The URL can be used to link to this page

0108-136 (AR) Truss CalcsCan Truss A Company YoL x TR.US-SW.ORKS RO, Box 626. Thousand Palms 'CA 92276* Phone (?601343 34c1 Fax ;76C1 343-3491 Job Nol ��, Name. Project - �-oma �,,� . oSa � qz�� ..:. WESTERN INSPECTION.SERVICE' NC. S Inspection of Prefabricated Trusses /Quality Audited By AA -583 Plant RUZSC,OrS,QK Date/Arrive/Depart_ Address—rAoUs,4/q Plate Manufacture U Plant Contact_eUif Engineers Des. Dwg. R Non -Scheduled In Plant Wood Truss Inspection As Per Uniform Building tode Standards . --- - - Category •/+•f a�V Conformin 111 r►I:CVl dauC{; vY itn Engineered Ilan, ecitieations. ' Non- onforming Remarks Lumber Grade �: -.... ;: f. , ' _..... . C� e Connector Plates 7 Span &Pitch Workmanship Joint Accuracy Bearing of Wood Joints. f— ` Knots in Plate Area Split Limitation Plate Placement Plate Size • Condition of Plate Teeth I?lateto,%Vood Tolerauce In -Plant Handling Bundling & Loading Storage ZI Jig & Press Adequacy MF Marking Legibility j�Alu Plant Stamp Verification �Q How -Many Stamps On Site: G U le Trusses Meet UBC Requirements In -Plant Q.C. Records L As Per ICBO/ES Requirements vr(ter Ivo. / Name o L D of fG ,Ug r\ i o- Other Comments or Remarks, If Needed, Will Be Added To An.Addition Page �Q.C.Xupervisor s Signature WIS Inspector's Signature P.O. Box 25251 P.O. Box 553 P.O. Box 3426 Portland, Oregon 97298 Springfield, Oregon 97477 Gillette, Wyoming 82717 (503) 643-5916 Office (541) 741-8634 Office (503) 641-7211 Fax (307) 632-1603 Office (307) 692-1603 Fax i o. _ •� �K 4 ¢'r5y rJl �'1 £x T' 1�t��Sf ysY k 102. i 4- ,� IL, 41 ,Is SALES REP : STEVE DUE DATE: �10 iiZW__i l,'' I �: F. ,1C_ MIKE/ STEVE TC Live 20.00 psf TC Dead 19.00 psf BC Live 0.00 psf BC Dead 7.00 psf ■I■_ice- 46.00 psf Mimi Mimi I I]am Jill]] 1 �I■I■I■�I■I■�■I��I�I��Iiiiillliil�i�L'I�Ca r � a <>, - TRUSSWORKS A Company You Can Truss! P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax q (760) 343-3491 NOTED ;E AND I 'IED ITEM 6� onformancewliMUS ct and the ation given In y e shown is subject and specificationg dimensions which snap oe confirmed and correlated at the job site; fabrication processes and techniques • of I Construction; coorc;1nation of his work with that Of Other trades; and the satisfactory perforrriantq•pf i his work: INC Date SEP 05 W ._,.e _ SCHAEFER-GUEST HOUSE PITCH FORD-EDWARDS 80-089 RIVIERA LA QUINTA, CA 92253 THIS ROOF TRUSS LAYOUT IS BASED UPON DRAWINGS RECIEVED FROM THE BUILDING DESIGN PROFESSIONAL. IF ANY ERRORS,- DISCREPANCIES OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS OR OTHER CONTRACT DOCUMENTS, THE BUILDING DESIGN PROFESSIONAL SHALL NOTIFY THE TRUSS MANUFACTURER WRITING OF SUCH ERROR OR OMISSION. IN THE EVENT THAT THE BUILDING DESIGN PROFESSIONAL FAILS TO GIVE SUCH NOTICE t BEFORE FABRICATION OF THE TRUSSES, THE . BUILDING DESIGN PROFESSIONAL WILL BE HELD - RESPONSIBLE TO THE RESULT OF ANY ERRORS, i DISCREPANCIES OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. NOTE: . ROOF PITCH: 4/12 FLAT CEILINGS. 2x4 TOP CHORDS. 18" OVERHANG. CONVENTIONAL AREAS BY OTHERS SUPPORT BEAMS BY,OTHERS. t3 AR Robert S Alcumbrac * 'NO, C-10 8/2003 OF CAS-�F°� WOy : B1661 Date : 9/4/2001 14:46 DurFac-Lbr : 1.25 DurFac-Plt : 1.25 O.C. Spacing : 24.0 Design Spec: UBC -97 #Tr/#Cfg : 48 / 4 SALES REP : STEVE DUE DATE: DSCNR/CHKR : MIKE/ STEVE TC Live 20.00 psf TC Dead 19.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 46.00 psf WOy : B1661 Date : 9/4/2001 14:46 DurFac-Lbr : 1.25 DurFac-Plt : 1.25 O.C. Spacing : 24.0 Design Spec: UBC -97 #Tr/#Cfg : 48 / 4 EO Job Nam'." CHAEFER-GUEST HOUSE Truss ID: Al Qtv: 1 Drwq: � RG X -IAC REACT SIZE REQ'D 1 0- 2-12' 1686 5.50" 2.41" 2 17- 9- 4 1686 5.50" 2.41" Tc FORCE AXL BND CSI 1-2 -3621 0.20 0.62 0.82 2-3 -3569 0.19 0.30 0.49 3-4 -3569 0.19 0.30 0.49 4-5 -3621 0.20 0.62 0.82 BC FORCE AXL BND CSI 6-7 3361 0.50 0.26 0.76 7-8 3396 0.51 0.21 0.72 8-9 3396 0.51 0.21 0.72 9-10 3361 0.50 0.26 0.76 WEB FORCE CSI WEB FORCE CSI 2-7 270 0.14 4-8 268 0.14 2-8 268 0.14 4-9 270 0.14 3-8 -582 0.16 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 SPF STUD Lumber shear allowables are per NDS -97. 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. 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 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. 77-6� 2-10-8 7-6-12 10-54 7-67-612 18-0.0 7-11-11 t 7-11-11 t J 2 3 4 S F4.00 429# 2- -4� 5-8 1I�0 - - -1� 6-0 i 8 9 ,0 7.5-0 3-2-0 7-5-0 7-5-0 10-7-0 18-0-0 This design based on chord bracing applied per the following schedule: Eng. Job: EJ. max o.c. from to ® TC 24.00" 7-11-11 10- 0- 0 Chk: STEV This truss is designed using the UBC -97 Code. Dsgnr: MIKE Bldg Enclosed = Yes TC Live 20.00 psf TC Dead 19.00 psf Truss Location = End Zone T R U S S W O R KS A Company YCan Truss! p you Hurricane/Ocean Line = No Exp -Category = C P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.49 ft, mph = 70 Fax # (760) 343-3491 UHC Special Occupancy, Dead Load = 21.0 psf TOTAL 46.00 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 78.00 0- 0- 0 78.00 8- 0- 0 0.5 TC Vert 189.31 8- 0- 0 189.31 10- 0- 0 0.5 TC Vert 78.00 10- 0- 0 78.00 18- 0- 0 0.5 BC Vert 33.98 0- 0- 0 33.98 18- 0- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 209.0 8- 0- 0 0.00 TC Vert 220.0 10- 0- 0 1.00 TC Vert 209.0 10- 0- 0 0.00 T 3-5-9 SHIP =0-3-1 MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.13" D= -0.16" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 5- 0 3 9- 0- 0 8 9- 0- 0 4 10- 5- 4 9 10- 7- 0 5 18- 0- 0 10 18- 0- 0 Robert S ` Alcumbrac IJIO. C-10381 IiN. 8/2003 OF 9/4/2001 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" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: B1661 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: STEV 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: MIKE TC Live 20.00 psf TC Dead 19.