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0106-191 (SFD) Truss Calcsr��tJ.' ?'III `' � :;': � •'� r.:.. ��l -=•r �, -'.. r•....--_�'ruM Y.'._: 1. 1 hu No ��, ;• , '''ti, tY,4' A Company Yo-1--1Gail Truss r �.i. �'+ (la •o•;'?� 1%�• ���' a5 �STn �' `4�aRti?b'�' .i ,N1 ut71K4°�� Thousa.nd.Pahs . CA. 92276 P h 00.,, i7 6 01 4 61 FTx �60) 343-3,49-1 •78= to G Caeal Lfi CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED' FOR CONSTRUCTION DATE BY obN.o, g /yoo Name An � Pier�e �i°OJBCt _3q V d4�e S WESTERN INSPECTION SERVICE~ ® PREFABRICATED TRUSSES DATE INSPE= c! rAGO / PLrR:,,'S.S; %1: i l J S� n �i �h �l�1 S /'h PLATE M3.NUFACrURE PL? rl ClO ACr r,��..1 Cll.��, DES. e F-/!?ssisr/iPE NaN-SCM�DiJL_D IN-PLAIri WC00 TRUSS I1NSPr=W PS P= --.l G?+TFORM BUIMIIvG CODE STLNDA'�DS SEC:2321.3 and SEC.2343.7 and in . ACCORDANCE = EMD PLAN SPrD=CATICNS. ORDS NO: /OR MVKE' ��.�/•i);rii �-�'r�1��2p• 0��1,� �P1,c A l'!�r � .i�;�(lF' �'h!7(;•�,^-.l^r.. �'�n--�-1-•. � ri,�:r:Fr,-s O�.i'x��`Z'S:�r' �-5-�� '� /iii% C7.i`'!'T'• �r'/J'/%��' -C t��c'��r�%'1/J C�f�nn�(�Fr'�/ — �� / /ice %.i�'.� /:�� �-.� (� C•l:�ii,ir'Ai"�� !1 )r��•/ �''/"�%'co�.5 "���i'��'1'(`%'J��• �_�---�. ArrkaMept. ri'.•�.S % P.O. BOX 25251 PORTLAND, OREGON 9729S 503/6.3-5916 FAX 503/6.11-7211 P.O. BOX 3426 GILLETTE, WYOMING 82717 307/650-5977 FAX 307/682-1603 �� - `�_�_' _-- _ - -_ •��� •'.-,-•.:..-: .:�•-kyr=";--- � � �•x�, � � ... �.,s�:�`;� :d��•l-� .`."'.-7_. _„�,..�:•''i3�.. - __—.... _ �_.._—=�q;•:e:_: "':�7:• -_ 1���u'l...a..c�i�tc-Z�fr'.•"y;���i+=,;L�=r;.:' �•+•...;_ �%£:, 'J\t, 1j0V OOt`:cOR'�tiG 1L' PRFC I� GRADE OQ7:t?v�'1L0R PLATES G M-/) S--PA-N Fu\'D P= j40Rh?�•rli1TSHIP (, C'F i= li J0 — ACCURACYV1 7 Bf—kR- : OF (f�M . JOIN'T'S KNOTS IN PLATE; A_t2F.A SPLIT LT17'PAT-10N PLATE PLACE!' i STZP C1ONDITI0`I OF PLATE 'I - L"rI PL.V1E 1O i%COD TOLERANCE IN -PL , IP DLG FyJ?NDLTNG AND LO?DING ;.i�A.tr.Ii�� T�tX;TBZ[,�1'Y `i r \� i � - •.) f?l/ ./) < /• i t�1= JIG F: PRESS ADEQUACY ORDS NO: /OR MVKE' ��.�/•i);rii �-�'r�1��2p• 0��1,� �P1,c A l'!�r � .i�;�(lF' �'h!7(;•�,^-.l^r.. �'�n--�-1-•. � ri,�:r:Fr,-s O�.i'x��`Z'S:�r' �-5-�� '� /iii% C7.i`'!'T'• �r'/J'/%��' -C t��c'��r�%'1/J C�f�nn�(�Fr'�/ — �� / /ice %.i�'.� /:�� �-.� (� C•l:�ii,ir'Ai"�� !1 )r��•/ �''/"�%'co�.5 "���i'��'1'(`%'J��• �_�---�. ArrkaMept. ri'.•�.S % P.O. BOX 25251 PORTLAND, OREGON 9729S 503/6.3-5916 FAX 503/6.11-7211 P.O. BOX 3426 GILLETTE, WYOMING 82717 307/650-5977 FAX 307/682-1603 �� - `�_�_' _-- _ - -_ •��� •'.-,-•.:..-: .:�•-kyr=";--- � � �•x�, � � ... �.,s�:�`;� :d��•l-� .`."'.-7_. _„�,..�:•''i3�.. - __—.... _ �_.._—=�q;•:e:_: "':�7:• -_ 1���u'l...a..c�i�tc-Z�fr'.•"y;���i+=,;L�=r;.:' �•+•...;_ �%£:, M M M 1 M M M 01 M M M M M M M M VQ M co m co cc m m co m m m m m cc r- N N N N N m m m m m co nI N O co a O IT 04 Q W 1111 1 IAA N ��NIII! aCID� Roofline 3D Layou TRUNWAL E 7,n'�o�z7 System: E] REJECTED ❑ FURNISH AS CORRECTEa Corrections or comments made on the shop drawings during this review do not relieve contractor from com- pliance with requirements of the drawings and specifications. This check is only for review of general act conformance with the design concept of the project and general con-„ti3nce with the information given in the contract uv.urner s• The contractor is responsible for: confirn-6n„ and correlating all quantities and c dimensions: sc'e:'•in:; iatbriccti•-3 of constructicri. ;cc:-Jinating Ms work with that of all other trades a , i i -.-c, for'nung I-jis work in a safe and satisfactory manner. This review of truss drawings has verified: 1. That the truss configurati s (i.e. 2 -point bearing and 3 -point ba -wing) are onsistent with the struc- tural design. 2. That design loads useda okay. 3• That trussed areas are a Tanned. Note: connections ing trusses nd latera bracing of trusses are considered design manufacturer. DIMENSIONS FOR TRUSS LAYOUTS ARE SUPPLIED BY OTHERS AND SHALL BE VERIFIED BY THE PROJECT DESIGN PROFESSIONAL, 3A VILLAGE ANDREW PIERCE SES ARCy�\ Robert S. �C” Alcumbrac NO. C-10381 8/2001 n SALES REP = SB DUE DATE : DSGNR/CHKR SB / SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Tota] 37.00 psf I WOa : B1400 Date : 6/14/2001 16:32 DurFac-Lbr = 1.25 DurFac-Plt = 1.25 O.C. Spacing = 24.0 Design Spec = UBC -97 aTr/aCfg : 79 / 23 :1 171 rd -1 az ti %m,.z . %0 cl ri 0 14 Job Name: 3A VILLAGE Truss ID: Al Qty: 1 Drw : Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB r r TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss l is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 0, GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any -t Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Top chord supports 24.0 " of uniform load Hurricane/Ocean Line = No , Exp Category = C Seqn T6.2.6 - 0 at 16 psf live load and 14 psf dead load. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Additional design considerations may be Mean roof height = 16.40 ft, mph = 70 required if sheathing is attached. UBC Special Occupancy, Dead Load = 21.0 psf Gable stud vertical me era require lateral bracing (designed by others) perpendicular t to the plane of the member at intervals. CERTIFICATION Bracing is a result of wind load applied to THIS PROFESSIONAL ARCHITECTS CARRY THE APPLIED member. (Combination axial plus bending) . This truss requires IS TO VFRIFY THIS TRUSS TO WE adequate sheathing, as designed by others, applied to the truss INPUT LOADS AND DIMENSIONS face providing lateral support for webs in LOADS. THE AND SHALL BEVERIFIED the truss shear wall PROVIDED BY OTHERS APPLICATION plane and creating action to resist diaphragm loads. FOR THE SP€GIFIF Diagonals be bracing AND APPROVED 01:01 �N P�©I ��IONAL. may omitted if adequate designed by is T149'CdiiCJt�CT others, provided to prevent BY racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss Joint Locations face is designed to support only vertical 1 0- 0- 0 8 0- 0- 0 load as noted. 2 2-10- 4 9 2-10- 4 3 4- 2- 4 10 4- 2- 4 4 5- 6- 4 11 5- 6- 4 2-10.4 1-4-0 1-" 1-4-0 1-4-0 22-10-4 5 6-10- 4 12 6-10- 4 2-10-4 5-6-4 4-2-4 5.6-4 6-10-4 8-2-4 11-0-8 5.6.4 6 7 8- 2- 4 11- 0- 8 13 14 8- 2- 11- 0- 4 8 / 22 1 3 4 S 6 7 F4—.00 -4.00 4-4 2-4 11-0.8 2-4 /USED ARch,�\ Robert S. Alcumbrac NO. C-10381 REN. 8/2001 0 8 9 10 11 12 13 14 22-10-4 1-" 1-4-0 1-" 1-4-0 22-10-44 2-10.4 4-2-4 5.6.4 6-10.4 8-2-0 .11-0-8 6/14/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 7/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss l is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p you noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2-0-0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Dame: 3A VILLAGE 5-6_4 5-6_4 Truss ID: A2 Qty: 1 Drwg: RG x -LOC REACT 96IZE REQ'D TC 2x4 'SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This trues is designed using the 1 0- 1-12 409 3.50•• •• " 1.50 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. ? 10-10-12 409 3.50 1.50•• WEB 2x4 SPF STUD MULTIPLE LOAD CASES.. Bldg Enclosed = Yea ., - SLIDER PL 2x6 HF 165OF-1.SE ATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI S WO RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Hurricane/Ocean Line = No , Exp Category = C 1-2 -44 0.00 0.20 0.20 T R U S utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -522 0.00 0.20 0.20 A Company You Can Trussl is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Mean roof height = 16.40 ft, mph - 70 2-3 -522 0.00 0.20 0.20 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -44 0.00 0.20 0.20 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf BC FORCE AXL BND CSI Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council t 4-5 450 0.07 0.06 0.13 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' MB SUMMARY SHEET by TPI. The Truss Plate Institute is located BC Dead 7.00 psf 5-6 450 0.07 0.06 0.13 Fax # (760) 343-3491 - (N113-91) and -91 (TPI) at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB 2-5 FORCE CsI WEB FORCE CSI 70 0.03 SLDRR -581 0.04 18 TO VERIFY THIS TRUSS TO CARRY THE APPLIED LDRL -581 0.04 LOADS, THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION RY THE PROJECT DESIGN PROFESSIONAL MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.0111 D= -0.02" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 5-6-4 5-6-4 2 5- 6- 4 5 5- 6- 4 5-6-4 11-0-8 3 11- 0- 8 6 11- 0- 8 5-6.4 1 i' 5.6-4 7 j 14.00 A-4 4.00 03' 5-6_4 5-6_4 5-6-4 11-0-8 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/16" = V WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB S WO RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.SpaCing 2-0-0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' MB SUMMARY SHEET by TPI. The Truss Plate Institute is located BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (N113-91) and -91 (TPI) at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 03' Job Dame: 3A VILLAGE G X -1O(!' REACT SIZE REQ'D 1 0- 1-12 943 3.50"1.50" Z# 25- 4- 0 943 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -216 0.00 0.97 0.97 1-2 -1717 0.03 0.97 1.00 2-3 -1552 0.04 0.44 0.48 3-4 -1552 0.04 0.44 0.48 4-5 -1717 0.03 0.97 1.00 4-5 -216 0.00 0.97 0.97 BC FORCE AXL BND CSI 6-7 1546 0.23 0.41 0.64 7-8 1214 0.13 0.31 0.44 8-9 1546 0.23 0.41 0.64 WEB FORCE CSI WEB FORCE CSI 2-7 -189 0.07 4-8 -189 0.07 3-7 331 0.17 SLDRL -1748 0.11 3-8 331 0.17 SLDRR -1748 0.11 Truss ID: B1 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165OF-1.SE WEB 2x4 SPF STUD SLIDER 2x6 HF 1650F-1.SE GBL SLR 2x4 SPF STUD Lumber shear allowables are per NDS -97 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. Plating epee : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1 -o -aa applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 1 6-4-7 6-4-7 6.4-7� 6.4-7 6-4-7 12-8-14 19-1-5 25-5-12 12-8-14 t 12-8-14 l 1 3 4 S' F-4.00 - -4� C_I This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes' Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.61 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.26" D= -0.34" T= 60' Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 4- 7 7 8- 5-15 3 12- 8-14 8 16-11-13 4 19- 1- 5 9 25- 5-12 5 25- 5-12 60' 5-2-9 { T I 6-2-9 3-4 3-4 3-4 3-4 SHIP 3-7 ffa37 �p ARC I0_„_,o ,F 3-4 5-5 Robert S. A Alcumbrac O. C-10381 REN. 8/2001 25-5-12 6 7 8 9 OFC 8.5-15 8-5-15 8-5-15 8-5-15 16-11-13 25-5-12 6/14/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Tfuswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.$ acin 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI 1% WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HB -91) and 7 -UB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1 I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 60' Job Dame: 3A VILLAGE 1 0- Truss ID: B2 Qty: 5 Drw : Rr x -LOU. REACT SIZE REQD TC 2x4 SPF 1650F-1. SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 943 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. Z 25- 4- 0 943 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE -LOAD CASES. Bldg Enclosed = Yes .� SLIDER 2x6 HF 1650F-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE Ala. END CSI Lumber shear allowables are per NDS -97. Loaded for 10 PSF non -concurrent BOLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -216 0.00 0.97 0.97 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -1717 0.03 0.97 1.00 Mean roof height = 17.61 ft, mph_ 70 y21.0 2-3 -1552 0.04 0.44 0.48 UBC Special Occupancy, Dead Load = psf 3-4 -1552 0.04 0.44 0.48 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 4-5 -1717 0.03 0.97 1.00 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 4-5 -216 0.00 0.97 0.97 LOADS. THE INPUT LOADS AND DIMENSIONS WERE BC FORCE AXL BND CSI BY OTHERS AND SHALL BE VERIFIED 6-7 7-8 1546 1214 0.23 0.41 0.64 0.13 0.31 0.44 PROVIDED AND APPROVED FOR THE SPECIFIC APPLICATION 8-9 1546 0.23 0.41 0.64 BY THE PROJECT DESIGN PROFESSIONAL, WEB FORCE CSI WEB FORCE CSI 2-7 -189 0.07 4-8 -189 0.07 3-7 331 0.17 SLRL -1748 0.11 3-8 331 0.17 SLDRR -1748 0.11 6-4-7 6-4-7 6.4-7 6-4-7 6-4-7 12-8-14 19-1-5 255.12 1 12-8-14 1 12-8-14 / 2 3 4 SI 4.00 4.00 CWl MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.26" D= -0.3411 T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6--4- 7 7 8- 5-15 3 12- 8-14 8 16-11-13 4 19- 1- 5 9 25- 5-12 5 25- 5-12 I 6 7 8-5-15 25.5-12 8 8-5-15 16-11-13 9 8-5-15 25-5-12 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® T R U S S WO R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk: SB Dsgnr• SB TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIlIPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (MB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It It 19th Street, NW, Ste 900, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 601 Job Name: 3A VILLAGE Truss ID: B3 Qty: 15 Drwg: RG X -LOG REACT SIZE REO'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 HORIZONTAL REACTION(S) 1 0- 1-12 577 3.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF support 1 113 lb 2 15- 5- 4 577 3.50" 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. support 2 113 lb,., 0 SLIDER 2x6 HF 1650F -1.5E PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the Tc FORCE AXL BM CSI End verticals designed for axial loads only. Loaded for 10 PSF non -concurrent BCLL. UBC -97 Code. 1-2 -121 0.00 0.42 0.42 End verticals that are extended above or.Bldg Fax # (760) 343-3491 Enclosed = Yes ' 1-2 -888 0.01 0.42 0.43 below the truss profile (if any) may requre Truss Location = End Zone 2-3 -676 0.01 0.30 0.30 additional design consideration (by others) Hurricane/Ocean Line = No , Exp Category = C 3-4 31 0.00 0.09 0.10 for lateral forces due to wind or seismic Bldg Length = 40.00 ft, Bldg Width = 20.00 ft loads on the building. Mean roof height = 17.61 ft, mph = 70 , BC FORCE AXL OND CSI UBC Special Occupancy, Dead Load = 21.0 psf 5-6 788 0.12 0.20 0.32 6-7 266 0.03 0.24 0.26 WEB FORCE CSI WEB FORCE CSI 2-6 -322 0.12 4-7 -66 0.03 3-6 479 0.24 SLDRL -902 0.06 3-7 -537 0.42 5-2-9 3- R3-4 T 0-11-10 1 ARCHITECTSTHIS PROFESSIONAL IS TO VER FY THIS TRUSS TO CARRY THEAPPLIED LOADS, THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICKi iON 6-0-7 2-10-2 6-4-7 12-8-14 15-7-0 12-8-14 2-10-2 I 2 3 4 F4.00 -4.00 4-4 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.07" D= -0.10" T= Joint Locations 1 0-0-0 5 0-0-0 2 6- 4- 7 6 8- 5-15 3 12- 8-14 7 15- 7- 0 4 15- 7- 0 '4SED �F? Robert S. Alcumbrac NO. C-10381 REN. 8/2001 9-10�- 12 5 8-5-15 4 7-1-1 7 STUB 6/14/2001 8-5-16 15-7-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng, Job: EJ. WO: B1400 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S O KS are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 W R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mill, Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANS VIPI 1', 'WTCA 1' - Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' HM SUMMARY SHEET by TPI. The Truss Plate is BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (H B-91) and -91 Institute (TPI) located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste $00, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 17` Job Name: 3A VILLAGE Truss ID: B3A Qty: 1 Drwg: G X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating epee : ANSI/TPI - 1995 UPLIFT REACTIONS) 10- 1-12 945 3.50" 1.50^ 2x4 SPF 2100F -1.8E 1-3 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -290 lb 2. 15- 5- 4 945 3.50•' 1.501• BC 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -290 lb ' 5-2-9 WEB 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. HORIZONTAL REACTIONS) TC FORCE AXL BND CSI SLIDER 2x6 HF 165OF-1.5E Loaded for 10 PSF non -concurrent BCLL. support 1 113 lb 1-2 -668 0.04 0.76 0.80 --------- n verticals --------- -------------------------- designed for axial loads only. support 2 113 lb 1-2 -1131 0.02 0.76 0.78 Designed for 200 Plf drag load applied End verticals that are extended above or This truss is designed using the 2-3 -686 0.00 0.41 0.41 evenly along the top chord to the bottom below the truss profile (if any) may require UBC -97 Code. 3-4 307 0.04 0.08 0.12 chord at the bearings, concurrently with additional design consideration (by others) Bldg Enclosed = Yes dead loads and 0 8 live load. Duration for lateral forces due to wind or seismic Truss Location = End Zone , Bc FORCE AXL BND CSI =1.33. Horizontal reaction = 3.1 R lbs. loads on the building. Hurricane/Ocean Line = No , Exp Category = C 5-6 2189 0.31 0.32 0.62 (each bearing). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 2861 0.40 0.12 0.52 -------------------------------------------- Mean roof height = 17.61 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf WEB FORCE CSI WEB FORCE csr THIS PROFESSIONAL ARCHITECTS CERTIFICATION 2-6 -850 0.31 4-7 -109 0.05 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED CAS\FOP 3-6 1095 0.52 SLDRL -2289 0.21 AND DIMENSIONS WERE 3-7 -1098 0.96 .9-10-12 LOADS. THE INPUT LOADS 3 8-5-15 4 7-1-1 7 STUB PROVIDED BY OTHERS AND SHALL BE VERIFIED 6/14/2001 8-5-15 15-7-0 AND APPROVED FOR THE SPECIFIC APPLICATION All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. UY 11-;L: PiIOJCC1, MAIC DEFLECTION (span) WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 L/999 IN MEM 6-7 (LIVE) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB L= -0.07" D= -0.09" T= -OL 6-4-7 6.4-7 2-10-2 6-4-7 12-8-14 15-7-0 12-8-14 1 2-10-2 it Z 3 4 1 4.00 -4.00 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 6- 4- 7 6 8- 5-15 3 12- 8-14 7 15- 7- 0 4 15- 7- 0 T-1 4-4 1.5-3 3-4 5-2-9 5-2-9 3-4 4-3-3S HIP �SEp A13C;y/T� a -4 O� Robert S. a T Alcumbrac 0-11-0 NO. C-10381 3-4 3 RE 001 CAS\FOP 15-7-0 .9-10-12 3 8-5-15 4 7-1-1 7 STUB 6/14/2001 8-5-15 15-7-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgn SB T R U are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads r: S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 pSf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSMI 1', •WTCA I'- Wood Truss Council of America Standard Design Responsibilities, MANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone(760)343-3461 - (RM -91) and EM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343.3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 T-1 Job Name: 3A VILLAGE .G X -IAC` REACT SIZE REQ'D 1 .0- 1-12 577 3.50" 1.50" 2. 15^ 5- 4 577 3.50" 1.50" �TC FORCE NCI. BND CSI 1-2 -128 0.00 0.16 0.16 1-2 -869 0.01 0.23 0.23 2-3 -686 0.01 0.29 0.29 3-4 31 0.00 0.08 0.09 BC FORCE NCL BND CSI 5-6 794 0.08 0.25 0.33 6-7 267 0.03 0.25 0.27 Truss ID: B4 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 1650F-1.SE WEB 2x4 SPF STUD SLIDER 2x6 HF 165OF-1.SE GBL BLK 2x4 SPF STUD End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. WEB FORCE CSI WEB FORCE CSI 2-6 -318 0.12 4-7 -67 0.03 3-6 490 0.25 SIARL-81,(WF,-g9ROFESSIONAL ARCHITECTS CERTIFICATION 3-7 -539 0.42 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED ,ANDAPPROVED FOR THE SPECIFIC ON E PROJECT DESIGN PROFESSIONAL BY Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind Iv -aa applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6-4-7 6-4-7 2-10-2 6-0-7 12-8-14 15.7-0 12-8-14 1 2-10-2 1 l 2 3 J 400 -4.00 4-4 HORIZONTAL REACTION(S) support 1 113 lb support 2 113 lb ' This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.61 ft, mph = 70 , UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0.06" D= -0.08" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 6- 4- 7 6 8- 5-15 3 12- 8-14 7 15- 7- 0 4 15- 7- 0 5-2-9 5-2-9 4-0-3 IP 3d ARCy/TF 3-d R3.4 USED Robert S. T 0-11-10 rM \G� v Alcumbrac 1JLW 3-4NO. C-1038 3 REN. 812001 P_ 15-7-0 OF 94042 1 8-5-16 4 71 STUB 6/14/2001 TYPICAL PLATE: 1.5-3 8-5-15 15-7-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T U S S WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 R R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Tr.USSI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. �OX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANS11TPI P, 'WTCA I'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and 7iB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 15' Job Dame: 3A VILLAGE Truss ID: B5 Qty: 2 Drwg: 'G X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 4- 4-12 419 3.50 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2. 15- 5- 4 419 3.50" 1.50^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes ' Dsgnr: SB Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Tc FORCE AXL END CSI End verticals designed for axial loads only. Hurricane/Ocean Line = No , Exp Category = C 1-2 5o 0.01 0.31 0.32 End verticals that are extended above or Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -364 0.00 0.31 0.31 below the ,truss profile (if any) may require Mean roof height = 17.61 ft, mph = 70 3-4 34 0.00 0.12 0.13 additional'design consideration (by others) UBC Special Occupancy, Dead Load = 21.0 psf BC Live 0.00 psf O.C.Spacing 2- 0- 0 for lateral forces due to wind or seismic and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI F,'WTCA I'- Wood Truss Council Standard Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC FORCE AXL BND CSI loads on the building. , 5-6 297 0.03 0.23 0.27 Fax # (760) 343-3491 - (HIB -9l) and -91 (TPI) at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. 6-7 161 0.02 0.23 0.25 WEB 1-5 FORCE CSI WEB FORCE CSI 36 0.02 3-6 222 0.11 ARCHITECTS CERTIFICATION 2-5 -530 0.18 3-7 -365 0.29 THIS PROFESSIONAL TO CARRY THE APPLIED 2-6 94 0.04 4-7 -59 0.03 IS TO VERIFY THIS TRUSS THE INPUT LOADS AND DIMENSIONS WERE LOADS. BY OTHERS AND SHALL BE VERIFIED PROVIDED AND APPROVED FOR THE SPECIFIC APPLICATION ' eY Thr I'Ii�dt=moi M��IVN I'1\01'��JNrI✓1V�1r. MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0.06" D= -0.08" T= - 2-1-7 6-4-7 2-10-2 Joint Locations 2-1-7 8.5-14 11-4-0 1 0- 0- 0 5 0- 0- 0 2 2- 1- 7 6 4- 2-15 8-5-14 , 2-10.2 3 8- 5-14 7 11- 4- 0 J 2 3 a. 4 11- 4- 0 400 -4.00 44 5-2-9 1.5-3 T 2-4-10 T 5-2-9 HIP 11.4-0 r rF of: cp�-�' 4-3.0 .9-10-12 STUB 4-2-15 7-1-1 STUB 3 4 6/14/2001 4-2-15 11-4-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale:, 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI F,'WTCA I'- Wood Truss Council Standard Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Design WOOD TRUSSES' TUB SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofrio Drive, Fax # (760) 343-3491 - (HIB -9l) and -91 (TPI) at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 13' glob Name: 3A VILLAGE G X -LOC REACT SIZE REQ'D 1 4- 4-12 990 3.50" 1.50" " 2. 15- 5- 4 990 3.501.50 TC FORCEAXL BND CSI 1-2 248 0.01 0.31 0.32 2-3 -364 0.00 0.31 0.31 3-4 313 0.00 0.12 0.13 BC FORCE AXL BND CSI 5-6 1867 0.26 0.08 0.35 6-7 1884 0.26 0.10 0.36 REB FORCE CSI WEB FORCE CSI 1-5 92 0.04 3-6 1083 0.92 2-5 -1288 0.42 3-7 -1157 0.90 2-6 948 0.45 4-7 -116 0.05 Truss ID: 136 TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 SPF STUD GBL BLR 2x4 SPF STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1-o-0 applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APKICATION 6Y THr= i'IiNQjEQT QC010N PROF20SIOV1. 5-2-9 24-10 1 2-12-1 2-1-7 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. -------------------------------------------- Designed for 200 Plf drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.3 H lbs. (each bearing). -------------------------------------------- 611-7 22-10_2 8-5-14 11-" 8-5-14 2-10-2 / 2 3 4 4.00 -400 4.4 UPLIFT REACTION(S) : Support 1 -514 lb Support 2 -514 lb ' This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.61 ft, mph = 70 1 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.06" D= -0.08" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 2- 1- 7 6 4- 2-15 3 8- 5-14 7 11- 4- 0 4 11- 4- 0 5.2-9 -3E HIP ED ARCy�T� ert S'A cumbrac O. C-10381 CA��FO� . 4-3.0 9-1� 0-12 STUB 4-2-15 7-1-1 STUB ' 4 6/14/2001 TYPICAL PLATE: 1.5-3 4-2-15 11-4-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: SB are to be verified by the component manufacturer and/or building designer prior [o fabrication. The building designer must ascertain that the loads g TC LIVO 16.00 psf DUrFBCS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETABS' by Truswal,'ANSMI 1% WTCA F- Wood Truss Council INSTALLING BRACING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, AND METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located Fax # (760) 343-3491 . (HIB -91) and'H63-91 (TPI) at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I l 19th Street; NW, Ste 900, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 13' Job Name: 6-1-12 3A VILLAGE Truss ID: C1 Qty: 5 Drw : IRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 1- 7- 4 818 3.50" 1.50^ BC 2x4 SPF 165OF-1.SE ® at each location shown. Lateral bracing UBC -97 Code. 223- 5- 0 818 3.50" 1.50^ WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. 2x4 SPF 1650F-1.SE 7-4 are the responsibility of the building Truss Location = End Zone Tc FORCE Axl. BND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No Exp Category = C 1-2 -1289 0.01 0.42 0.43 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -902 0.00 0.48 0.48 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Mean roof height = 18.02 ft, mph = 70 3-4 -899 0.03 0.69 0.72 PLATE VALUES PER ICBG RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 Loaded for 10 PSF non -concurrent BCLL. Systems standard details. BC Live 0.00 psf BC FORCE AxL BM CSI End verticals designed for axial loads only. , 5-6 -62 0.00 0.15 0.15 End verticals that are extended above or TOTAL 37.00 psf 6-7 1185 0.14 0.40 0.53 below the truss profile (if any) may require 7-8 62 0.00 0.40 0.40 additional design consideration (by others) for lateral forces due to wind or seismic WEB FORCE CSI WEB FORCE CSI loads on the building. 1-5 -790 0.18 3-7 194 0.10 ARCHITECTS CERTIFICATION 1-6 1204 0.61 4-7 841 0.13rHIS PROFESSIONAL CARRY THE APPLIED 2-6 2-7 -142 0.05 -430 0.30 4-8 -769 0.24 IS TO VERIFY THIS TRUSS TO WERE LOADS. THE INPUT LOADS AND DIMENSIONS BE VERIFIED PROVIDED BY OTHERS AND SHALL SPECIFIC APKICATION AND APPROVED FOR THE MAX DEFLECTION (span) L/999 MEM 7-8 Bfi9g_QT pE5PN PROFESSIONAL. IN (LIVE) = L= -0.10" D= -0.14" T-- 6-0-7 3-0 T 1-5-7 1 6-1-12 6-1-12 7-7-4 1 13-9-0 8-4.4 i 22-1-4 13-9-0 I 8� 4 / 2 s a 4.0 - -4.00 4-4 2.4 2.4 T 6-0.7 SHIP 3-3-1 Joint Locations 1• 0- 0- 0 5 0- 0- 0 2 6- 1-12 6 6- 1-12 3 13- 9- 0 7 13- 9- 0 4 22- 1- 4 8 22- 1- 4 ARC/YjT\ F Robert S. C__Alcumbrac 10. C-10381 O>= CAL\FC/ 24' 22-1-4 1-5-8 6-10.4 STUB 5 6 7 8 sruB 6_,12 7.7.4 6-411 6-1-12 13-9-0 22-1 -4 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B1400 ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer Chk- SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g nr: TC Live 16.00 psf DurFaas L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAH,S' by Truswal, 'ANSUIPI 1% %TCA F- Wood Truss Council Phone ( 760 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' M-91 SUMMARY SHEET by TPI. The Truss Plate Institute is located BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 . (FHB -91) and (TPI) at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 24' Job Dame: 3A VILLAGE G X -IAC REACT SIZE REQ'D 1 0- 1-12 872 3.50 1.50" " 2 23- 5- 0 872 3.50" 1.50 TC FORCE AXL BND CSI 1-2 -171 0.00 0.44 0.44 1-2 -1531 0.02 0.44 0.46 2-3 -982 0.01 0.52 0.52 3-4 -985 0.03 0.68 0.71 BC FORCE AXL BND CSI 5-6 1397 0.21 0.23 0.43 6-7 1394 0.16 0.41 0.57 7-8 78 0.00 0.41 0.41 WEB FORCE CSI WEB FORCE CSI 2-6 166 0.08 4-7 929 0.14 2-7 -568 0.39 4-8 -824 0.25 3-7 213 0.11 SLDRL -1448 0.14 Truss ID: C2 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD 2x4 SPF 165OF-1.SE 7-4 SLIDER 2x6 HF 1650F -1.5E GBL BLR 2x4 SPF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BOLL. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1 -o -aa applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. C This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes ' Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.02 ft, mph- 70 UBC Special Occupancy, Dead Load = y21.0 psf PROVIDED BY OTHERS AND SHALL BE VEMvv cr-lr_ MED 77-7-4 8-" i AND APPROVED FOR THE SPECIFIC APPM,7 410V 15-2-8 23.6-12 Ll E+ BY T'E I'R0�� EC T DCFe1CiN 15-2 8 B-4-4 F - 1 I 2 3 a 6-0-7 3-9 4-4 IO -11-10 F4.00 4-4 4.00 23.6-12 2.4 T 6-0-7 SHIP 3-3 1 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.11" D= -0.15" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 7- 4 6 7- 7- 4 3 15- 2- 8 7 15- 2- 8 4 23- 6-12 8 23- 6-12 SED AR9&""I Robert S. ��'> Alcumbrac NO. C-10381 1 REN. 8/2001 93 6-10F -4 S 6 7 8 STUB 844 7-7-4 15-2-8 23-12 6/14/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B1400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 16.