 1 2 3 4 5 6 '! 14 16- 9.0 39 17.4-0 O - -4.00 F4.00 15 17.4-0 40 18- 0.0 ( 16 18- 8- 0 41 18-8-0 17 20.0-0 42 20.0.0 3-0 18 21-4-0 43 21-4-0 19 22-8-0 44 22-8-0 T 20 24-0-0 45 24.0-0 21 25-4-0 46 25-4-0 I -4 6-3-11 22 26.8-0 47 26-8-0 23 28.0.0 48 28-0-0 5-7.15 3.4 SHIP 24 29.4- 0 49 29-4-0 3� _ �QF,ES IoAir 25 32.0-0 50 32.0-0 1 x S=3.5.4 g-3• 9� �'� I✓� 0-3-15 ��i I� 32.0.0 28 29 30 31 32 33 34 35 3857 38591011 42 43 44 45 46 47 48 49 50 26 27 sTgrEaF c��` 3/16/2007 TYPICAL PLATE : 1.5-4 I' OVER CONTINUOUS SUPPORT Scale: 1/8" = 1' from Truswal aEJ unless noted. preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available b WO: SEROGERS All platesruswal Connectors unless into theErecting Contractor. Engsoftware, WARNING Read all notes on this sheet and give a copy of h has been based on specifications provided by the component manufacturer This design is for an individual building component not truss system. and done in accordance with the current versions of TPI and AFPA design standards. No responsibility. is assumed for dimensional that t e l Dimensions designer to fabrication. The building designer must ascertain that the loads DSgnr' 16.00 DUTFBCS L=1.25 P=1.15are to be verified by the component manufacturer and/or building prior P on this design meet a exceed the loading imposed by the local building code and the particular application. The design assumes less t e chord braced by a rigid sheathing material directly attached, unless otherwise TC L'1Ve psfutilized Re Mbr Bnd 1.00TC Dead 11.00 psf PE is laterally braced by the roof or floor sheathing and the bottom chord is laterally noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 19% rause connector plate corrosion. Fabricate, handle, install O.C.$ acing 2-0-0 BC Live 0.00 psf P - -97 environment that will cause the moisture content of the wood to exceed and/or and Cutting Detail Reports' available as output from Truswal software, Desi n SpecUBC BC Dead 10.00 psf 9 P and brace this truss in accordance with the following standards:'Joint 'ANSI(fPi 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (TPQ is located at 583 D'Ot ofrio Drive, Mad son TOTAL 37.00 psf Segn T6.5.2 - 0 793 Camellia Dr., Paradise CA 95969 1111 19th Street, NW, Ste 800n Washington, DC 20036 SAmarican FoUMMARY Hest and aperEETS' by WTCAssdation (AFPA)A and TPI. The isuss located altute (BCSI 1.03) and' f Wiscnsin TheBCSI til LEDGER STANDARD TRUSSES GABLE END SPACED @ 24" O.C. -tel SIMPSON 'A34 ORP. EQUIVALENT �oo << ct� o • � ¢ e A 2x CONTINOUS BACKING /06 W/ .16d'S @ 2T'0 GABLE TRUSSBACKING clvi� �P j & .BACKING TO TOP PLATE. OF CPO ALLA NOTES: DET 1). 2X4 N0.2 OR BTR TOR LEDGER AND STRONGBACK NAILED TOGETHER W/ 10d NAILS ® 6" O.C. 2). 2X4 LEDGER NAILED TO EACH STUD WITH 3-10d NAILS. 3..2X4 STRONGBACK TO BE CONNECTED TO EACH VE /10d 10d TOE NAI( S. "DIAX3.0"LG) 4). THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 31 ABLE END IF THE FOLLOWING CONDITIONS ,ARE MET: THIS DETAIL IS APPLICABLE TO- STRUCTURAL G i ' 1.. THE HORIZONTAL .TIE MEMBER AT THE VERT. OPENING SHALL BE BRACED ®4'-0" MAX. FOR 80 MPH EXP. C WIND LOADING & 5'-0" FOR 70 MPH EXP. C LOADING 2). MAX MEAN -ROOF HEIGHT IS 30. 3 . MAX ROOF LIVE LOAD TO BE 40 POUNDS PER SQUARE FOOT. ). PLEASE CONTACT TRUSS ENGINEER IF THERE ARE A STANDARD -GABLE END DETAIL 12 VARIES MATCH COM. TRUSS LEDGER Y MINIMUM GRADE A A CORDS AND STUDS PER TRUSS DESIGN. I= , (o X Q CONIINQUS BEARINQ AS REQUIRED Tar SPAN TO MATCH COMMON TRUSS 4-10d NAILS MIN... 8d ® 6" O.C. 2-10d TYP.PLYWOODD DFELTBLOCK O 2' MAX EAVE W/ NO.2 OR BTR 4x2 OUTLOOKERS @ 32" 2X4 BLOCK O.C., DO NOT. -OVER CUT TOP ERNOTCHES CORD @ OUTL00 2X4 STUD OR BTR SPACED ®5'-0" O.C. SHALL BE SIMPSON A34 OR AT EACH END OF EQUIVALENT ,PROVIDED BRACE. CONNECT AT END W/ 4-10d NAILS. MAX STRONGBACK LENGTH IS 7'-0". LEDGER STANDARD TRUSSES GABLE END SPACED @ 24" O.C. -tel SIMPSON 'A34 ORP. EQUIVALENT �oo << ct� o • � ¢ e A 2x CONTINOUS BACKING /06 W/ .16d'S @ 2T'0 GABLE TRUSSBACKING clvi� �P j & .BACKING TO TOP PLATE. OF CPO ALLA NOTES: DET 1). 