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S W O R KS A Company YCan Truss! p you 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 Boor 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 TmsWal,'ANSI/TPI 1','WTCA I'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9I) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2.0- 0 Design Spec UBC -97 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 46.00 psf Seqn T6.2.6 - 0 29 Job Nam. .' CHAEFER-GUEST HOUSE Truss ID: A2 Qty: 5 Drw : RG X -LOC REACT SIZE REO'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 2-12966 5.50 1.5o BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 17- 9- 4 966 5.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yea 4 13- 1- 2 Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI 18- 0- 0 Hurricane/Ocean Line = No , Exp Category = C 1-2 -1855 .0.02 0.15 0.18 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 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1618 0.02 0.15 0.17 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - Mean roof height = 16.66 ft, mph - 70 3-4 -1618 0.02 0.15 0.17 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1856 0.02 0.15 0.18 Seqn T6.2.6 - 0 BC FORCE AXL BND CSI 6-7 1715 0.26 0.07 0.32 7-8 1168 0.17 0.05 0.23 8-9 1715 0.26 0.07 0.32 ARCHITECTS CERTIFICATION WEB FORCE CSI NEB FORCE CSI THIS PROFESSIONAL IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 2-7 -340 0.09 3-8 458 0.23 THE INPUT LOADS AND DIMENSIONS WERE 3-7 458 0.23 4-8 -340 0.09 LOADS. AND SHALL BE VERIFIED PROVIDED BY OTHERS AND APPROVED FOR THE SPECIFIC APPLICAI 0i MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.06" D= -0.08" T= _j 4-10-14 4.1-2 4-1-2 4-10-14 , 4-10-14 9-0-0 13-1-2 18-0-0 9-0-0 9-0-0 / 2 3 a 5 F-4.00 -a� 4-4 f1� 11-6-0 el t x 9 6.3-4 5-6-8 6-3-4 6-3-4 11-8-12 18-0-0 T 3-9-11 SHIP 20-3-1 S C-10381 1.8/2003 OF 9/4/2001 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" = 1' Joint Locations WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 1 0- 0- 0 6 0- 0- 0 2 4-10-14 7 6- 3- 4 3 9- 0- 0 8 11- 8-12 4 13- 1- 2 9 18- 0- 0 5 18- 0- 0 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC 19.00 psf S C-10381 1.8/2003 OF 9/4/2001 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81661 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: STEV and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS nr: MIKE are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S SWO 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 Dead noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC 19.00 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 DETAILS' by Truswal,'ANSVTPI 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'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 46.00 psf Seqn T6.2.6 - 0 14 Job N= -SCHAEFER-GUEST HOUSE Truss ID: A3 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. RG .X -LOC REACTsxzE REO'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1686 5.50" 2.41" SC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: T R U S S W O R KS A Company You Can Trussl P Y 2 17- 9- 4 1686 5.50" 2.41" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 46.00 psf Seqn T6.2.6 - 0 Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBG RESEARCH REPORT #1607. TC 24.00" 7-11-11 10- 0- 0 TC FORCE AXL BND CSI Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. This truss is designed using the 1-2 -3621 0.20 0.62 0.82 prevent rotation/toppling. See HIB -91 and UBC -97 Code. 2-3 -3569 0.19 0.30 0.49 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Enclosed = Yes 3-4 -3569 0.19 0.30 0.49 Truss Location = End Zone 4-5 -3621 0.20 0.62 0.82 Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft SC FORCE AXL BND CSI Mean roof height = 16.49 ft, mph = 70 6-7 3361 0.50 0.26 0.76 UBC Special Occupancy, Dead Load = 21.0 psf 7-8 3396 0.51 0.21 0.72 ----------LOAD CASE #1 DESIGN LOADS --------------- 8-9 3396 0.51 0.21 0.72 Dir L.Plf L.Loc R.Plf R.Loc LL/T 9-10 3361 0.50 0.26 0.76 TC Vert 78.00 0- 0- 0 76.00 8- 0- 0 0.5 CERTIFICATION TC Vert 189.31 H- 0- 0 189.31 10- 0- 0 0.5 WEB FORCE CSI WEB FORCE Csi THIS PROFESSIONAL ARCHITECTS THE APPLIED TC Vert 78.00 10- 0- 0 78.00 18- 0- 0 0.5 2-7 270 0.14 4-8 268 0.14IS TO VERIFY THIS TRUSS TO CARRY BC vert 33.98 0- o- 0 33.98 le- 0- 0 0.0 2-8 268 0.14 4-9 270 0.14 THE INPUT LOADS AND DIMENSIONS WER ...Type... lbs X. LL/TL vert zzo. o B- o- 0 1.00 3-e -sez 0.16 LOADS. AND SHALL BE VERIFIED Tc .00TC vert 209.0 8- 0- 0 0.00 TC PROVIDED BY OTHERS APPLICATIONS TC vert 220.0 10- 0- 0 1.00 AND APPROVED FOR THE SPECIFIC TC Vert 209.0 10- 0- 0 0.00 DESIGN PROFESSIONAL. BY THE PROJECT 7-6-12 2-10-8 7-6-12 10-5-0 7-67-612 18.0.0 7-11-11 7.11-11 I 1 3 4 5 F4.00 429# 2-4-0--400 5-8 1-6-0 1-s-0 1-1 18-0-0 ~� 6 7 8 9 7-5-0 3-2-0 7-5-0 10-7-0 /0 77-5-0 18-0-0 MAX DEFLECTION (span) L/999 IN MEM 9-10 (LIVE) L= -0.13" D= -0.16" T= Joint Locations --- 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 7 7- 5- 0 3 9- 0- 0 8 9- 0- 0 4 10- 5- 4 9 10- 7- 0 5 18- 0- 0 10 18- 0- 0 C-10381 i. 812003 9/4/2001 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1661 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: STEV 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• MIKE TC Live 20.00 psf TC Dead 19.