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA92276 Palms, . and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSVrPI I','WTCA I'- Wood Truss Council Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America MM SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofrio Drive, Wisconsin Fax # (760) 343-3491 - (HIB -91) and -91 (TPI) at Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 26' Job [lame: 3A VILLAGE G X -LOC REACT SIZE REQ•D 1. 0- 1-12 872 3.50" 1.50" 2 23- 5- 0 872 3.50" 1.50" ITC FORCE AXL BND CSI 1-2 -171 0.00 0.44 0.44 1-2 -1531 0.02 0.44 0.46 2-3 -982 0.01 0.52 0.52 3-4 -985 0.03 0.68 0.71 BC FORCE' AXL BND CSI 5-6 1397 0.21 0.23 0.43 6-7 1394 0.16 0.41 0.57 7-8 78 0.00 0.41 0.41 WEB FORCE CSI WEB FORCE CSI 2-6 166 0.08 4-7 929 0.14 2-7 -568 0.39 4-8 -824 0.25 3-7 213 0.11 SLDRL -1448 0.14 Truss ID: C3 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 SPF STUD 2x4 SPF 165OF-1.5E 7-4 SLIDER 2x6 HF 1650F-1.SE Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 6-0-7 3-1 4-4 I0-11-10 7-7_4 7-7-4 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on . trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Loaded for 10 PSF non -concurrent BOLL. 9 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SP€EIFIG APP419ATION BY THE PPI.N91 T 01=010N PROFg8S10NAL. 77-7-4 15-2-8 8-" 23-6.12 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes ' Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.02 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 15-2-8 I 8-4-4 r 2 3 a 400 -400 4-4 2.4 T 6-0.7 SHIP 3-3 1 -1 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) I= -0.11" D= -0.15" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7- 7- 4 6 7- 7- 4 3 15- 2- 8 7. 15- 2- 8 4 23- 6-12 8 23- 6-12 5Q AR\ Robert S. �C'�• Alcumbrac NO. C-10381 26' 23-6-12 r 6-10-4 s s 7 , 8 STUB 7-7-4 7-7-4 83--4 7-7d 15-2-8 23.6-12 6 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 16.00 psf DUrFaCS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code end the particular application. The design assumes that the top chord A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA92276 Palms, . and brace this truss in accordance with the following standards: DETAILS' by Tmswal,'ANSMI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 . (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 26' Job Name: 3A VILLAGE WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: C4 Qty: 1 Drwg: ® AG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 1125 3.50" 1.61" BC 2x4 SPE 1650F -1.5E ® at each location shown. Lateral bracing UBC -97 Code. TRUSSWORKS 2 30- 3- 4 1125 3.50" 1.61" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes ' TC Dead 14.00 pSf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT SLIDER 2x6 HF 165OF-1.5E are the responsibility of the building Truss Location = End Zone TC FORCE AXL BND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No Exp Category = C 1-2 -246 0.00 0.75 0.75 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -2131 0.05 0.75 0.80 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Mean roof height = 18.02 ft, mph = 70 2-3 -1679 0.06 0.54 0.60 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf 3-4 -1679 0.06 0.54 0.60 Loaded for 10 PSF non -concurrent BCLL. Systems standard details. 4-5 -2131 0.05 0.75 0.80 4-5 -246 0.00 0.75 0.75 BC FORCE AXI. BND CSI 6-7 1950 0.29 0.37 0.66 7-8 1949 0.22 0.37 0.60 8-9 1949 0.22 0.37 0.60 ARCHITECTS CERTIFICATION 9-10 1950 0.29 0.37 0.66 THIS PROFESSIONAL CARRY THE APPLIED WEB FORCE CSI WEB FORCE CSI IS TO VERIFY THIS TRUSS TO AND DIMENSIONS WERE 2-7 154 0.08 4-9 154 0.06 LOADS. THE INPUT LOADS SHALL ERIFIED 2-8 3-8 -449 0.31 537 0.27 SLDRL -1990 0.19 SLDRR -1990 0.19 PROVIDED BY OTHERS AND AP URATE SPECIFIC APPLICATION DEFLECTION 4-8 -449 0.31 AND APPROVED FOR THE PROFESSIONAL• MAX (span) L/999 IN MEM 7-6 (LIVE) �K®,ISO's p@SIGN L= -0.21" D= -0.28" T= - 1 6-0-7 3 1 4-6 7-7-4 7-7_4 7-7-4 7-7-4 7-7-4 15-2-8 22-9-12 30-6-0 15-2-8 t 15-2-8 t 1 2 3 a s 4� -4� 4-4 Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 7- 4 7 7- 7- 4 3 15- 2- 8 8 15- 2- 8 4 22- 9-12 9 22- 9-12 5 30- 5- 0 10 30- 5- 0 7 8 9 10 7-7-4 7-7-4 7-7-4 7-7-4 7-7-4 15-2-8 22-9-12 30-5-0 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or •'H" for 16 gauge, positioned per Joint Report, unless noted.' Scale: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g nr: TC Live 16.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 pSf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSUIPI F,'WTCA P- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (RIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste $00, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 50' l Job Name: 3A VILLAGE Truss ID: C5 Qtv: 1 Drwci: I TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLK 2x4 SPF STUD Loaded for 10 PSF non -concurrent BCLL. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind l -o -a3 applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 ------------------------------------------- Designed for 200 Plf drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 8 live load. Duration =1.33. Horizontal reaction = 6.1 K lbs. (each bearing). ------------------------------------------- This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.02 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 paf THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION OY THE PROJECT DESIGN PROFESSIONAL. 3-2.8 28-0 1-8-0 18-0 2.8-0 18-0 28-0 2-8-0 2-8-0 28-0 3-2-8 3-28 3-108 8d8 11-28 13-10-8 16.6.8 19-1-8 21-108 24.6-8 27-2.8 30-3-0 2 3 4 3 6 7 8 9 10 11 '12 13 14 l5 16 17 18 19 20 4.x00 4-4 4.00 SHIP Joint Locations 1 0- 0- 0 22 0- 0- 0 2 3- 2- 8 23 3- 2- 8 3 4- 6- 8 24 4- 6- 8 4 5-10- 8 25 5-10- 8 5 7- 2- 8 26 7- 2- 8 6 8- 6- 8 27 8- 6- 8 7 9-10- 8 28 9-10- 8 8 11- 2- 8 29 11- 2- 8 9 12- 6- 8 30 12- 6- 8 10 13-10- 8 31 13-10- 8 11 15- 2- 8 32 15- 2- 8 12 16- 6- 8 33 16- 6- 8 13 17-10- 8 34 17-10- 8 1'4 19- 2- 8 35 19- 2- 8 15 20- 6- 8 36 20- 6- 8 16 21-10- 8 37 21-10- 8 17 23- 2- 8 38 23- 2- 8 18 24- 6- 8 39 24- 6- 8 19 25-10- 8 40 25-10- 8 20 27- 2- 8 41 27- 2- 8 21 30- 5- 0 42 30- 5- 0 2-4 s-5 30-5-0 2.4 22 23 14 15 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 3-2-82-8-0 2-8-0 2-8-0 �.2-8_x.2.8.0 �. 1F�. 2-8 .28-0 2.80 3-2-8 3-18 5-10.8 8-6-8 11.28 13-10.8 164-8 19.28 11-108 14.68 17-18 30.5-0 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT 6/14/2001 Scale: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance'with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr SB ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC 14.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Dead P Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this Huss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSUfPI 1','WTCA V- Wood Truss Council HANDLING INSTALLING AND METAL PLATE BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, BRACING CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofrio Wisconsin Fax # (760) 343-3491 - (IUB -91) and'HIB-91 (TPI) at Drive, Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1111 l9th Street, NW, Sie 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: 3A VILLAGE IRG X -LDC REACT SIZE REQ'D V 11- 6- 4 828 3.50" 1.50" 2 33- 7- 4 828 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -318 0.00 0.30 0.30 2-3 -940 0.01 0.33 0.33 3-4 -1333 0.02 0.33 0.35 4-5 -1436 0.02 0.77 0.79 4-5 -180 0.00 0.77 0.77 BC FORCE AXL BND CSI 6-7 130 0.01 0.05 0.06 7-8 542 0.08 0.12 0.20 8-9 1065 0.16 0.12 0.28 9-10 1287 0.19 0.33 0.52 WEB FORCECSI WEB FORCE CSI 1-6 -826 0.44 3-8 -479 0.31 1-7 639 0.32 3-9 230 0.12 2-7 -588 0.76 4-9 -134 0.04 2-8 615 0.31 SLDRL -1465 0.09 Truss ID: D1 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.SE WEB 2x4 SPF STUD SLIDER 2x6 HF 165OF-1.SE GBL BLR 2x4 SPF STUD Lumber shear allowables are per NDS -97. End verticals designed 'for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 34 6-7-2 4-9-2 5.6-0 5.6-0 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Gable verticals are 2x 4 web material spaced at 16.0 'r o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the tttetnber at intervals. Bracing is a result of wind I -o -a -a applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 5-7-8 5-7-8 5-7-8 11-1-8 16-9-0 22.4-8 5.6-0 { 16-10-8 / 2 3 4 S ' F-4.00 4.4 a 2-4 HORIZONTAL REACTION(S) : support 1 -130 lb, support 2 -130 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.30 ft, mph = 70 UEfil i3CrEOSSPMALYAMOWT-POK4;z.ERANP10.0ION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS, THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION U), ThL:1a1�CjLCT DE:iiGN 6-7-2 SHIP 4 4.4 I0.11-10 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.11" D= -0.15" T-- Joint = Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5- 6- 0 7 2- 1- 8 3 11- 1- 8 8 8-10- 8 4 16- 9- 0 9 15- 7- 8 5 22- 4- 8 10 22- 4- 8 ��;O ARCj " Robert S. ��'� Alcumbrac NO. C-10381 812001 22-4-8 STUB 6 7 8 9 /0 2-1-8 6-9-0 6-9-0 6-9-0 2.1-6 6/14/2001 8-10-8 15-7-8 22-4.6 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf - DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 pSf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSMI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and UM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 26' .lob Name: 3A VILLAGE Truss ID: D2 Qtv: 15 Drwa: RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 HORIZONTAL REACTION(S) 1' 11- 6- 4 828 3.50•' 1.50•• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF support 1 -130 lb . 2 33- 7- 4 828 3.50" 1.50•• WEB 2x4 SPF STUD MULTIPLE LOAD CASES. support 2 -130 lb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS SLIDER 2x6 HF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE AXL BND CSI Lumber shear allowables are per NDS -97. Loaded for 10 PSF non -concurrent BCLL. UBC -97 Code. 1-2 -318 0.00 0.30 0.30 and brace this truss in accordance with the following standards: DETAILS'by Truswal,'ANSUTPI I','WTCA I' -Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' End verticals designed for axial loads only. Bldg Enclosed = Yes 2-3 -940 0.01 0.33 0.33 The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. End verticals that are extended above or Truss Location = End Zone 3-4 -1333 0.02 0.33 0.35 below the truss profile (if any) may require Hurricane/Ocean Line = No , Exp Category = C 4-5 -1436 0.02 0.77 0.79 additional design consideration (by others) Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 -180 0.00 0.77 0.77 for lateral forces due to wind or seismic Mean roof height = 18.30 ft, mph = 70 loads on the building. UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI 6-7 7-8 130 542 0.01 0.08 0.05 0.12 0.06 0.20 ON 0.28 TECTS CERTIFIC 8-9 1065 0.16 0.12 THE APPLIED PROFESSIHIS 9-10 1287 0.19 0.33 0.52 THIS TRUSS TIO CARRY IS TO VERIFY T WEB FORCE c44 NEB FORCE c31 LOADS. THE INPUT LOADS AND DIMENSIONS 1-6 -826 0.44 3-8 -479 0.31 1-7 639 0.32 3-9 230 0.12 PROVIDED BY OTHERS AND SHALL BE VERIFIE 2-8 615 0.31 sLDRL -1465 0.09 y x - '+4:, r •' e AN588 0.76 4-9 -134 0.04D APPROVER FAR THE SPECIFIC APP�ICATI® _ _ t -.,. r^, ., v,�n-• !L t I�li,i%�.7iJ%•.,I1Ji� 3-4 6-7-2 4-9-2 __ t - - 5.6-0 5-7.8 5-7-8 5-7-8 5-6-0 11-1-8 16-9-0 22-" 5.6-0 I 16-10-8 I l 2 3 4 S 400 4-4 400 2-4 4 4-4 10-11-1( MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.11" D= -0.15" T= Joint Locations 1 0- 0- 0 6. 0- 0- 0 2 5- 6- 0 7 2- 1- 8 3 11- 1- 8 8 8-10- 8 4 16- 9- 0 9 15- 7- 8 5 22- 4- 8 10 22- 4- 8 22.4-8 11.4 STUB 67 8 9 /0 2-1-8 6-9-0 6-9-0 6-9-0 6/14/2001 2-1-8 8-10-8 15-7-8 22-4 8 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Durr -acs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf P O.C.S actin 2- 0- 0 P g Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: DETAILS'by Truswal,'ANSUTPI I','WTCA I' -Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 26' Job Name: 3A VILLAGE X -LOC REACT SIZE REQ'D 3 11- 6- 4 1260 3.50^ 1.80" 2 33- 1- 4 1260 3.50" 1.80^ TC FORCE AXL BND CSI 1^2 -369 0.00 0.30 0.30 2^3 -1037 0.01 0-25 0.25 3^4 -1388 0.02 0.46 0.48 4^5 -2399 0.04 0.90 0.93 4^5 -573 0.04 0.90 0.94 13C FORCE AXL BND CSI 6^7 4475 0.63 0.05 0.68 7-8 3932 0.55 0.10 0.66 8-9 3545 0.50 0.11 0.61 9-10 3226 0.38 0.33 0.71 WEB FORCE CSI WEB FORCE CSI 1-6 -1263 0.66 3-8 -972 0.62 1-7 1315 0.62 3-9 1119 0.80 2-7 -1283 0.75 4-9 -737 0.31 2-8 1078 0.51 SLDRL -2922 0.27 pW Z W W 111 O QO UK !;E M UQZW-; u-WO�r:T con) % U4� NWS_' 4 Q us j, Q7 W o i ::3 u1 t- Z m � >✓ W LL - u W w Wy u V, pWr_a d7 U1 O 0 =NpaQ Truss ID: D3 TC 2x4 SPF 1650F -1.5E 2x4 SPF 2100F -1.8E 2-5 BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD SLIDER 2x6 HF 1650F -1.5E GSL BLR 2x4 SPF STUD Lumber shear allowables are per NDS -97. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1 -o -aa applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 5.6-0 44 6-7-2 4-9-2 5-0-0 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 5-7-8 5-7-8 5-7-8 11-1-8 16-9-0 224-8 "_0 l 16.10-8 / 2 3 4 3 4.0 - 44 4.00 0 -------------------------------------------- Designed for 200 Plf drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 6 live load. Duration =1.33. Horizontal reaction = 4.5 R lbs. (each bearing). -------------------------------------------- UPLIFT REACTIONS) : Support 1 -319 lb Support 2 -319 lb HORIZONTAL REACTIONS) support 1 -130 lb support 2 -130 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.30 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 24 6-7-2 SHIP I0-11-10 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.12" D= -0.16" T= -0 28' Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5- 6- 0 7 2- 1- 8 3 11- 1- 8 8 8-10- 8 4 16- 9- 0 4 15- 7- 8 5 22- 4- 8 l0 22- 4- 8 aSE� ARCy/�� Robert S. Alcumbrac NO. C-10381 REN. 812001 �OF CAti�FCQ` 224-8 114_8 STUB 6 7 8 9 10 2-1-8 6-9.0 6-9-0 6-9-0 Z--1-6 8-10-6 6/14/2001 15-7-8 224-8 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB T R S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 U utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$ acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1', 'WTCA I'- Wood Truss Council America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE WOOD BC Dead 7.00 Design Spec UBC -97 Phone (760) 343-3461 of CONNECTED TRUSSES' 'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofrio Madison, Wisconsin 53719. psf Fax # (760) 343-3491 - (MB -91) and(TPI) at Drive, The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 rob.Name:3AVILLAGE Truss ID: E1 Qtv: 2 Drwq: :G X -IAC REACT SIZE REQ'D Y 6- 6- 4 538 5.50^ 1.50" 2 25- 7- 0 4092 5.50"" 3.37" 3 40- 9- 4 3146 5.502.59" TC FORCE AXL BND CSI 1-2 -537 0.00 0.33 0.33 2-3 584 0.01 0.33 0.34 3-4 574 0.01 0.28 0.29 4-5 1097 0.05 0.94 0.98 5-6 -2638 0.01 0.94 0.94 6-7 -4546 0.04 0.65 0.69 6-7 -620 0.00 0.34 0.34 BC FORCE AXI. BND CSI 8-9 72 0.00 0.06 0.06 9-10 459 0.01 0.06 0.07 0-11 -1035 0.00 0.04 0.04 1-12 -1640 0.00 0.18 0.18 2-13 2096 0.10 0.02 0.12 3-14 4276 0.20 0.07 0.27 4-15 4275 0.20 0.07 0.27 IWEB 1-B 1-9 2-9 2-10 3-10 FORCE CSI WEB FORCE CSI -1611 0.19 4-10 1187 0.30 -491 0.06 5-12 -3862 0.66 479 0.12 5-13 1135 0.29 203 0.04 6-13 -2347 0.35 -608 0.14 6-14 34 0.01 -399 0.07 SLDRL -4443 0.14 O W IY cl 2; W Qa3� UaWOIr LL i=Lu0> 01 W1-(0WD. ' U00 �Wm"' ULL Q0_j WIC 2Qj�r W UOzou.x' ►- Ozpaz. _l,-QZrnifi) crOOtg21JLLl QDQXI-M1 Q~OT OTUJ D ZrnI-f-LLQJ O-�O -0, 55t-a}Wm fn}?m>M: LLLL WO 016' Ir�~oar a a Cop <jr aM XV)0a¢ TC 2x4 SPF 1650F-1.SE BC 2x6 HF 165OF-1.5E WEB 2x4 SPF STUD SLIDER 2x8 DFL #2 GSL BLR 2x4 SPF STUD Lumber shear allowables are per NDS -97. Interior support or temporary shoring must be in place before erecting this truss. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical me era require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loan applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Location of interior bearings should be clearly marked on each truss. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Shim bearings (if needed) for req. support. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 2 -PLY! Nail w/lOd BOX, staggered (NDS -97 Sect. 12) in: TC- 3/ft BC- 2/ft WEBS- 2/ft 7-7-11 6-0-13 5-1-0 5-2-0 5-1-6 5-1-8 7-7-11 14-2-8 19-3-8 24-5-8 29-7-0 34-8-8 14-2-8 1 20-6-0 2-PLYS z 3 4 s 6 REQUIRED 4.00 -4.00 T 4-4 I i -0 3.4 T 2-3 17- 10-0-0 2.4 19 A!, 15-7-12 34$$ 6-3-8 STUB a 9 10 Jag 13 Ja 13 7-7-11 6.6_ 13 5-1-0 5-2-0 5-1-8 5-1-8 7-7-11 14-2-8 19-3.8 24-5-8 29-7-0 34-8-8 UPLIFT REACTIONS) : Support 1 -171 lb, This truss is designed using the' UBC -97 Code. Bldg Enclosed = Yee Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.67 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------{{ Dir L.Plf L.Loc R.Plf R.Loc LL/T] TC Vert 60.00 6- 3- 8 60.00 27-10-12 0.5: TC Vert 465.00 27-10-12 430.00 41- 0- 0 0.4: BC Vert 14.00 6- 3- 8 14.00 41- 0- 0 0.01 I 7-10-0 SHIP MAX DEFLECTION (span) : L/999 IN MEM 13-14 (LIVE) L= -0.04" D= -0.05" T= Joint Locations 1 0- 0- 0 9 7- 7-11 2 7- 7-11 10 14- 2- 8 3 14- 2- 8 it 19- 3- 8 4 19- 3- 8 12 19- 3- 8 5 24- 5- 8 13 24- 5- 8 6 29- 7- 0 14 29- 7- 0 7 34- 8- 8 15 34- 8- 8 8 0- 0- 0 ARC Ai\ Robert S. ��'�h Alcumbrac NO. C-10381 REN. 8/2001 OF 6/14/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SS T R U S S WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIJTPI 1','WTCA I'- Wood Truss Council Standard Responsibilities, INSTALLING BC Dead 7.00 Design Spec UBC -97 Phone (760) 343-3461 of America Design HANDLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located psf Fax # (760) 343-3491 - (HIB -91) and'HIB-91 (TPI) at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 09' ' .1bb Nacre: 3A VILLAGE Truss ID: E2 Qtv: 6 Drwq: O X -LOC REACT SIZE REQ'D 1. 6- 5- 4 755 3.50•' 1.50" 2 25- 6- 0 1187 3.50" 1.70" 3 40-10- 4 629 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -890 0.00 0.56 0.56 2-3 -569 0.00 0.56 0.56 3-4 -540 0.00 0.17 0.17 4-5 -215 0.00 0.67 0.67 5-6 -845 0.00 0.67 0.67 5-6 -168 0.01 0.40 0.41 BC FORCE AXL BND CSI 7-8 72 0.00 0.28 0.28 8-9 802 0.09 0.28 0.37 9-10 149 0.00 0.18 0.19 0-11 -723 0.03 0.28 0.31 1-12 721 0.07 0.33 0.39 2-13 725 0.07 0.33 0.39 WEB FORCE CSI WEB FORCE CSI 0-4 -696 0.67 3-9 72 0.06 1-7 -712 0.19 4-9 527 0.27 1-8 833 0.42 5-11 -751 0.81 2-8 -152 0.09 5-12 273 0.14 2-9 -424 0.29 SLDRL -1055 0.06 TC 2x4 SPF '165OF-1.SE BC 2x4 SPF 1650F -1.5E 2x4 SPF STUD 11-4 WEB 2x4 SPF STUD SLIDER 2x8 DFL #2 Plating spec : ANSI/TPI'- 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607 Location of interior bearings should be clearly marked on each truss. Shim bearings -(if needed) for req. support. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 241' oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Loaded for 10 PSF non -concurrent BCLL. Interior support or temporary shoring must be in place before erecting this truss. End verticals'designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 7-5-11 6-8-13 5-0-0 5-3-0 10-3-0 7-5-11 14-2-8 19-2-8 24-5-8 34-8-8 14-2-8 20.6-0 l 2 3 I 5 6, a00 -4.00 ) 4-4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.67 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf 19-0-12 15-7-12 6-3-8 STUB 7 s 9 101 12 7-5_ 1� 6-8-13 � 5-0-0� 5-3-0 � 7-5-11 14-2-8 19-2-8 24-5-8 13 10-3-0 34-8-8 MAX DEFLECTION (span)* : L/999 IN MEM 12-13 (LIVE) I-- -0.10" D= -0.1311 T= Joint Locations 1 0- 0- 0 8 7- 5-11 2 7- 5-11 9 14- 2- 8 3 14- 2- 8 10 19- 2- 8 4 19- 2- 8 11 19- 2- 8 5 24- 5- 8 12 24- 5- 8 6 34- 8- 8 13 34- 8- 8 7 0- 0- 0 Robert S. ��_A Alcumbrac NO. C-10381 REN. 8/2001 CA\ \FO� 6/14/2001 All plates are 20 gauge Truswal Connector; unless preceded by "18" for 18 gauge or •'H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS Scale: 1/8" = V WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr• SB TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T RU S S W O RKS A Company You Can Trussl p y utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVIPI 1% WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HID -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00sf p BC Dead 7.00 psf O.C.S Spacing 2- 0- 0 p g Design Spec UBC -97 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 23' Job aMe: 3A'VILLAGE RG X -LOC REACT SIZE REO'D 1 6- 6- 4 2605 5.50" 1.50" 2 25- 7- 0 5015 5.50^ 2.75- 3 40- 9- 4 2418 5.50^ 1.50" TC FORCE AXL BND CSI 1-2 -3087 0.02 0.17 0.18 2-3 -2123 0.00 0.18 0.18 3-4 -2106 0.05 0.06 0.11 4-5 3510 0.16 0.06 0.23 5-6 -3748 0.12 0.14 0.26 6-7 -4452 0.02 0.35 0.36 6-7 -610 0.01 0.35 0.36 BC FORCE AXL BND CSI 8-9 -6942 0.21 0.12 0.32 9-10 5564 0.17 0.12 0.28 0-11 -3185 0.00 0.14 0.14 1-12 -3472 0.00 0.30 0.31 2-13 4364 0.13 0.06 0.19 3-14 4685 0.14 0.06 0.20 4-15 4713 0.14 0.06 0.20 WEB FORCE CSI WEB FORCE CSI 1-4 -3247 0.31 4-10 3630 0.57 1-8 -2240 0.17 5-12 -2249 0.22 1-9 3850 0.61 5-13 1681 0.28 2-9 1329 0.21 6-13 -2011 0.18 2-10 -2338 0.28 6-14 920 0.15 3-10 804 0.13 SLDRL -4764 0.08 OWE Qct WWO 0 il. t - ti Q z CC Lu W- O LLJ 0 LU m t� U a- � . UQp2t=� co LU SOQzc� �CO�Q1U:m7 Q]CO Qrok- LUi 0�`FLj_w 4�no }?CO j LL LL W p p D- W C) CLUi a>� D I- COOt "L I=co, Truss ID: E3 TC 2x4 SPF 165OF-1.SE BC 2x6 HF 165OF-1.5E WEB 2x4 SPF STUD SLIDER 2x6 DFL #2 GBL BLR 2x4 SPF STUD Lumber shear allowables are per NDS -97. Interior support or temporary shoring must be in place before erecting this truss. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loos applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Location of interior bearings should be clearly marked on each truss. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Shim bearings (if needed) for req. support. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 3 -PLY! Nail w/10d BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Nail in layers or from each face. 7-7-11 6_-6-13 5-1.0 5-2_0 5-1-8 5-1-8 7-7-11 14-2-8 19-3-8 24-5-8 29-7-0 34-8-8 14-2-8 t 20-6-0 3-PLYS 1 2 3 a s 6 7 REQUIRED4 0 - -4.00 4-4 I 7�-0 3-4 T 2-7-3 L-6-0 2 3 D -------------------------------------------- Designed for 200 Plf drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 8 live load. Duration =1.33. Horizontal reaction = 6.9 R lbs. (each bearing). -------------------------------------------- UPLIFT REACTION(S) . Support 1 -129 lb Support 3 -587 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.67 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 pef ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.L.oc L.L/T TC Vert 60.00 6- 3- 8 60.00 41- 0- 0 0.5 BC Vert 193.99 6- 3- 8 193.99 41- 0- 0 0.4 19-0-12 I 15-7-12 34-8-8 6-3-6 STUB 8 9 7-7-11 7-7-11 10 , 192 13 . 14 15 6-6-13� 5-1-0 5-2-0 5-1-8 5-1-8 14-2-8 19-3-8 24-5-8 29-7-0 34-8-8 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER 3 SUPPORTS MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.04" D= -0.05" T= Joint Locations 1 0- 0- 0 9 7- 7-11 2 7- 7-11 10 14- 2- 8 3 14- 2- 8 11 19- 3- 8 4 19- 3- 8 12 19- 3- 8 5 24- 5- 8 13 24- 5- 8 6 29- 7- 0 14 29- 7- 0 7 34- 8- 8 15 34- 8- 8 8 0- 0- 0 ���p ARCy/T c 0 Robe(t S. N 1 G1(381 REN • 8= 1 'Z OF CPQ-" 6/14/2001 Scale: 1/8" = V WO: B1400 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.2.6 - 0 )9' v- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 Sf P Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSUfPI 1','WTCA I'- Wood Truss Council BC Dead 7.00 psf Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' The Truss Plate Institute is located D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - (Hca -91) and'HIS-91 SUMMARY SHEET by TPI. (TPI) at The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.04" D= -0.05" T= Joint Locations 1 0- 0- 0 9 7- 7-11 2 7- 7-11 10 14- 2- 8 3 14- 2- 8 11 19- 3- 8 4 19- 3- 8 12 19- 3- 8 5 24- 5- 8 13 24- 5- 8 6 29- 7- 0 14 29- 7- 0 7 34- 8- 8 15 34- 8- 8 8 0- 0- 0 ���p ARCy/T c 0 Robe(t S. N 1 G1(381 REN • 8= 1 'Z OF CPQ-" 6/14/2001 Scale: 1/8" = V WO: B1400 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.2.6 - 0 )9' v- Job Name: 3AIVILLAGE Truss ID: F1 Qty: 5 Drw : RG x -IAC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 432 3.50 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -1 ]b 2 10- 7-12 432 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Support 2 -1 lb TC Live 20.00 psf DurFacs L=1,25 P=1.25 Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH'REPORT #1607, This truss is designed using the TC FORCE AXI. END CSI TC Dead 10.00 UBC -97 Code. 1-2 -1255 0,02 0.26 0.28 psf P Bldg Enclosed = Yes 2-3 -4 0.00 0.24 0.24 BC Live 0.00 psf P .Truss Location = End Zone Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSYTPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - Hurricane/Ocean Line = No , Exp Category = C SC FORCE AXL END CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 0 0,00 0.11 0.11 TOTAL 40.00 psf Mean roof height = 15.55 ft, mph = 70 5-6 1252 0,19 0.11 0.30 UBC Special Occupancy, Dead Load = 17.0 psf WEB FORCE CSI WEB FORCE CSI 1-4 -376 0.09 2-6 -1273 0.90 CERTIFICATION 1-5 2-5 1269 0.64 3-6 -140 0.03THIS -104 0.04 PROFESSIONAL ARCHITECTS TC CARRY THE APPLIED IS TO VERIFY THIS TRUSS AND DIMENSIONS WERE LOADS. THE INPUT LOADS AND SHALL BE VERIFIED PROVIDED BY OTHERS THE SPECIFIC APPLICATION AND APPROVED FOR DESIGN PROFESSIONAL' BY THE PROJECT MAXDEFLECTION(span) 14' TT 111 5.4-12 5-4-12 5-4-12 10-9-8 1 22 3 01 25 4 s 5.4_ 12 5-4-12 6 54-12___, T T� Joint Locations 1 0- 0- 0 4 0- 0- 0 2 5- 4-12 5 5- 4-12 3 10- 9- 8 6 10- 9- 8 J DAR Robert S. '�C'� Alcumbrac NO. C-10381 REN, 8/20 SOF CA��FC� 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 15/32"-1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1,25 P=1.25 R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Re noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P P Mbr Bnd 1.15 P.Q. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSYTPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HM -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.2.6 - 0 Job Name: 3A VILLAGE Truss ID: F2 Qty: 3 Drwg: Eng. Job: EJ. X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) a 0- 9- 0 407 3.50" j.511:: BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -1 1W ` 2 10- 7-12 407 3.50" 1.50 WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Support 2 -1 lb 2 4- 9- 8 5 4- 9- 8 Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE AXL BND CsI 5.412 UBC -97 Code. 1-2 -1113 0.01 0.20 0.21 Bldg Enclosed = Yes 2-3 -4 0.00 0.25 0.25 P.O. Box 626 Truss Location = End Zone ARCyjT O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL BND CSI Phone (760) 343-3461 Bldg Length = 40.00 ft, Bldg Width = 20.00 Ft 4-5 0 0.00 0.09 0.09 �w Robert S. Mean roof height = 15.55 ft, mph = 70 5-6 1110 0.17 0.11 0.28 Alcumbrac UBC Special Occupancy, Dead Load = 17.0 pef WEB FORCE CSI WEBFORCE CSI 1 1-4 -358 0,08 2-6 -1129'0.80 1-5 1130 0.57 3-6 -143 0.03 . 2-5 -114 0.03 \� T T 12 T T THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APKI41ATION BY THE 4-9-8 4-9$ � 2 01 25 10-2.4 0-7.4 STUB 4 49-8 -1s 5-4-12 6 49-8 10-2-4 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/2" = V MAX DEFLECTION (span) : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. L/999 IN MEM 5-6 (LIVE) ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer L= -0.06" D= -0.06" T= - 11' Joint Locations DSgnr: SB 1 0- 0- 0 4 0- 0- 0 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 2 4- 9- 8 5 4- 9- 8 TC Live 20.00 psf DurFacs L=1.25 P=1.25 3 10- 2- 4 6 10- 2- 4 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 5.412 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 10-2-4 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 3 Rep Mbr Bnd 1.15 P.O. Box 626 1.5-3 ARCyjT O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETABS' by Truswal,'ANSMI I', 'WTCA F- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' T Design Spec UBC -97 Phone (760) 343-3461 - (Ii113-91) and 'H®-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. �w Robert S. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf 1-4;11 Alcumbrac 1 NO. C-10381 REN. 8/2001 3-4 \� OF CAL�FO 10-2.4 0-7.4 STUB 4 49-8 -1s 5-4-12 6 49-8 10-2-4 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/2" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf. O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETABS' by Truswal,'ANSMI I', 'WTCA F- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (Ii113-91) and 'H®-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Secin T6.2.6 - 0 l job, Name: 3A VILLAGE Truss ID: F3 Qtv: 1 Drwci: I RG X-1.00 REACT SIZE REQ'D 1 0- 9- 0 408 3.50" 1.50" 2 10- 7-12 408 3.50" 1.50" Tc FORCE AXL BND CSI 1-2 -1113 0.01 0.20 0.21. 