2X4 N0.2 OR BTR TOR LEDGER AND STRONGBACK NAILED TOGETHER W/ 10d NAILS ® 6" O.C. 2). 2X4 LEDGER NAILED TO EACH STUD WITH 3-10d NAILS. 3..2X4 STRONGBACK TO BE CONNECTED TO EACH VE /10d 10d TOE NAI( S. "DIAX3.0"LG) 4). THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 31 ABLE END IF THE FOLLOWING CONDITIONS ,ARE MET: THIS DETAIL IS APPLICABLE TO- STRUCTURAL G i ' 1.. THE HORIZONTAL .TIE MEMBER AT THE VERT. OPENING SHALL BE BRACED ®4'-0" MAX. FOR 80 MPH EXP. C WIND LOADING & 5'-0" FOR 70 MPH EXP. C LOADING 2). MAX MEAN -ROOF HEIGHT IS 30. 3 . MAX ROOF LIVE LOAD TO BE 40 POUNDS PER SQUARE FOOT. ). PLEASE CONTACT TRUSS ENGINEER IF THERE ARE A j TRUSWAL SYSTEMS 4445 NORTHPARK ORiVE, SUITE 200 , COLORA00 SPRINGSr CO 80907 - (800) 322-4045 FAX- .(719) 598-8463 00.01003160 Users of Truswal uswal engineering: 114101 The TrusPJUST"' engineering software will correctly design the location • requirements for permanenmembers for t continuous `lateral bracing engineering ineer ng drawings req which it is required to reduce ui ed numberand'length. nd approximate locations of braces from Truswal will show the r, q In , eneral, this bracing is .done by using for each member needing bracing. ' g Truswal Systems Brace=lff or.a 2x member (attached to the top or bottom tined •• of the member) running perpendicular to the trusses and adequately g r e building per the building designer (See ANSI/TPI t o th g brace s not connected and bra bracing i current version). The following 'are � other options (when CLB'` br 9 possible e or desirable) that will also satisfy bracing needs for individual members (not building system bracing): or 2x structurally graded "T" brace may be nailedofict if only othe ne 1. A 1x ox nails at 8 , of the member with .10 d common or b brace is required, or maY be nailed to both edges of the .member if two braces are required. The "T" brace must extend a minimum of 90% of er's length. a member b s th em a e m de the a grade 2. A scab (add-on) of the same size and structur g e nailed to one face ,of the member with 10d common to both , or box may b one brace is required, or may. be . nails at 8" o.c. if onlyof 2x6 faces of the e member if two braces are required. A minimurm ngth scabs are required for any member exceeding 14 -0 Scab(s) must extend a minimum of-90% of the members length. S O perpendicular ° 3. An member requiring more than two braces must use p rp or any other. Any . bracing or a combination, of scabs anded 'IT" the building designer. 'd `and a rov Y e p approved method, as speclfi p EXAMPLES 2. „T" BRACE )SCB - . o 1, EEO L . L . Please contact a Truswal engineer if there are any questions. N.BUT TFE . eAmso icaWnworfAbiaee-new-let - fid" `�� n ,,.,cJ ti :' .° ..:. :.Y .. .. '• � i r r I i rl z 'o I; E � Ef I: >C C- 1 �( 11 E i 1 t _s I : •� II t Fri : `� � I� i y : _ I I Q yC. �1 t7 r''— 1 0 X Gt"• . , i t E i � r t 11 r g � , i r L 1 �I E it A f,1 � t _.. l a i : ► i 1 r _ -If _ 5. / ,.....E r i .. f T ` I -_••— -i,_,—____...._._... ..__. .:,. _,.-- ...—_.. .... R _- _ �_.... �...._.—. .._.... ms's.. : t . { , I _ d t E r t a f r F P )mak � W I , 1 r t , I t I I ( a 1 I i x Irl I a f , 1 f t 1 , , E I r -I cr fJ t , r �,u 1 ... J t r t_ 7-.'4 ILL V iA _ n, i i w<, r G I i f I i d i t 1 , i 1 E i E t- — i , t _ e , t r , 1 fi t , i f i ,. I � 1 ! i F r , I I , I I i BRACED WALL PANELS L 0 1 I , I / P i II ar Hardboard a I s !dmmintmum4 x 8' panel, 4n o.c. nailingat edges and 8 o.c . 1 E . , nailing in the field. I I 1 r I ,E , t • t 7 r � r r t tN