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S W O R KS 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 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 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,'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2- 0- 0 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 46.00 psf Seqn T6.2.6 - 0 29 -87 .1 C- .0- =5360 _• fidn. _"S eNicep ,..�. V1JOP,_j<MAN MILL R . ) -• - OAD • �'1�iITTIER, CALIFORNIA 90601-2299 rA subsidiary ffi corporation orl'he Inferna�ional Conference of Building EVALUATION : g �cials i PORT . Copyright O 1999 IC BO Evalualion Service, Inc: ER -f .7 Reissued Juno 7, 1999 . Filing Category: -FASTENERS -:-Steel Gusset Plates. (066) : MODEL 20, TWiS AND TW16 METAL -CONNECTOR PLATE S FOR WOOD TRUSSES ` ` jace,it longitudinal rows of teeth are tvristed in the _ TRUSWAL SYSTEMS CORR.ORATIO rection. - op posite di - N 1 101 NORTH GREAT SOUTHWEST PARKWAY- .. ARLINGTON, TEXAS 760 11 ,.2 2,2 7W16 Conne 16 ctorPlates:'!yt/ plates %i't' are anilfac - iured from'iriinimum 16'gbge-thick 5.0 SUBJECT - - - [!),058 inctl:(17 mm :ASTM A-653;'Gradin 37;.str&6Iu'sl :=;? • `--'. I�4o'Je120,TW18 and -TW16 quality steel iviih a hot-: dipped galvanized zinc coating designated G60. Pie;at ConnectorPlates forWood Trusses. Each plate has slots approximately 1/2 inch (12.7 "'that 2.0 'DESCRIPTION mm) long have been punched along the longitudinal axis of the. plate. Each punched - slot forms two opposite-facingsharply pointed t-eth protruding at right angles from the 2.1 General: Pare -'It metal. -The punched slots are spaced approximately 113 inch t.",oriel 20, TVJ1S and WV16 are metal connector pates for (8:5' mm) on center across the width of the plate and app, oximale- If 11/4 Inches (31.8 mm) on center wood trusses. The plates are manu!actured to vario' s lenoths,vidths, and thic'rness„s along the length o; the plate, with adjacent longitudinal rows stag e; v orgag_s, andhaveintegral teeth thal ere desi ned to lateral, transmit load b 9 lateral! pp mately'/g inch -05.9 mm). Connector plates ere evai?able ij i -inch (25.4 mm) increments In tress v:ood members. Plans and calculations must bs'rb of width and 1 1/4 -inch (31.8 mm) incremen?s o; length. 1'/fnimurn mit=red to ti=_ building official for the trusses using trusses �' plate vridth and le,noth are 3 inches (76.2 mm) and.71/2 inches Hecto: pta'� m_'a1 cOn' les described in this report. Floor-ceiijng (190,5 mm), resp c,lv, , See Figure 4 for d �. �'} elai!s of dimensions. or root- ceiling assemblies described in ihis repo, usin %;•ood tr;:ssec g plata There - are 4.8 t=el'n i';i!h mesal connc• lr,- ,!a'.. t. hays:o:le=!lo ;rf�r�-rests- per square inch of plate sup pace: The i'ngth of etch tooth, tjve ratings. inducting mc- thic;;nsss vi tl;e p re:l! me121, is sap;oxirnalel inch i.7 1:;;:«li i::: )'7/Is (11.1 mrn), and the wid!h o` ra;.h tac,ih is , n;�roxirn=:r:ly '/_ 2-2-11 Model 20 and Tl';'iCor„lector , in::ll (! rl•I:r illi;: •! , cacti foo!*co lc , . r, c aaJ ��,= tip o` ea;fl too!: -i is Piales: t:'Iode120?r•o..c;,:�15'4'oGgreeswjthrespecltotn� P?=ltrema redfro,'_ mi:l:rli�.I:n 20_g2g= --� ,1 P h.r,•• long:'udjna! - shit:: (0,03 inctlV(0.9 i mm)),aclu A ASTM I 53 � 37 Gr2;, tiaenl ro:vs of teeth are !::list=d in tne1sar, °, ` s!ru:tu:ai•qua!jly. steel v:i:h 2 113! -dipped a pp_d ized zinc coati ig designates 2.3 Allovr2bl_ anu,' G�0.71'Jtt:plalesarem=.nu�a; Loads: "turedfrommiRi, in*-:!=- (i m;i)).AST'!.,,. Model 2n'T,. n�c.-lo-::^sr:19 Cao s anar?!i nate'c•0��h a•;•a,n•':7a^ •s:ructu:- cu?i),s!e=1 y:ith.2 ho! -dipped G60. coa„ng des:c T2.3.' ab!es12, 3 and! provide?! Iat � ra,t 1 rn- loads, shea, •f•:,,.,..torsiorl✓:o�=,_�. =achp?a?eh=_s slots apprcrimat=l} i;•; l'.•';^ 2nd TVVi6 p,a!e connectors. Ttiesc veli=s are b2se ' , 1 1Ch (1 i. i n. mi).iong that have been punch=d 21ong the longitudinal - National Design Slan Mrd io: t:Set21 Pia' _ ,e Co�nei axis o; p!-te. Fach punched slot forms t\:o o f t';" Opposite -facing. Truss Constru '' ,� ,:on AN'SlrP1 1-1925. A copy. -&t- the oir,tedtee1 5 P _,n protruding 2l rig?l; angles Irom the p=rte pa; s., �rp,j Tne n: 1.ni�'n rPl[(2nv�a 1Cf mss! be supplied to i•1= buil3ing d=�,a=. --;.Inched slots are s^aced a a a "' r pProz l ! 1y 1 inch h reques•-., a , by the bu' "Ung o,llciai. (5.4 m: �''--ncerl•.=racros (5.4 s the width of the Pla•.e and approxi,;,_;_- I} 1 i -I ch (25.4 mm) on centers?on 2.3.2 Lateral Resistance: a f. t e, s.ance: Ezcti I ori l 20. Il'� •i ani 11116 ri conn gin=lenglnoflh�p?a;� y;j;h ad:actin•. longitudinal. roves stagger ed a roxirn=_tel ,21 ctorp?ate mus! b: designed to tra^_e, ;ie required load vrith ,t' ,• o' I exc..eding the (3.2 Pp } /Ein h mm,} COnrlectOr Plates are avai!251= In I a - squareirlc 'p! •o e,.o,:ab!_ lo_J c)=_:- h O' c,_ con,2C! area based -i l^h 25.4 m,nl) t l r=^len!s of %vid:h and l= lg;n. t:ilni 1 l r1 V ( i=oc', p?eta y:id h Gil sp=Cies, t`la Gtr efl!a•.IOn O` tae teeth re?atly� to til= load, and the ` 10� ri: ^ ase 1 inch (25.4 m ?nd 3 2 2' n r l) incies 76 ( riot,;. _ I' _ore a.;ve to Drain. Design for tats,a! resistant - ' �•,_ - S= res--=^ _ - (ti p,G l QlnlenJlJ::s, •. •. - -figure 3 for d=i2i!s t acco,,dance with Se^"1.2. r- = m s: _ .. ..1'7 r; I •' - -ear=_ eigit teel'n otic sq ;are inch o`p?at=sura^e. ins �' 2!lor:ab!= latera? lama io: the m=;a: co,nn=�:;' �r!BteS. Of each toJt1, inciuding the . e V-1- _ s 2ppro�;i,�,?,_;}• 'rz inch (9.j m nl and ?` I: tna 1vid:'' 2.3.3 Tension Res!sl2nce: Each !Erode? 20,- `$^ •c, l 1. _ i'JJ:fi IS 2'x•1 tr•rOxI,T=. i}' i I1 ? ea^- : - [. it (3. rl fn). 11_ S`lEnt:G: is - • ��- pec'! -r -_-stbedesi� l?C i0: !er:s:J1` _. .