2-3 -541 0.00 0.25 0.25 SC FORCE AXL BND CSI 4-5 -2037 0.29 0.07 0.35 5-6 1567 0.22 0.09 0.31 WEB FORCE CSI WEB FORCE CSI 1-4 -367 0.08 2-6 -1637 0.80 1-5 1609 0.76 3-6 -143 0.03 2-5 198 0.09 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4l SPF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. -------------------------------------------- Designed for 200 Plf drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 8 live load. Duration =1.33. Horizontal reaction = 2.0 R lbs. (each bearing). -------------------------------------------- T T 112 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on-Truswal Systems standard details. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION 4-9-8 4-9-8 UPLIFT REACTION(S) : Support 1 -1 lb' Support 2 -1 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 €t Mean roof height = 15.55 ft, mph = 70 UBC Special Occupancy, Dead Load = 17.0 psf 6-442 10-2-4 / 2 3 �I 25 10-2-4 t 0-7-4 STUB 4 s 6 4-9_8 5.4-12� 4-9-8 10-2-4 T T MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.06" D= -0.06" T-- Joint = Joint Locations 1 0- 0- 0 4 0- 0- 0 2 4- 9- 8 5 4- 9- 6 3 10- 2- 4 6 10- 2- 4 { REN 812. EON 6/14/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/2" = V WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81400 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 20.00 psf DUfFaCS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TruSSI p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSMI 1', 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf P Design Spec UBC -97 9 P Phone (760) 343-3461 - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.2.6 - 0 11' t; o== 1CB*O' Evaluation Service., Inc. 5360 WORKMAN MiLL ROAD • WHITTIER, CALIFORNIA 90601-2299 3 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORTER -1607 Copyr;".., O 1999 ICBO Evaluation Service, Inc. Reissued June 1, 1999 Fi[ing Category: FASTENERS—Steel Gusset Plates (066) MODEL 20, TW18 AND TW16 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18 and TW16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18 and TV116 are metal connector plates for w_-od trusses. The plates are manufactured to various lengths, widths, and thicknesses or cages, and have integral teeth that are designed to laterally transmit load between truss %wood members. Plans and calculations mus; be sub- mi,ied to the building offi^.ial for the trusscs using n;c, corr- nector plates described in tills repor'i. 'Floor-ceiiino or roof - ceiling assemblies described in this repot using wood trusses with metal connector plates have one=hour fire -resis- tive ratings. 2.2 filaierials: 2.2.1 Model 20 and TV118 Connector Plates: t,,odel 20 plates are manufactured from minimum 20 -gage -thio; [0.035 inch (0.91 mm)], ASTM A 553, Grade 37, structural -quality• steel v:ith a hot -dipped calvanized zinc coating design fed G5C. T \1\118 plates are manufactured from minimum 18-raae- thic-. ((.1.047 inch (1.19 Rim)], ASTM, A 653, Grade 37, structur- al-c,uality steel with a ho? -dipped galvanized coat no desia- na-ed- GOO. Ea:i plate has slots approxim�_tel)''i•; inch (11.1 mfr,) iong that have been punched along the longitudinal axis of t.re plate. each punched slot forms ti%,o opposite -facing, shat'ply pointed 'teeth protruding at right angles from the paten? metal. The Punched slots are spaced approximately 1/; inch (5.4 m:: on censer across the width of the plate and apprcximaie- ly1 inch(25.4mm) oncenieralongthelength ofthe plate,v adjacent longitudinal rov.,s staggered approximately 1/F, in:;n (3.2 mm) Connector plates are available in 1 -inch (25.4 mm) inzrements of width and lena.h. A!fnimum plate v.laih and are 1 inch (25.4 mrn) and 3 inches (76.2 mm). respec- 1rVe;�'. See Figure 3 for details of plate dimensions. -,-.ere are eight teeth pe; square inch of plata su ;ape. Tne tenet . of each tooth, inciudina the thickness of tie paten; is approximately 3,';z inch (9.5 rum), and the :idth of eaoa tooth is approximately '/o inch (3.2 rum). The shaini: o: eac: .: Pih Is concave and the tip of each tooth is twisted app cx mately 35 degrees with respect to the plate width. /-,c jacent longitudinal roves of teeth are twisted in the opposite di- rection. 2.2.2 TW16 Connector Plates: TW16 plates are manufac- tured from minimum 16 -gage -thick [0 058 inch (1.47 mm)], ASTM A 653, Grade 37, structural -quality steel with a hot - dipped galvanized zinc coating designated G60. Each plate has slots approximately 1/2 inch ('12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/3 inch (8.5 mm) on center across the width of the plate and approximate- ly 11/4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rov:s staggered approxi- mately 11p, inch (15.9 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and 11/4 -inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm), respectiveiy. Sec: f=igure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 7/15 inch (11.1 mm), and the viidth of each tooth is approximately ='/;2 inch (4 mm). The shanl: of each tooth is concave and the tip of each tooth is tv.isted approximately 42 degrees with respect to the plate width. Ae jacent longitudinal rows of teeth are twisted in the same d'r ec- tion. 2.3 Allowable Loads: 2.3.1 Miodel 20, TW18, and TVJIG Plate Conn^ctors: Tables 1, 2, 3 and 4 provide allowable lateral loads, to^s.. loads, shear leads. and reduction factors for IV odel 20. TVd; and TV1t16 plate connectors. These values arc based; on l`,_ National Design Standard for N'letal Plate Connected VJ;,-�-; Truss Construction, ANSI/TPI 1-190-5. A copy of the AN'Sl.' TPI 1-1995 standard must be supplied to the building der=_-:- ment when requested 5y the building official. 2.3.2 Latera! Resistance: Each N lodel 20, T\%'18. -� TVV1 6 metal connector plate must be designed to trans:e. Ire required load vr,thout exceeding the allowabie load per square inch of plate conlact area, based on species, the or- entation of the teeth relative to the load, and the direction o, load relative to grain. Design for lateral resistance must bet. accordancev:ithSectio..11.2.1 ofANSIrPI 1-'0.5 . 5.Tab:e specifies a!lo', able lateral loads for the meta: corns :x pl tes. 2.3.3 Tension Resistance: Each N:'odel 20, T\t�",E, a-- TV%116 metal connector plate must be designer; fx tension o pacity, based oil the orientation of the meal connezio, pl=: relative to the direction of Toad. Design fnr tens on must t.•= accordancev:iti Section '11. 2.2 ot/;j�Sj.. P1 j 25. Tal;''_21 EvaluationreporuoflCBOEi'aluetionScn'ice,Ire, ore issuedsole;rtop, orideinformation. to Class.;ther_..o' isb:see-Evcluetior, reports are no. (abeeonstruedesrepresentirsaeslhericsa.artr other carihurcsnotspecih=allvaddresscdnor asanendorscrncn.'( recamr.er.- datior. for t:sc of the subject report I This repo.-: is based upon independent tests or otheriechnical dote submitted hr the applicant. The ICBO Evoluadon Seri -ice, Inc., rechnicol stuff h as rn'icwed ti:.r test results endior other data, but dos notpossess testfocilirics to maAc an independent verit ca:io - There is no warrarn' br ICB0 Evaluation. Scrvkc. Inc.. cart=s` orintalicd.astaarrr'"Finding"orotie rrrancrinthereoonorestuem'producteovcrednrtitercport. Thisd:s:laimcrit.dudes,hutisnor/imircdta.mcrchentabili.. i Pane 1 o`. 6 specifies allowable tension loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net sec- tion of the metal connector, plates for tension joints must be designed using the allowable tensile stress of the metal ad- justed by the metal connector plate tensile effectiveness ra- tios shown in Table 2. 2.3.4 Shear Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible fines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 provides allow- able shear loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.5 Metal Plate Reductions: Several allowable load re- duction factors forthe metal plates mustbe considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: 1. Allowable lateral resistance values for the Model 20, TW18, and TW16' metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller system. The strength reduction factor, OR, is applicable for roller diam- eters equal to or greater than roller diameters shown in Table 4. This reduction does not apply to embedment hydraulic-plalen prosses,'multiple roller presses that use partial embedment follo'.ved by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to this building ci�tr_iriment for approval must specify the mini- mum diameter of the roller press and the appropriate strength reduction factor from this report. 2. .Allowable lateral resistance values for the Model 20, i1N118, and iV%r 16 metal connector plates must be re- dU ced by 15 parccnP.ihcn the p!atcs aro installed on the narrow face of truss lurnber members. 3. Allov;able lateral resistance values must be reduced b•,' 20 percent when the Nlodel 20, TVJ18, and TW16 melal connectorplates are installed in lumberhaving a moisture content greater than 19 percent at the time of truss fab- rication. 4. Allowable lateral resistance values for Model 20, T\V18, and T\'%/'j6 meta! connector plates installed at the heel joint of fabricated wood trusses must be reduced by the heel -joint reduction factor, HR, as follows: Hp = 0.85 - 0.05(12lana - 2.0) -' \vhere: 0.65 s N; r, U5 6 = anole betv.,een lines of action of the toe and botto„, chords as shown in Fioure 5. This heel -joint reduction factor does not apply to conditions with top chord slopes oreater than 12:12 2.3.6 Combined Shear and Tension: each Miiodel 20, TWI8, and TW16 metal connector plate must be designed for combined shear and tension capacity, based on the orienta- tion of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be accordance with Section 11'.2.4 of AhSIfTPI 1-1995. 2.3.7 Combined Flexure and Axial Loading: tvietal con- nector plates desioned for axial forces only are permi;ied as tti-1 C,07 splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to th.! building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance -with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2304.3.4 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following minimum information should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake Toads. 7. Design calculations conforming to ANSI/TPI 1-1995 or UBC Section 2343 (which is based on the Design Speci9- cation for Light Metal Plate Connected Wood T nrsses, fP1-85), and any adjustments to lumber and metal con neclor plate allov;able values for conditions of use. 2.5 Truss Fabrication: Model 20, ToA'18, and _RfV16 plate connectors shall be. in -ladled by an .il)nroved i;uess fauricator w;hu has an ap- proved duality asswance program covering the wood truss manufacturing and inspection process in accordance v✓it Sections 2343.7 and 2343.8 of the code and Section 4 of ANSIFiPI 1-1995, National Standard for Mietai Plate Con- nected Wood Truss Constructi(Dn. The allowabie loads recon-* nized in this report are for plates that are pressed into woof truss mernoers using :hydraulic -platen embe:iment presses. multiple roller.presses t: at use parial embedment folio -;e' by full embedment, rollers. on, combinations of pa Tial embed- ment rolierlhvdraulic-praten presses that feed trusses into a stationary finish rolier press. %lrnen truss fabricators use single -pass roliei presses, th- rollers must have minimum 16 - or 20 -inch (400 o. 506 mm) diameters, depending on the re- duction factor, Q�, specified in the design calculations. 2.6 One-hour; ire -resistive Floo,--ceiling orRoof-ceitinc Assemblies: 2.6.1 Assembly No. 1: See Fioure 5 for delai!s 2.6.1.1 Trusses: Wood trusses are ParalieLcho'd trusse_ having an overall m;n;mum depth of 12 inch=_s (305 mm;. i russes are spaced a maximum Of _24 inches (610 mm) on center 2.6.1.2 Stronaback �razinc: Bracing must be minimum 2 -by -5 arad__rar•r:ed i :mbar oriented ver,icaliy, and mus: be inst=_lied perpendicular io trusses on maxirnu, . 10 -foo: (3045 mm) centers. Brads are attached to each touss 14iin a min mum of three 10d nails. 2.6.1.3 Roof-FioorShezthine:=loo: or roofsheathi;ivs`a`: be minimum '`;c-•-inch-this}; (i5 i mm) tonpua-any-a;oow_ plywood, Long edoes are installed perpendicular to trusses. Plywood sheathing is a ached in accordance v;ilh Seclior, 2322 of the code. V ~ 2.6.1.4 Ceiling Membrane: T% -,-o layers of i!Z-inch-thict- (12.7 mm) USG Goll: Bond =ire Shield` Type }; waliboard r ER -1607 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES •("�r { PLATE MODEL TWI6 T W I S and Modal 20 Species 4 Specirie Gravity linear inch per pair of Allowable Load tpounos per square inch or plate contact area) TO L`_NGTR OF P:-ATZ i Douglas fir 0.49 157 161 111 132 Hem -fir 0.43 108 120 86 �" 99 Southcm pine 0.55 156 159 140 • 131 Spruce-pint-fi- 0.42 ) 12 110 81 93 Spruce -pine -fir 0.50 136 ISO 119 117 Timber Strand'Z-. 0.69 181 172 132 153 Wcstcm woods 0.36 101 114 79 so Dou_las fir 0.49 186 169 143133 0.47 Hem -fir 0.43 ISO 125 117 114 South -cm pint 0.55 195 172 181 Spruce -pint -f- y 0.42 187 131 126 116 Spruce-pine-fi- 0.50 189 163 159 ` 142 Timber Strand' 0.69 198 178 ISI 166 W cs(em woods 0.36 130 116 Jos 101 For Sl: I psi = 6.89 kPa. IStc Fieurc I for an explanation of the position of plates with respect to wood gain and teeth orientation. '-M: al connector plaits must be installed ir: pairs on opposite faces of truss members connected by plates. 3Valucs are based on the Gress Ariz Method, TABU 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES N TO LENGTH OF PU,Tc ` TABLE: 3 -AL LOIti'ABLE SHEAR VALUES AND SHEAR, EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES ALL05•:AULE TENSION LOAD (pounds per linear inch per pair of I DIRECTION OF LOAD WfTH RESPE:.T TO L`_NGTR OF P:-ATZ i PtAT? M.DY_L plates) ` TEUSION LOAD EFFICIENCY RATIO { TW 16 I 1.905 11,133 I 30' EO• 0.72 0.4; { TW18 { 1.032 ` 1,160 j 0.48 0,54 !---- i inr)c 2 I - 0.41; �I 0.>•i For SI: I poundrl^:h = O. i 75 N. rnn:. 1 PLATE MODEL j (00uncs =er linear inch per pair o.• plates) I T he l: ncth of p!z:c rci: rs to :h: cir..cnsion : f tht I0n61LIdinal axis orthc a::z o:`th: place from which the p!2tc teeth wcre sheared during ee2 prat: fabrication.. S:.- 2Ie: 2 \'15;:31 1.441. LOSS 943 I 789 TABLE: 3 -AL LOIti'ABLE SHEAR VALUES AND SHEAR, EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES =a: S!: I c•2undi:.:i TABLE L ALLOWABLE LATEP.c L LOAD ADJUSTMENT FACTOR, OR, FOR 6iODE1- 20, TV0E, AND TVi 16 METAL COINNECTOR PLATES INSTALLED 1VITH.SINGLE-PASS ROLLER PRESSES 1 Di ,E:MDN 0= LOA:) Y,:TFi RESPECTTO LENGTH OF P, -ATE I DIRECTION OF LOAD WfTH RESPE:.T TO L`_NGTR OF P:-ATZ i _UAtEE= SP=CIES SPECT=I� GP.Ay:-'t C` 20 _ 90' 120• I ISO' I C• I 30' EO• EJ' I 12C• .S. I I (t 49 ; A..:.o5;A5LE SHE LOAD f.9; . 0.5. 0.76 j 0.9; :.: S!:. tr.:h = 25.4 nT.. 1 PLATE MODEL j (00uncs =er linear inch per pair o.• plates) c: 2\t:\ OfQA 2 lie5l0 til \c �^ � pp 0 d ST I SH_t,R LOAD EFFICIENCY PATIO { T11.16 1.441. LOSS 943 I 789 j 0.61 0.62 i 0.81 0.61 0.5: h.44 :4: ; 5.7 1.046 j 616 I 673 j 630 j 0.59 j 0.64 0.73 I 0.43 0.47 0.44 I Mode; 20 I 6 :=: 792 I 473 I 509 I 4483 I 0.59 I 0.64 I 0.73 0.43 I 0.4= I 0.>; =a: S!: I c•2undi:.:i TABLE L ALLOWABLE LATEP.c L LOAD ADJUSTMENT FACTOR, OR, FOR 6iODE1- 20, TV0E, AND TVi 16 METAL COINNECTOR PLATES INSTALLED 1VITH.SINGLE-PASS ROLLER PRESSES RJ_LEP. PRESS DIAMETER (in=nes) PA TE MOD -z'_ _UAtEE= SP=CIES SPECT=I� GP.Ay:-'t Iii "j 20 _ i 0.49 I 1.00 t Q.50 I 0.80 i I (t 49 ; f 0 �2 i I f.9; . 0.5. 0.76 j 0.9; :.: S!:. tr.:h = 25.4 nT.. ITit: �- \-aiae f0: tie t:. ^.be: S^ LIeS Ste: c: 2\t:\ OfQA 2 lie5l0 til \c �^ � pp 0 d ST _a:5 COr:�OtnatiO nS w'Rh t:.liSh:d Zv:ra_. 5'1eeIG: _fat• -v 49 0: Io ham'•-• p 4 0• r o t•. Of O. \•: •:. � ..•. GF \�2iut for the iumbtr spt:i:Sep::iir: E.2vi;% of 0.50 applies to z!I lumb:r species combinations \\ith published zrera^: sp:cific Brat itis of 0.>0 0: b ; -•. are applied directly to the bo,vom chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord members with 1114 -inch - long (31.6 mm), Type S drywall screws or 17/s -inch -long (47.6 mm), 6d cooler or box nails, spaced 24 inches (610 mm) on center. The face ply is also applied perpendicular to the trusses with side and butt joints staggered 24 inches (610 mm) from the joints of the base ply. The face ply is attached to the bottom chord members with 17/8 -inch -long (47.6 mm), Type S drywall screws spaced 12 inches (305 mm) on center, or 23/8 -inch (60.3 mm), 8d cooler or box nails spaced 7 inches (178 mm) on center. Additionally, 11/2 -inch -long (38.1 mm), Type G drywall screws are installed 3 inches (76.2 mm) from the face ply butt joints and are spaced 12 inches (305 mm) on center. Face layer joints and screws or nailheads are cov- ered with joint compound and are taped. 2.6.2 Assembly No. 2: See Figure 7 for details 2.6.2.1 Trusses: Wood trusses are labeled Truswal Space - Joists®, and must comply with evaluation report ER -3687. Overall minimum truss depth is 103/4 inches (273 mm). SpaceJoist trusses are spaced a maximum of 24 inches (610 mm) on center. SpaceJoist trusses must have SpaceJoist metal webs having minimum 5/16 -inch -long (8 mm) teeth. The continuous portion of the metal web member of the Space - Joists must be located at the bottom chord, and the break in the v: eb member must be located at the top chord. Splices in the bottom wood chord member are permitted provided they occur outside the middle third of the truss span. See ER -3687 for details of the Trus,, al SpaceJoist. This fire -resistive: assernbly usin3Trusaral SpaceJoists re- quires a factory -installed TrusGuard , a No. 30 gage [0.013 inch (0.33 mm)] steel channel, attached along the entire I-ength of the bottom wood chord member of the truss. The T rusGuard is attached to the bottom chordwith metal connec- tor pates pressed throu rh th sides of lh,� steel ca�rrnn;a. in tl is TrusGuafd must occur at rnelal connector plate lo•;.alions and must be lapped a minimum of 6 inches (305 mm). 2.6.2,2 Roof -Floor Sheathing: Fioororroof sheathing shall be minimum 23/32 -inch -thiel: (i 8.2 mm) tongue-and-oroove plyv:ood Ninth exterior glue. Long edges are installed perpen- dicularr to trusses, and end joists are staggered a minimum of 4 feet (1219 mm). Plywood sheathing is attached with mim- mum 6d ring-shanked nails v:ith spacing in accordance with Table 23 -I -Q of the code. A 316 -inch (9.5 mm) bead of, AFG-01 adhesive is applied to the top chord of the trusses and in the pl}wood grooves before insialiation of sheathing. A single layer of minimum 23;32 -inch -thick (18.2 mm) tongue -and -groove structural wood -based sheathing under- layment, having a minimum f,00r span rating of 24 inches (610 mm), may be used as an alternate to the plywood sheathing. 2.6.2.3 Lightweight Concrete Floor Topping (Optional): Optional per lite or vermicuii:e aggregate or gypsum concrete may be placed on top of the v: god sheathing without affecting the fire -resistive rating. I,ainimum thickness of the concrete fill is 31_ inch (19 mm). A plastic or caper vapor retarder should be placed on the wood sheatininc before placement of the con�r�t�. =ora =il. (cR•-4147) and Gyp -Crete (cR-3433) may be paced on the flooring vrithou: affezting the fire -resistive rat- ing, provided the to is installed in accordance v:ith its evaluation reports. 2.6.2.4 Strongback Bracing: Bracing must be minimurr. 2 -by -6 grade -marked lumber oriented vertically and must be installed perpendicular to trusses on maximum 10-100t (304£ mm) centers. Braces are attached to each truss with a mini• mum of three 10d nails. 2.6.2.5 Ceiling Membrane: One layer of5l.-inch-thick (15.9 mm), USG, Type C wallboard is applied directly to -the bottom chord members of the wood truss. All joints must be blocked with minimum.31/2-inch-wide (89 mm) -steel channels orwood members. All wallboard edges are attached to -the wood chord members or blocking with 1518 -inch -long (41.3 mm), Type S drywall, spaced 8 inches (203 mm) on center. Walt - board joints and screws are covered withjoint compound and are taped. 2,7 Identification: Model 20, TW18 and TW16 plates are embossed with the identifying marks "TW20," "TW1 V and"TW16," respectively, stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIrfPi 1-1995. for the Model 20, TW18 and TW16 plates. 4.0 FINDINGS That the Model 20, TW18 and TW16 metal connector plates for wood trusses comply with the 1997 Uniform. Building Code", subject to the following conditions: 4.1 Plans and calculations must hr, suhntift, td to the building official for the trusses using metal con- nector plates described in this report. 4.2 Model 20, TW18 and TWIG metal connector plates are designed to transfer the required loads usinc the design formulae in ANISUTPI 1-1195:5. A copy o the ANSIiTPI 1-1995 standard must be supplied to the buildino department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates comply v:ith this evaluation report.. 4.4 Metal connector plates are not permitted to be lo- cated where knots occur in connected v:ood truss members. 4.5 Metal connector plates are instalied in pairs on op- posite faces of; truss members connected by the PIates. 4.6 T russes using metal connectorplates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this repo may be increased for duration of load in accord- ance v:ith Section 2304.3.4 of the code. 4.6 Allowable loads shown in the tables in this report are not applicable for metal connector plates ern - bedded in lumber treated.with fire -resistive chemi- cals. 4.9 Vvlhere ono -hour fire -resistive construction is r_- quired, refer to Section 2.6 of this report, or to eval- uation report ER -1352 or ER -1632, for descr'sptior:s o, code-complyingfloor.-ceiling or root -ceiling f resistive assemblies. This report is subject to re-examination in two years. 1 ) 2 19/32" 1 12" Minimum I r 4 TV2I „ 1/2" 1. Minimum 19/32' (11.9 mm) thick T&G plywood 2. Minimum .12' (305 mm) depth Truswal Florinus"" truss spaced 24' (010 mm) o.c. maximum 3. 2x6 strongback bridging/bracing at 10'-0' (3045 mm) o.c. 4. Two layers of/:' (12.7 mm) thick USG Gold Bond Fire Shiel60 Type X wall board For SI: 1 inch = :?5.4 mm. FIGURE i;— ONE-HOUR FIRE ASSEtABL Y NO. 1 SEE SECTION 2.6.1 FOR COMPLETE DETAILS 23132" > ER -160 .•�� /!' 10 3/4" Minimumj.� /, SIU"' 5�1 1. Optional lightweight floor topping i 2. Minimum 23/32'.(18.2 mm) thick T&G structural wood sheathing 3. Minimum 10'/.' (273 mm) depth Trusv:a! Sp2CeJoist� truss spaced 24' (610 mm) o.c. maximum 4. 2x6 strongback bridging/bracing at 10'-0' (30.5 mm) o.c. 5. Factory -installed T rusGard -" NO. 30 gage steel channel 6. One layer of 5/8' (15.9 mm) USG Type C wall board Fo. S:: I inch = —i.S mm.. FIGURE 7 --ONE-HOUR FIRE ASSE1,113LY NO. 2 (SEE SECTION 2.6.2 FOR COMPLETE DETAILS) ti- - 1 ) 2 19/32" 1 12" Minimum I r 4 TV2I „ 1/2" 1. Minimum 19/32' (11.9 mm) thick T&G plywood 2. Minimum .12' (305 mm) depth Truswal Florinus"" truss spaced 24' (010 mm) o.c. maximum 3. 2x6 strongback bridging/bracing at 10'-0' (3045 mm) o.c. 4. Two layers of/:' (12.7 mm) thick USG Gold Bond Fire Shiel60 Type X wall board For SI: 1 inch = :?5.4 mm. FIGURE i;— ONE-HOUR FIRE ASSEtABL Y NO. 1 SEE SECTION 2.6.1 FOR COMPLETE DETAILS 23132" > ER -160 .•�� /!' 10 3/4" Minimumj.� /, SIU"' 5�1 1. Optional lightweight floor topping i 2. Minimum 23/32'.(18.2 mm) thick T&G structural wood sheathing 3. Minimum 10'/.' (273 mm) depth Trusv:a! Sp2CeJoist� truss spaced 24' (610 mm) o.c. maximum 4. 2x6 strongback bridging/bracing at 10'-0' (30.5 mm) o.c. 5. Factory -installed T rusGard -" NO. 30 gage steel channel 6. One layer of 5/8' (15.9 mm) USG Type C wall board Fo. S:: I inch = —i.S mm.. FIGURE 7 --ONE-HOUR FIRE ASSE1,113LY NO. 2 (SEE SECTION 2.6.2 FOR COMPLETE DETAILS) ILOAD . ututn , llllltll 1 ItI11I11 ' LOAD _ _ _ = _ = LOaD luuln LOAD �nunlnplulttu LDAD a — _ _ tlltttfl lllllllltllllllltll nnunlrhnnnrl LDAD 1 AA ORIENTATION AE ORIENTATION ORIENTATION rwunt -1 --FLAIL ORIEtlTATIONS t-- LENGTH 3 1 0 DEGREE PLATE ORIENTATION 1 +LDAD ;LOAD EE ORIENTATION }--4l1DTH Illli11I111111111111 t z 1111lI111I�tIJlllfil 1111illillllllt[tllll I 90 DEGREE PLATE E ORIENTATION FIGURE 2 — PLATE E VADTH and LENGTH 1 Longi:v�innl Axis l . — 1 \ rc :c Ncn or cep^O•lnc tcly 1 1 I Ii ocorecs •1� 70 the bae 310' C t'+f tOOth (N�t snO�n) of th? tooth mo! sho—). I INL ARfGED TOOTH D7-A,L CC= C) CO CZD C� C L= 1 0 0 0 o 0 0 I i ii t 1 =o: SI: I inch = 25.4 mm. / FIGUIPE ?—TRUSVvIAL MODEL 20 and il't'16 CON 1=CTOR PLA T c Longituri;nnt .A>.i!. 2 112, t t� r I D T CG O �1 ISI i • Ll— 5/2' ' O. :oo :n TCs c sp�ct l . — 1 \ rc :c Ncn or cep^O•lnc tcly 1 1 I Ii ocorecs •1� 70 the bae 310' C t'+f tOOth (N�t snO�n) of th? tooth mo! sho—). =o: SI: I inch = 25.4 mm. / FIGUIPE ?—TRUSVvIAL MODEL 20 and il't'16 CON 1=CTOR PLA T c Longituri;nnt .A>.i!. 2 112, t t� r I D T CG O �1 ISI i • Ll— 5/2' ' lip of .00:h has c splrci l . — 1 \ rotetlon of eppro*',.ety 42 degcres .ir to the bcse x/16, 1 of th? tooth mo! sho—). I INL ARfGED TOOTH D7-A,L Fo: SI: 1 inch = 25.C, mm. . FIGURE 4 T RUSWAL TV116 CONN: CTOP. PLATE FIGURE: E --HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES H e,-OAJM�,LT:j:IOAJ -EOR- PE&&V A AY,, A --r- Ej,)1)5 oF- c� /VIA -,X, Sli-EA-12- 3(,,g PL -F- t4o2-j::,8-. —02 730:LL- P42 GRACC--- CSF k)C)T- 2-4"O.C-� -ire-OIJ& LS7A 2-1 0-0 ul- HS -p2,VS -S C - (TV. . ..... ....... ................. -. S-TM/95wi Is-rp-OM67 - -r_-r_r- - A34 -ru)p "0 GOT70m, 'E -A64 -1 ,F& -E Or- TCO -CIS I' rn,�l4 e :=- 1, 3 3 P. U. Be) r 47.3 Th o.,i sar d Paby :s, LA 92276 Plione (760) 343-0042 fax (760) 343-3637 ALTERNATE FRAMING OC`A:L AROUND 20' ACCESS TYPICAL. ROOF TRUSS LAYOUT /sEa ns� T� Robert Afcumbrac NO. C-10381 1x �4EN. 8120Q1 CAIfi �Jr 24' i 1 .^4' 2� 4 � 24 1 24 � :4' ( 2; '! k- TRUSSES WILL SUPPORT HALF OF THE ON CENTER NOTE REFER TC APPROPRIATE- 2NGINEERING DETAIL FOR SPACING ON EACH FACC. THEREFORE. TRUSSES SHOWN TRUSS TYP"S DESIGNED ?OP. OVERSPAC:NG. -'WILL SUPPORT 9 -ON ONE FACE ANO 15' ON OTHER FACE RESULTING IN A NCT SPACING OF 24' o0. ADJUSTED ROOF TRUSS LAYOUT A # �k � Anglc member common (ret 24' ox.) f 24' L 24' I 19' 1 70' l la- j 24� 24' _. A j Section A•A c GLNED(AL MOIL ut" othorwlso ruled: 1 O03'rin to support toads as shown. 2 DOs).;n assumo: ilio top and bottom chords to be laterally bruc AS at 2'-0' o.c, and at 12'4' o.0. raspocuv0y. J 2x4 Impact hrldging or lateral bradag rocom- mended *tic.v shown ++, 4 instalia:;0n of !cuss Is the rosponsibilky of the m- spoclivo conirae.or. 5 Doslgn assumes trusses aro to be usod h s rtor! corrosive anvLo(wron% and aro for -dry condkW of usc. G Oczkjn assumos full bearing a( all supports shown. Shit or wodgo Y necessary. 7 Doslgn assumos adoqua(a dralrlago Ls prov(dad. B Plates shall be located on both faces of truss, wA placod so Not, ccnloc Lincs cokKM* whn Joint, center Lha:. 9' Digits Indicate stzo of plate In kwhos. 10 For bask dczlgn vakeos of the CompuTrus Plata, Indicatod by the pctdx'C-, zoo I.C.a.O. R.R.4211 11 The CompuTrus Nct Soc0on Plato Is Indkstod by the prc(lx'CN', the dcsignatoc (18) Sndk¢tas 18 ga. Ladder Frame Betwcon trusses with 2x4 at 48' ox. GLNED(AL MOIL ut" othorwlso ruled: 1 O03'rin to support toads as shown. 2 DOs).;n assumo: ilio top and bottom chords to be laterally bruc AS at 2'-0' o.c, and at 12'4' o.0. raspocuv0y. J 2x4 Impact hrldging or lateral bradag rocom- mended *tic.v shown ++, 4 instalia:;0n of !cuss Is the rosponsibilky of the m- spoclivo conirae.or. 5 Doslgn assumes trusses aro to be usod h s rtor! corrosive anvLo(wron% and aro for -dry condkW of usc. G Oczkjn assumos full bearing a( all supports shown. Shit or wodgo Y necessary. 7 Doslgn assumos adoqua(a dralrlago Ls prov(dad. B Plates shall be located on both faces of truss, wA placod so Not, ccnloc Lincs cokKM* whn Joint, center Lha:. 9' Digits Indicate stzo of plate In kwhos. 