•,- CO:ICcv = and file t.0 Oi =2C l 1J1;' j; �!_ a,^.3 n tv:i -5 ta�I',�', bas=_� G:, the O'1= It=k l O! n= -^i t' Me "; --i co . -t l= _: P•_^- r' • de P - '"� _�rc.s ti•:;th r^ ^' rr,cir: c to tone di72Ci1 0 on of load. D=s:pn i:1: te;:sio:l rrl•�st t•. - t �� - 2CC0'C?:,C? 1':i: 1 Se: ii•Jl 1 1.2.2 Gi /.I�IJ!r 1 �i i - ?J. 1 ani:- - . ti lcctiorrrporrc IC£0Zv _ I cic eaor. Sen ire, lee, cre issuaSa±:;rt;.prorid; itjo: r._tin;: to Cl_ts.? rser.;-r =�c,'cicct;o,- rep o.-tscre o:rooreo:stritrecsrrr.•:es:r:ir.�er `,Q'IC60.r:rclisiroti::en cr:r.^r.1 ri=i ' Jo.-vs:eftirrs:rbjeetrepo t, rc:i;so;errerirere:crit,::;s,:tilt;elirc.'eress:c'rercr ener..'o:ser:ren:regio.=-:r Po•� is b:seeupo,•: ireeptrdcrtt'* ri:s or Cln;rt:ci:riccl ectc subr :.°red hl•I;.rc 'iecr.:, r r •ltscrd•b:o:i:crdctc,br.'tdosr:o:pots:estestJcciliticstnr...;;cer,ird_ pp' Tr.tl_60.,,•rluc;io,-,S:,z•i, �' ptr.der,: :.cstncr; "Fircdir,�•'n�osic;rte rerifico:tor F• rnic*rdti:e 1 r r'r. •-rci;r0wcrrcrn•b;ICEO�rc!uc:in.:Seri:c.lr.:..ca;•:res c r ticrcrp lost t�cnI- roductcci•recdbvAcrcprr,.Tt.iscis:IrFr�;rir;r -s, h::risr:o:1!n::redru. rrer:her,!.^.bilf�-. I • Paoe 1 r • fir J ; ; .7 t t j:?.C: �. 7, -T - r 1AA, L7 flo'ptj ✓° _f ♦ . VVS , O(_ � � ..' `- -730-�� Q�.� C.�F ,uo �� • :�: � .. :, �1 P�fJ s i72 -0N6, - T -t -L S T'A. 2-1 rJJ T -r' 1'1 j� DJ,7 Sf'C - A3a. Top s EA 14. 139 U G X17 3 RUSWAL SYSTEMS -NORTHPARK IDRIVE_SUITE 200 -- ------- COLORADO SPRINGS" CO 80907 (800) 322-4045 FAX:(719) 598-8463 s 919199 Users of -fru, sw'al ehgirieerino: SPIUST The Tr'Uengin'eering software will correctly design the location requirements for"p'ermanent continuous lateral bracing (QLB) on members for which itis required to reduce buckling,'"Iength. Sealed engineering drawings from Truswal will show the required number -and approximate Io6atio68,-of braces' for each, m6mbe'r needing bracing** In denbri �1,'this'bractrig)s d onb-b'y";�'bttachihg-�: .12 a. 2x - ffibrhber.v-,(top or bottom edge of 'mem erN) unning pei -pendi(jUiar.-.*,to -"the't,-.�'-,-':','-' . 'equa y trusses and adequately designed, connected and e b'ra c! d 'fo',the'buildin 'Per -the - building design"er'(See ANSI/TPI current version). The _'followih9:-'a*r6'othbr option's (when perp. bracing' is not possible or- d6sirab]6) that will'also .-"' bracing needs for individual, members' (not building syst&6 bracing): 1.''A 1x or 2x structurally g'ria'de-d."T".brade by be n6ildd flat tdtJh'e'.'edj e of: the member With 10d common or box 'naiisl at 81, o" c. if only one is required, !-'o'F;.-,may be. -nailed to both edges o"' the . membei. f *-t . wo braces are required. ' - The "T bra . ce must extend a minimum of 901% of the member's fength. 2. A scab (add-on) of the same Size and structural ral grade a . s the member may be nailed to one face '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 aces 01, llhz rn�_�rribar if two bracc-s afe required'.. A minimum *of 2X.6 scabs are required for r any member exceeding 14'-0" An length. Scab(s) must extend 2 minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing ora combination of scabs and 'T' braces, but must be analyzed on a case-by-case basis. EXAMPLES 90%( Please contact a Truswal engineer if there are any questions. I TYPICAL END JACK WITH VARYINC TOP CHORD LENGTHS. � HIP GIRDCR (ONC on MORE PLY). FOR WC.DG[ USC (2) tod TOE -NAILS CA. FOR Top PLATE. NAIL W/1od CD C O.C. INTO TOP CHORD OF HIP GIRDER. bb., WCOCE OR DEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. ....'wuvb uESIGNER. I CONNECTION OF LATERAL CRACGIS' CASED ON QRACE rORCES C,7: ERMINED QY THE CUILDINC DESIGNER. V` ""'vv SUppORT FOR TOP CHORDS OF ENS `KS WHERE THEY r' CROSS SlgppORTING i 1. FOR REACTIONS OF MEMBERS. 300/1.OR LESS THE TOP CHORD MAY BE TOE -NAILED ' TO THE SUPPORTING MEMBER !. 2. FOR REACTIONS GREATER THAN 31 EApC7Alts BELOW M ' USED TO PROVIDE ApE4UATE 3. SIZE OF WEDGE, BRACE OR gE E BEARING CUT SPDET RMIN MAY BE REQUIRED BEARING AREA (ORL[NGTH) AS SHOWN ON THE TRUSSDESIGFIS, EDl3YTHE `I• FOR EACH DETAIL BELOW THE 7`' CHORD -11- BE INDIVIDUAL ' 7 SUPPORTING MEMBER WITH 2 ip� J UPLIFT REACTIONS, IF THEY EXIST MAY RE of NAILED TO THE CONNECTION.CONSIDERATIONS IF THEY NAIL CoNNECTION. QUIRE ADDITIONAL. EXCEED THE VALUE OF,THE TOE- .' s. OTHER OPTIONS MAYBE USED AT.THE DISCRETION OF DESIGNER. � 7. REFER TO OTHER 07 TAILS FOR SPECIFICATIONS RELA THE BUlIDING SYSTEM THAT ARE NOT SHOWN R SPECIFICATIONS I- { TING TO A HIP IONS LS IS DEPENDENT ON LO' ATT/ AD N ; ONDI7IONS �SHOV/N ONLY. . riutu AS A SUGCES'i ED SOLUTION 70 DETAIL THAT IT IS NOT INTENDED TO REpLACC O T} E'•1� MAY HAVE QEEN P R SUPCTZC z- PL'CATIOh THERESPONSIQILIHA E OTHERS C.. ANY31MICA IN RELATION TO ANY SPECIFIIC pr VERIFY THE A0 . 0 `:CNcR. ITIS APPLIED TO L4UACY �� THIS WAIL THIS OR ANY S R IS CU[ T TO ITS APPLICA ;C\ RCSPONSIOILI I1G{ILA PuSWAL AND IYTCN' TY FOR F1CLD IN�P[CTIOh o Y�TCM" /�=SUh1ES No R tVAAtttrn......._ END or LATERAL OR ACE I(C RACE MAY OVERLAP WITH TRUSS CHORD . NAIL CHORD TO. FACE Or QRACC WITH (2).lM • '} TRUSWAL SYSTEMS 4445 NORTH PARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907. (800) 322-4045.:FAX:(719) 598-8463 8!3!00 . To-Whom-it may..concern: It is permissible'to -repair_a False Frame's joint with the procedure outlined below `.. -provided that thefollowin statements'are true: - - -•Ceiling loading :is`.10 PSI= or less: Trus`se`s'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 e present on 'the.:false frame that would cause the loads to-exceed 'i0 PSF.for any reason.. . ID .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." The joint fits tightly (within. all TPI tolerances). All lui-nber in th false frame is 2x4'or 2x3. Repir as folic•'Vs: 1. .Cut a CDX .APA Group"i 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). ITypical Joint '. False frame refers only - To non-structural members (zero design forces). r' 1 54 1 4„ 4 • LOA,D LOAD !,A O-- 1�h 1 An0N 1111111! ' nnuu LOgD f11111111111111111I1! Il1111I1111111IIIII LOA' LO,b 11111I11r1111111111I A- !: oIAnol; F1GUi3F PLATE o �cWArro P -A o I�1rTAno.y , .. �u1DT};� • 11lIJIIIl1lIt1111J11 11l1111l11 lJIII1Jf! °OcG;i =EPLArEO. `r !lrrrr►r►l�1lurrrrtr Ano.v pI�J .- zpCArE i'.10T}{ end �� GrHGR_E PIAT:: ORIc vrario -:; . I Lcnp;:va7 nJr AkiS Lonot- - 1/,r;' C7 CLD v �^• � � 5/-;'•_1 LTJ L� "-- �-- G , cz::) e oo o �. CID it �_ jam' .'�. rc:c:cn°orn � S ° srcl l/_-1• I � � 1 3!'• / 'S °'O�ees r=��')":t�fy l �'—•� I S/g. !✓J t top:n roc: C-s� ''? or �.,�ti�``'. _ .. ��• emote ifp„ �S o 57;��, s: e: Sit: 1 inch F: ye•A.� or. to e$ 'O t^:ebeS, / •�' rm. w.. .�, •,'`^'tea+..' ' tooth (No. F)GUR� �� '��. -�' �R�rp 7 PUS4,,,4 '; QC7H D�76:L _-,OR PLAT-=- .�nd toSl: 1 ia, �`_rplUSWAL 16 Co};N,ECro a PLATS EE op' I A Io,u 6TANDAR0 BOT TOM CHORD FALSE FRAME -DETAILS 12, MIN BLOCK `/CRT. DO NOT 4 PARTITION WALL SUPPORT (TYP.) SHOP APPLIED SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE #2 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 U-0" O.C. MAX., OR SEE NEXT OP"TION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -17' OF THE PANEL 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 A 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" MAX. - 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'-0" O.C. FORA 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. BRACING MATERIALS AND THEIR.CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE LATEST VERSION OF ANSI/TPI 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 NOTED ON THIS SHEET. DO NOT USE THIS DETAIL FOR: 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). brac, 2. INTERIOR BEARINGS ATANY •LOCATION ON THE TRUSS. -USE #2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS 3. LOADS IN EXCESS OF 10 PSF'CONNECTED TO THE FALSE FRAME. USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. LOCATE VERTICALS AT 6-0" O.C.'MAX.; OR SEE NEXT OPTION. +,t 5. TOP CHORD APPLIED FALSE -FRAMES. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL + 6. LUMBER GRADES LESS THANSPECIFIED ON THIS DETAIL. •:.. , :: 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0").. POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0': O.C.). )' 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. -PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. FIELD APPLIIED .;�s FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. - SPECIFIC TRUSS DESIGN IS SEPARATE FROMTHIS DETAIL brac, -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 6-0" O.C.'MAX.; OR SEE NEXT OPTION. 388 - 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 r:, s •r:"r" •>:ti 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: i FIE TRUSS WITH (3)1Od OR 16d I NAILS AT EACH END OF EACH VERTICAL. (1Z' 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 17'- 1 ' 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):: -!' ' `. `.'`: `- „;R'• 'APPLY REQUIRED BRACING (SEE BELOW LEFT) °'r; :+::'r , - OPTIONAL -PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24.. -.FALSE,FRAMES MAYBE SIMILARLY APPLIED TO'FLAT,bO-r7OM'CHORD ray TRUSSES _{OR FLAT BOTTOM CHORp SECTIONS OF A TgUSSI .:=, ?:;•� 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,. :i,,.;..i ' 'I CHANGE BASED ON THE NEWCATIONS AFTER MODIFICATION. < 1 Robert S. ®,g THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ®_ SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUP ERCEDE ANY SIMILAR 411131F® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER: ITIS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL• IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY -SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. AIcu brac, 388 s DATE: 9R1l99 �� ti:lj I DES: L.M. r ./ I �t .A..di'(�4Yf(Lf P. (/ -�`�Ir(C.f,7i�` ��- _ lio.tscr,'to�r_ . ., :. .... , ct✓'��(760)�3113-�00-18%2 J� 7GOeN- �IrOIt o;,fw NOICL',wkscoU,orwtlo ;ntoau note. 3,13-,3,53 % 2 DosL;n as rhPOn M+da as Mown. . latorelythe lop bru'and bonom.c hacd...16" ?' iIt TCRNATC 11Ll'1dtNC rnlpacrivol ,. ccd at, �'0' O.C. and at 77.0• o.r OC`Aa MOUNOJO•ACCC� J 'ax{ . .. r lntfrn a c .xa TYPICALROOF7TUmndodwt:hOf • Iat6cat bc1N roph. LAYOUT of, o�"' 11 tho rot' -Vactivo cono-sctor, PonattHT,ly of the ` �a$ED /I�;CL, Daman "lu Co(Marve anvmel ono. a Aev to Do trod In ; a u1e, mr710nt. and .ro for -dry canlnoo A0asla n sucaAICUmbrac boalnt7 t ax II 1 •��• C-�0� ) '• Do ycc u ao 1. nctcuary, a wPPofts ilk,; 1 : r vs j '-ld.,: P urt7°:ade4uifo draho I om =oIy rcen«or n both r2ccao or tfu 1 (3/2007 _ '.i r,eenteriha:. Itnc1 coLnUdo with �. ; OY;its hdleafe SIto ce 4 hcrio3. •.. ktnt {- G , ;. CALIF�ro kFiJ belle dc atan v.jm or the C 11 Katod by t,oaPrtrix'C•, ioe I «ntx rAll Moto, The ComPurrut Net S C•a.0. RR. {Zr t ' '{ 2V ectlevh P1aro hdta{ad �, 2d' ={• Z{• thoprtt`x•CM ticdclJ2naIor 10 x"TRUSSES WILT SUPPORT :{' ( ) kxlkalaa 1d t4w SPACING Cl j FAC }ALJ' OF TY ON GA C. C ON CCM'M WILL SUPPORT 9•• ON ONC F RCFO?C. TRUSSES SHOWN. NOTL rtCr R TO APPR ! FACC RES ACF.IrO !s oar,.. p= C�. �; VCCRINC D •Fort RESULTING IN A N . ON OT}(CR TRUSS TYP L7A1L CT SPACING OI:Z{•or_ C'OCSICNCDFO OVER --PACING. Ladder Tram "j Between trvs SCS%%iUi JC{at•fd'O.C. .. . a. y ^osTCo Boor• TRuss u.Yovr _ Opening t A OJ :{• 1:1• �• n'J rf%etnbCf cpr-lY1er1 (nCI �{' O.C.)