10 For bask dczlgn vakeos of the CompuTrus Plata, Indicatod by the pctdx'C-, zoo I.C.a.O. R.R.4211 11 The CompuTrus Nct Soc0on Plato Is Indkstod by the prc(lx'CN', the dcsignatoc (18) Sndk¢tas 18 ga. Ladder Frame Betwcon trusses with 2x4 at 48' ox. TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 3/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: Ceiling loading is 10 PSF or less. Trusses are spaced 24" o.c. or less. False Frame verticals are spaced 6'-0" o.c. or less. No, additional point loads or uniform loads are present on the false frame that would cause the loads to exceed 10 PSF for any reason. The joint(s). to repair. does not have a support bearing directly underneath the joint. There is no damage to the lumber, at the joint, such as excessive splits, cracks, etc. O The joint fits tightly (within all TPI tolerances). All lumber in the false frame is.2x4 or W. Repair as.follows: 1. Cut a '/2' CDX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face of truss has missing plate, then gusset is required on only that face. If both faces of the joint are unplated, then the gusset is required on each face. 3. Use (3) 8d nails into each member, from each face (see detail below). Typical Joint * False frame refers only To non-structural members (zero design forces). Ct J 4 �xr �fo 02 CA -1. . STANDARD BOTTOM CHORD FALSE FRAME DETAILS THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB, CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS I DO NOT USE THIS DETAIL FOR: I 1r MIN. 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). BLOCKYE. T. 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. OO NOT 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. OVERLAP 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. • S. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6'-0•). 4 PARTITION WALL 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. SUPPORT (TYP.) SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE #2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT 5-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12" OF THE PAI• EL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH VERTICAL WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR .. TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" N+'.X. FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT IN NO CASE MAY THE BRACING EXCEED 10'4" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. 3RACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF -i HE SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE 92 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT 6'-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12' MIN. VERTICAL BLOCK) MAY USE A 12" LONG 7116" PLYWOOD (OR OSB) GUSSET AND 8d NAILS @ 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12" LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS --BRACING REQUIREMENTS MAY CHANGE BASED ON THE NEW FRAME'COCAYIONS-A R MODIFICATION. 1 \� ^+ _ j;tiC`.'::('` . _.'•< fi� DATE: 921/9 REF: FFA THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ft kb., SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAI `AA � 11 1 DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS 1111111 1�� luv2&x THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTEN' u �g� Sy�7' rEPOIS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTE.M.5 ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHI? QUALITY. 1 \� ^+ _ j;tiC`.'::('` . _.'•< fi� DATE: 921/9 REF: FFA RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR 1 J HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) ' BLOCK BLOCK BLOCK BLOCK -- s— TOP PLATES O STUDS @ A L 16TYP . 1 J SECT. A -A �O BOT CHORD PROCEDURE: '1- 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH .1.-16d COMMON NATI.i. PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS* 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS (TYP.) TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' BRACING\ B.C. OF TRUSS OR' \ END VERTICAL RUN THROUGH TO BEARIN!-� `i �°; C.r,:= :yam^•�'�� WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. civ ",I- USE 2-16d COM40N NAILS TOE -NAILED INTO THE TOP PLATE .THROUGH EACH TRUSS. —' DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x.3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT CHORD , B 2X TOP PLATE SECT. B 1-16d COr2040N NAIL OR SIMPSON STC (OR EQUIV.) TRUSS CLIP J.FILE NO. CD -1 DATE: 9/10/92 t REF.: . DES. BY: L.M. CK. BY:. 2X4 BLOCKING BOT CH r I 2X SECT. C C TOP PLATE l 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. (T_P•) TRUSS CLIP 4 4«•i• ril TRUSWAL SYSTEMS 4445.NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 1/10/01 Users of Truswal engineering: C001003160A The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing 'is done by using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is :not possib!e or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace may be nailed flat to the edge of the member with 10d common or box nails at 8" o.c. if only one 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 the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the momber \vith 10d cornn,ion or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. EXAMPLES 90% L 90°lo L L � Please contact a Truswal engineer if there are any questions, 2. cAm. sc`Ic Owinworftrac e-new.Iet PEAK PLATE: 3.4 (2x•L) 5-5 (2x0,1 6-10 ►2xt1J MAXIMUM 1'-0" EAVE WITH G'-0" MAXIMUM Bt.00KS @ 32"o.c. OR 2'-0" EAVE, /7x J 1 MAXIMUM, WI-TH 4x2 N2 OR UTR. i GRACE SPACING OUTLOOKERS CUT INTO GABLE �l 32%.c. 2x4 N2 MINIMUM CONTINUOUS 11 �I STRONGBACK BRACED TO ROOF II� STRUCTURE AT 6'-0' MAXIMUM. It �1 i STRONGBACK AT; 2x4 STRONGBACK BRACED W-10' CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 1.5.3. TYPICAL 4'•1.5"CLE-ARSPAN, BO MPH CONNECTION MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"o.c. y) 4 HEEL PLATE: 3.4 (2x4) 5-5 (2x6) BC SPLICE; 3.4 (2x4) 5.5 (2xG) J�I CONTINUOUS BEARING Vti':;LL 6-0 (7.x8) A MAXIMUM 40 PSF LIVE LOAD. 00 MPII WIND EXPOSURE C. LESS THAN 20'-0" WALL HEIGHT. BRACING DETAILS e, % •j. "WAGING DATE it 2/11/99 BRACE WALL BRACING PER BUILDING DESIGNER. I 2x4 CONTINUOUS BACKING WITH 1 Gd NAILS AT 24" ox. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETA;4S (MIN. NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE TRUSS, 8d AT G' o.c. 2m; SOLID BLOCK WITH 3. 1 Gd NAILSGA13LE F.A. END AND Bd NAILS FIIOM SHEATHING TO :1LOCK AT 6'o..:. 0d AT G" o.c. / STUD / ^—T J 1.16d 2-16d _ 1 Gd �I 1 %+" NOTCH C 32" ox. � SOLID BLOCK � AT 1 WITH 2-16d TOE- 24•o.c. 2.1 Gd NAILED EA. END •2.16d 2x4 BRACE WITII 4 -Ind NAILS 1 Gd AT 24' o.c. ■ �t_.1 t;.,A A� je SYSTEN ••�� ;;;SlfrtsGOf1T'ORnnOv rT WARNING Read a/1 notes on this sheet and give a copy of it tot a Er •clir/g Contractor. fills d^Solo Ls tot an inrornfual bu ld,ng con•Auncnl n nil; bern based un sceem-:aunns Pro.,ned oy y npq,r.�,l n,)n L,cyutyrsap<{4one ,n acwanncn „•w my ewrom .en�ons of TPI and AFPA design sla,.datds. No tenpuns,b-my ,s ass�une L yd�m ns�mnl tUn:icy rUuAo gins a• to nc re.Uwd by ihr, ew,puneni runulaeiww and/or bwldntq des•ynet poor 10 launralion nu. boltdos, vuo aseenam Thal too 10 s ulu,:,••: nn IIs.$ destyn meet or exceed file Lading unposed by the local nu,ld,nq code. 11 is assumed ll• 1 • 1dp u,d �. 7t %L� btacIXl It No rod o, w- "it ;Illallunq and iba bottom dhotd is latotaUt, braced by a nq'd sneapl,ny tn.denat Uecc1P/ att.t � u1f',. nlnTa t?:•�1 �,y{4 t of s lux:ule,.d suppon of components mombus oil lu tuduw bur.Umq lenqut. Ina cOnqu,nnnf sn,uf ", U T C•n.•j7n fp�SjnLl t. :nll eau•:,• 11 it, nuusl u,e cool ont of I 0 wood e.Cee 0 19`. anUlot eauS,! t: m tnnc lot pi. to co, n;.On Fab,tcal u. ha , 1 iWAnrL1 1'. 1'. to mf„ I'll, tile 11410.11.9 standatds. 'MUSCOM MANUAL' fly Trucw.d. OUALIfy CONif10l. STANDAIIU FO CATE?LGN EIEC/' Yau?u IMISSF.S' - JOST.ou).'IIANUUNG INSTALLING M40 UMC -01C METAL PIAIE CONNECIEU \11000 TRU-;;CS• pi1U 41� idd Iua it, Sof 9AAIFf SI IEC f• I,y 1P1 Tb0 Luss PIAIB InsldWtl I1 PI) U IdG11•,•tl ai 583 OOnuhm Unrc. ht aU�:dn, L'/GCOnsu1 53119. Ino AtnonUtn Fu`d,sl and V v-:1 A,.noalutn (AFPA) is -orated at I2Xi ConneNcul Ave. NY1. to 2f70. MI- tunglon. UC :0036. .� Attcrnale Stud Connection v,ith ;i1� ;jlyp, Stud NUTL: Vent Ulocka may tx omittcd \`Connec}ion where no vent is required. \ •i ;i a-34, T-74 8 - 14ga x;t 1" Crown 'I 1 114 'lone 4; ` g• D'2. S; : - T-31 or equal is t o rI I o 1i C N 101 0-34, T-94 Varlca tI •(' `) to suit vent or outlooker H Cutout for 2x4 laid naI Cutout (or 2x4 laid flat _ (Spacing per building Tans) (Spacing per building plans) 1� —tti 1x4 Add-on with Bd nails at 161%. c.. (by builder) "OFF STUD')CUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS 12 -� varlcs b DESIGN Foil TYPICAL GABLE END TRUSS GAWLE F:ND TIMS t TRUSS 2-16d nail.4'o' Truss 00 2-1Gd nailsLl Platt Llnt LADLE END 'BRACING D-34, T-)4 2-16d nail F,i)e Ito. Cable End Truss IMR con. CW-A11w6`{'.n./... _-,:o.•.�I1-1 a�.n'+:• •.-•I.•. ..y . .,.4,..�,: a.,n.. routU_1ai...r.rw�c.-.tv,r.r,.,.......-.__ 1: 1.--ar K.Jr, A:"^nY.i.aN..ah•.`./^c,.-. r.. lwa n.LP"'lt"..�Mw,.. �,,.... .rv,w a+<.�, ...w�a��.•r�. wwr.v.. .�.� Datta 121{178 4n,_�.I wrNb, r-* ol:a ..ur \. ".h" .T'L II.. w.•,. ,,tl^.,. +nw .,, arT fe n. ..v W71. uCatt )itVnwn w.0 a1 • Re( Dc a. Dy• JN Ck. Dy' �wvt.w•Nrrr.a f 1:tor, yr ww...to . / ^o f ..w<n .. ../1'..It'..\I...,., .i. r� \ nr lti•r .h µvw:J lt•IODOm ...,,w. ry»J,,.,n r..w ,./r w..a .r 7Ca O. A/..�Nl ry A.1.� TRUGWAL ANAND. R D N C L DETIIOi' ATLANT I. 2x4 POST ATTACHED TO C•ACHTRUSS PANEL POINT AND OVERHEAD PURLIN , 2. 2x4 111 1 I OR P2 DF PURLINS 4' 0 " C.0 t 3. 2x4 111 I IF OR 02 DF CONTINUOUS STiFFENER ATTACKED TO POST. 4. 1 u "TRUSS U I SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. 5. EXTENDED END JACK TOP CHORD (TYPICAL) b. COMMON TRUSS. 7. HIP CORNER RAFTER. G 8. I.xl CONTINUOUS LATEiRAI. DIU%CING. g '� 9. EXTENDED BOTTOM Ci;ORD, LATERAL STABILITY OF ROOF SYSTL'Xi IS PER BUILDING DESIGNER. SET13ACK AS NOTED ON TP USS DESIGiN. SECTION A HIP TRUSSES 24" 0 C. (TYPICAL) SECTION B AD BY /= 7 r •1 rr,1 PLAN Of Ck.;V- DATE 1 If WARNING Read all notes on fhla sheet and glve a copy of It to the Erecting Contractor. ..,,rr!!jj mu davpn u 'a an ndrvrdua) bwldmp component. It has Wen (used on spec hcahons pro.Ocu by the Cornponant manufaUwer and dor,* n ® [aI aCCw tante ..:a the Current vdw snt of TPI and AfPA desyu n sndrd as. No,mpont•ba:ty, rs assu:nbl lotdrnMNaut a,cW aty Oww mu a.e 1 to be runhvo Cy the Conportent manuhtiure, anWas UWdnrq dea•yn+r prg to Ia Wrc.lron II:. UwW:ne d+ujn.r knell atCerta.n that the W IOA HIP FRAMING DETAIL 1/21/98 r��@.{ ) utau ed wt , deign mlld the auW the Iwd:np n:pused by the lung buddmy code l n nsumud Wal . u chow n s#,uti braced by IM ytr( I runt n IIWt St01V s e and of botto. CIWrd if tater ally bq Ced CI a upU slteagbny maganal duuktry i14t710J. unties( Wnwge noted Be"" ���bbb � \�re•� '1 1 mown u for in: o, al support of Components merNlen only to reduu bucsr:ne Nnptn Thd comporra srWg nq ba pUt W n any ✓t.+bMrerY dW ®®®`r1 9N,.Vj SYMMS I wm Cause the r'.+oatlure content of the wood e.ceed 19{ and/or Cause Cormvclor plate Cuuolgn faW luta. Iwnd4, ntWl aryl deCe I1W Wee n IRLISWAL SYS)(MS CORTr(XNK:)I'7aCaudancu •+r.;: the IWtbwm0 standards, 'TnUSCOM MANUAL' by Ituswat• •oUAItTY C011111M STAIWAAD yon METAL PIAIE CONNECTED sV000 IAUSSES' • (OV -88). •NANOLUq INSTALLING Ay1D OMCINO METAL PLATE COWIECTED WOOL, TrIUSSES • (MIU-9t) aw'ro8 91 St)MMA11Y SNE T' by TPI, The Trues PW Inthlute (TPr) rs located at 587 00nohio Orne. Mad -ton. W:acontn 57719. The Amerman rww and Papur lssoaa:�xs (APPA) Is located at 1250 Conneu:CUl Ave. NW. Ste 200• Wuhnglon• OC 20076. SUPPORT REQUIRED EVERY 4'-0" MAXIMUM u TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. -_ HIP GIRDER (ONE OR MORE PLY). 48" MAX B HIP TRUSSES WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS, FOR WEDGE, USE (2) 10d TOE -NAILS EA. FOR TOP PLATE, NAIL W/10d 6- O.C. INTO TOP CHORD OF HIP GIRDER. BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR L"ESS THE TOP CHORD MAY BE TOE -NAILED TC THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3, SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. A. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 3, UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. T. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS 0 THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. 1T IS TRusywim Y� £ ENO OF �.p pp. ®�®�®�.ASySrEpAS LATERAL BRACE. (BRACE MAY CONNECTION OF CVERLAP WITH LATERAL BRACE IS* TI BUSS CHORD - BASED ON BRACE MAIL CHORD TO FORCES CETERMINED FACE OF BRACE BY THE BUILDING WITH (2) 10d) DESIGNER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHEDI TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY" TOPCHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. lij v 11' i Ep. 12/:'.' : L^ 1� DATE: 9/25/99 REF: HJ -1 THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. 1T IS TRusywim THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT �.p pp. ®�®�®�.ASySrEpAS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY" TOPCHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. lij v 11' i Ep. 12/:'.' : L^ 1� DATE: 9/25/99 REF: HJ -1 DUTCH HIPSET DETAILS �+ A X /• / H 5�11� r- w'C: HI? SYSI:.y C E i D III \ _END VIEW €i D II A::CQCATE'3i5`GER OR (2) 16.d NAILS (2) It'd *NAILS ° /\ ' "!'UE -NAILED E ' rI ro C I � I• �TRUSS'PLA.TE OR (2) 16d NAILS (2) 16d•HAILS END -NAILED TUE-NAILED C R k S A FF N- PL - H PLMC A - DUTCH HIP GIRDER B - 2x NAILER (BY OTHERS) C - END JACKS D - CORNER JACKS E - CORNER JACK B.C. WEDGES 1: - il1P i:AYTEi( R - BLOCK114G FOR DIAGONAL BRACE' Y. - DIAGONAL BRACE (2) 16.6 NAJ.LS ,r 4 R VA TRUSS PLATE OR (2) 16d NAILS (2) 16d NAILS END -NAILED TOE -NAILED JilU& VYiiV.: 1 JHUX VYlluN Z '0F Es DIAGONAL BRACES "X", ARE REQUIRED AT CENTERLINE AND AT 10'-0" O.C. FRO'CENTERLINE. ` �.'+A M'c F BLOCKING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)164 NAILS, END NAILED INTO TRUSS TOP CHORD. LOCATE BLOCKING AT TOP OF DIAGON.L BRACE ♦ r t ♦ J 1 � AND I+ BET`. EE\ NEX7 TRUSSES EACH DIRECTION (3 BLOCKS TOT:•.: ). BLOCK I -AY BE r•�y (lt y OFFSET FRO`. RIDGE, OR E. DOL'ELE BLOCK PLAY BE USED TO PF.04iDE h FLUSi! FIT WITH DIAGONAL BRACE. DUTCH i:IP GIRDER,JACKS, AND }IIP RAFTER F�EQUIF.E SPECIFIC DESIGN CONSIDEF47ION, OR � � k OTHER DElr'.ILS NOT SHOWN. �. NAILING IS BASED ON AN 8'-0" MUVIXU`1 SETBACK AND 50 PS F tIUM TOTAL LOAD, AND IS ♦\�� �' �' `-% GOOD FOR ANY SPAN, ANY PITCH, AND ANY LUMBER SIZE AND GRADE. CO\NECTIONS FOR ♦-_l:'='i BIND AND SIESXIC LOADS ON TFE BUILDING ){UST BE DONE BY THE BUILDING DESIGNER. ' FILE NO. DUTCH HIPSET DETAILS DATE: 1,011 T REF.: DES. BY: L.M. CK. BY: ) .&MI®®ASYS ENTS 1 PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 I'SF PRESSURE BLOCK 3-10d 3-10d pRESSURE BLOCK 3-10d WITH 4-16d NAILS WITH 4-1ft- NAILS '3-10d B BOTTOM CHORD OF, HIP NO. 1 TRUSS T-0" O.C. TYPICAL NOTE; ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOT T OM CHORD OF HIP NO. I WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-1 Od NAILS AT EACH END OF THE PRESSURE BLOCK. H11' NO. I TRUSS ( SIDE VIEW ' 1:ND JACK PRESSURE BLOCK 3-10d y .. PLATE CODE SPACING OA TE 11 li u,( n(;op11i101\11r pr pl1<us w .sr,t nr. n- u,.r ult [o•lu u, n.1 t(o o„ ,nli utsial -t,+ un (-ctro r'< ,C,„t pl.p io,n5 l�ap,tp o, 1).E"5 Jnr ,.R, ,••t \I•t In•ui IanU,tO n, 1,4 tOC,t uln,n,1-G tna[ ron 01-•CnSi W+•t •CCvnK• r(nlrr ,(( TW20 UBC NA 5115/97 ul Sln00 ,I, l+iC•\ CC II-,1IC 11IC0n05 p n(Sr,,IU l[1„ I; •SSVI't0 it 1(U a(,1(S 5110-n "IC 1n0; -•C 14. ln. On 10 G+G' T� V 1,-[n;r W1; Pnlnn 10 r,on l Cal IO+, Col-IECIOn , 11Rn iCAiln•1 •II.t•[ CO-r'[T -1111 11•r 'nV•[llt Cn•rinp[ MIIN [• or i+•[ I,Ni± al+'l i I1V1( i'r{1 I.Ip I•.( nnrrT-RUSW,M,-,+. uN;(u- ,+v,t •u r•+-rtS I'D s CC1fIC,ll• U[strlun.n •nt In at[mI'll I "I'll (A A. oE-+olts i nrr,l.t clll:++c o'n, (•+t11•t (I'ClUc nlwlwo o+ lr,(Inrou.[ ,,,uss �r nr<'s Is +,oleo o•, I"Is on••I,w . inls u,!.Ic•1 ,•,Uto+ v'ullo +o nr. con,llNousr r nn,(ru nr a,r.l•,1„r, ,r,(la; nl+.rn r•r s••1(u ..<n, ,I ,-,1,nva : •.u• r-ururlr. It :u, nl'ull 1.1 n fnG is •'•-'t uu nlnt(Il r Ip nv np,lo•• c'.onu 11 •'•n nl u11•nu 1p •r(. nnwti;irl,: ,urlu "lG,ror+u lL.r,11,1+, IM(11111 m' a 11•.0111 „11(11-1c ua/s;ts •nr uwln•,rp •.l Ipnn+j•n, nql nr,' u{I,a 111 'nn,(I••r..Orn +aV5S1, `�®���A��vrE ® Ju J� tl�ul: l,r•; r�.itu 1: ,(r.ri n(rl'llul_p Ip 11111 nl 1UU-L,Ol [Ua-, a, u,� a,U ui CUA -,,u0.11 nu;' r,nll r••(n, CU•p U'•10'+ "• r -IS' Cp•'Cr un l,ry 1u,p,•lu I II:U I"ICrIO•+, + CI I.,n„1-,il ril(+n t(lC,110•+,. C• -II It t'rl n!., ,+,U „< CIN"i)S U I,•l lul r-', 1p rnl .l ••+ 1.unp,-(a TRUSWAL5Y511-IMSCORPORAIION nsl,l,(,Ilu "vssr, s'•,u •ol or n[•ctU 1•I .I 111.1-1011.-1+" 1•,.r -u\ C•u;r +-1 pls+u"( (c•I(•,• p- nr 1(n.p,(o o, C� -U6U 41 IIrUO 19t 1110:01+ C•VS( CO++'rl Clr+n n\•'[ CW"'1-510.1 t, I)Ln. n(., uCCt,SIn-, IS Ut S, W Inpi"rt. duOiC It" to" U• (,r(RIVK( ,uU +'K-+lronC IS'0uislU! I-4 SCM 0, ntsr•U,151U1[ 1I. Of LN 2x4 CONTINUOUS LATERAL BRACING APPLIED AT 24"o.c.4* PER TH AP SIZE ARE P ATTACH EACH BRACE TO THE PER THE APPROPRIATE. BOTTOM TRUSS WITH 2-10d TRUSWAL DESIGN. NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-1 Gd NAIL FROM EACH SIDE AT EACH INTERSECTION. �(cYL PE2 r7.1<Ss�Ni CODE SPACING DATE WARNING Road all notes on this sheet and give a copy of it to the Erecting Contractor. This oesig,: )!.!Or an Individual building component. 11 has been rinsed on specifications pto—led by the compon-nt manufacturer and done in ®� accmdancn wi:h The Current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Duneesruns are T7� ,( ,[ /� (�o In ho leribCC :y the !omponenf menufatlurer and/ot budd,ng (losigner enol to tabnCation Tun building designer shall asconam [hat the loads UDC 24"o.C• `i --i V —98 ��$ uu0rnd en dus ^_esign mem or e.ceed lire loading Imposed by she local building code I1,s assumed Trial the top Chord is laterally braCed by the inof or 0 of ,hoalhinp and pre bottom chord Is Iatmally 9racpd by a rigid sheathing material drreclly allachad• unless otherwise noted Draanq shown Is Inr ia'7ra1 support of components members only to rndoce bueY[Ing length. This Component shalt nm be placedm any environment that CAP CONNECTION DETAIL ���®�®� �� will causn me no tiara mntnnl of woad e•ceed t7 andlor cause connec[or plate cavosron. Fabricate. handle. instar and brace this trots m IgUSVJAI Syjl[MS COGPOR/LTION accornancn °'.Ib the following standards: 'TnUSCOtA MANUAL' by Tluswal•'QUALITy COtf fnOL STAtfOAno ron METAL PLATE CONNECTED WOOD Tpl)SSES' • (OST -001. 'HANDLING INSTALLING AND DnACtftG METAL PLATE CONNECTED WOOD TnUSSES' • ph0-91) and 'HID -91 SUTAMAlly SHEET" by TPI. The Truss Plain Insttlule (TPt) Is located at Sal O'Onohio Orwe. Munson. Wisconsin 53: 19 Tho AmenCan Forest and CO Paper Associ.;gon (AFPA) Is located at 1250 Connecticut Avn• M'I• SID 200. Washington. UC 20036. SECTION MA,XLMUM WIND SPEED IS 85 MPH. CAP TRUSS LATERAL LOADS IN LINE WITH THE 2-16d NAILS TOENAILED2 CHORDS HAVE NOT BEEN CONSIDERED. ' THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE.RESPONSiBILITY OF THE BUILDING DESIGNER.. 1 1(2" ( 2-10d NAILS • 2x4 BRACE \ . • • 12 ' BOTTOM TRUSS ANY PITCH REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. ¢ NZ' No. CC / Exp. 12%3 t i C2 Ir QTc QF CAL1FO�t- 2x4 CONTINUOUS LATERAL BRACING APPLIED AT 24"o.c.4* PER TH AP SIZE ARE P ATTACH EACH BRACE TO THE PER THE APPROPRIATE. BOTTOM TRUSS WITH 2-10d TRUSWAL DESIGN. NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-1 Gd NAIL FROM EACH SIDE AT EACH INTERSECTION. �(cYL PE2 r7.1<Ss�Ni CODE SPACING DATE WARNING Road all notes on this sheet and give a copy of it to the Erecting Contractor. This oesig,: )!.!Or an Individual building component. 11 has been rinsed on specifications pto—led by the compon-nt manufacturer and done in ®� accmdancn wi:h The Current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Duneesruns are T7� ,( ,[ /� (�o In ho leribCC :y the !omponenf menufatlurer and/ot budd,ng (losigner enol to tabnCation Tun building designer shall asconam [hat the loads UDC 24"o.C• `i --i V —98 ��$ uu0rnd en dus ^_esign mem or e.ceed lire loading Imposed by she local building code I1,s assumed Trial the top Chord is laterally braCed by the inof or 0 of ,hoalhinp and pre bottom chord Is Iatmally 9racpd by a rigid sheathing material drreclly allachad• unless otherwise noted Draanq shown Is Inr ia'7ra1 support of components members only to rndoce bueY[Ing length. This Component shalt nm be placedm any environment that CAP CONNECTION DETAIL ���®�®� �� will causn me no tiara mntnnl of woad e•ceed t7 andlor cause connec[or plate cavosron. Fabricate. handle. instar and brace this trots m IgUSVJAI Syjl[MS COGPOR/LTION accornancn °'.Ib the following standards: 'TnUSCOtA MANUAL' by Tluswal•'QUALITy COtf fnOL STAtfOAno ron METAL PLATE CONNECTED WOOD Tpl)SSES' • (OST -001. 'HANDLING INSTALLING AND DnACtftG METAL PLATE CONNECTED WOOD TnUSSES' • ph0-91) and 'HID -91 SUTAMAlly SHEET" by TPI. The Truss Plain Insttlule (TPt) Is located at Sal O'Onohio Orwe. Munson. Wisconsin 53: 19 Tho AmenCan Forest and CO Paper Associ.;gon (AFPA) Is located at 1250 Connecticut Avn• M'I• SID 200. Washington. UC 20036. 40.50 0-5) 0 (2) 16d TOENAIL CONT. 2X4 SUPPORT TRUSS 72" O.C. TYP. 1630 r:'��P o 7630 �5 1630 1630 24" (�,5 OfL.. Pe,- 06�c:,TC:N. • REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. 1630 PIGGYBACK DET T PIGGYBACK 3 .1/2"X8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH' WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END. 3245. �3 C 1630 SP 3260 1.5X3 - 2X4 CONTINUOUS SUPPORT BRACING. }•':.c \<F ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH *(2) 10d NAILS No. �7 RNATE SHOULDER DETAIL �r Exp.1 1f02 Ti VI %�`�_ �Q P'.A B R I rjr, 'A I rl '101NO V11, I Aq. 3-A 10/04/01 C A T NRTSIGMD RESIDENTIAL COMMERCIA16 11-M011 T-RIJSSES s CA&C5 13Y J*ot&,.w* K^3%)fhqUfaM 85-435 LETI�TREET, THERMAL =FORN`I"A 92274 OFFICE: (760) 397-4122 *..FAX: (760) 397-4724 1,ITY 0 �XQ U I N A www.spates.com BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTRN DATE 11=LLBY ' ❑ ❑ ❑ ❑ ❑ U- RY OTHERS LL O O M N z J N -i ~ N ~ w 0 y f7 IN[HA m O ft-Lt N C N W = O m W m H N p O N H y J M T48 DRAGir TIS O Z W m O O J J T17 1-1 CI Cr) Z y O Ix o F— (L y i- A J m O OL (L ' DRRGT36 DRAG T16 W T38 0 T35 U ' O N m T34 m 37 ED ❑ REVISE AND RESUBMIT LK ED ❑ FURNISH AS CORRECTED Rurl t s or comments mode on the shop drawings is review do not relieve contractor from com- 733 = lio a with requirements of the drawings and T33 RFTRS :ie(ii ons. This check is only for review of general n o 1, 1& with the design concept of the project d e rSl canpliurice with the information given in t r )Mtet r.:a,_urr:: nts. The contractor is responsible 731 m N M CV N f N Wn ing cnd correlating all quantities and s�zier_H:'g lubrication processes and techniques f 4 o cti;;r.; c.cordinating his work with that of all N DRAG T32 c th r t es; and performing his work in a safe and N T31 ry manner. t Thi of truss drawings has verified: *;,rw he truss configurations (i.e. 2-point bearing T30 U 24`Opoint bearing) are consistent with the struc- o N2. tur-bl design. Tat design loads used are okay. 0. DRAG 3. That trussed areas are as planned. iNote: All connections involving trusses and lateral DRRG T29 Ilbrocing of trusses are considered designed by truss gmanufacturer. GO VIS ENGIN IN .................. 1 fir r r rr rr r ■r r rr rr r r rr r rr r� rr � rr �r� __ _.._ _______ ___.. __.-_..�-- .......� .. .. . .... .. .. ...�., .-r nn n. n11n �•TTTrn DV TDIICf MCD ( I V3- 1KAU 111 UNJ VILLALit (f LAN: 3) - I1 UK A(3 Y ) TOP, CHORD Ax4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W3 2x4 SPF #1/#2: :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.630' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.630' TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 5592# ** (U) UPLIFT CONNECTION REQUIRED SEE BELOW. W2X10 0-10-12 T W5X6 (R) III (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. **DRAG** (iD 10(E3) III 0-1100-12 9-0-12 W3X4(E3) W6X6 = W4X6 = W3X4(E3) (U=-282) (U=-1117) (U=-963) - (U=-439) 20-0-0 _I Rh=+/ -208 PLF OVER 20-0-0 ADJACENT SHEARWALL I 13-11-12 I 13-11-12 _1 27-11-8 Over Continuous Support R=74 PLF W=27-11-8 r, PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 85A35 M dleton Street, Thermal CA " WARNING`" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED pFESS/0i� -d`y W. �X ��'y T C L L T C D L 16 . 1 4.0 0 P S F P S F R E F DATE R 7 9 5--13814 08/30/01 STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. rPR0000R SA N; NC. SHALLFURN INOTABEORE SPO NSI BLPY OF THI SEOF ORGNANY TDEVIATIONLFR OMNTHOI STDESIGN; AANYNEFA ILUREENGINEERED �5 'O �� w B C D L 7 . 0 •PSF D R W CAUSR795 01242099 ALPINE BUILD THE TRUSSES IN CONFORMANCE KITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN = C.i 45 r Yf� B C L L 0.0 PSF CA -ENG GTP / C W C SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T . L D . 37.0 P S F S E O N - 14783 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF IN IS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. CAIS �. ,.,Y Jjr OE w��`t C Y ` D U R .FAC . 1 . 2 5 FROM I V SPACING 24 . 0 " a� r r■r � r� r r r rr r r� r r� r rr r r Ire __ _ ___ _ _ _ _..__ ...._ ..--.. . ..-.. �.. .... ..........r �.. .., •.,,r •, n.nr a nT,•r DICT 11— CIIDMTTTCn DV TDIICC MGD IIva-1KAU111UNvj V1LLAbt (PLAN: S) - IZ UANI i Z 11Z TOP, CHORD 3x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.630' :Lt Stubbed Wedge 2x6 SPF 1650f -1,5E: V 0-10-12 T W2X10( ---- DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 W2X4 1�P8 R=1087 W=3.511 27-11-8 Over 2 Supports I 0-1T-12 �9-0-12 W2X10 (E3) III R=982 W=3.5" • X. PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 85-035 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED QFESS/0,� W C T C L L T C D L 16.0 1 4.0 P S F P S F R E F R795--13815 DATE 08/30/01 ALPINE STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BU ILO THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONF ORNS WITH APPLICABLE ➢R OY 1 s10NS OF NDS (NATIONAL DESIGN LPINE CONN ECTOR SI AREPNADESOFD20GAT ASTNMA653AGRd0REST GALV AN STEELPA P EREX CEPTI ASI OTEDNO TAP PL YPI ACONNECTORS TO AN �� O A M� `� C.i �' LL. W+ /� rel lff * BC DL B C L L T 0 T . L D . 7.0 0.0 3 7 .0 PSF P S F P S F D R W CAUSR795 C A -ENG S E 0 N - 01242022 GTP /CWC 14795 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160 A-2. THE SEAL ON THIS DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. IR Cry11. Qf CA�.�E r Y Y D U R . FAC. 1.25 FR0M I V SPACING 2 4. 0 I' �r �r �r wi rr r� rr r rr r r rr rr ri ri r r �■r r� _ (IVs-IKAUIIIUNS VILLAGE (PLAN: 3) - T3 CANT 1'2"1/2 -STUB 4'1"1/2 TOP, CHORD 7-x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: W04- IBIS UWIi YKLPAKLU LKUM LUMPUItK INV U1 (LUAU) d UINtW3IUw J) JuDI.11 LU u n DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 0-10-12 W2X10(G1) III W5X4 W3X4= W3X4= W2X4% L, 13-11-12 I 9-10-4 ;l ��. 23-10-0 Over 2 Supports R=935 W=3.5" R=829 T 2-3-4 *9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. S tes Fabricators **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND Pa TC LL 16.0 PSF REF R795 13816 85-035 Middleton Street, Thermal CA BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Q,pFESS/0rI INSTITUTE, SB3 D'ONOFRIO OR .. 111 TF 200, MADISON, NI 53219). FOR SAFETY PRACTICES PRIOR TO Q r e PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED M W, C Fy TC DL 14 .0 P S F DATE 08/30/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED `f 5 '0 .O yy BC DL 7 .0 P S F D R W CAUSR795 01242023 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO V' Z r BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND p� = K0, a B C ILL 0 . 0 P S F CA -ENG GTP / C W C ALPINE BRACING OF TRUSSES. THIS DES IGH CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSSPECIFICATON AREPMADESOFDBY 2OGATHE ASTMMA653AGR4OREST AND GALV. STEEL EXCEPT AS NOTED. T APDL YALPINE BqL CONN ECTORS TO * * TOT . LD. 37.0 P S F S E Q N - 2703 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER C OUR .FAC . 1.25 FR0M' I V DRAWINGS 160 A -Z. THE SEAL ON THIS ORA NING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING y Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS w�`� Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Y SPACINGANSI/TPI 1-1995 SECTION 2. 24.0" t1 VJ- IKAU111UIVJ V1LLAUt (PLAN: 3) - 14 LAM Z b Ile -DIUb 4.1 -Ile) TOP, CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: i 0-10-12 TW2X10(__, W2X4 o L -2-6-8--J W04 �,.�..,T—n — To CC MCD inia unu rncr—LU I iu. ... o. k.. �..w .. �.,,".... ....... ......... DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X4 - w3x4 = WJA4 13-11-12 23-10-0 Over 2 Supports R=1004 W=3.5" 9-10-4 R=759 T 2-3-4 *9-0-12 (�D PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 85 435 Mlddle[on Street, Thermal CA —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND INSTITUTE ,RE5B3 DOONOFRIO1 DR. SUITE 200. MADISONNDW1 53719),PUFORSSAFETY PRACTICESUPSS RIORATO PERFORMING THESE FUNCTIONS. UNLESS OTHER NI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED FESS W. �,. T C T C L L DL 1 6. 14.0 0 P S F P S F R E F R 7 DATE 9 5 08/30/01 13817 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 8R AALPINE SPECIFIC ATIONNG F TRUPU BLISHEDS SES TBYSTHESAMERICANIGN NF OFORESTTANDPPA PERB ASSOCIATION)SAND TPI, (NAALPONEI DESIGN CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO {,�,, T15 1. 1 yV = �C C.7 NO. e� 7R W~ = * BC B C T 0 T DL L L . L D . 7.0 0.0 37.0 PSF P S F P S F D R W CAUSR795 C A -ENG S E Q N - GTP /CWC 2728 01242024 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. /��{ y,.,Y S �dq� w��`t Y ` D U R . FAC. 1.25 FR0M IV SPACING 24.0" � � � � r r 1r r 'rte r r r�ra r .■. ..� ... .r .... (IV3-IKAU111UNJ VILLAGE (PLAN: 3) - T5 CANT 2'6"1/L -51U8 3.10" TOP, CHORDI£x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ADDITIONAL LOADING PER TRUSS FABRICATOR --------------------------------------------------- TC From 12 PLF at 11.66 to 0 PLF at 13.98 TC From 0 PLF at 13.98 to 40 PLF at 24.13 i 0-10-12 TW2X10 W2X40 I HIJ VWU VKtrAKtV rKUP1 LU!•Iru ICK tivrui tLVAUJ n UJ)-1—IV—) 1— �v .+... �.+ ••.• DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. , W04 L -2-6-8--J R=1055 W=3.5" 3-11- W5X4 = w3A4 — W3X5 4-1-8 Over 2 Supports 10-1-12 )2X4 III T 2-2-1 *9-0-12 R=947 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STO UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. SpatesFnbricators 85-035 IvLddleton Street, Thermal CA ALPINE *BRACINGNG** TRUSSES REFER TO HIB -91EME CARE IN FABRICATION, (TRUSSINSTALLING AND BR CING), PUBLISHED BYPTPi INSTALLING (TRUSS PLATE PRIOR TO PERFORMING THESEDFUNCTIONS INS ITUTE 583 ONFRIORUNLESSTOTHERWISEDISONINDICATED, TOPICHORDFOR SHALLFETY HAVEPRACTICES PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE KITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN FESS/O ((y�I �' W 1 '� 5 m V 4 TC LL TC C D L BC DL B C L L 16.0 14.0 7.0 0.0 PSF PSF P S F PSF REF DATE D R W C A -ENG R795--13818 08/30/01 CAUSR795 01242025 GTP/CWC L E CONNEC TOR SI AREon MADEFD20GATASTMMA65C AGR40REST GALVAND A ST EE LER EX CEPTIASINOTEDND T 1. APPLYACONNE CTORS i0 I * T 0 T. L D. 3 7. 0 P S F S E 0 N - 14829 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AMD USE OF THISO( COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. "•'Y p��' Cfy �Q�` r N{' D U R .FAC . 1.25 FR0M IV SPACING 24. 0 " M M w r M M r M r� M it M M M M M M M (TV3-TRADITIONS VILLAGE (PLAN: 3) - T6 MONO DRAG FW I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOR.CHORD dx4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. (((DRAG TRUSS))> ** THE MAXIMUM HORIZONTAL REACTION IS 6850# ** 0-10-12 V NEGATIVE REACTIONS) OF -286# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD, 10 PSF BC LIVE LOAD PER UBC. (U) UPLIFT CONNECTION REQUIRED SEE BELOW. W2X4 III W3X8(G1) III W2X4III W3X7= 4-9-3 9-0-12 (U=-1114) (U=-631) 11-7-4 Over Continuous Support R=109/-25 PLF W=11-7-4 Rh=+/ -200 PLF OVER FULL LENGTH SHEARWALL **.DRAG* PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. CA/2/-/-/-/R/- Scale =.375" Ft. Spaces Fabricators 85-435 Middleton Street, Thermal CA ALPINE "WARNING"` TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND CES PRIORPLATE SAFEBY PRACTI(TRUSS BNSTING. REFER D' ONOFRIO ORHAIISUITE 200?AMADISONNDWBRAC53719),PUFORISH TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. `"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPIIIG, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN FXEX�SS/py �.� W. te, Fy fy~ q/V% - . p? T�fff O5 r 7 T C TC BC B C L L DL DL L L 16 . 14 .0 7 .0 0.0 0 P S F PSF P S F P S F R E F DATE D R W C A -ENG R795--43337 09/21/01 CAUSR795 GTP/CWC 01264039 CONN ECTSPEC ISAT AREPMADE SOFD20GATASTMMA653AGR40RGALY- STEEL EXCEPT AS NOTED- TAPPL YACONNECTORS TO LPINE* TOT . L D . 3 7 . 0 PSF S E O N - 17894 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION C0IIN EC TORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. /�J�� y'••� �/� CA1�� -r Y D U R .FAC . 1.25 FR0M I V SPACING 2 4 . 0 (IVs-IKAU111UNS VILLAGE (PLAN: 3) - T7 HIGH HEEL CANT 1'6"1/2 DRA TOR CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :W4 2x4 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 10.58 BC From 24 PLF at 0.00 to 24 PLF at 9.04 BC From 14 PLF at 9.04 to 14 PLF at 10.58 1404 (R) W5X4 W3X5 III W5X4- 1-6-8 3J 1 5-3-8 _I 5-3-8 _1 10-7-0 Over 2 Supports R=1374/-1012 W=3.5" Rh=2117/-2117 R=1456/-929 W=3.5" IHIb UWG NKtVAKtU YKUM LUMYUItK INVUI (LUAU) & UIPICI431LON3) 3ool'—Icu of lnu4j..r R. NEGATIVE REACTIONS) OF -1011# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 2116# ** (R) /// **DRAG** �r r 3-6-12 10 0-12 5 III PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA A L P I N E Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO TME INSTALLAT'ON CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IH CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC IF LCAT I ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A Z. THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHORN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI-1-1995 SECTION 2. p aFESSI�4I �� . C�, y V• 45 r� 6_ * * C �! T C T C BC BC T 0 T L L D L DL LL . L D . 16.0 14.0 7.0 0.0 37.0 P S F P S F PSF P S F P S F R E F R 7 9 5--43338 DAT E 09/21/ 0 1 DRW CAUSR795 01264017 C A -ENG GTP / C W C S E O N - 17915 D U R .FAC . 1.25 F ROM I V SPACING 24.0" MM r �r r r r r r r r r r r m r r MM I urn (I V3- I KAU 111 UIVJ VILLAUL (KLAN: 3) - Id HIGH HttL'(,ANI 1'b"1/Z TOPS CHORD 2x4 SPF 1650f -1.5E BOT.CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 10.58 BC From 24 PLF at 0.00 to 24 PLF at 9.04 BC From 14 PLF at 9.04 to 14 PLF at 10.58 3-6-12 3-6-12 W3 W04 =- W2X4 III 4 III W3X4 =— . � .L.;� 1-6-8 L 5-3-8 _I, 5-3-8 _I 10-7-0 Over 2 Supports R=363 W=3.5" R=510 W=3.5" 11713 unu rREr—U FR -1 v. urirui�n nr I� nv.a u va�.... a.. ••../ ,.••. •�.. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19 CA/2/-/-/-/R/- Scale =.375" Ft. SpaetonStLes riet,T 8535 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "WAR aRACING. REFERUSSES TOH18 91 (HANDLREME CARE IN FABRICATION, ING INSTALLING AND BRACING), PUBLISHED BY SHIPPING. TPIIR(TRUSSING AND PLATE INSTITUTE. 583 D'OHOFRIO DR., SUITE 200, MADISON, W1 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANEL BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "*IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING• INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSIAREPMAOESOF020GATASTMMA653AGR40REST GALVARSTEELEREXCEPTIASINOTEDND TAPPLYALPINE CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION Z. Q� piESS/p d Y1 �,p W. F.y^ h �'i� `L� V y 45 r 'w * C1Y11. A % 4 V TC LL T C DL B C D L p B C L L TOT. LD. 16.0 14.0 7 0.0 37.0 .0 PSF PSF PSF F P S F PSF REF R795--43339 DATE 09/21/01 D R W CAU SR795 01264018 CA -5G GTP / C W C S E Q N - 17919 OUR . FAC . 1.25 FR0M I V 11V-5-IKAU111UNJ VILLAGt (FLAN: 3) - 19 H16H HLLL W/PKI KS TOP, CHORD Qx4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :146 2x6 SPF 1650f -1.5E: 4-6-12 W3 W4X4 = W2X4 III L. 5-3-8 _I_ 5-3-8 IE 10-7-0 Over 2 Supports R=368 W=3.5" W2X4 III IHID Uwh rNtrAKtU rKUPI 6UPIrUItK IIVrUI ILVAUJ a U1 rICK31u110/ IL. u i in n. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 3-5-4 10-2-4 ,�L-9-0-12 4X8 R=415•14=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI(STD)/'UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA "WARNING`* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 5B3 D'ONOFRIO DR., SUITE 200, MADISON, qI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED 6,1 FESS/p y T C T C L L D L 1 6 14 . 0 .0 P S F P S F R E F DATE R 7 9 5 4 3 3 4 0 09/21/01 STUCURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _1 MP 0 RTANT­ FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO `y P �% BC DL 7.0 PSF D R W CAUSR795 01264019 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AHD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO 45 r * * B C T 0 T L L . L D . 0.0 37.0 P S F PSF C A -ENG S E 0 N GTP / C WC - 1 7932 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DR ANINGS 160 A-2. THE SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. /� s 1i� CIy11. V �7� QF w�``C r �r Y ` D U R .FAC. 1.25 FR0M I V SPACING 2 4.0 " r� • ar rr �r � r r �r �r r■� �i �r r� rf �r r� r rs �r (IV.5-IKAUIIIUNJ VILLAUL (PLAN: ;3) - IlU HIUH HttL UKAb W/VKI KJ: )_ TOP. CHORD 2X4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2X4 HF Std/Stud :142 2x4 SPF 1650f -1.5E: :W4, W5 2x4 SPF #1/#2: :146 2x6 SPF 1650f -1.5E: TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 2116# ** W4X4 inla u— rmc—RCu FR -1 11 ..w v,�... , .. ...� .,_.,.....�.. ... ...___ ... ... NEGATIVE REACTION(S) OF -1069# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X4 ; W4X10 **DRAG** W6 3-5-4 4-6-12 W2 W5 W4 10-2-4 171 -6-9-0-12 W3X5 III TVA W2X4 III 5-3-8 _I 5-3-8 J E 10-7-0 Over 2 Supports R=1487/-1070 W=3.5" Rh=2117/-2117 R=1514/-1043 W=5.5" PLT TYP, Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. SpaLes Fabricators 85435 Middleton Street, Thermal CA **HARMING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO OR.. SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �Qf ESSIQ Q -w !�� TC TC LL DL 16 14 .0 . 0 P S F P S F R E F DATE R795--43341 09/21/01 ALPINE STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS MITH APPLICABLE PRSSOCOVISIONS OF NDS (IIATIONAL DE GH LP CONNECTORSIn E SPECIFICAT) ARE MADEUBLISOFD20GABY TASTMHE NA653AGR40N F RGALY. STEELEST AND EXCEPT AS NOTED. TAPPLYACONNECTORS TO V' y V 5 r a !r BC B C DL L L 7 0.0 .0 PSF P S F D R W C A -ENG CAUSR795 GTP/CWC 01264020 TOT . LD. 37 . 0 P S F S E Q N - 17944 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - I. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. Cnm . h Qf ` V CiSPACING OUR . FAC . 1.25 FROM I V 24.0" M M r M M M r r M M r M M M M M M M M (TV3-TRADITIONS VILLAGE (PLAN: 3) - T11 DRAG FW 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP, CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.500' :Rt Slider 2x6 SPF 1650f -1,5E: BLOCK LENGTH = 2.500' DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 4042# -- (U) UPLIFT CONNECTION REQUIRED SEE BELOW. W2X10 (E 0-10-12 F W3X4(E3) i (U-342) L 5-3-10 FE IIR=74 PLF W=20-2-8 W4X6 (R) III **DRAG** (��D 10(E3) III 0-10-12 F_ *8-0-12 W6X4 - W5X4 - W3X4 (E3) (U-715) (1U-755) (U-302) 8 0-0 Rh=+/ -505 PLF OVER 8-0-0 ADJACENT SHEARWALL 10-1-4 I 10-1-4 _1 20-2-8 Over Continuous Support I Rh=+/ -505 PLF OVER FULL LENGTH ADJACENT SHEARWALL PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85-035 Middleton Street, TMetmal CA "WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SB3 D'ONOFRIO OR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTNERNISE INDICATED, TOP CHORD SHALL HAtlE PROPERLY ATTACHED QFESS�Q ��(J w TC TC C L L D L 16 . 14.0 0 P S F PSF R E F DATE R795 --13824 08/30/01 STRUCTURAL PANELS, BOTTOH CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED iS `�� vy B C D L 7 PSF D R W CAUSR795 01242103 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NAT IOHAL DESIGN �- p B C L L .0 0.0 PSF CA -ENG GTP / C W C SPECIFICOF CONNECTL pill E ORSIAREPMADESHE OFD20G ATASTMMA653AGRA ORIST GALV ANSTEELEREX CEPTIA SINOTEDND TADPL Y ACONNECTORS TO * TOT. LO. 37 . 0 PSF S E A N - 14919 Alpinc Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISi COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI(TPI 1 1995 SECTION 2. S Or w��`� ! Y D U R . FAC . 1 .25 FROM I V SPACING 24 .0 " r rr r rr r rr rr r rr r r rr rr rr r r r r r� ( I V3- I KAU 111 UNZ) VILLAUL (Y LAN: S) - I I Z ) tnlL Uwu rKLr—cu rnuri TOP -CHORD 2x4 SPF 1650f -1.5E DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud 10 PSF BC LIVE LOAD PER UBC. :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: 0-10-12 1 W5X1O(G1) III W4X4 i12 W5X1O(G1) III L 10-1-4 I 10-1-4 J fE 20-2-8 Over 2 Supports J R=748 W=3.5". R=748 W=3.5" 0-10-12 -8-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85-035 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'OHOFR10 DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0THERNI SE INDICATED, TOP CH ORO SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. QQ,QFESS�Q�{r� �il.^ --- y T C T C ILL D L 1 6. 14.0 0 P S F P S F R E F R795--13825 DATE 08/30/01 ALPINE —I MPORTANT`* FURNISH A COPY OF THIS DES, GN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING• INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO 01 Ly i V 4 * * 8C B C T 0 T DL L L . L D . 7.0 0. 37.0 0 PSF P S F P S F D R W CAUSR795 CA -ENG S E 0 N - GTP 14921 01242028 / C W C Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A Z. 'THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTFORFOR99 ANSE PARTICULAR BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGNER. PERANSIJTPI 2. wpm s fr--- V- Y D U R .FAC . 1 . 2 5 F R 0 M I V SPACING 24 . 0" rr r rr rr rr r r r rr r r r r rr r rr r r r .—.._ n...r •,C rn.,C♦ Cion -T n TnHCC MCD tIVJ-1MAU111VIVJ VILLAUC. tr LAIV: -S) - 116 UKAU FW ) TOP -CHORD Px4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 2116# ** 0-10-12 W4X10(G1) III W4X4 5-3-8 _I_ 5-3- iGE Over 2 Supports R=694/-250 W=3.5" Rh=2117/-2117 W4X10(G1) III Inco UWU rnLr nnLu k�...,�.. NEGATIVE REACTION(S) OF -249# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 0-10-12 _T 0 12 R=694/-250 W=3.5" **DRAG*# (Ti::) PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85A35 Middleton Street, Thertnal CA AL -P I NE **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING- REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN �QFESSID Q �p W y9 �y 1 .O yy V' _ (,� 4 a T C TC BC BC L L DL OIL LL 16 14 7 0.0 . 0 .0 .0 P S F P S F P S F PSF R E F R DATE D R W CAUSR795 CA -ENG 7 9 5 1 3 8 2 6 08/30/01 01242029 GTP/CWC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T . L D . 37 .0 P S F S E 0 N - 14928 Alpine Engineered Products, Inc. .Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNL Ess OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS%� COMPONENT FOR ANY PARTICULAR BU ItDIN6 IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. C1Y11. 3 ` V ` of CA��� D U R .FAC . 1.2 5 FROM I V SPACING 24. 0 " ( I v.3- I KHu111vIVJ VILLmuc trLNIV: .3) - 114 JrCI, rLIAI KJ UKHU J TOP, CHORD Px4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W6 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 2096# ** 0-10-12 .1'_ W5X7 = --1 4 M[� CIIDMTTTCII DV TDIICC MFR NEGATIVE REACTION(S) OF -251# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. W6 0 11-4 P +9-0-12 W4X1O(G1) III W6X4= W3X5III 1— 5-3-8 _I_ 1-9-8 _1_ 3-6-0 J 10-7-0 Over 2 Supports R=696/-252 W=3.5" R=456 W=3.5" Rh=2097/-2097 **DRAG** T19� PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Sppaates Fabricators 85�35Middle[On$�eel,ThermalCA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "NARKING'* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACIttG. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE RACTICES PRIOR TO PERFORMING THESEST TUTE 583 OFUNCTIONS. UHLESSTOTHERWISEE 00, MADINDICATED, TOPICHORDFSHALLFHAVE TY PPROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIL IMG. `"`IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRO THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE KITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC IIAREPMADESOF020GATASTMNA653AGR40RGALYAEST NSTEELPAPERE%CEPTIASINOTEOND TPI. CONNECTOR5SS YACONHECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. Crp Q�CFESS�O'�'! ` l�.l. !� S 45 r a * /� s CIYq.� Of CA1�E TC TC BC B C TOT LL DL OL L L . L D. 16 . 14 . 7 .0 0.O 3 7. 0 0 0 P S F P S F P S F P S F P S F R E F R795--43342 DATE 09121101 D R W CAUSR795 01264021 C A -ENG GTP/CWC S E O N - 4 72 12 D U R .FAC . 1.2 5 FROM I V SPACING 2 4.0 " rr r rr rr rr rr rr �r rr rr r� r rr rr r �r rr rr rr tIVJ-IKAu1IIVN3 v1LLAUr (rLAIv: 3) - 115 JNtI, YLAI KJ TOP, CHORD ex4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. T 0-10-12 W 5 X 7 = ---1 4 W3X10(G1) III W2X4III W5X4 = 1, 5-3-8 11-9-8 I 3-6-0 I L 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 1-0-4 _T 0 12 O X15 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. SpaleS FOt)1'IC8(OTS 85435 Middleton Street, Thermal CA "WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, HI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED Q g�FES S�a'�! w Fy T C TC L L DL 1 6. 14 .0 0 P S F PSF R E F DATE R 7 9 5--43343 09/21/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ��-w� `h � y= V fn BC DL 7.0 PSF DRW CAUSR795 01264022 ALPINE BUILD THE TRUSSES IN CONFORMANCE MITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS OESIGN CONFORMS MITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPJ. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO w 45 r * B C L L 0.0 PSF CA -ENG GTP / C W C T 0 T . L D . 37 .0 PSF S E 0 N - 1 7961 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS 0THERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEIIT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. w C1V11. S h Or CA1�E C r Y D U R .FAC . 1.25 FR0M I V SPACING 24.0" k VJ- IRNULILUnJ VILI_MUL 1rLArv: Jl - 110 JIUt$ 1L L 11Z UKAu rW TOR CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF 1650f -1.5E: :W3 2x4 SPF 2100f -1.8E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 4359# ** W2X41 W7X6 (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (U) UPLIFT CONNECTION REQUIRED SEE BELOW. W5X6 (U=-1730) W7X6 (U=-2068) W4X1O(G1) III **DRAG** -TT6 0-10-12 �9-0-12 L 4-9-8 _1_ 17-0-0 _I fE 21-9-8 Over Continuous Support R=79 PLF W=21-9-8 Rh=+/ -200 PLF OVER FULL LENGTH ADJACENT SHEARWALL PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19 p CA/2/-/-/-/R/- Scale =.25" Ft. NG AND Spates Fabricators {BRACINGWAR NG+REFER TO HIB * TRUSSES -91 INSTALLXTREME CARE ING ARID BRACNING)HANPUBLISHED BYTPI117(TRUSSIPLATE OFESSIQTC LL 16.0 PSF REF R795--43344 85435 Middleton Street, Tbenmal CA Q� 7 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO W PERFORMING THESE FUNCTIONS. UNLESS OTHER NI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �.� W C T C D L 14.0 P S F DATE 09/21/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. {� —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED . a B C D L 7.0 P S F D R W CAUSR795 01264040 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Ay v r p BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND OL B C LL 0.0 P S F CA -ENG GTP/CWC A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 2003 CONNECTORSSPECIFICATON AREPMADESOFD20GATASTMHE MA653AGR40REST GALtl. STEEL A SS EXCEPT AS NOTED. TAP PLY ACONNECTORS TO * * TOT . LD. 37.0 P S F S E A N - 18004 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCAT EO ON THIS DESIGN, POSITION CONNECTORS PER wpm DRAWINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIY11. (� D U R .FAC . 1 . 2 5 F R Om I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS/k A�.�FO Sacramento, CA 95828 COMPONENTANSI/TPI 1FOR SECTION C PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �r 4 SPACING 2 4. 0 " I,IVJ-IRrU111UIVJ VILLmur krLM11; 3) - I1/ JIUL$ le C 1/4 TOP,.CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W3 2x4 SPF #1/#2: :Rt Stubbed Wedge 2x8 DF -L #3: 110 PSF BC LIVE LOAD PER UBC. W2X4 I W04 CIIDMTTTCl1 DV TDIIff MCD n.o v.,� ILEI .. .�.. ,,......., ,. .., ". .... ... T .. ........ .. .. ..._..___.._ ___-._ DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ** WARNING! MID -PANEL DEFLECTIONS EXCESSIVE **.TRUSS HAS VERTICAL DEFLECTION OF 0.32" DUE TO LIVE LOAD AND 0.42" DUE TO DEAD LOAD. W3) I, 4-9-8 _I_ 17-0-0 _1 f 21-9-8 Over 2 Supports E R=806 R=806 W=3.5" 0-10-12 T PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a Spaces Fabricators "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 85435 Middleton Street, Tbennal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE OeQ INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO \{� PERFORMING THESE FUNCTIONS. UNI ESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED p STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED eP PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND m _ C43845 A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 1 A -i. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Cnm Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS /� Sacramento, CA 95828 COMPon ENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Of CA1.��a ANSI/TPI 1-1995 SECTION 2. CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.2511/Ft. REF R795--43345 DATE 09/21/01 D R W CAUSR795 01264023 CA -ENG GTP/CWC SEON - 18012 . FROM IV w w w w� ■� w w w w w w� ww w ww w w w w (IVa-IKAU111UNZ) VILLAUt (PLAN: 3) - lid JIUtf 1Z•Z-11Z UKAU ) TOP. CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f-I.8E: BOT CHORD 2x4 SPF 1650f -1.5E :132 2x4 SPF 2100f-1.BE: WEBS 2x4 HF Std/Stud :W2, W3 2x4 SPF #1/#2: :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 3.142' DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 4359# ** W2X4 I 4-11-9 W4X4 11113 UWb rMCrAR[u rKvm uvl•IrVILM inrui k-- a Uii 7 .+��••�� ��� ••• NEGATIVE REACTION(S) OF -965# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. **DRAG** (jii:D (E3) III 0-1T0-12 �9-0-12 W.) A'+ WbX4- WeA14III W3X5(E3) f 16-0-0 J Rh=+/ -273 PLF OVER 16-0-0 ADJACENT SHEARWALL 1_ 4-9-8 _1_ 17-0-0 _I 21-9-8 Over 2 Supports R=1064 R=1881/-965 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA "WARNING*` TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AHD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON. MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q�pFESS �(` T C L L TC DL 1 6.0 14 .0 P S F PSF R E F R 7 9 5--43346 DATE 09/21/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT`• FURIIISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED y $eP 1 �y BC DL 7 PSF D R W CAUSR795 01264041 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .0 ALPINE BUILD TME TRUSSES 1N CONFORMANCE WITH iPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR OYIS-ONS OF NDS (I1ATIONAL DESIGN 5 r B C L L 0.0 P S F CA -ENG G T P/ C W C SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 37.0 PSF S E O N - 18019 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AILD UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESiGN SHOMN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-199 SECTION 2. f C �! �%� Qf CA��� D U R . FAC . 1.25 F R O M I V SPACING 24 . 0 " IIV3-IKAU1IIUI4J VILLAUC tri -AN: 3) - 11`1 J,Wb b b W/b ZItr -U1KU) TOP, CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x6 SPF 1650f -1.5E :B3 2x4 SPF 1650f -1.5E: WEBS 2x6 SPF 1650f -1.5E :W1, W2, W4, W8, W16 2x4 HF Std/Stud: :W6, W10, W12, W14, W15 2x4 SPF #1/#2: :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.500' TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 6850# ** (U) UPLIFT CONNECTION REQUIRED SEE BELOW. inla Owu rRCrhKLu rnun —rui Lwnuv a �.�..,. �..,� �.. ... ......... ... 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 5" o.c. BOT CHORD: 1 ROW @ 9" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER .NAILS IN EACHROWTO AVOID SPLITTING. NEGATIVE REACTION(S) OF -366# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. **DRAG** W5X4 = W3X4 ; W3Xk5W 4 r5 W8 4 W3X4 W4X10 W5X8 W3X4 T 13 W2X10(E3o 2 7 W1 412 W4 W6 4110 W14 W16 110 12 W15 B3 -L 10-0-12 —�9-6-12 Y W3X8 = W5X7 T W5X6 = W4X4 III W3X4 (E3) (U= 326) W7X8 = (U=-3322) W5X6 = (U=-4162) (U=-977) 13-9-8 _I_ 20-5-8 ,J 24-5-12 T 9-9-4 1 34-3-0 Over 2 Supports — J R=3064/-326 W=5.5" R=401/-37 PLF W=9-9-4 Rh=+/ -702 PLF OVER 9-9-4 SHEARWALL Note: All Plates Are W2X4 Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. sa CA/2/-/-/-/R/- Scale =.1875" Ft. Sppaates Fabricators *'WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI PLATE Crc TC LL 16.0 PSF REF R795 43336 85-035 MiddletonStreet,-MertnalCA (TRUSS INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, WI 53119), FOR SAFETY PRACTICES PRIOR TO Qj(FESSiO/Y� y� PERFORMING THESE FUNCTIONS. UNLESS 0THERNI SE INDICATED, TOP CHORD SHALL MAYE PROPERLY ATTACHED PANELS. BOTTOM CHORD �.� W. y^ TC DL 14.0 P S F DATE 09/21/01 STRUCTURAL SHALL HAVE A PROPERLY ATTACHED RIGID CE ILIHG. *'IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR �. Q? �! 7y�Tff BC DL 7.0 PSF D R W CAUSR795 01264038 ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO W 45 r OC BUILO THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L 0.0 P S F C A -ENG GTP / C W C ALPINE BRACING OF TRUSSES. THIS .ESI GH CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OESIGN TOT . L D . 37.0 PSF S E O N - 18034 P ME CONNECTORSCAT AREPMADEUBLISOF020GABY TASTMHE MA653AGR40N 0R GALY. STEEL. EXCEPTEST AND PAPER AS NOTED- TAPPL YACONNECTORS TO * AI ine Engineered Products, EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES AC CEPTANIE OF PROFESSIONAL ENGINEERING wpm s " "Y v D U R .FAC . 1.25 F R OM IV P Inc. Sacramento, CA 95828 RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS FOR ANY PARTICULAR BUILDING ��CC OF CA1JE SPACING 24.0 COMPONENT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. (1V3-IKAU111UNS VILLAUt (FLAN: 3) - T20 STUB 6'8"LS & 5"1/2 KS W/) TOP. CHORD Px4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W4, W6 2x4 SPF #1/#2: :Rt Stubbed Wedge 2x8 DF -L #3: T 2-7-7 1 W5X4= I1 -11J UWG FKtFAKtLI FKUM LUMFUItK INFUI (LUAU) 6 UIMLI43IVI43) 3UD1.11I ICU DT I-- I A - (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X4 III W3X7 W2X4 III (1-20 I 1-0-910-0-12 --9-6-12 W4X12 (G1) III 18-11-12 —) 13-9-8 20-0-0 �I 19-1-8 T 14-8-0 � fE 33-9-8 Over 3 Supports R=657 W=3.5" R=1381 W=3.5" R=462 Note: All Plates Are W3X4 Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5 a CA/2/-/-/-/R/- Scale =.1875" Ft. Spades Fabricators 85435 Mid dletonStreet,ThermalCA ' —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ON OFRIO DR., SUITE 200. MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLEOTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SS SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Q�QFESS�QII� �d 1u ` n {� W. CTC C gVOy� V Sep 1 !A TC BC LL DL DL 16.0 14.0 7.0 PSF P S F PSF REF DATE DRW R795 43350 09/21/01 CAUSR795 01264027 ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSSPECIFICATAREPMADESOFHE D20GABY TASTMHE MA653AGR40RGALY. STEEL. EXCEPT AS NOTEDt. TAPPLYJ. AL PI HE CONNECTORS TO ,"\j y/ Fri �L Gi 45 r a 2004 * B C TOT L L . LD. 0.0 37.0 P S F P S F CA -ENG S E Q N GTP / C W C - 18062 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ' DRAWING $ 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI)TP1 11995 SECTION 2. I� A1��Q CY D U R .FAC . 1.25 F R 0 M I V SPACING 24.0" r� r� r sir �r it r■� r� r� r r r �r r r r r� r (IVJ-IKAU111UNJ VILLAUt (rLAN: 3) - IL1 JIUb b -d --LS & b -1/L KJ W TOP - CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2, W5, W7 2x4 SPF #1/#2: :Rt Stubbed Wedge 2x8 DF -L #3: W3 T 1-11-15 W1 I W3X5 W3X4 --W5X4 = Inl3 UWU rMLrNRCV rRvrl vV19rulCK llirvi Liv- a uiu.o.vna7 .,o.n ia�� •�• ••... ••• •• (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. y W2X4 III W3X4 W3X7 = 1 W3X4 =— W2X4 III Y -L10-8-4 9-6-12 1-0-9 -10-0-12 W5X10(G1) III I T W3X4 I� 18-10-0 _I 13-9-8 _I 20-0-0 J fE 33-9-8 Over 3 Supports - J R=726 W=5.5" R=1213 W=3.5" R=561 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.1875" Ft. Sppaates Fabricators 85A35 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "'WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'OJIOFRIO DR., SUITE 200, MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHER NJ SE INDICATED, TOP CMDRD SNALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGiD CEILING. —I MPORTANT`• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS• INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE P APE A SSPROVISIONS OF NDS (NATIONAL DESIGN SPEC FI AT AREON PMADESOFD 20GAT ASTMHE MA653ER AGR40R GALY. STEEL, EXCEPTEST AND R AS NOTED. TAPPLYACONNECTORS TO CONNECTORSP INE EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRANI NGS 160 A.7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. . THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. �pWESS/p4I Q 'N� •�� W. C ��, y a� y 1y� Z. �jy o"i 5 r * Cs J� wA"f� Y ` T C TC BC BC TOT L L DL DL LL . L D . 