• . n --- -- - TABLE 1--�-A ov LQ)%;�,AB LE Lj,'r- S1 ERAURE STANCE VALuES POR MODEL I So AND TVil 6 ME -TALC ONNECTO DIREcnon 0 R.PL*, ES RAIH AND LOAD WITH RESP ECT TO LENGTH , ;.- -. . . c; T PLAIQ 1400= Species OF 110,Tc r C;ra,lry Alto able load ................................. 0 .4 157 ""'1 Inch CIP13-C ;I:Jctb 0.43 .161 'SOU111cm pin- .108 13 T W 1 6 3P'ucc-pmc-F,,-o. V. 53 156 159 Pa!: - ------------- *Iicc -pinc- 4 112 .. 110 -- 140 - 131 Timb�- Strp_-ldz-. 0.30 136 7c'; S!: SI 93 2 W-cs-c-cmn woods 0.69 181 172 119 117 :+t Cics a cu; ire P C Fab, i za 0.36 101 IM -------- T17t --1 153 E 'I LU �%-:l F-�S?ECT 70 LE:;G TV OF H:m fir 0.4 0.4 3 186 .169 143 15"LO: , .R LO - F -'s-v :Southcm pin: 0.55 ISO .123.. 117 133, ------ T%V1 S ---.d h -,,o J -q ju. 616 67: Q.44 193 . ..................... 172 mc- PrL in. p 0.42 0.50 197 '189 . - . . ' . I : . - 126 154 Pet tratil I - - -T--7--- 7 �.! � J 16: V. cs,.m woo-,- 0.69 P 199 .163 -178 -,-159:;,:. 142. For SI: I psi 6.99 kPj 116 7 166 Hew-, I to; 2.., cxj:10 -connicio.- 401 •orplatc-'s =A :;z! pl?,:ts r.lu on Ins-.211cd i�: PPi'S -i,h' r' -SP- 01 to wood grain 2nd itt-th o, I., t'--,. 10 n. -'V?lu:s 2 baste. on the Gress Arc?. opposite fa CCS or truss m-mbcrs -conn:c(-;d by plat -,S. T A S'L' 2-ALLOWASLE TENSio?,,, VALUES AND TEN FOR MODEL TENSION EFFICIENCY RATIQS 20, TM E, AND Twi 6 METAL CONNECTOR PLATES PLAT -F •5 P:-, C7-- I Plates)Ii�ea: in- Pa!: - ------------- 7EI;SION LO 4 1.032 (1. 72 CC, C, C. - S 0. 8 7c'; S!: 0.54 ......... 2 . 1 Q,: Val v. fo: tiI $ P:,: i -5 2 j:� orC-.4 pp,li- 0 S,:^•:1, s comDir. i. 5 pc :+t Cics a cu; ire P C Fab, i za \,/\t Lj::S MODEL -,,!:�D SHEtF' EFFICIE11cy -------- T17t --1 20, TV,"IC.. AfiD P"Mos FOR =TAI- CONNECTOR pLAj;:.S E 'I LU �%-:l F-�S?ECT 70 LE:;G TV OF I 122.h TLENG T�i 0.7 P_,,T 15"LO: , .R LO - F -'s-v . P=. .- -I P, 1'. C S I S LO, E F T 1,oss 943 7£9 1.046 Z:! 2C' 616 67: Q.44 '83-- 0. 13 (1.47 7�75 -9 0.73 --Z74 -74 C'.4 1 C.'.; I A SL E Z -A L L MYA E31 =- L-1, T E R. t, IL L 0 A FACTOR Q� FOR �SS ROD TH S!NGLE:� =R P.,-=ss=s Y,','N` ,T0 R P 1-1, TE: S I 1,�-O D 20. T\ y, E, A N D TV" i 6 7�, L C ADJJST1,,.=:NT E-:: P3 -LE;. PF.= -S5 D-�WETEP, C G-. 0.4 il- 1. 4 (J9 C, C. - S 1 Q,: Val v. fo: tiI $ P:,: i -5 2 j:� orC-.4 pp,li- 0 S,:^•:1, s comDir. i. 5 pc :+t Cics -s Wi,. Er2v1--% C,(1.4�'O. E:, E% -i:5 of 0.5c. 0, LATERAL LOAD iN LiNE WITH THE - CHORDS HAVE NOT BEEN CONSIDERED, THESE LOADS. AND THEIR REQUIRED CONNECTIONS ARt' THE RESPONSIBILITY 01 -THE BUILDING Dr.- -R. r 12 ANY PITCTI 000r. 'PACING MA {L'.rn,1 WIND SP IrD IS 85 ,vfi1-I. RE7ER TO 1 NE /;??ROPRiATE TRUSWAL UESIC:t-S FOR THE REQUIRED 'I•VEB CONFiC'URAT(ON . FOR BOTH 'HE C; -NP TRUSS AND THE SUPPO RTiN•?-'301t i OM TRUSS 2x4 CONTINUOUS LATERAL \'�' BRACING APPLIED AT 24'p.c .y. ATTACH CACH BTIACC TO THE BOTTOM TRUSS WiTH 2-10d NAiLS AT EACH INTERSECTION, TOE-NAfL THE CAP TRUSS TO THE BRACE WITH 1-1 Gd NAiL FROM EACH SiDE AT EACH INTERSECTION. a'- pr2 oATr vh tfi�'GlefI�Z�L��I(;��:Y tl'`unAL !"',Mrmrj Sysr�, C:OtYMOPMO .) CAP C0tv\!4rC-riONi DE'TAIJ, CO - e• •I 2-1 .(rd NAiLS TOENAILED 2X4 BRA'Crr QOTT'OM TRUSS - SECTION r� CAP TRUSS z-iod ivar�s� ��•,� • 2 17. �• ' ..,.. _..,� � fir, No. CmP• _ sl C/Vi� R t OF CALI CHORD/WEQ SIZE-:'*' E PER TI•iE APPROPRIATE- : •:.•, TRUSWAL DESIGN, �' p. //111N1N C Roa n/! nolrx on fills ;hcrf •In.d'/tivc a r �� t � � • .. •• �t'n enstdn It Por an rnrtrvirtual Dtnlrhn .• I .. ,i ar!mvtaeen with Ihn tune Mmnnnfnt: Ir hat Dr•�n hal nft•011 Sp C°nyM n�i0'•ii1Q rfOcnp� coflrf�CroL ! '' my r In nn verlhM py }fin cOnpnnenl r�lnhrafturert nd/n fnntomq rredq cI.�NO/e: nnS,De�I'' ., '` •4' fry Inc tOmpOnMt marhrfiL1W nr and dMi m .' rY.rG; of rn tlut dntl;n mr p b K AtSOmMf fm d"n11"I" r nCCnraLyt QrfnM101"T airy :� r root r h M nr etceed the rnarfin� petrel A prmr fo faDncatron fho -• I 0 nor t;n . Un y fho toa,l Dutdl nURrGnq Arsrgnrrr than atcenam thaYthe roid,.. n n,tmunnnn er femttom Mnrd k tatnranyN re r rfy a nqM tnealmny rasa ,Aar �tnu ctry �Ic;;re t t it taMraty Dmeen Dy the ,'•'.l mvn IS W tarnral; M CAOrr wte Auto the meitture COnlnnt nOnentT memhnrt m )fie NOTIn f n rte• hot►tt OlhnfMnte Rt!v b ar-ornan n weA n oI Ine wood e.einrt t7 anrLnr Paton 9 e Th ThK C0mnnnM,.,,, nor DC p1,,ery m a t Qradnry T r c lollow,n7 If -a- nn •Tnvsco rdANUA6ra Tnrnnne0er Ma-fe Mrrndnn. ra',A hannte, m "Y entTrnnmenf that •;. '.� �eeoTnu"„F"�'.f0',T•DO),xMpCrr)CrN,fe Y rtwnr,:OWUfYGC17rnCtSLt!)pp�prO/11,r7Lliandhr1l�IMStnrSlut•'. • ' :.•dr tADY Sfacr "y Trr,, Th. L LLIfIr ARp-UttACpfC MCTAL 1'1u{t: CONNC Pf L PLA►F CONN 1 7 raraAt:nNahon .:rra hr vstrrarnrnstrtutonn)krrrarrvrnr,n� CTCOmOOpTnV^.SPS'• ,r CC Co f ) oentnn ar t:;0 Cnnnernc"t A.% MV. St �norno prase. smote.• frp•Ory and tino.gr . tvathm tVtMnim S�: to rho Amen,Tn Prrr ft a nn mon. pC �a„r,. — TABLE 1 ALLOWAB LE -':' :': U, ERAUR SIS7ANCE VALUES t,'ODEL FOR THE 20 - .7YVIE,AT.D7Y/16 ME7Ai+'CONNEC70 LUyti K ' . R PLATE' j " - .: •,.F'-; \.z >O(R°CT10NyOFGRglNA1, PATE h(O0: ; I "' DLO .D 1MTM P.ESPcC7 TO LENGTH OF PL0.TE Spe:iea S? elfie Gnvlty ~ ` '` Eq A° Douglas f-111 049 Allov+a9leLoadiPouna:parsgvart in:T,ol tare IS7 P can:a:urca} EE `:.licm ftr 0.43 161 ' • So:itt cm pin t .108 `' 1 �p 132 • 0.55 156 > E6 711'16 5;., -pint-fi: . ' - 159 I 0 �- I 140 - .. 112 = I -• 110 S� ucc-pint-fi: 131 asp 0.50 S1 - Ti nbcr Svzad 136 150 I :::93 • 0.69 I 181 .. 119 11'atcm woods0.36 172 117 \•: i:r •�!' F`' ;>�. ,,.z•::;z : s^::i' '1. Doufir 101 114 glu 153 0.49 186 79 'H:m=fu 50 ' .169 143 0.43 SoUthcm pin: I 150 125' . I 13: 0.55 r 117 T%VI S tad Mod-1.20:;Spticc- me -Sir 193 172 114 +� -0.42 187 .151 I ^ i. Sptiea-pine-fi: `131 10.50 1 126 `I :`189 f'I - Tirtb;'iStrzti!' 