16.0 14.0 7 0.0 37 .0 .0 P S F P S F P S F PSF P S F R E F R795--43347 DATE 09/21/01 D R W CAUSR795 01264024 CA -ENG GTP/CWC SEAN - 18067 D U R .FAC . 1.25 F ROM I V SPACING 2 4.0 " r rr �r rr ■r rr rr '� rr rr rr �■r �r rr �r r rr rii ( M-IKAU111M, VILLAUt (PLAN: 3) - I'L'L MUNU HIP UI KUtK SIUb 5'1 TOP- CHORD 2x6 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2 2x4 SPF #1/#2: :Rt Slider 2x8 SP M-23: BLOCK LENGTH = 1.567' SPECIAL LOADS Spates Fabricators 85-035 Middleton Street, Thermal CA `"WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTI TUTS. SB3 D'OIIOFRIO DR.. SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED QFESs�Q4_ Q� YX ,�! W, !� T C TC L L DL 1 6. 14.0 0 P S F P S F ------(LUMBER OUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 250 PLF at 0.00 to 250 PLF at 5.06 TC From 250 PLF at 5.06 to 274 PLF at 10.58 TC From 60 PLF at 10.58 to 60 PLF at 15.58 BC From 14 PLF at 0.00 to 14 PLF at 15.58 W5X10 W1 4-0-0 W5X4 Inia u.. ---- . —., bVl'li trl ui ♦ni v. k ..- DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X8 W5X10 = W2X4 III W3X4 (E3) = W2X4 111 W2X10 (E3) III 1_ 4-9-4 I 10-4-4LiE _J 15-1-8 Over 2 Supports J R=1974 W=5.5" R=1223 1-0-9 —T 6 12 TZz +10-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85-035 Middleton Street, Thermal CA `"WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTI TUTS. SB3 D'OIIOFRIO DR.. SUITE 200. MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED QFESs�Q4_ Q� YX ,�! W, !� T C TC L L DL 1 6. 14.0 0 P S F P S F R E F DATE R795--43348 09/21/01 _ ALPINE STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE KITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSIAREPMADESOFD20GABY TASTMHE MA653AGR40REST GALVANSTEELEREXCEPTlASINOTEDN TA APPLYLP IN CONNECTORSTO ��.w� V' h 1 �y o� 5 r a * BC B C TOT DL L L . L D. 7.0 0.0 37.0 PSF P S F P S F DRW CA -ENG S E O N CAUSR795 01264025 GTP / C W C - 18073 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ' DRAWINGS 160 A-2. THE SEAL ON THIS -DRAWING INDICATES 'ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISh� COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. CIYl1. ���� D U R .FAC . 1.25 F R 0 M I V SPACING 24.0" r rr rr r �r rr rr r� rr r� r �r rr rr rr �r r� r� r� t I VJ- I KAU 111 VIA J VILLAUC tYLAIA: .5) - IZ,5 MUMU NIV -Vr,I LJ TOP- CHORD 2x6 SPF 1650f -1.5E :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.500' W1 4-0-0 W4X8 W2X4 III W3X7 = W5X4= inia unu r—r—Lu 1 nun DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 4-9-4 _1_ 10-9-12 15-7-0 Over 2 Supports R=600 W=5.5" 0-10-12 A,-9-6-12 W3X4(E3) W2X10 (E3) III R=553 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 851135 Middleton 'Street, Thermal CA ALPINE **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIS (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF TH ISDESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPIIIG, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONSOF NDS (NATIONAL DESIGN C �QIESS �Q Cb ��^ `V Sep 21 S OL V r TC LL TIC DL BC DL B C L L 16 14 7 0.0 .0 .0 .0 P S F P S F PSF P S F R E F R795--43349 DATE O R W CAUSR795 C A -ENG 09/21/01 GTP/CWC 01264026 CONNECTORSSPECIFICATI AREMAC)FD 20 GATHE ASTMMA653AGR40R GALV, STEELEST AND A SS EXCEPT ASIN TEDND TPI. APPLYALPINE CONNECTORS TO TOT . L D . 37 .0 PSF S E Q N - 18079 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. /�I�I� s CI�IY V' Qe w�`,t r Y Y { D U R .FAC . 1 .2 5 FROM I V SPACING 24. 0 " �r �r r r �r �r i■r r■ �r �r rr r .r rr .� .. �. �■. ... (IV3-IKAU111UNS V1LLAbt (PLAN: 3) - IZ4 CANI 1'U"1/L1 LS FW UKAG ) TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 SPF #1/#2: :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.797' :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD -THROUGH TRUSS TO SUPPORT(S) WHERE -.INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 6091# ** *** THIS TRUSS IS NOT'SYMMETRIC -- INSTALL AS SHOWN *** 0-10-12 T W3X8( W3X5 W4X8 (E3) III 1, 15-2-8 I 15-2-8 I fE 30-5-0 Over 2 Supports J R=1818/-485 W=5.5" W4X4 I mi3 vwu rKLrAKCU rKvl'i Lvmru1[K inrui kwi . a — I-- VII aY I.— NEGATIVE . iNEGATIVE REACTIONS) OF -543# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/240.00 TOTAL LOAD. *DRAG** I 0-10-12 � 9 0 12 R=1765/-544 W=5.5" Rh=6092/-6092 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Sppaates Fabricators 85-035 NLQdleton Street, Thermal CA "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRfO DR., SUITE 200. MAD 15011, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED OFESS Q� F T C T C L L D L 16 .0 14 .0 P S F P S F R E F DATE R795--43361 09/21/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '*IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RE SPONS IBIE FOR ANY OEVIAT ION FR ON THIS DESIGN: ANY FAILURE TO h 1 ;y �1'fhf B C D L 7 .0 PSF D R W CAUSR795 01264002 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACSPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIL PONAL DESIGN OR SAT I AREPMADESOFO2OGATASTMMA653AGR4 ORGAL YEST ANSTE ELERE%CEPTI ASINOTEOND TPS. CONNECT INE YACONNECTORS TO w C.>r 45 r M20 * B C L L 0 . O P S F C A -ENG GTP/CWC TOT . L D . 37 .0 PSF SEAN - 17127 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHER MISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISi COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI I -V995 SECTION 2. /� w ? w�`� �C 4 D U R . FAC . 1 .25 FROM I V SPACING 24. D " rr r rr r rr r rr �r rr r� rr rr rr rr rr rr rr r r IIDMTTTCn DV TDIICC MCD t1VJ-IRMU111VIYJ V1LLM4L kr LHIY: J) - 140 I.NIVI 1 V 1/C LJ TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.797' :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: *** THIS TRUSS IS NOT SYMMETRIC INSTALL AS SHOWN *** I 0-10-12 T W3X8 (G1) III W 2 X 4 1� (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (:'rii:D W4X4 15-2-8 R=1174 W=5.5'I W3X/ 30-5-0 Over 2 Supports W5X8 -2-8 0-10 12 —91, 12 W3X4 (E3-) W2X10(E3) III R=1076 W=5.5j1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Sppaales Fabricators 85A35lvtiddlelon Street, Thennal CA ALPINE **NARNiNG*' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SH ALI HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS MIT. APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO o�;�FESS/p, ` �.1. h S Ly� r OC 5 r * * T C L L TC DL BC DL B C L L 1 6. 14 7 0.0 0 .0 .0 P S F P S F P S F P S F R E F DATE D R W C A -ENG R 7 9 5 09/21/01 CAUSR795 GTP 43362 01264003 /CWC T 0 T . L D . 37 .0 PSF S E O N - 17130 Alpine Engineered Products, Inc, Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAW INGS 160 A•Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISI� CON PONE NT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSIITPI 1-1995 SECTION 2. /� CIY11. O! ���,� ! OUR . FAC . 1.25 FR0M I V SPACING 2 4.0 " �r r r r �r � r r� �■r �r r� rr �r r� r� �r � r �r (IV,5-I11AUIIIUNJ VILLAUL (FLAN: 3) - IZb LANI 1'U -1/Z LJ 5 J,Wb b TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 10 PSF BC LIVE LOAD PER UBC. W4X4 mi,'> uwb rKtrAMCu rKul9 uurlru,ER —r— LLV— a u.uw,vna7 sa.m . �.. ... ....... .... DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 4- I U � W1�VS4 IR 0-10-12 101 T W2X1O(G1) III W2X4III W3X4= W5X7= W2X4111 W2X4 L 15-2-8 _I. 8-4-4 ��23-6-12 Over 2 Supports R=921 W=5.5" R=823 W=5.5" T ` 3-2-3 9-0-12 Tz� PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Sales Fabricators 85435 Middleton Street, Thermal CA ' "WARNING — TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 5B3 D'ONOFRIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING TME SE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q� p� W. `(�y T C TC L L D L 1 6. 14.0 0 P S F PSF R E F R 7 DATE 9 5 44407 09/24/01 STRUCTURAL PANELS. BOTTOM CH ORSHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED *'I PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO \h 2 vy V p BC D L 7.0 P S F D R W CAUSR795 01267008 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISI 014S OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAII.FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO 5 r a * * B C T 0 T L L . L D . 0. 3 7 O .0 P S F P S F C A -ENG S E ON - GTP /CWC 18108 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. D U R .FAC . 1.25 F R 0 M I V SPACING 2 4.0 " (I V.3- I K A U 111 UIVD VILL AUD (I -LAN: .S) - IZ7 JYtt, LA141 1'U''1/Z LJ Z4 JI) TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 SPF 1650f -1.5E: :W9, W11 2x4 SPF #1/#2: :W12 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 4713# ** (U) UPLIFT CONNECTION REQUIRED SEE BELOW. PROVIDE SUPPORT FOR END OF FILLER BOTTOM CHORD OR.FIELD APPLY VERTICAL. SEE DWG REPBCFIL0699 FOR FILLER DETAILS. 0-10-12 T W3X10(G1) III W2X4 III W3X10= W2X4 III W2X4 III W2X4 U--537 W4X8 = W2X4 III W5X4 = 1 n 1 a ..0 raL.- Lu rT un wnru i u. yr i µvnva ,,7 ... ..... .... ... NEGATIVE REACTION(S) OF -1035# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. **DRAG**T2-7 7 1-2-11 W121 }11-0-4 10-0-12 JL 9-0-12 1-0-0 �X8 = r ( — ) (U=-586) - — (U=-917) 1 o�lE 17-10-14 _I (, 15-2-8 I 8-4-4 J 23-6-12 Over 3 Supports =j R=175/-75 PLF W=13-9-0 R=27 PLF W=8-3-12 R=1436/-916 W=5.5" ' Rh=+/ -214 PLF OVER 22-0-12 SHEARWALL PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA 2 R - Scale =.25" Ft. Sppaates Fabricators `WARNING`" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO N1F-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE [ ESSI'Q�I T C L L 1 6 . 0 P S F R E F R 7 9 5-44408 85.435 Middlelon Street, Thermal CA INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �Qf Q 'y� ^, Cy �y T C D L 1 4.0 P S F DATE 09/24/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVEA PROPERLY ATTACHED RIGID CEILING. MPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED SHALL RESPONSIBLE FAILURE TO h S~ Sep 24 y W BC OL 7.0 PSF DRW CAUSR795 01267009 PRODUCTS, INC. NOT BE FOR ANY DEVIATION FROM THIS DESIGN; ANY BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND m V Ra r B C L L 0.0 P S F C A -ENG GTP/CWC ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORHS WITH APPLICABLE PR OY ISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE ANERICAII FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE TO * TOT. L D 37.0 P S F S E Q N - 18119 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIY11. �' elm_ . OUR . FAC . 1 . 2 5 F R 0 M I V Alpine Engineered Products, Inc. Sacramento, CA 95828 RESPONSIBILITY SOLELY FOR THE TRUSS COMPONE14T DESIGN SHOWN. THE SUITABILITY AND USE OF TN IS ` CA�,� COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 2 4 . 0 " ANSI/TPI 1-1995 SECTION 2. �r r rr . rr r r rr . �■r �r �r rrr rr rr rr r r �r �r �r ._.._ -_____ _ _. _- _ _..__ _.._ ____._�.. -_�.. .. ........��.. .......-. .. ...nn ., nr,.r „rrn„r• fnnutTT[D OV TDIICf MCD tIV3-1KMVI11VIVJ VILLAOC tl'LAN: aJ - ILO JYtL, JIUO 1 /--1/L LJ & 0 ) TOP CHORD '2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W12 2x4 SPF #1/#2: :W13 2x6 SPF 1650f -1.5E: 10 PSF BC LIVE LOAD PER UBC. PROVIDE SUPPORT FOR END OF FILLER BOTTOM CHORD OR FIELD APPLY VERTICAL. SEE DWG REPBCFIL0699 FOR FILLER DETAILS. W2X4 I T 1-5-4 V 004 W2X4 III In1J I nn v n II .. vin vl u♦ ,,.. ..I L�vry.. .. .. .......... ........__...... SEE DWGS TCFILLER0699 AND BCFILLER0699 FOR FILLER DETAILS DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W3X4 = we AI+ III W,5 A0 = W08 W2X4 III W13 1 11 11-0-4 W4X8 1-0-0 T 0 12 T L 13-7-0 _1_ 8-4-4 J 21-11-4 Over 2 Supports J R=789 W=3.5" R=835 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Sppaates Fabricators 85 35 Middleton Street, Then»aI CA `*HARMING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TE TNSTI TUTE.RE 583 DER OONOFR IO OR MAIISUtNG TE 200?AMADt5ON'IDMBR AC53719),PUFORSSAFE T Y PRACTICESY TPI UPRIOR SS ATO PERFORMIHIS THESE FUNCTIONS. UNLESS OTHERNI SE INDICATED, TOP CHORD SHALL HAVE PROP ERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLAT I Oa CON TRACT OR. AL P114E ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEtlI ATION FROM THIS DES GII; ANY FAILURE TO Q�OJESS/p`i {� ` �� S ��y V TC LL TC DL BC DL 16.0 14.0 7.0 P S F P S F PSF R E F DATE DRW R795--44409 09/24/01 CAUSR795 01267010 ALPINE BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR0VISIOtIS OF NDS (NATIONAL DESIGN 5 r B C L L 0.0 PSF CA -ENG GTP / C W C SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AIID PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, E10 EPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 37.0 P S F S E Q N - 18123 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS OE SI GN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PERQf ANSI/TPI 1 1995 SECTION 2. Cs tt CA�,io D U R .FAC . 1.25 FR0M IV SPACING 24. 0 " r r r� r■r �r rr rr rr rr rr rr r■f rr rr r r r �r rr (IV3-IKAU111UNJ VILLAUt (FLAN: 3) - 129 UKAG hW TOP' CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: ** THE MAXIMUM HORIZONTAL REACTION IS 2208# ** 0-10-12 f 11113 uwu YKLYAKLU rKUrl uunruicn —ru, I-- a vaii naiviwV sw,., �.. .., .,.....� ... ... NEGATIVE REACTIONS) OF -255# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> **DRAG*ak (t!7—D W4X10(G1) III W4X4 4 r— 4 0-10-12 LJI�_ 9-0-12 W2X4 4, W2X4 W4X1O(G1) III L. 5-6-4 _I_ 5-6-4 _I L 11-0-8 Over 2 Supports R=719/-255 W=5.5" Rh=2208/-2208 R=719/-255 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates etonStreet,Ts 85 435 Middleton Street, Thermal CA ALPINE —WARNING— REFERRUSSES TO NIB 91 IRE (HANDLINGS CARE IN FABRICATION, INSTALLING AND BR CING).A PUBLISNEORBY TPI INSTALLING (TRUSSPLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON. ql 53719), FOR SAFETY PRACTI CE S.PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAY PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG 10 CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPF: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PSSOROtl 'SIOF NDS (NATIONAL BE 16N CONNECTORS SPEC IC T AREPMADESOF020GABY TASTMHE MA653AGR40R GALV. STEEL AP EST NO P EXCEPT AS NOTED ND TAPPL YAL PIN E CO NNECTORS TO FES QQ �� �r F.fn V y V 5 r * * TC TC BC B C LL DL DL L L 16.0 14.0 7.0 0.0 PSF PSF PSF P S F REF R795 43366 DATE 09/21/01 DRW CAUSR795 01264006 C A -ENG GTP / C W C TOT . L D . 37.0 P S F S E O N - 17186 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE L0 CAT EO ON THIS DESIGN, POSITION CONNECTORS PER ORA WINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. s � ►� r Y D U R FAC. 1.25 F R 0 M I V SPACING 24 .O " (IV3-IKA1J111UNS VILLAUt (PLAN: 3) T30 FW ) IHIJ UWu VKLFAKLU rMUn L.umruICM Inrui (LUAUa a u11-IL11 I—) I— .. ... — TOP' CHORD'2x4 SPF 1650f -1.5E TC T C DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. - BOT CHORD 2x4 SPF 1650f -1.5E P S F PSF R E F R795 DATE --433 09/21/01 WEBS 2x4 HF Std/Stud 10 PSF BC LIVE LOAD PER UBC. :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.558' DL :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.558' D R W CAUSR795 01264007 SPECIAL LOADS BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN r -P ------(LUMBER DUR.FAC.=1.25 / PLATE-DUR.FAC.=1.25) LL TC From 60 PLF at 0.00 to 60 PLF at 25.48 CA -ENG BC From 14 PLF at 0.00 to 14 PLF at 14.58 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. - ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO BC From 24 PLF at 14.58 to 24 PLF at 25.48 . L D . 37.0 PSF S E 0 N - 1 0-10-12 T W3X4(E3) -W2X10 (E3) III W04 R=966 W=5.5" WbX4 = W3A4 12-8-14 J- 25-5-12 Over 2 Supports — 2-8-14 i 0-1100-12 �9-0-12 W3X4(E3) W2X10(E3) III R=1028 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 85-435 Middleton Street,ThelnTal CA —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 2Do, HADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED QeQVES s�Q {{{� W `(` TC T C LL D L 1 6.0 1 4.0 P S F PSF R E F R795 DATE --433 09/21/01 67 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO s BC DL 7.0 PSF D R W CAUSR795 01264007 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN r -P r^ w BC LL 0.0 PSF CA -ENG GTP/CWC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. - ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 37.0 PSF S E 0 N - 17213 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONE C TORS PER DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. Cim. C D U R . FAC. 1.25 FR0M I V SPACING 24. 0 " M r M M==!= M M M M M= M M M= a (TVI-TRAnTTT(1Nt WTI I Ar,F (PIAN- 11 - T'Al cTIIR o'10'—AId.Rc 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD '2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 15.58 BC From 14 PLF at 0.00 to 14 PLF at 15.58 0-10-12 1 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 4 . 4 III 4-2-5 9-0-12 W4X10(G1) III W3X4=— L^ 12-8-14 _I_ 2-10-2 _► f� 15-7-0 Over 2 Supports J R-577 W=5.5" R=577 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. S ales Fabricators `*WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND T C L L 16.0 P S F R E F R795--43368 85435 Middleton Street, Themial CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE p QFESSIQ,y' INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAtlE PROPERLY ATTACHED T C D L 14.0 P S F DATE 09/21/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �^ IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATI0N CONTRACTOR. ALPINE ENGINEERED ``h P 2I y= BC DL 7.0 P S F D R W CAUSR795 01264008 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO V ALPINE BUILD THE TRUSSES IN CONFORMANCE NITM TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND 45 r B C L L O.0 P S F C A -ENG GTP/CWC BRACING SPECIFICOF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTOR SI AREPMADESOF020GATASTMMA653AGR40REST GALV. STEEL E% CEPTSSOCI AS NOTED. TPI.ALP YACONNECTORS TO TOT . LD. 37.0 P S F S E O N - 2814 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER CAM D U R FAC. 1.25 F R 0 M I V DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER r SPACING 2 4 . 0 " ANSI/TPI 1-1995 SECTION 2. (IV3-IKAU111M> VILLAUt (FLAN: 3) - 132 SIUB 9'10"3/4 RS UKA(i ) TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.558' TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) .WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3124# ** _. 0-10-12 F IK1J UWG FKtrAKtU VKUP7 LUP1ruiLK 1NrUl (LUAU) a UIPIUY31U11J) a 1111 1LU U1 1-11 -- NEGATIVE REACTIONS) OF -733# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 4 4 III W10X10(E3) = W3X4 = W2X10 (E3) III I, 12-8-14 I 2-10-2 I fE 15-7-0 Over 2 Supports R=1388/-733 W=5.5" Rh=3125/-3125 R=725 W=5.5" 4-2-5 9-0-12 -�z PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. SPp�ates Fabricators 85435 MiQUleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 "WARNING* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 503 D'ONO FRIO OR., SUITE 200, MADISON. MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A Pft OPERLY ATTACHED RIGID CEILING. * IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSSPECIFICAT IAREON PMADESOFDBY 20GATASTMNA653AGR40REST AND GALV. STEELEREXCEPTIASION) ANNOTED. TAPPLYALPINE CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995.SECTION 2. ^�QFESs�Q s -tl w C F� y �j SE: CI �y p? �lyfff7 r * w Clm. s pE CA T C T C BC B C TOT L L D L DL L L . L D. 16.0 1 4.0 7.0 0.0 37.0 P S F P S F PSF P S F P S F R E F R 7 9 5 4 3 3 6 9 DATE 09/21/01 DRW CAUSR795 01264009 CA -ENG GTP / C W C S E Q N - 2818 OUR . FAC. 1.25 FR0M I V SPACING 24.0" (IV3-[KAU111UNJ VILLAUC krLAN: 3) - 133 JYtI, JIU0 Y I U""3/4 KJ W/Y) TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W5 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: { 0-10-12 y r r r ■r m MM cu TTTCn DV TDIICC MCD I— Bwu nkw..�.. .. ., .. --- DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X7 W4X10(G1) III W3X4 (T33:D- I 4 III 3-2-5 W3X4 III 10-0-12 +9-0-12 Isel.-310 L 13-8-14 —1-1-10-2- 15-7-0 1_1-10-2_15-7-0 Over 2 Supports J R=553 W=5.5" R=600 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Sppaates Fabricators 8535 Middleton Street, Thermal CA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE T C LL 16 . 0 P S F R E F R795-43370 INSTITUTE, 583 D'OIIOFRIO DR., SUITE 200, MAOI SON, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED"d`y Q�pFESS/p,� W. eey TC D L 14 .0 P S F DATE 09/21/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIG II TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FR OH THIS DESIGN; ANY FAILURE TO h v= r BC DL 7.0 PSF DRW CAUSR795 01264010 ALPINE BUILD THE TRUSSES IN CONFORMANCE NITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN LPINE CONNECTORSSPECIFICATAREPMAD ES OFD2OGATHE ASTMHA653AGR40RGALV'EST STEE LER E X CEPTI AS NOTED AND TPI - APP L Y ACO N HECTORS TO 45 r a * B C L L 0 . Q P S F C A -ENG GTP/CWC TOT . L D . 3 7 . 0 PSF S E Q N - 2821 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. CM1 �p w��`t Y ` D U R . FAC. 1.25 FR0M I V SPACING 24.0" (IV 3-IKAUIIIUIVJ VILLAUt (FLAN: 3) - 134 blUli 9'/"1/4 KJ W/FKI TOP - CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W5 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 0-10-12 y Inla Vnu rRCr NKLu rAvrl —mrul— 11-1 ILvnva u vuiu,.,, ..,...� ...,... ... ....,-„ ... DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 'r3V W4X4 = W2X4 III W4X10(G1) III IF 1-6-0 R=640 W=5.5" 12-7- W3X4 15-4- 12-9-0 - ' 18-4-0 Over 3 Supports R=725 W=5.5" 0-0-1 +1.1-11-4 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA ' ALPINE Alpine Engineered products, Inc. Sacramento, CA 95828 "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MAD1$DI1, N1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHOflD SMALL HAVE PROPFRlY ATTACHED STRUCTURAL PANELS. 80TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE IHSTALLATIOH CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI T TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING SPECIFICOF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECT LPINE OR SAT I AREP MADESOFDBY 20GAT ASTMMA653AGRd0flESI GAL VAN STEEL, E%CEPTI ASNOTED.TEDND TAPPL YACONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A,2. THF SEAL OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTFOR ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER pFESS! {�I ��_(((���Q� Oly µ W ��y n �f 1 y r 45 * C S M Vr CA��4 T C L L T C D L BC OL BC LL TOT. LD. 1 6. 1 4.0 7.0 0.0 37.0 0 P S F P S F PSF P S F PSF R E F R 7 9 5--43371 DATE 09/21/01 D R W CAUSR795 01264011 CA -ENG GTP /CWC ' S E Q N - 2843 D U R .FAC . 1.25 FROM IV SPACING 24 . 0" r r r r r r r. r rr r r �■r ar rr r r r r r (IV6-IKAU111UNS V1LLAbt (PLAN:. 3) - T3b STUB 4'3" LS & 9' RS w/PK) TOP- CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W6 2x6 SPF 1650f -1.5E: T 2-3-12 1 W3 IMIJ UWb VKtrAKLU rKUPI I.UPIruILK 11YYU1 (LUAU) a DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 = - W2X4 III W2X4 III 11-8-8 QE 14-1-0 Over 3 Supports R=406 W=5.5" °32 0-0-1 11 11 4 III 10-0-12 �L9-0-12 W3X4 J L---2-1-12 0 1 z 3-7-2 J J R=570 W=5.5" -r3s PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. SP�tes Fabricators 85-03$1Vt1001etOm $treat, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 O'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED eQFESS�Q�I_ ��((��Q� -y7 s�sjW. T C L L TC DL 1 6. 14.0 0 P S F PSF R E F R795--43372 DATE 09/21/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAYS A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO h 5 (3 S i BC DL 7 .0 PSF D R W CAUSR795 01264012 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS MITH APPLICABLE P'SoROVISIONS OF NDS (NATIONAL DESIGN CONN ECTORSPECIFI I ARE MADESOFD20GATASTMMA653AGIC "R40R GALV. SIT 1)TEELER E X CEPTI AS N OTE D' MPS. YAC0NNECTORS TO V r 2000 1r B (', L L Q .0 c P PSF C A -ENG GTP/CWC T 0 T. L D. 37 . 0 PSF S E Q N - 2841 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAPING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT I FOR ANY -1995 SECTIOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �,[ C� A CA`�O �C D U R .FAC . 1.25 F R 0 M I V SPACING 24. Q r r rr r rte" rr r rr r r r r r �r rr rr rr r r _ „"...rrn DV TnIICC MCD t Iva- 1KAui 11VIVJ VILLHUL krLHIN: .5) - 1 b JI UIS 4.3-- LJ 6, `Jf 3 1/L KJ) TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORTS) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 2825# ** NEGATIVE REACTION(S) OF -988# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X4 W2X4 III W3X6 III W3X5 (R) III 56 �EJ-2 7 4 0-1-12 11 3 0 8-4-2 _I, 3-1-10 _I fE 14-1-0 Over 3 Supports. R=1465/-989 W=5.5" R=1349/-765 W=5.5" Rh=2826/-2826 **DRAG** TgC� 0-0-1 ..�11-11-4 9-0-12 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC 19. Sa CA/2/-/-/-/R/- Scale =.375" Ft. WSX4 "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE iN STI TOTE. 583 D'ONOFRIO DR., SUITE 200. MADISON. MI 537 l9), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS. OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED T TC TC LL DL 2-3-12 PSF P S F REF DATE R795--43373 09/21/01 ALPINE STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT"* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM iN15 DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN h 5� a y �y r 77L be 5 7O W3X6 III W3X5 (R) III 56 �EJ-2 7 4 0-1-12 11 3 0 8-4-2 _I, 3-1-10 _I fE 14-1-0 Over 3 Supports. R=1465/-989 W=5.5" R=1349/-765 W=5.5" Rh=2826/-2826 **DRAG** TgC� 0-0-1 ..�11-11-4 9-0-12 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC 19. Sa CA/2/-/-/-/R/- Scale =.375" Ft. Sppaates Fabricators 85435 MiddletonStreet,ThennalCA "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE iN STI TOTE. 583 D'ONOFRIO DR., SUITE 200. MADISON. MI 537 l9), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS. OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED QQ.OFESS/p,� w C �(`� TC TC LL DL 16.0 14.0 PSF P S F REF DATE R795--43373 09/21/01 ALPINE STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT"* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM iN15 DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN h 5� a y �y r 77L be 5 7O BC B C 'D L L L 7.0 0.0 P S F P S F D R W C A -ENG CAUSR795 01264013 GTP/CWC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTH A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO TOT . L D . 3 7.0 P S F S EON - 2846 pi1 ne Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. ANO UNLESS OTHERWISE LOCATED ON THIS BESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. f I /FILM % vr���Yj. M ���`� Yf D U R . FAC . 1.25 FR0M I V SPACING 24.0" rr rr rr rrr r r rr rr r� rr rr rr �r it r rr rr rr iTTCD OV T -CC MCD I IV0-IRMUIIIU113 VILLMUC (rLRIV: JJ - 13/ rLAI TOP' CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W5 2x6 SPF 1650f -1.5E: W3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W2X4 III W5X4 0.5 4J5 X4=- 3-0-0 10-0-12 W3X8 W2X4 III W2X4 III 10-7-8 Over 2 Supports R=393 W=5.5" R=366 W=5.5" PLT TYP. Wave.TPI-95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. S tes Fabricators 85435 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 I(HANDLNG 111STALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'OIIOFRIO DR., SU TE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �Qf ESSIQ Q YX T C L L T C D L 20.0 1 0.0 P S F P S F R E F R 7 DATE 9 5--43374 09121101 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V' ALPINE ZSPECIFICATION "IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BRfro BUILD THE TRUSSES IN CONFORMANCE NI TN TP1; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND ACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCI AT 1011) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ``h Z V r a * * BC OL B C L L 7.0 0.0 P S F P S F D R W CAUSR795 01264014 CA -ENG GTP / C W C T 0 T . L D . 37.0 P S F S E Q N - 2852 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. IN SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. C _` 4 CA��O - D U R .FAC . 1.25 F R 0 M I V SPACING 24.0" I V3- I KAU 111 U143 VILLHUC krLAIV: 3) - 13I5 YLAI JIUIS /-1)9 LJ TOP - CHORD 7x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W5 2x6 SPF 1650f -1.5E: T 1-4-11 1 W3 W 2X•4 III W2X4 III W2X4 III 10-0-4 Over 2 Supports R=370 W=5.5" R=344 W=5.5" W5 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 3-0-0 10-0-12 Tis PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spades Fabricators 851135 Middleton Street Thermal CA "WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER T?OK (HANDLING INSTALLING AND BRACING), PUBLISHEDBY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, N1 53719). FOR SAFETY PRACTICES PRIOR TO''�! PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q0.0FESSlO, W. T C T C L L D L 20 . 10 .0 0 PSF PSF REF DATE R795--43375 09/21/01 ALPINE 7 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TN TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. TN IS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND . TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ~ � ``h S = V - 5 r B C B C D L L L 7 .0 0.0 PSF P S F D R W C A -ENG CAUSR795 01264015 GTP/CWC TOT : L D . 37.0 P S F S E O N - 17222 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIT IDN CONNECTORS PER DRAWINGS 160 A�1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TME SUITABILITY AND USE OF THISQFw�1��0 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. l�fh s C V� _c r Y D U R . FAC . 1.2 5 FROM I V SPACING 2 4 . 0 " (tVJ-IRAU111V143 V1LLIAUL (rLMIV: J) 1.5 tl nlUrl rILLL I'IUIVU UL TOP CHORD'2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud 4-6-12 W3 W2X4 III W2X4 III W3X4 - �-4-0-0 Over 2 Supports R=148 W=3.5" R=148 W=5.5" 5-10-12 9-0-12 MTTTCn Dv TDllc(Z MCD DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.37511 Ft. Spades Fabricators 85-035 Middleton Street, Thermal CA "HARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE,- 583 D'ONOFRIO OR.. SUITE 200, MADISON, XI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED ` QFEsp'� Q� T C TC L L DL 16.0 . 14.0 P S F PSF R E F R795--43357 DATE 09/21/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ` 21 ��f1 fM1 BC DL 7.0 PSF DRW CAUSR795 01264034 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES, THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN rr p UC LL 0.0 PSF CA -ENG GTP/CWC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORSARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO qfm * * T 0 T . L D . 37.0 P S F S E 0 N - 17954 Alpine Engineered Products, Inc. Sacralnent0, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PERS ANSI/TPI 1-1995 SECTION 2. Cmc. @ t D U R . FAC. 1.25 FR0M I V PACING 2 4 . 0 " � � � � � � � � tel• � � � r � �� � � � �� (IVS-IKAU111UNJ VILLAVt (FLAN: 3) - 140 SFLU FLAI KJ TOP'CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. 0-10-12 V_ W4X4 = ---j 4 W3X10(G1) III W3X4 = inla UWU VKcrNncu rnvri wnruirn iivrui k-- a — ..•--- .... DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 1-1-4 +9-0-12 W2X4 III L 5-3-8 _1_ 1-9-8 _I, 3-6-0 ,I fE 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 8535 Middleton Street, Thermal CA • L P I N E WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO H18.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRIO DR.. SUITE 200, MAD IS 11. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.' IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED _IMP PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING TRUSSES. THIS DESIGN CONFOR HS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN VES (,AyQ •y� ,V� W. �,Lj F h $e �J W �j OC T C TC B C B C L L DL D L L L 16.0 14.0 7.0 0.0 P S F P S F PSF P S F R E F R795--43358 DATE D R W CAUSR795 C A -ENG 09/21/01 01264035 GTP/CWC 7A SPECIFICOF CONNECT LPINE OR SI AREPMADESOFD20GAT ASTMMA653AGR40R GALV EST ANSTEELER EXCEPTIAS INOTE I) T APPLYACONNECTORS TO * TOT. LD. 37.0 PSF S E Q N - 17976 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. s 1:�y CMI. V 'IrJ� O!F wt 4 { D U R .FAC . 1.25 F R 0 M I V SPACING 24 . 0 " M � M I r iIImIIII � � � � it lititititt�i kIV,5-IKAv111UNJ VILLAUt (PLAN: 3) - 141 Jt'tt, FLAI KJ TOP -CHORD 2X4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. inia v.. rALIA Lu rn 1 wnru i k1v 1 u ,, .-• . DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. O 1404 = -7 4 4 W3X4 =. W3X4 W3X4 = _ 0-10-12 W3 1 2-4 V +9-0-12 W3X4 = W3X4- W3X10(G1) III W2X4III L 5-3-8 _I, 1-9-8 I, 3-6-0 1 10-7,0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. CA/2/-/-/-/R/- Scale Sppaates Fabricators 85435IvLddletonstreet, nermalCA ' "WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON, NI 53]19), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED QQ,OFES S/0, �tl w C� y P TC T C LL D L 16.0 1 4.0 PSF P S F REF DATE R795--43359 09/21/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO �f qi0 :Fj eP 1 BC DL 7.0 PSF D R W CAUSR795 01264036 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH AEST PPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 45' B C L L 0.0 P S F CA -ENG GTP / C W C 7 S P CONNECTORS AREON PMADESOF020GABY T ASTMMA653AGR40RGALV. STEEL. EXCEPTR SSOC AS NOTED. T APPLYCONNECTORSTO LP ME* TOT . L D. 37.0 P S F S E O N - 17980 Alpine Engineered Products, InC. P g Sacrarnento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONIIE CTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. /qL� A �rR�IYV- M w�� yr 4 D U R FAC. 1 . 2 5 FROM I V SPACING 24.0" r� r� �r r� r �■ r r rr w� rr r � �■ � r r r r (IVS-IKAU111UNJ V1LLAut (PLAN: S) - 14e J>VtL FLAI KJ TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/St6d :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. 0-10-.12 r In1J vwu rnCrAKLu rnun bv'-Iru— livrUi LLVM— u v_,-••.+_�•����••• •�� •-• ••--- DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 = 4 4 F-- W3X4 W3X4 W3X4 W3 1-3-4 W3X1O(G1) III W2X4III ,5-3-8 _1_ 1-9-8 _1_ 3-6-0 fE 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5•' .PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85A35MlddletonStreet, nermalCA "WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRAC ING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'ONOFRIO DR.. SUITE 200, MADISON, WI 53719)• FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL MAVE A PROPERLY ATTACHED RIGID ClELING. *`IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO Q�OFESS/0,� y Fy 1 = TC T C BC LL D L DL 16.0 14.0 7.0 P S F P S F PSF REF DATE D R W R795--43360 09/21/01 CAUSR795 01264037 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACINSP EC FG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSI AT! AREPMADESOFHE 020GATASTMHA653AGIC NR40RE ST GAL V' STE E LD PA ER E XCEPTOC I ASI N0TED' TPI IIE APPLYACON RECTORS TO 45 6w=.0 B C TOT ILL . L D. 0l 3 7. 0 P S F P S F CA -ENG S E O N GTP / C W C - 1 7 9 8 3 Alpine Engineered Products, hie. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS CCOMPONEENT1F0995NSEPAR ONC2�AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER C1Y11. M w,� V� Y D U R .FAC . 1.25 F R OM IV SPACING 24.0" r ■�r rr rr r r r rr rr rr r� �r rr r � rr r r� �r ( I V3- I KAU 111 t)INJ VILLAUC (r LAN: 3) - 143 JNtt, I -LAI KJ TOP CHORD'2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. 0-10-12 y W3X10(G1) III inXa U.0 rRL-RLU Hurl 1L DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W4X4 = 4 W3X4 4 W3X4 W3X4 W3 1-4-4 �9-0-12 W3X4 = W3X4- W2X4 III 1, 5-3-8 _I 1-9-8 _1_ 3-6-0 _I fz- 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. 5 a CA/2/-/-/-/R/- Scale =.375" Ft. S tes Fabricators 85-035 Middleton Street, Thermal CA ALPINE "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANEL S. BOTTOt1 CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEtl IATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIDNS OF NDS (NATIONAL DESIGN CONNECTORSSPECIFICATON AREPMADESOFDBY 2OGATHE ASTMMA653AGR4OREST AND GALY. STEEL EXCEPT EXCEPTI AS NOTED NO TPI. APPLYALPINE CONNECTORS TO QQ.W ESSIOVy' V �,�1 w• cy �,y^^ s 21 'A yff V r 7TV 5 r i * T C L L TC DL BC DL B C L L TOT . L D. 1 6. 14 .0 �7 .0 0.0 37 . 0 0 P S F PSF PSF P S F P S F R E F DATE DRW C A -ENG S E O N R 7 9 5--43351 09/21/01 CAUSR795 GTP - 17987 01264028 / C W C Alpine En p Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS toLOCATED ON THIS DESIGN, POSITION CONNECTORS PER DR ANI NGS 160 A-2. THE SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT BE SIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE BE OF THE BUILDING DESIGNER, PER ANSI/TPJ 1.1995 SECTION 2. p� s 'sL CV •I� Ar w���Q Vr Y D U R .FAC . 1 .25 F ROM I V SPACING 2 4.O " t I V3- I KAU 111 UNZI VILLAUL (r LAN: J) - 144 Jrt(, fLAI KJ TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. inla uwu rMcrNncu DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 4 r— 0-10-12 V W3X10 (G1) III W4X4 = --1 4 W3X4 W 3 X 4 W3X4 T 1-5-4 *9-0-12 W2X4 III 5-3-8 I, 1-9-81, 3-6-0 _I 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19. CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 85A35MiddletonStreet,ThermalCA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO.HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q�OFES SIQ, d Ly �{� n• C�I �.j. TC TC LL DL 16.0 14. 0 PSF P S F REF R795 43352 DATE 09/21/01 ALPINE STRUCTURAL PANELS. BOTTOM CH ORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR' FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS XITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPI", CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i~ a Sep 21 '� Gi= Ny V 45 - OL * BC B C DL L L 7.0 O . O PSF P S F DRW CAUSR795 C A -ENG 01264029 GTP/CWC T 0 T . L D . 3 7.0 P S F S E 0 N - 17990 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. ! Y 1.2 5 F R 0 M I V SPACING 24.0" � r r r� �r trr r� rs ii■� ��r r .rr, ri � r r � � (IVs,IKAU111UNJ VILLAUt (FLAN: 3) - 14b SFLC FLAT KS TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. 0-10-12 V W3X10(G1) III W4X4 = --1 4 W3X4 = W2X4 III 1_ 5-3-8 _I 1-9-8 I 3-6-0 I 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" I Hi uwu rKtrAKLU rKUn uu19YUICM 1IYrU1 iLVAUJ a Ulric DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD.• T 1-6-4 *9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.t5a CA/2/-/-/-/R/- Scale =.375" Ft. Spates etonStreet,'s 85 435 Middleton Street, Thermal CA ­WABRACNG- REFERRUSSES TO HIB 91UIR(HANDLING INSTALLING AND REME CARE IN ACINGIHANPUB ISHED BYPTPI INSTALLING (TRUSS PLATE RACTICES PRIOR TO PERFORMING THESEDFUNCTIONS. UNLESSFRIO DR., SU TOTHERWISE0. DINOICATED. TOP1CHORDFSHALL OR FHAVE ET PPROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED Ri GID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO QVESS�Q QQ.tl y� p W. C/�I l�.l. eP 21 �= TC TC BC LL DL DL 16.0 14.-0 7.0 PSF P S F PSF REF R795 43353 DATE 09/21/01 DRW - CAUSR795 01264030 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORS AREON PMADESOFDBY 20GATASTMHE MA653 AGR40REST AND P AP ER A SSO GALV. STEEL. EXCEPT AS NOTED- T APPL YACONNECTORS TO 4 043845 r mm * g C TOT L L -LD. 0. Q P S F P S F C A- E N G GTP/CWC S E Q N - 17993 37.0 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRANI NGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY'SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN.' THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. wq� s CIY11. �V I� Ar ��Q`t•` V` C D U R .FAC . 1.25 F R 0 M I V SPACING 24.0" r r r rr r �r � r rr r� rr r■ �r �r � r r (IV3-IKAL)111L)NJ VILLAVC (PLAN: 3) - 14b J)VLL VLAI KJ TOP - CHORD '2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. 0-10-12 �V inXa uwu rrccrHrtw VKUI'I 1.urirulcn lwrul twn a ii naavn o7 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W3X4 W4X4 = ---1 4 W3X4 W3X10(G1) III T 1-7-4 _�9-0-12 W2X4 III L_ 5-3-8 —1 1-9-8 _1_ 3-6-0 _I fE 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5 a CA/2/-/-/-/R/- Scale =.375" Ft. Sppates Fabricators `WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND C c p T C L L 16 . O. P S F R E F R 7 9 5 4 3 3 5 4 85A35 Middleton Street, Thermal CA BRACING. REFER TO HIO -91 (HANDL:N6 INSTALLING AMD BRACING), PUBLISHED BY TPI (TRUSS PLATE `AQ�,�JESS�O,y' INSTITUTE, $83 0 ON0FRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO V �� 4y �^ / / PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED W T C D L 1 4.0 P S F D A T E 09 2 1 0 1 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING.j{� '*IMPORTANT" FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ep 21 ffL y BC DL 7.0 P S F O R W CAUSR795 01264031 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND 0845 r B C L L 0.0 P S F C A -ENG GTP / C W C ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSSPEC AR MADE MADESOFD20GAT ASTMMA653AGR40RGAL VEST AN STEEL EXCEPT AS NOTED'. T APPL YACONN ECTORS TO * TOT . L D. 3 7. 0 P S F S E O N - 1 7 9 9 7 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER D U R .FAC . 1.25 F R 0 M I V DRAWINGS 160 A.Z, THE SEAL ON THIS DRAM NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING C1Y11. V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISJjl aF CA1�ip' Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ! {r SPACING 2 4 .0 " ANSI/TPI 1-1995 SECTION 2. MM M Mae MM M mm M MM r M M r (TV3-TRADITIONS VILLAGE (PLAN: 31 - T47 SPEC FLAT RS 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP -CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: ALL FRAMING TO THIS TRUSS MUST HAVE A 4/12 PITCH OR GREATER. 0-10-12 y W3X1O(G1) III W3X4 W4X4 = --7 4 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 4 W3X4 W3X4 W3 1T 4 -�9-0-12 W3X4 = W3X4 = W2X4 III 1_ 5-3-8 _1_1-9-8 I. 3-6-0 I fE 10-7-0 Over 2 Supports R=392 W=3.5" R=392 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19 Spates Fabricators "WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 85435 Middleton Street, Thenal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE OQ INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *`IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY 0Etl :NS FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AILD UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIT1014 CONNECTORS PER w ORANINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESS!DUAL ENGINEERING Alpine Engineered products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. 21 $Z2M3 A CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795--43355 DATE 09/21/01 D R W CAUSR795 01264032 CA -ENG GTP/CWC SEON - 18000 FROM IV r �r �■r r .� rr �r r �r ■r r �r .r r �r rr rr r� � (IVJ-IKAUII1UNJ VILLAUt (FLAN: 3) - T48 MONO GE TOP CHORD'2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: 5-10-5 W2X4 III IF11J UWb VKtVAKtU YKUP1 LUNYUItK INrui tLUAU3 6 UINLIN31UN3/ auDm iicu of 1-1 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X4 = W2X4 III W3X10 (G1) III fE 14-10-12 Over Continuous Support R=74 PLF W=14-10-12 T48 0-10-12 _V +9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5a CA/2/-/-/-/R/- Scale =.375" Ft. Spaces Fabricators 8SA35 Middleton Street, Thermal CA `NARN[NG** TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND 'BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 0'ONOFR10 OR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RI G10 CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO iQr. (` Se 1 vy T C TC B C ILL DL D L 1 6 14.0 7.0 . 0 P S F PSF P S F R E F R795--43356 DATE 09/21/01 D R W CAUSR795 01264033 ALPINE 7 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL 0ESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO C438A5 r W. 6420 * B C ILL 0.0 P S F CA -ENG GTP /CWC T 0 T . L D . 37.0 PSF S E Q N - 18040 Alpine Engineered products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORA WI160 A 1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EWGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. w C i Ar w��,� VI Y D U R . FAC. 1.25 FR0M I V SPACING 24.0" l Warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect, brace, and connect the trusses to the building system. All of the care and quality involved in the design and manufacture of wood trusses can be jeopardized if the trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OFTHE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked In any way to identity the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the root or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of individual trusses w f r floor system. The design and connection of the bracing to the within the coo 0 0o ys g g truss and then to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other lead transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber and metal connector plates at the joints. USE -SPECIAL CARE IN WINDY WEATHER IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for �® larger trusses m®® Ll ® rlt ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as possible to minimize handling. DO NOT break banding until instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT If trusses are Stored vertically, they shall be braced in a If trusses ere stored horizontally, blocking should be used manner that will prevent tipping or toppling. Generally, on eight to ten foot centers, or as required, to minimize iC cuffing of the banding is done just prior to installation. lateral bending and moisture gain. 5 CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOIDDAMAGINGTRUSSES. During long term storage, trusses shall be protected from the environment in a manner that provides 7 for adequate ventilation of the trusses. If tarpaulins or other material is Used, the ends shall be left open rn for ventilation. Plastic is not recommended, since it can trap moisture. H OISTING X O ALL TRUSSES THAT ARE ERECTED ONE AT A TIME SHALL BE HELD SAFELY IN POSITION f BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS ALL NECESSARY BRACING HAS BEEN INSTALLED AND THE ENDS OFTHE TRUSSES ARE SECURELY FASTENED TO THE BUILDING. 3 AVOID LATERAL BE Or less I 1 Approximately 112 truss length up to 30 feet Truss!sling is acceptable where these criteria are 112 truss length up to 30 feet I �"1 SPREADER BAR SPREADER BAR TOE IN TOE IN TOE IN TOE IN FJ �— Approx.112 to 2/3 " I I Approx. 1l2 to 213 truss length t� truss length up to 60 feet Up to 60 feet Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader bar "TOE IN"; if these lines should "TOE OUT" the truss may fold in half. STRONGBACKt STRONGBACW SPREADER BAR SPREADER BAR L. -._ Approx. l2/3 ento 3/4 Approx. 213 tolength 314 j'� truss length 'I _'III truss length over 60 feet over 60 feet Tagline Tagline m n reader bar be f 60 feet, it is recom a tied that a strop batdr/s For lifting t in excess o P o N cusses with spans 9 9 P I be attached t the to hob and web members used as illustrated. The strongbacWspreader bar should o p c at intervals of approximately 10 feet. Further, the strongback/spreader bar should be at or above the mid -height of the truss to prevent overturning. The strongback/spreader bar can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. 0 0 w Q Y 5 m QQM Wa CL Q O Z In W O x W LL BEGINNING THE ERECTION PROCESS Provide substantial 'n for or more It Is Ira filum u, ,wliuu wnhautur to stantial bred o the first truss erected. The two 0 Important to, tl,n Uu n p g trusses making up the rest of the first set are tied to and rely upon the first truss for stability. Likewise, after this first set of trusses is adequately cross -braced, the remaining trusses installed rely upon this first set for stability. Thus, the perform- ance of the truss bracing system depends to a great extent on how well the first group of trusses is braced. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory method ties the first unit of trusses off to Another satisfactory method where height of building or a series of braces that are attached to a stake driven into ground conditions prohibit bracing from the anterior is to the ground and securely anchored. The ground brace tie the first truss rigidly in place from the interior at the itself should be supported as shown below or it is apt to floor level, provided the floor is substantially completed buckle. Additional ground braces in the opposite direc- and capable of supporting the ground bracing forces. tion, Inside the building, are also recommended. Securely fasten the first truss to the middle of the build - Note.. Locate grountl braces ing. Brace the bracing similar to exterior ground bracing for first truss directly in line shown at left. Set trusses from the middle toward the antl *45 ith all rows of top chord con- of the building. Property cross -brace the first set of truss. nuous lateral bracing (either as before removing floor braces and setting remaining emporary or pmanent). trusses. ✓ 2nd, 3rd 8 4th trusses First truss 4 minimum Temporary suppon wall 0 or temporary scaffolding (helps when installing First truss ltobe.' well long clear span busses) Xe braced before erection \ of additional units. 1 BraGround bracing Bearing for trusses l�oetl GrounOXY eo i Minimum Two 16x1 1 Double Headed Nails o so6op, 2x4 minimum size `5v�voo ° sin dasu,u.ropava suxm This level represents ` 1 1/2' enetration ground floor on single story applications INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE �OF ERECTION-D>OMINOING. TT ERECTION TOLERANCE Lengih�Lengih IT Lesser of \ Le 32' & O/so or z• \`! Length 16' to 32' =1* Length 16' to 32' =1* =1 • PIumD Bob Length 32' &over.= 2' Length 32'& over = 2' Compying with erection tolerances Is critical to achieving an -acceptable roof or floor line, AND TO ACCOMPLISHING EFFECTIVE BRACING. Setting misses within tolerance the first time will prevent the need for the hazardous practice of respacing or adjusting trusses when roof sheathing or root puffins are installed. Trusses leaning or bowing can cause nails to miss the top chords when sheathing is applied, and create cumulative stresses on the bracing, which is a frequent cause of dominoing. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING DO NOT INSTALL TRUSSES DO NOT WALK ON DO NOT WALK ON TRUSSES I ONTEMPORARILY UNBRACED-TRUSSES OR GABLE ENDS LYING FLAT CONNECTED SUPPORTS direction I I All anchors, hangers, tie-0owns, seats, bearing ledgers, of nailing nails etc., that are part of the supporting structure shall be brace 1 accuratelyland properly placed and permanenfly attached before truss installation begins. No trusses shall ever be installed on anchors or ties that have tem- direc - Of Ce p°rary connections to the supporting structure. direction ~\ NAILING SCABS TO THE END OF THE ,BUILDING TO of farce ecti , nailing BRACE THE FIRST TRUSS IS NOT RECOMMENDED. All nailing 9 of bracing should be done so that nails are NAILS IN WITHDRAWAL driven perpendicular to the direction of tome, as shown WELL NAILED (PARALLEL TO FORCE) at right. (PERPENDICULAR TO FORCE) L.__. I L -- _ BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability: Plane 1) Top Chord (sheathing), Plane 2) Bottom Chord (ceiling plane), and Plane 3) Web Member plane or vertical plane perpendicular to trusses. 1)TOP CHORD PLANE. Most important to the builder or 2) BOTTOM CHORD PLANE. In order to hold proper erection contractor is bracing in the plane of the top spacing on the bottom chord, temporary bracing is rec- chord. Truss lop chords are susceptible to lateral buckling ommended on the top of the bottom chord. before they are braced or sheathed. Top Cho Continuous Web Web members rel bracing Continuous lateral bmcing Continuous lateral Bottom Chord'Diagonal recing bracing 2x4x10' cing Bottom Chord Minimum 2x4x10' 6• lateral bracing lapped mss' lateral bracing lapped over two trusses at �s Xtwo W sses a ' to 10' • each end. each end. 45• za , Connect and 20' Not to scale. of bracing to rigid Diagonal bracin support or add diagonal repeated every 20' at bracing at approximately 20' 454 angle to trusses' intervals (repeat at both ends).' Long spans, heavy loads or other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closer spaan between lateral bracing and n spacing onals. Consult the building closer intervals between dl A ED to ecoid the 9 � MAINTAINED AS BRACING IS g bra LL ! n Specification designer, DSB Recommended Des Sea 1 her HIS, p n to adjust lrs s c- ( 9 hazardous practice of removing bredg beta p g g roc Temporary Bracing or ss Technology Connected Wood ing. This ad of •atljusting spacing' can cause trusses to Trusses) or WTCA's Truss Technology for Builders topple if connections are removed at the wrong time. Temporary Bracing Iyer. DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE. "X" BRACING, AS SHOWN, IS CRITICAL IN PREVENTING TRUSSFS FRr1M LEANINU UH DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Continuous X -bracing lateral bracing Webmembers 1f15' 1 15'-4 max. max. X -bracing should be installed on vertical web members wherever possible, at or near lateral bracing. Plywood sheathing may be substituted for X -bracing. Web bto�o6 Brace the PeQogle 20 bracing vewd' Bottom chords DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WIIHUUT A SPECIFIC BRACING PLAN DETAILING THEIR USE i - � 1 I �11I �I IJ BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES .Note: Top chords and some web members are not shown, in order to make drawings more readable. STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE Platform must be rigidly bmceo NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a must OR INADEQUATELY BRACED TRUSSES during construction. Aa NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS single NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. Acn UN NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Acceptable overload bearing wall Always stack materials over two or more trusses. Not to exceed 4'09 maximum from bearing . 4'0• . 4'0• . Rooting and mechanical contractors are cautioned tc stack materials only along outside supporting members or directly over inside supporting members. Trusses are not designed for dynamic loads (i.e., moving vehicles). Extreme care should be taken when loading and stacking construction materials (rolled roofing, mechanical equip- ment, quipment, etc.) on the roof or floor system. Sleepers, I=I Panel point 11 Sleepers for mechanical equipment should be located al panel points (joints) or over main supporting members, and only on trusses that have been designed for sucr loads. CAUTION NOTES Errors in building lines and/or dimensions, or errors by others shall be corrected by the contractor or responsible coin struction trade subcontractor or supplier BEFORE erection of trusses begins. Cutting of nonstructural overhangs is considered a part of normal erection and shall be done by the builder or erection can tractor. Any field modification that involves the cutting, drilling, or relocation of any structural truss member or connector plate shat not be done wilhout the approval of the truss manufacturer or a licensed design professional. The methods and pmmoures outlined are Intended to ensure that the overall construction techniques employed will put fioor and rod trusses SAFELY In place In a completed structure. These recommendations for bracing wood trusses origblate from Ne colleclNa expo dente of leading technical personnel In the wood truss Industry, but must, due to the nature of responsibilities involved, be presentee only as a GUIDE for use by a qualifled building designer. builder, or erection contractor. Thus, the Wood Truss Council of Amednr expressly disdalms any responsibility for damages arising iron, the use, application. or reliance on the rocommendation, arid intorma tion contained herein. Selected ten and figures referenced or reproducec from HIS and DSS by permission of the Truss Plate Institute, Madison. WI. WOOD TRUSS COUNCIL OF AMERICA IMTM One VJTCA Center 6300 Enterprise Lane Madison, WI 53719 74-4 608/2 849 6081274-3329 fax wtce®woodtruss.com • www.woodtruss.com Copyright O 1986.2001 Wood Truss Council of America on M r M= M M M M i. M ■■s r M M _ TYP. 140TCII @ 24" O.C. 3.5" I•lax. , i \ 1.5'/) Max. SYM ABOUT 1'r (P1) - \ 0' qN (G) ..-Gable End 24" Max. Outlooker. r- (S1) Z 2.X4 F.11. 112 or BTR Strongback brace (ledger 16110.C. A.. Md cumoll NA ILS yHAILSR07( iACl1 nil O ('IrTn 11 • M. ! Detall 11 BII Hoof _ Mater 1.a Outluoker r (C) - Gable elld 4� 29.4 F1.112 � (G) Gable end design based on 00 MPI( Det -all "A" r Fetter 95\� wind load, exposure "C" at 0-20 FL. --1 /I mean height. 