716 ; 0.69 8 .163 159' cs:cm Hoo: 19 178 , " E. I 0.36.:= = 181 142 130 Fo: S1: 1 psi = 6.89 kPa. 116 ' -.103 Jbb �Scc Fieu:c 1 lo:.n cxplzrr ioa of L'tt po;i:ion otplatcs Kith rsp:ct '-,� ::z! 101 to wood -rain and t:eth coa tato plz:cs nw: C' ins:211:d is z'; ' '1r2!U:s a:c bzs:d P t s on opposit: facts or truss o l the G:c;s Arc2 �l:th,� rn:mbcrs.conn:cted b} plan. TABLE 2 --ALLOWABLE TENSION VALU=S AND TENSIOtiEFF- FOR MODEL 20,-(yyjE AND 'Ryi6 METAL CO;;NECTO.^li IENCY.RATIC)S LATES D:a_CTIO\ OF 1.0P._S. ECt TO LEN^ � atii OF PLATE I PLTi� IiLO,TNSION'L04o_- (�ounGs pe: I::,tx: in:l, I p:r•pa:: of 5C' j T11'I: � pla.:a1 i'—:':�,--••_--••-- _------ 1,SO� - � TENSIpSLO:,DEFFlC1=t:"1'Fv,TiO G.72 — U. 1_16:, —� I CIA Fc*; S!: I P:�::Id't-:}:= 0.�; .-. - 211:.._.:.\�::2.-,?:1:.. .. _-_ ;CJ L.2i 'LCIi C': lfl: a:e20`[rl-1.`.!2::1:,^::; \�!:f:C l^: � •' �;,s� __ :,—.;,LLorrAs� __ •sum-.�t �'�.Lu�s Ans sit=r,>? Ei=i=lcl:-:rrcY - fI':ODEL 20, I:r IV,', E. AND T%yj6 11ETAL CO\(;=_C- +tIOS FOR IORP' , LATES LC.- 1',:Tr: nE5?cCT 70 LE:'vTH OF Pj TE . .Ic I C•:?,=CTi:.':1.0: L0�0 r;- `.. 5= S2:• I I ts:' c: I I rLf. : _ �. I _ A Q ,�• (opv.^.cs - O �E Sti=.:.310:,0 1 3=' 69' I c,. I :2:' : I; ez: i.,:n •F.ti: e: 1 j; •~j,� 1; I(, p:z:c s! 71i'lE 9;3 EFF'IC!=.:,:: • P.;T1O 1 I 7L'9 I ('•61 I;' I U.C•2 I-_U.EI I C'.i'1 I C, ;: S' I 616 I 6": ? o�:l2i, I t..,. i ('•=� ;; ;, I 47. I �`y . I a.6; c.7; I (:�; (,;_ I (;; I 483 I G.?9 . I (1•(,} ('.7: N rt �. , 1'.0)_! 23 r LLO'aiAS'_= LATEr^�t,, LOAD AOJJSTf =t;T FACTOR il': i , l.t;� `1Yio f•1ETl,L COt;t;=CTO? r Lt, C?� OR TES I.NS TAL L=01','iTH Sl'iGLE_pASS ROLLER 5?,'=SS=S J-LEF. PA- c t'8_^, Cn_ c5 5�-CI- � Cz'�\.:_ F -C e5 D.,\!.T°r 1 asp t•. C•.4? zp, ii=ss,.' _, "1.; co �:.._:I�:•.^.S ::t:l: �' - �,'i:\ Cr(11�1 , — zpp:l:; t:� 2!i 1 ..:..; s; i:s' \•: i:r •�!' F`' ;>�. ,,.z•::;z : s^::i' '1. , : E rz: it, c; 0.;? L, t•,i:. P=','i;r:,', z,•:, = sp::iil; :;z, i:i:; t•.`0.?:• e: � .. LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BECN CONSIDERED THE -SC LOADS. AND THEIR REQUIRED CONNECTIONS ARC THE RrSPONSIRILITY OF THC BUILbING DC.^.IGNC•R. 12 "4/-`1LVrU?i WIND*_- S -D rS ss 'mPII. ANY PITCH RCI•ER TO THE G,`?RO'RIATC - 7RU5WAL i)CSIGvc 1'OR THE RCQUIRCD t,VCf3 CONFICURATION . FOR 130T "NC C:dP TRUSS ANb THE SUPPO:�TIN? :IO TOM TRUSS. 2r.4 CONTINUOUS LATERAL �- IMACING APPLIED AT 24-o,c••Y- ATTACH EACH IIRACC TO THC ' BOTTOM TRUSS WITH 2-10d NAILS AT EACH INTERSECTION, TOE -NAIL THE- CAP TRUSS TO THC BRACE WITH 1-1 Cd NAIL rItOM cACH SIDE AT EACH INTERSECTION. LY'- Pet t�L_ST4>Ji coot: nVACINC onrr: C. CAP CON\! C -1.1()N fir I .tit IR ! tl!U^.NA7. i At co .•, - SGCTION � • �� s CAP a , %,3 . t: 2.10d NAILS v'�" . ,�ti c•i , cr + .;i i1 No. Cit P: CHORD/WEB SIZE /LRE PER THE APPROPRIATE TRUSWAL V/ARN1NG Road n/1 moles on fhls rhr, rtr;rpn it rnr, an lAff-rtuat bwwh f hat and rylvq it'Copy of if• lo; lh� Tr + arrmnantn wftn Inn Curr. Mmpanrnt. M hat hf4n MtndOn tp0 .1ftont prnvfety ecOnq Conlraclor =" ' f in he vrr16M of vnrltnnt nt trf ane ArrA rretyn ;hnrtanIC`-No rp; Mr the co" mC O:n ,rmtt•nt man•fhrttner ane/nr N.", e t .0 r` p0^"l M21 •1.•5t•ef rn fhtt dntb;n mrnt Or lvrere to rna'r. Im ^tfiTry'is rAfvmM fry IONCY. Cho anti eMpis 0 et M poor to raDneahen rnn Ittme^tmnat ncctnatti•. O.ntvlsant aip Mot Ort Inr C twxy ,, anti the befrom rhnr .1 PO/ert fn0 rnGll DtMmnQ,red! • If n an%lMl td m. drtpJelr small Altpnar^ sent •npwn k tnr fatmat;p a It ratnrafiy Dfa.ne• ed that the that"he t ppnn or rnmponenfs Momonn m a ^4M thealhfnrJ matenaf rtrreCt fryl ehorfl tt LiMyey OrnCert tvt11 cav'n he t^n+gOre contnnr orthe wo M Po r.eor, Mfolin ti h aMarnne• /Mfncs otherwiseper"Y l p•,-? �.�_ arrornan n ren[+ref0• anT.m�a�n^ 9! glh_Thrt[Nnpnnfat•SlhnnotD! tae Qrapnq C wnh'ne teattWrnrJ gnnrtaMc: 'TMU:COLf Ift t'p^^err or plate Mnopnn• Fffinc I"Ofrtlrf� wMManyenwrnnTenl rnal :, ,•''i 1'meo mus.e� . (0:7.0l11.'NAtIOLWO hi: rALU1,0 A710 UMAy A nf-' rLAfE CONN C7E0 te000 7M n rl, , !•u•uav 9 A if this Ana Docr lens fruit to . ?. 'HE" 1• 7rL this Trust 1:' Intdt.V (Ch1 II rrralnf ar say OlDnolrr0 Orne• M&Y,to.. WfscontM s7: fn the MnenGsn forest awn' - hrrr Altnc+armn r rr,1 rLAre coalt+f:ctco ..; I •! AJ fs toeatne At 1:;q CnnnernctnAve• M/ Stn - VSSES'. (fOp.gq an/r'fetp.7r �• WathmOfon uc :ar,r. �'Iv PIGGYBACK J, .. DETAIL, (2) 1Cc TOENAIL i PIGGYBACK 11050 Cq=s) CONT. �j SUPPORT ., i - T..JSS /31T1/2„X8,•X112” PL 1'WOD GUSSET EACH END"0F 'TRUSS , 72•• O.C. TYP• G'-0" O. C- SPANS 3G^nND„.1 LARGER�' ] 630 (1, $- �� . LONG 8d NAILS. Wf TH (4). LS. USE 2X4 'AS' AN ALTERNATE . W1'TH EACH END. P3260 ' 7'630 Q5 r 630 3245 533) ] 630 7630 \ _ : _ - - 2�1” CSS �� SP326.0.' 1.SY i ;L :-_; 1 •2X4 CONTINUOUS � . " UOUS SUPPORT arc REQUIRES ?.Y, ATTACH TO THE TOP ` 4 BRACE :'NHEN TRUSS SUPAORTING IP GG B�CI.OP CHORD- OF VERTICAL EXCEEDS 5'—o-, 2 NAILS WITH re, rn TE SHOULDER DETAIL tp- (') •I:•-!'t::.ILS 1'C� ?LEO \ (2) l6d t::.ILS i Ti::55 •F11.T� 0 \ :?) 1t1.I:�.ILS E2:D-�:A E Jr:CK a;?T,re. I is 3K. F.�d E• - DJTCf }fIP GIRDER B - 2x MAILER (by OTHERS) C - END L - CO�t:EF.. JACKS 'c C0:1rF, JACK E.C. WrDv S H P F.S?7ER F ELOCKIt:G FO MAGONAL Ec4C£ DIAGONAL ESACE iryC!: OPiIOi: 2 LI G0t;5L i'F=.0=S "}: ' �,rL F'rQviFED AT CEt:£_£LINr AND Al 10' DIE.GO:; .L £ ::CE "y:", f,TY-0"-D �i_FF.U: 'GE\IEP.LI R_. Et:D ?:-'IL=D It:TO T-uSS TO? C30?�, LQ , + (2)lf•d C_' -C= It. E.= ?G.' 0' £LOC-, G F_<<ET :n'0.`. F.IL;•=, 0 D c0:; (3 S IOTA:)• BLOC;: :y D'.'TC-! 