2X 1,edger (C) 1X4 continuous lateral bracing for brace (strongback) member longer than 72". Attach at midpoint of each brace strongback r COMM W/2 -8d common Halls. braced at 60" O.C. TRUSSES (0) Option to web plating: -use (3)-2" BRACING DETAIL wire staples (0.072 Dia./15 GA. ) toe- nalled thru chord into web & thru web Into chord on one face for a total of 6 staples. (P1), (S1), & (111) must e plated. T) Refer to Simpson Catalog C-9211-1 for product attachment specification (attach A35 in F1 direction). (N) I v \ V(S11 CONTINUOUS SUPPORT (P1) Peak plate to match common trusses. NOTE: This detail may be use(] for (S1) Splice plate to match common trusses. trusses with pitched B.C. also. (111) lleel plate to match common trusses. (K) Spacing for 114 = 71.0" o.c. Span to match common trusses NOTE: Chords to be 2X4 Fir -Larch 112 Minimum SEON-- 50006 At PIIrt (In;Inf l"E11 P1111AA;ls. 11C. IINSSES 141111111( (RIIIf.MF. CAn( N,,) 0 0 o Ia L= = I(1(IMPORTANT)(1( S... L Iql UE nES1YVq lnl( rOn All/ WARNING 111 IIAUlI1 G. CIICCI IIgI Alm C-] O ^7 I=D O OEYIAIIIIII r11V^ 11115 o[S1611 oil IIIESE SI•ECIrICA$Join. Un AIIY Of1AC111G. SEE (lin-91 n( let. SEE 11114 UESICII [� C7 -,j O C=:) •AI(Ulf 10 BUILD bK muss 111 (nIPOnml CE Mlln nslon BY Irl Ion ADUIIIOIOI SPECIAL r•EnHAn[nl OIIACIIG PE \S ALPIIrE COI/4CIWIS WE HAVE Or 20CA GALV. SIE(L NCE1111G ASIN OUMENE111S. MUSS 01•{nKIS[ 11/)ICAI(n. 1 rJ p <_-"'1 (-1 A446 Gn A EACEPI AS IglEO. APR( foiA[[IIInS In (ACI( rAC( It/ C'gn0 S11ALL Of LAIVALLY n1tACVI 1'1111 1•ntl n KNo. Cpgj$45 ALPINE O 114155 Al" URESS U11EPMISE llKA1ED 1D1 Iles IIISILII, POSIIIn11 LY AllAl'lfU oLTwOnO SIKA11111q, n01111M C19 0 o col^rtuons rfn aIA^Utes no, roc (GOA -r, uESIwI slA'nu41s wlw 1•"OPEILY AIIACIIED "ILIO C(Illlu: •- SEE C' CoeonN VAPPLICABLE PnOVISICOIS Or 1415 C 11.1. All (uGIIKE"•S ALP11rt IECI111CAL U'l1Alf 11 /1/911 roil P401'In TRUSS CJ SEAL al 11115 OnA11It1G Arl\1[S 10 1111CUw'014n1 0WIC1E0 IVIE 0nYWALL APPLICAII011. IIP>r11SI' A COPY Of 11115 U O C= C=) O O lU Wit I. ArEI SnALI I^II Of "(I ICO V•nIl Its u1Y U11Cn '1A 1. ILII 10 "K InUSs PKCIIUn E1^II "Af.loil. O! --Irl . InUSS PIH( IIISIIIIIir, 1415 - 1991 IIA11011AL InSIGH St -IM, ICA 11011 Intl MUIII Canll9lcltoil pl Qtg Max. Web Lengt j -- - trongback qj 2X4* 8-1-0 hall to ledger . a OUT LOOKER DUR.FAC. 1.15 12" ().C.) L.1:dger - -A3.'i CHITEl1IA (nfl1.1 to vert. x-•-414 (K) w/2-10(1 halls) •-•Gable UCTAIL 'A' \ �) (T) ..-Gable End 24" Max. Outlooker. r- (S1) Z 2.X4 F.11. 112 or BTR Strongback brace (ledger 16110.C. A.. Md cumoll NA ILS yHAILSR07( iACl1 nil O ('IrTn 11 • M. ! Detall 11 BII Hoof _ Mater 1.a Outluoker r (C) - Gable elld 4� 29.4 F1.112 � (G) Gable end design based on 00 MPI( Det -all "A" r Fetter 95\� wind load, exposure "C" at 0-20 FL. --1 /I mean height. 2X 1,edger (C) 1X4 continuous lateral bracing for brace (strongback) member longer than 72". Attach at midpoint of each brace strongback r COMM W/2 -8d common Halls. braced at 60" O.C. TRUSSES (0) Option to web plating: -use (3)-2" BRACING DETAIL wire staples (0.072 Dia./15 GA. ) toe- nalled thru chord into web & thru web Into chord on one face for a total of 6 staples. (P1), (S1), & (111) must e plated. T) Refer to Simpson Catalog C-9211-1 for product attachment specification (attach A35 in F1 direction). (N) I v \ V(S11 CONTINUOUS SUPPORT (P1) Peak plate to match common trusses. NOTE: This detail may be use(] for (S1) Splice plate to match common trusses. trusses with pitched B.C. also. (111) lleel plate to match common trusses. (K) Spacing for 114 = 71.0" o.c. Span to match common trusses NOTE: Chords to be 2X4 Fir -Larch 112 Minimum SEON-- 50006 At PIIrt (In;Inf l"E11 P1111AA;ls. 11C. IINSSES 141111111( (RIIIf.MF. CAn( N,,) 0 0 o Ia L= = I(1(IMPORTANT)(1( S... L Iql UE nES1YVq lnl( rOn All/ WARNING 111 IIAUlI1 G. CIICCI IIgI Alm C-] O ^7 I=D O OEYIAIIIIII r11V^ 11115 o[S1611 oil IIIESE SI•ECIrICA$Join. Un AIIY Of1AC111G. SEE (lin-91 n( let. SEE 11114 UESICII [� C7 -,j O C=:) •AI(Ulf 10 BUILD bK muss 111 (nIPOnml CE Mlln nslon BY Irl Ion ADUIIIOIOI SPECIAL r•EnHAn[nl OIIACIIG PE \S ALPIIrE COI/4CIWIS WE HAVE Or 20CA GALV. SIE(L NCE1111G ASIN OUMENE111S. MUSS 01•{nKIS[ 11/)ICAI(n. 1 rJ p <_-"'1 (-1 A446 Gn A EACEPI AS IglEO. APR( foiA[[IIInS In (ACI( rAC( It/ C'gn0 S11ALL Of LAIVALLY n1tACVI 1'1111 1•ntl n KNo. Cpgj$45 ALPINE O 114155 Al" URESS U11EPMISE llKA1ED 1D1 Iles IIISILII, POSIIIn11 LY AllAl'lfU oLTwOnO SIKA11111q, n01111M C19 0 o col^rtuons rfn aIA^Utes no, roc (GOA -r, uESIwI slA'nu41s wlw 1•"OPEILY AIIACIIED "ILIO C(Illlu: •- SEE C' CoeonN VAPPLICABLE PnOVISICOIS Or 1415 C 11.1. All (uGIIKE"•S ALP11rt IECI111CAL U'l1Alf 11 /1/911 roil P401'In TRUSS CJ SEAL al 11115 OnA11It1G Arl\1[S 10 1111CUw'014n1 0WIC1E0 IVIE 0nYWALL APPLICAII011. IIP>r11SI' A COPY Of 11115 U O C= C=) O O lU Wit I. ArEI SnALI I^II Of "(I ICO V•nIl Its u1Y U11Cn '1A 1. ILII 10 "K InUSs PKCIIUn E1^II "Af.loil. O! --Irl . InUSS PIH( IIISIIIIIir, 1415 - 1991 IIA11011AL InSIGH St -IM, ICA 11011 Intl MUIII Canll9lcltoil pl Qtg Max. Web Lengt j -- - 1X3* 2-0-0 - 2X4* 8-1-0 3X4* 13-6-0 2X4 SPF lumber Max. Length without Max. Length 1.1/strongback grade- bracing (N) brace (S) -- STANDARD_ 4-2-0 -- - 8-8-0 -- REV 15.6.5 SCALE a 0.5000 OESIG14 C(IIT: UBC REF R384 49442 r" * / TC LL 30.0 PSF C OL 15 .0 PSF C DL (U) 5. 0 PSF TOT. LO. 50 .0 PSF DATE 7/20/93 ORWG CD108 CA -ENG 1"t: 0/A LEN. VARIES PITCH VARIES DUR.FAC. 1.15 ,SPACING_--- - - - •- TYPE GABLE D m m m r m m mm r mm m m am m s m m m CONVENTIONALLY -FRAMED VALLEY D E TAIL (A) 2XG OR LARGER SP y2 OR SPF #1/#2 VALLEY RAFTER PARTIAL FRAMING PLAN (B) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 0'-3") i (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") RA'Z'ED (A) (D) 2X6 OR LARGER SP #2 OR SPF y1/y2 RIDGE RAFTER COMMON TRUSSES (E) 20 VALLEY NAILER A'I' 24" OC NOTE: RIDGE RAFTER (D) MUST NOT DE OF LESS SIZE THAN THAT OF VALLEY RAFTER (A). NOTE: REFER TO VALLEY DETAIL VALTRUSS0899 FOR VALLEY GIRDER SUPPORTING TRUSS BRACING DETAILS. RAFTERS (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS' -9'-10". SUPPORTING TRUSSES RIDGE (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11-2". RAFTER FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.5") NAILS A'1' 4" OC. FASTEN 2X4 "T" 'BRACE TO CRIPPLE WITH 10d BOX (0.136" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH 40 PSF PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. OR DATE 06/25/OS1 VALLEY SPACING AS SPECIFIED ON THE ENGINEER'S SEALED DESIGN 15 FOR THE SUPPORTING TRUSS. ILY AIIACNrD RIGI , (2) 10d BOX NAILS. TOE -NAILED THRU CRIPPLE INTO RIDGE BOARD (3) 18d BOX NAILS (D) r(A) 3) 10d BOX NAILS (C) .. 4'0" TYP. I (B) (E ) (2) 16d BOX NAILS, TOE -NAILED (TYPICAL) RATED SHEATHING CONNECTED TO TRUSS TOP CHORDS PER SPECIFICATIONS (3) 10d BOX NAILS, TOE -NAILED THRU. CRIPPLE INTO RATED SIIEATHING PLATEINSTIIUIC, 583 D•DNOrRIO DR..�SUIIC 200. MADISON, wl.�S3)19) roof sAI PRIOR 10 PERrDRNIOG TIICSC rUNrIIUNS. UNLESS (IIIR:RVISE INDICATED. TOP PROrERLY AIIACIM0 SIRMIURAL PANELS AND ROTIO)l CIIORD WALL IIAVE A I CEILING, •■1NPDRIANI■■ rURNISII A COPY Or .111,5 DESIGN TO TIC INSTALL ALPINE ENGINEERED rROIRICIS, INC, SIIALL "Of RE RESPONSIBLE rim ANY 0CV DESIGNANY rAILURC 10 BUILD TIC IRUSSCS IN CONrORNANCE VIII Irl, OR 1 • IIANVL14G, SNIrr1NG. INSTALLING AND BRACING Or TRUSSES. DESIGN COINrURM r""lSTONS Or NDS (NATIONAL DESIGN SPECIFICATION PUBLISIICD IT 11IE ANEI PAPER ASSOCIATION) AND IPI. ALPINE CONNCCIORS ARE NADC 0r 2oGA AS1N M EXCEPT AS NOTED, APPLT CUNNCCTURS 1D CACII rACr, Or TRUSS AND, UNLESS ON ACCEPTANCE Or PROBES IMAL ENGINEERING RCISfrUNSINt ITY SI)LrLY160 A-1. TICAI'M Tifrl S3) 16d BOX NAILS, - (3) 16d BOX "OE -NAILED (2) 16d BOX NAILS. NAILS, TOE -NAILED 'FOE -NAILED (D) i RA'Z'ED (A) SHEA'T'H NG (3) 16d- BOX GIRDER NAILS, TOE -NAILED SUPPORTING TRUSSES AT 24" OC MAX SPACING FESS -1•IIS DRAWING REPLACES DRAWING V105-COt V I11SI(I1IR S ,��� �1 y �y C LL 30 30 40 PSF REE CONV. VALLE'T' DATE 06/25/OS1 RsIAL�ES IAVE e� DL 20 15 7 PSF ILY AIIACNrD RIGI , 45 '= Tf DL 10 10 10 PSF DRWG VALCONVFOG99 rpumCIIts � f pO)t t1US Ittinrr�ICARIE * 6�oteol LL 0 0 0. PSF -ENG ML11 101? rrfiC51 AND t10 GAL V. STEEL ,rl clvN •� t0T•LD. GO r P 55PSF Q/ V S C� a• - LCA ED JI IGEINDICATES of OF c At\` DUR.FAC. I.ZS/I.'l.I fCI 1.15 157 1.15 f:UNrIDNCNI BUILDING SPACING SEE ABOVE JAM Stan& SAILS IHG PRI.1'AltI-tom COM LR mw (IIIADSMENSIO�SuOMtr 0Y IROSS MIR. STANDARD JACK DETAIL (REPLACES CD101. COIOIA) DESIGN CRITERIA: [l] ("*) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240. TRUSSES SPACED AT 24' ON CENTER. REPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS. LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 LIVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. (•) 2X4 STD, STUD. /3 OR BETTER END VERTICAL WEB WITH W1.5X4 CONNECTORS REQUIRED IF UPPER HEARING POINT IS NOT USED. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS fABRiCATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY TIIAT ALL DATA, INCLUDING DIMENSIONS AND LOADS. CONFORM TO THE ARCHITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. 12 Pitch V {I I RAFTER I I. W2X4 (Al) W3X4 FOR CEILING JOIS1 SPANW O" L.E-2-6 SPAN VARIES MAXIMUM Maximum Rafter Span Table (Horizontal measure in FT -IN -SX) Ceiling Joist Rafter Pitch>4 Rafter (Pitch)4) Rafter Rafter Rafter Rafter DL SEE ABOVE No 5 006 E .e - 2 BC LL W'9 +► TOT.LD - Live Load (psf) 10 16 16 20 20 30 40 Dead Load ( sf) 5 10 15 10 15 10 15 Duration Factor 1.15 1.25 •* 1.25 *• 1.25 ** 1.25 ** 1.15 1.15 2X4 SPF #2 (S) 8-8-0 B-1-0 7-5-0 7-6-4 6-11-12 6-0-4 5-5-8 2X4 SPF #1 (S) 8-11-4 8-4-12 7-7-8 7-9-8 7-5-0 6-2-4 5-7-8 2X4 SPF#1/#2 (Canadian) 9-4-12 8-7-4 8.0-0 8-0-0 8-0-0 6-6-4 5-11-0 2X4 Hem -Fir #2 9-2-0 8-5-12 8-0-0 B-0-0 8-0-0 6-8-0 5-9-4 2X4 Nem-FIr #1 9-7-8 9-0-12 8-2-12 8-4-12 8-0-0 6-11-8 6-0-12 2X4 Doug.Fir-Larch #1 10-0-4 9-2-4 B-5-0 8-6-12 8-6-0 6-11-8 6-3-12 2X4 Doug.Fir-Larch SS 10-5-0 9-9-8 9-0-4 9-1-0 8-6-0 7-2-8 6-6-12 2X4 MSR 1650f-1.SE 9-7-8 9-0-12 8-10-0 8-4-12 8-3-12 6-8-0 6-0-12 2X4 MSR 2100f-1.BE 10-2-12 9-7-8 9-7-8 8-11-4 8-11-4 7-1-0 6-5-4 2X6 SPF #2/Hem-Fir l/2 13.7-12 11-10-0 10-10-0 11.0.4 10-2-8 9-1-12 8-2-4 2X6 DF -L 2 Hem -Fir 1 15-1-8 12-7-0 11-4-4 11-8.8 10-10-0 9-8-12 8-8-4 2X6 Doug.Fir-Larch #1 15-9-4 13-5-8 12-3-12 12-6-4' 11-7-0 10-4-12 9-3-8 2X6 Doug.Fir-Larch SS 16-0-0 15-4-12 15-1-0 14-3-8 14-2-8 11-4-0 10-3-12 2X6 MSR 1650f-1.SE 15-1-8 14-2-12 13-10-8 13-2-6 13-0-12 10-5-12 9-6-4 2X6 MSR 2100f -1.8E 16-0-0 15-1-8 15-1-8 14-0-8 14-0-8 11-1-12 10-1.8 LT TYP. W ALPINE ---� Alpinc E'uginocred Products, Inc. SOcluMlcMln. CA 9Sx2R " MANNING" INIISSIS 111001111 111111111 r,ARI IN rAORICAIIMN. 11AN1II IRG, SOPPING. INSIAIIIN. AND NNAI:INr.. 11(1(11 10 lilt 91 (MAIIII ING INSIAI LINK, Atilt flR A1.1114), 1`11111 Is111i1III 11'1 IIIiSS h1 All INSlllul(. 593 D'0N0I410 UR.. S011( too. .111:11, YI 53119). ION SAIL II ON AI:I 11:1 1; PN IUR I0 PI RI IINMIRG ILII SI 111111;1111115, 111111 SS II1111RY1!:I INII I I: A1111. Illi' 0:11111111 SIIAII IIAVI PNIIPINIIF AIIAI:III11 5111111,1 LIR AI hAlll s, II III 11111 f.111iR 11 SIIAII IIAII A PRUI'1111I FIIA0:11111 1111:110 0:1 II INr,, " I MI•IIII I AN I'• 101111 SII A':Ul'/ u, 1111) UI SIGI III ILII INTI All AIII, I:UNIN AL LUN. At PINI IRGINI I III It PNUIIUCIS. I11C'. SII All 11"1 "( RISPNNs1011 IU. ANY UIylA111tI IRU11 fills IIISIGN: ANY IAIIIINI III DLIII 11 111( IIUSSfS II Co.1 DNIIA NC( Y1111 I►1: LIN IAI1111[AIINf,, IIANn11NG. 5111101`1116, INSIAIIING A.11 nNAC ING 01 IMUS SIS. 1111% 111514. CIIRIP.NS 111111 AI'PI ICAllll 1'11Uy ISIUNS 111 IIIIS (RAIIIINAI IIISI411 SPICIIICA11011 PUDLISM(o by 111( AMLNICAI 1"011(11 A.II ►AIfI ASS"I:IAIIIIN) Alto I1-1. AIPINI CUIRI g: 'U' All MAIII 111 to 0 ASIN Ab%3 oR10 GAIT. SII11, IICIPI AS 001111, APPIT I;UN111C..i(INS 10 (ACII IAC. 01 IN 11 SS, ARn ifRIfSS 0111(It IsI IIICAI(n ON IIIIS OI S14R, PIT'". C114111:11INS PIN 1111AYINGS 160 A 1. lilt 11.1 UI 11113 M11AYnII INIIICA115 AI:CIIIANI:I Of PNDIrSSIDNAI INGIRIIRING At SPII11slt11 fly sillily IDR lilt cuss CIINI'11Nf111 IIISIGe s1111YN. lilt SUIIA1nI III AIII 0l:I UI IIIIS f.OMF11R1111 1'1111 ANY PANIICUTAR Nit 1111 UG IS IMI NI SPUNilt 11 lly MI 1111 IIUIIIIII4 UIsIr.NIN, PIN ANSIf IPI 1 I'M SII:II"N t. r� DX'DW. TC LL TC DL � OC DL SEE ABOVE No 5 006 E .e - 2 BC LL W'9 +► TOT.LD - CIVIL- P �gliF SPACING -24.0" W1.5X4 AI ' } W1.5X4 M 11 Rev. 8-1-00 G1411 REF R795--54135 DATE 01/11/00 DR CAIISHPIS 011111.11411 CA -ENG /GWII STANDARD JACK DETAIL REPLACES ORN CDIOIA AW: I IP JACK /IAFTEA DETAII[RIPPED 2X6) 1111$ ONO. PREPA "Mon FROM COMPUTER INPUT (LOADS t D111ENSIONSI SU014111ED 91 TRUSS WTI. LUMBER GRADES TCL�CDL MAX SETBK 7CCiJTCDL SETBK SPF IGSOr�1.5e 16/7 = 2310113-13-0 3X8 _ _MAX 16l1� = 301E 1 0-0-0 SPF 210OP--1.013 16/7 = 231E • 13-10-0 16/14 = 351F 4 0-4-0 • NOTEt MAXIMUM SETBACK IS NOM INSIDE OF BEARINGS. PLATINGWITCH 2.82-3.00 3.00-4.60 4.60-6.00 2X4. 2X6. 2X8. 2X10 BLOCK FL GRADE 3X8 3X7 3X8 _SBL_ 3X5 3X5 3X5 C 3X8 3X8 3X8 Of CANTILEVER HEEL •• 2X8 NIP RAFTER DETAIL TTIIS IIIPJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. (SS) 811IM ALL SUPPORTS SOLID TO BEARING. CONVENr10NAL FRAMING IS NOT TILE RESPONSIBILITY OF TIIE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICA'T'OR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRMIING. (NO) NO OVERCUT-f1N0 ALLOWED ON RIPPED CNORD. DEFIECTION CRITERIA( LIVE LOAD . L/240 TOTAL LOAD L/180 '•• 3X4 PLATES OVER SUPPORT . NjMPU�TANTi111"""`11 RAISED HEEL •• (B) (P) 2X4. 2X6. 2X8. 2X10 BLOCK FL GRADE 1 2X4 EXTENSION TO BE SUPPORTED (C) EVERY 2-0-0. lut" 141 111 "IlIkirr01/11 o 1►1C BLOCK PLATE 1a1t 0iQu (A) 2X4 — 2X6 t"15OEft (SS)T� PSF 2X6 --- 2X8 "alum to Oolto I11t mnq I" C01worou'C1 01111 05190 Of Irl. ron A00111011A1 srlCIAL ►t n911tl11 OOACIl10r_1 PSF i TOT.LO. 2X8 — 2X10 7X12 ' t (B) ' B) 2X10-- 2.82 -' 6.0. v VARIES W1TH PITCH ��--- " 1 -t' 11"1 ate Ugifs olltrWltt tocnto of 1011 cttt011. rofn10" tt AIIAOio rLtWOM tIiAI111110. !01100o I.g • (A)', 6110 1t101trlt AIIACIto n1clo cutlte •- tit MIN (P) 3X4 TIE PLAT o uANOM ■/I►KIU9tt MOVI/IOH Or Ins 1 Irl, A11 ttatlttn•s - 1 r=7 1 VARIES WITH PITCH (ITO) 1 �•�� OVER 2 SUPPORTS •� R -.3471. MAX -# 1.5!' "!N • , R 6941 MAX W 16 1.5" 'MIN 1 TVD _ At OTuc hceTru rOTT Iltlr 0 0 G C] C-7 f= . NjMPU�TANTi111"""`11 WARN INGsh'UtYt "", Q�,vu y ey TC LL lut" 141 111 "IlIkirr01/11 o 1►1C l.l,tub. 1a1t 0iQu PSF 11412 OtSICH , 1 t"15OEft BC OL SEE PSF UnH CD 119 "alum to Oolto I11t mnq I" C01worou'C1 01111 05190 Of Irl. ron A00111011A1 srlCIAL ►t n911tl11 OOACIl10r_1 PSF CA -ENG POC TOT.LO. 11►t14 Can�ClOnt Art MAat 01 toot IWAV. (hill Itt1111e AOM OVUM 1119. 01lefs 0tItlulse I1nftAlto.t_I 11. It �� DUR.FAC. 1.25 &446 011 1 tacirf As 101(0. Ault t0utttonl to CAr.11 fact of C110tC s11Att OE tAltMLLl anACQO 11111 r EM o 11"1 ate Ugifs olltrWltt tocnto of 1011 cttt011. rofn10" tt AIIAOio rLtWOM tIiAI111110. !01100o [0111th f rift IyH11110t Ifo. Iso t 1$eA•t. flttlON flAleAnlf 6110 1t101trlt AIIACIto n1clo cutlte •- tit o uANOM ■/I►KIU9tt MOVI/IOH Or Ins 1 Irl, A11 ttatlttn•s 11r11t ItEMICIl u•oAlt It/j/911 ran ftld (n Ir! CIV r=7 stAl d1 11111 ORA61t10 Arst1N 10 1111 tOT011111 tlt►ICI(o flint onf6AtL ArMIC411011. rUlf11t11 A Cors OI I [It '�%f 111 0111. AI10 $11111. 1101 $t "Llto Ural t11 alit atilt" 641. 0131" 10 tat suss imt1100 t0111rAt1O1. Of 0 0 0 0 0 0 srt[IrlcA11a11 ran 61611 cnlrin6:n191 .-.Irl - Inns Malt llnu"nt. 111$ - Ital 11A11011At nitlrn Ion MIN -v �! y ey TC LL PSF RET1•R795-90581 . Cy TC DL LOADING- PSF DATE 06/20/95 5 BC OL SEE PSF UnH CD 119 * BC LL AUUVE PSF CA -ENG POC TOT.LO. PSF 11. It �� DUR.FAC. 1.25 SPncIN�. _.24.0' v L L .L/ 1 1 v 1 W L I i< L 1 1 1 1 1 .L/ i b l Y.L . PERMANENT BRACING ffNN EXTENSIOF NSL (SLOPING\ fTIypICAL�CIIORDi(PURLINS. CON PIFIUOUS) / EXTRS7QNS. (SLOP INC TO FLAT LL '')) I BRACED DAY woIF'Mill I VOOF INTERVAL EQUALS 20'. (NOTE: THE 1STBDAY REPEAT PERMANENT (DIAGONALS MAXIMUM BRACED BAY AT THE It HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET:TIIE CONTINUOUS TOP CIIORD PURIJNS ARE ATTACIIED TO 1 TIIE FLAT TOP CHORD F TIIE /1 IIIP. 2 THE END JACKS ARE SHEATHED WITH PROPERLY ATTACIIED STRUCTURAL PANE .) SECTION A -A FIELD APPLIED OR BUILT-IN CRIPPLES CRIPPLE IN PLANE CRIPPLE OF TRUSSES SPACING COMMON CFlTII rc) !m _ (e> (C' (Bi II �Bj (B) D) (B) (D) p U(B) PURLINS SPACED 24-O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 40" O.C. TYP. (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) •■VARNING■• IRUSSES REOU R PND 1RAElNG. RCFCR 10 1111- PLAIC INSTITUTE. 303 D'ONOFI PRIUR 10 PERFORMING TIICSC I PROPERLY ATTACIIED SiRUC1Uf CEILING. ■■INPORIANI■r OV* ALPINE ENGINCCRED PRODUCTS DESIGN ANY FAILURE 10 IUPC • IUNDLI�G. SNIPPING. INSTALL[ I�ROVISIOIIS Or NDS (NAII0NAI PAPER ASSOCIATION) AND 1P1. IXCEPI AS NOIEO. APPLY CO l.� sills DESIGN. POiIT101/ CONIC AEE IFIANCE Ur PRW UFESSIBI D[SIGN SIOWN PIR: SUIfA111 IS _IIIC_flCSEOtlSllll111_LL.11 • SET BACK CRIPPLE SUPPORT LAYOUT av,rnar+v cv-rn&r v I COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES '—RI HIP PITCHED AND SHEATHED B CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CIIORD (4' O.C. CRIPPLE SPACING SIIOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CIIORD. USINO 9 - Od COMMON TOE NAILS OR 2 - lOd COMMON NAILS TIIROUGII FACE. SECTION B -B FBUILT-1N CRIPPLES A Oft REFER CTOPOOICINAI. DRAWING FOR CRIPPLE SPACING. (ei I EX ENSION ICAL� 1 HIP GIRDER SEE CA -HIP E GINEERING FOR JACK TYP USED. • NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. ��-.—h- THIS DRAWING REPLACES DRAWING CDLIO IE IN INSTALLING1AND1/AACIfG). PUbLISI1[D 9i liPI (TRuuTC 200. MADISON. VI. 33719) FOR SAFETY PRACTICES LL PSF REF CALIF. ©RACE -9 -- NLESS OIRERVISE INDICATED, IOP CIIORD SIIALL IIAVETC UL PSF DATE 06/2579 RI NO 1fil" HAVE A PROPERLY AIIACICONTRACTOR. THSIIALL SIGN 10 IANYf ON FROM c3 C DL PSF DRUG BRCAI'111P0669 401 BEIRCSPOISIIBLE FOR DCLvjA II IIIIS 'S ���i00000�C C LL PSF -ENG IFICAIION PUBLISHED BY TIIE AMERICAN FoR[SI AND I COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES '—RI HIP PITCHED AND SHEATHED B CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CIIORD (4' O.C. CRIPPLE SPACING SIIOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CIIORD. USINO 9 - Od COMMON TOE NAILS OR 2 - lOd COMMON NAILS TIIROUGII FACE. SECTION B -B FBUILT-1N CRIPPLES A Oft REFER CTOPOOICINAI. DRAWING FOR CRIPPLE SPACING. (ei I EX ENSION ICAL� 1 HIP GIRDER SEE CA -HIP E GINEERING FOR JACK TYP USED. • NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. ��-.—h- THIS DRAWING REPLACES DRAWING CDLIO IE IN INSTALLING1AND1/AACIfG). PUbLISI1[D 9i liPI (TRuuTC 200. MADISON. VI. 33719) FOR SAFETY PRACTICES LL PSF REF CALIF. ©RACE -9 -- NLESS OIRERVISE INDICATED, IOP CIIORD SIIALL IIAVETC UL PSF DATE 06/2579 RI NO 1fil" HAVE A PROPERLY AIIACICONTRACTOR. THSIIALL SIGN 10 IANYf ON FROM c3 C DL PSF DRUG BRCAI'111P0669 401 BEIRCSPOISIIBLE FOR DCLvjA II IIIIS 'S IN COMORMANCE VIUI 1P11 OR FABRICATING. NG or TRUSSES. DESIGN CONFORMS VIM APPLICABL[ C LL PSF -ENG IFICAIION PUBLISHED BY TIIE AMERICAN FoR[SI AND * * [COORS ARE MADE Of ROLA ASI" A633 CR40 GAL V. STEEL OT.LD. • PSF CACTI FACE Or TRUSS AND. 1A0.ESS DIICRVISC LOCATED ON IAVINGS 160 A -T. PIC SEAL ON 1111S DRAWING INDICATES Sr CI i RCSPUNSIIILIIY SU.CLY Fula UTC TRUSS COW INETIT E� BUR.FAC. OF 11115 CONPoNENT FOR ANY PAROCU.AR BUILDING OiCAUF SPACING IrSI411[R-ECR_LNSI1ICI1=112 I -IIP -FRAME* DETAILS WAYA 111KI 1Y%3xa, min. HIP FRAME•, 'R'-1 HIP FRAME STOPS AT PLUMB CUT OF JACKS TO MAINTAIN PITCH CON'T'INUITY. 1 .INS Q MIP FRAME _ COMMON TRUSSES STEPPED HIP * SYSTEM 'TRUSSES T BACK I I N) J/ C 11 5 i s _,-81 HIP ---((( = a s s s s — PITCHED AND SHEATHED CHORD AREA / MIP FRAME* D BOTTOM CHORD - ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS AT ALL OVERLAPPING POINTS WITH 3-8d (0.131"X2.5") OR 2-10d (0.140"X3") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO DC ATTACHED 7'0 #1 HIP WITH 10d COMMON NAILS ® 6" O.C. MAXIMUM SPACING. SECTION 13-8 IIIP FRAME 0 HIP FRAME* LUMBER IS SPF, SO. PING, IIF, OR DFL STANDARD, STUD GRADE, OR BE171311. SCE ENGINEER'S SCALED DESIGN FOR SE'T'BACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. 'R' HIP FRAME CIIORDS MAY UC TRIMMED UI' TO 2" TO FIT. PURLINS MUST DL INT'AC'T' AND PROPERLY ATTACHED. AND BRACING RCFCR TO 1111-91 (IIANDLING INSTALLING AND BRACING), PURLISNCO BY PLAT[ 1111111111. SOJ O'IINUFRIU DR. SUITE 200, MADISON, V1. 33719) FOR SAFETY P( PRIUR IU PC",IRMING THESE FUNCII6US. UNLESS OIIICRVISC INDICATED, IUP CHORD "OPERLY AYTACNED SIRUC1URAL PANELS AND BOTTOM CIIURB SIIALL HAVE A PROPCRL CCILIIIG. --IMPORTANT-- FURNISII A COPY OF 11115 DESIGN 10 TILE INSIALLAIION CI ALPINE ENGINEERED PRODUCTS, INC. SIIALL NOT BC RESPONSIBLE FOR ANY DEVIATION DCSIGNI ANY FAILURE TO BUILD TIC TRUSSES IN COt1FORMANCE VIM TP11 OR FAIRICA IInNDLING, SIIIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH PROVISIONS OE NDS (NATIONAL DESIGN SPECIFICATION PUBLISIICD BY TIBC AMERICAN F PAPER ASSOCIAIIUN) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A633 GR4 EXCEPT AS NOTED. APPLY CONNECT URS IU EACII FACE OF TRUSS AND, UNLESS 0111ER' NNS DT:SIGN, POSITION cormEC10RS PER DRAWINGS 160 MZ. TIC SEAL ON 1IIIS DRAW ACCCPIANCE OF PRUEESSION-1. ENGINEERING RESPONSI1ILIIY SOLELY FOR TIC TRUSS DESIGN SIUVN. lilt SUIIAIILIIY AND USE IIF 11112 CUMPONENI FOR ANY PARIICULAR STEPP D HIP SE'1'UACI< d_'—" SYSTEM CTRUSSES —� HIP FRAME! - PROVIDED BY 'TRUSS MANUFACTURER. HIP FRAME• IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME: SYSTEM WHERE INDICATED. ST'RUC'TURAL PANELS MUST BE PROPERLY A1"I'ACHED DIRECTLY TO HIP FRAME PURLINS. THIS DRAWING REPLACES DRAWING CD126 IIALLING 11 (TR SS QRofEss�oN REF HIP FRAME CES ALL DAVE �� � DATE 06/25/99 AT IACIC IRACIOR.D RIGID am THIS y _Q` q URwG 1IIPFRAMC069 pLlcneL[ G� -ENG DLJ/KAR CST AND _ `,SPECTIO* J eoQJ`1S F�,/c wicli�+ •. " a 00'r' TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124' AVENUE VANCOUVER, WA 98684 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER — QA275 This is to verify that: SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since: JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION Accredited by the e n_ I C B O Evaluation" Service, Inc . American National Standards Institute 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials (EVALUATION REPORT ER -5352 Copyright © 2000 ICBG Evaluation Service, Inc. Reissued July 1, 2000 Filing Category: DESIGN—Wood (038) WAVE"' METAL CONNECTOR PLATE FOR WOOD TRUSSES JALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 ,1.0 SUBJECT WAVE'" Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various ' lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in ' this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot ' forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on cen- ter along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 ' inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, includ- ing the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0.12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, 'refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and otherjoints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) forthe metal connec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors for the metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller sys- tem having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini - Evaluation reports of(CBO Evaluation Service, Inc, are issued solely to provide information to Class A members of ICB0, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specificaQy addressed nor as an endorsement or recommen- dation for use of the subject report This report is based upon independent tests or other technical data submitted by the applicant The ICBO Evaluation Service, Inc, technical staff has reviewed the test results and/or other data, but does not possess testfacilides to make an independent verification. There is no warranty by ICBG Evaluation Service, Inc, express or implied, as to any "Finding' or other matter in the report or as to any product covered by the report This disclaimer includes, but is not limited to, merchantabiligt Page 1 of 5 Page 2 of 5 mum diameter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 - 0.05 (12 tan 0-2.0) where: 0.655HRS 0.85 0 = angle between lines of action of the top and bottom chords shown in Figure 4. This heel joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and .Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal con- nector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Sec- tion 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2335.5 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- fied by the design engineer: 5. Truss slope or depth, span and spacing. 6. Dimensioned location of truss joints. 7. Model, size and dimensioned location of metal connector plates at each joint. 8. Truss chord and web lumber size, species and grade. 9. Required bearing widths at truss supports. 10. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 11. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- catorwho has an approved quality assurance program cover - ER -5352 ing the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allow- able loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneu- matic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; com- binations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite comers of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the iden- tifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building Code', subject to the following conditions: 4.1 For the trusses using metal connector plates de- scribed in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to trans- fer the required loads in accordance with the de- sign formulae in ANSIITPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are con- sidered ineffective. _ 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be.fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2335.5 of the code. • 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation re- ports ER -1632 and ER -5640. This report is subject to re-examination in one year. Pag%3 of 5 ER -5352 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE- METAL CONNECTOR PLATE' PLATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2.3 Species Speclflc Gravity AA IEA IAE I EE Allowable Load Per Plate (pounds per square Inch of plate contact area)= METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir 0.49 206 156 145 153 Hem -fir 0.43 164 109 106 124 WAVE' Southern pine 0.55 206 158 163 170 Spruce -pine -fir 0.42 159 109 106 118 METAL PLATE VALUES RATED BY SEMI -NET AREA METHOD4 Douglas fir 0.49 275 195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 275 195 163 170 Spruce -pine -fir 0.42 208 130 -106 118 For SI: I inch = 25.4 mm, I psi = 6.89 kPa. I See Figure I for a description of plate orientation. 2The tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. ;Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance Of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. rLoad _ _ _ _ _ _ Load Load ______� r Load AA Orientation EA Orientation Load Load !!4111 IIIIIrI —_ _- 11 — — r Load Load AE Orientation , do EE Orientation FIGURE 1—PLATE ORIENTATIONS r rA Page 4 of 5 For SI: I inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD ER -5352 s TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATEI PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE Z 0°1 90° 0° 90° Allowable Tension Load (pounds per linear Inch per pair of plates) Tension Load Efficiency Ratio WAVE' 895 1 849 0.512 1 0.486 For SI: I psi = 6.89 kPa. I See Figure 3 for a description of plate orientation. 2The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. Load E= Length Load Load Width L Load (a) 0° Plate Orientation (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION, TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATE I DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° 1 30° 1 00° 1 90° 1 120° — 150°'• 0° 30° 00° 1 90- 120° 1S0 - MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio WAVE " 656 1 861 1 969 1 567 1 529 1 556 0.563 0.739 0.832 T 0.487 0.454 0.477 For SI: I psi = 6.89 kPa. IPage 5 of 5 1 t 1 1 1 1 1 1 1 1 t t 1 1 1 i 1 1 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, OR, FOR THE WAVE- METAL CONNECTOR PLATE r INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES ER -5352 PLATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE SPECIFIC GRAVITY1 AA EA AE EE WAVE' 0.49 0.815 0.885 0.815 0.885 0.50 0.870 0.905 0.870 0.905 For SI: I inch = 25.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher. 0 Q E) FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Plate Length Plate, Width F 0.25 in (6.35 nn) o.c. between slots 0.12 in (3.05 nn) slot width \ I I in (25.4' nn) o.C. 0.5 in (12.7 nn) between slots oFFset between slot length adjacent slots 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF I IN (25.4 mm). For SI: 1 inch = 25.4 mm. FIGURE 5—WAVE PLATE'" DIMENSIONS 0.0356 in (minimum)