1:iP Cii.Dc= F11 S;iT:, 1:O7 c_0::;: -£:. .C; CI:1C DESIGN CG::SIG - OT .iLis ..=SSC 0 i.: f'-0' ••_:�, G:':'J \'• Sc: Pl -. 5 ._tCK F.`;D SO PS: �_ �• •, �0' P.1; ;, AN TCS E..D � �:_ I :;, TOTE! LOA.5, p. ,, IS _ LG. �Er SIZE : e 4'itD LG:JS 0:. J' -;J G., JE C0?a:EC:10::5 . Ds :'ST Er DO:, L' E�ILUit '0 FILE NO. DUTCH RTDSET DETAILS DATE: jogl REF.: DES. BY: L.2'i. Ch. BY .A T azo, - RECOMMENDED `CONNECTION' -DETAILS THESE DETAILS 'ARE -INTENDED -TO. SHOW' -MINIMUM REQUIRED CONNECTIONS .RECOM�D'.ENDED BY TRUSWAL SYSTEMS THE DETAILS. DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED'*.BY A.- PROJECT -ENGINEER OR ARCHITECT -ON -A' PARTICULAR PROJECT, NOR HAVE.THEY. BEEN ANALYZED_:FOR.SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TION -S. -FROM THE -RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TRAT-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. ;: r. - I 7 TRUSS., CONNECTION TO EXTERIOR•BEARING WALLS -77777-7--Z-7 @ 24" O.C. •(TYP` BLOCK^.' :.:BLOCK .' - BLOCK BLOCK TOP- PLATE5 , TRUSS SECT. A=A (TYP.) PROCEDURE : ' - -�- 1 -TOE-NAIL BLOCK TO TRUSS WITH 1416d 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: -116d CO2'.MON. NAIL. 4 PLACE NEXT .BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) AM FRING ANCHORS. SEE MANUFACTURER'S CATALOG FOR• DETAILS AND SPECIFICLTTONS. TRUSS CONNECTION .TO INTERIOR BEARING WALLS 'X' B?.ACING -- B. C. Or TRUSS OR ' � END VERTICAL RUN THROUGH TO BEARING. t' ES II D •�141 `L 04 982 TJ WALL MUST BE AT -HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST 'BE SHII,`.ED TO THE CORRECT FEIGHT.1V31:02 USE 2-16d CO!- ION NAILS TOE -FAILED INTO THE TOP PLATE THROUGH EACH TRUSS. . C(V1\_ DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16 ' INTERVALS ALONG W ALL . 'X' BRACING IS M -IN. 2x3 K_ATERIAL WITH 2-8d .NAILS' EACH END. BLOCKING SIMIL_Z•R TO EXTERIOR WELL DETAIL IS RECO12- -ENDED. TRUSS CONNECTION TO NON -B ERRING PARTITION WAJ_ LS ALL PERPENDICULAR TO TRUSS -kT-L P R -Z -T LnL TO TRUSS ZBOT CHORD. IF 3 2X I TOP PLAATE ' SECT. B 1-16d CO_*r*iON NAIL OR SI?'U?SON STC (OR EQUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 RFF.• nES, BY: L.M. CK. FY: ill O L STUDS @ I BOT CH A 16" O.C. C , I TOP PLATE I — (TYP.) 1-16d COV -MON NAIL OR TRUSS SECT. A=A (TYP.) PROCEDURE : ' - -�- 1 -TOE-NAIL BLOCK TO TRUSS WITH 1416d 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: -116d CO2'.MON. NAIL. 4 PLACE NEXT .BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) AM FRING ANCHORS. SEE MANUFACTURER'S CATALOG FOR• DETAILS AND SPECIFICLTTONS. TRUSS CONNECTION .TO INTERIOR BEARING WALLS 'X' B?.ACING -- B. C. Or TRUSS OR ' � END VERTICAL RUN THROUGH TO BEARING. t' ES II D •�141 `L 04 982 TJ WALL MUST BE AT -HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST 'BE SHII,`.ED TO THE CORRECT FEIGHT.1V31:02 USE 2-16d CO!- ION NAILS TOE -FAILED INTO THE TOP PLATE THROUGH EACH TRUSS. . C(V1\_ DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16 ' INTERVALS ALONG W ALL . 'X' BRACING IS M -IN. 2x3 K_ATERIAL WITH 2-8d .NAILS' EACH END. BLOCKING SIMIL_Z•R TO EXTERIOR WELL DETAIL IS RECO12- -ENDED. TRUSS CONNECTION TO NON -B ERRING PARTITION WAJ_ LS ALL PERPENDICULAR TO TRUSS -kT-L P R -Z -T LnL TO TRUSS ZBOT CHORD. IF 3 2X I TOP PLAATE ' SECT. B 1-16d CO_*r*iON NAIL OR SI?'U?SON STC (OR EQUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 RFF.• nES, BY: L.M. CK. FY: ill IT K" 2X4 BLOCKING v I BOT CH 2X SECT., C C , I TOP PLATE I — 1-16d COV -MON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV.. (T -P.) TRUSS CLIP' IT K" Pp SS URB EL a i - 4 • U TO I.0'-0",qT� P C DCTA1r ]-OR Ok `D JACK .... ••� . _ ... : f,'_ N0. I WITH CEILI�; ; LO OJ�S PS CHORD 3-10d. WITiI BLOCK` d.NAILS . 3 10d HI! : ;•,; ;'. 3-1011 I RESSG'1' 141L 'NOOL 7.'HG, .10d:S! VBO0`- Df ICyy 2'-0" O.C. TYPICAL HIP N0. l TRUSS CHORD rw OI' �"— J�ND JACK ' PRESSURE DLp ck'' NOTE: ATTACH 2x4 DOUG rl PRESS CHORD OF HIP NO, URC BLOCK TO B , CHORDS I WIT7-i 4-1 Gd NAILS. O = OF, END -JO DOTTO,'Y END -JOINTS NAILS AT EACH END Or HE AT1'ACIIED WITH 3-10d� PIZC SURE BLOCK. i�/,; 1. •a �.'• '.;, �; '� JE CooC 20 UDC SPAC111C . NA FT -� 1• �.'11,4IfulP CO3I)i i'''vuslopnrof tn: ytn aSCf nfa r .. -..; 12111111 Illp'" 1,1 111111,. 'l.11 snn IU7i n'tfnnaljC • n(COa(1: i/vl('dlyr lJ l(n7 llq. ..' U7 JI7l70 !(a11U't 0 (!.• �. arr C Cf►ipallS Or+ nr r q. hr r'..� COrplr. (-life p'..fnll llr (.S a•.Sln 7 '/•.0 C1rrnr!CI Wr u WarIS Irt'U:CO nr lir UCSlCw r•f 7I Un fa �V , C•�►,.L� I �!'�'lelll (forty C j't ;,.r V•q�fUuingrrn��C lrn,qS r�tlNiliiG�/IC ll• -�a�la�"TI�MSSr' lUri` !tl �r4eG �'S 'Ito;,,CCOLIC ,p7 •r II or RUcCv1"'ra4L.:1' Uw-�r;isari'I'al'ri��$rUi�'rylIn�p�wrtr(rngOpr'Cn�,�GtVailr'ti,jailu��U?i�lr'�It�Uij(rlW('ai�(V�pr(: Co C:r uq r a,r,arrU rgCu-r.rintai l•!f°iU ,U 11�,VU.1pd11 ryr til(• nn If' r'•r(I t17 Unr 41 V. (II• Urla !S (IranlnC •nri:�Ll tit't rllfU•,"'C'S''h',•'I�ral'((„'a,'C0�„�fpl.•lVU!'rlhr,UvlC„C;ICa!'Un�l, `itip��(UIf't U.Y ,,'• 'n •i'• T ��., 1 tl•r aai • of Ula u•'h fCa iftl'l l'urt Cl irror rG I'IrUl�u'ft Iinl mNlf'�riii r G1IG I'vl14r .,r C1'll;j '�L �n •.•, ' !! roll o'�'' ( CUnrr �. 'Uv'l1; ,” 'U Cf urU I„1,11,0/,�C�O'r". Clbl'(�'it v;frr Cote lSlun a'Sty(7:•U• tt OV7: FIGURE &-0%4==-HOUR FIRE ASSEMSL), fiO. (SEF S* CTIo?; 2.G. i FOP CO;,iPL`Tc DETAILS) 10 3/4" Minimum I . 0pti0n2l liphhvoight floor topping 2. Minimum 23!32' (18.2 mm) thiCl; T E� uc,.Q,-21 t J s.r v;000 Sh2Cth;n_o 3. Minimum 10'/,' (273 mm) dep;n Ir45t':2l S;32,cejc).s! truss 5 2Ced 24' (010 m:ii) Q.C: M2XImUM 4. 2>;o strop b2c.,b:id�i��/br2cin9 z' IC' -0' (30;& r. F2Ctor-inSiall ed T R'S'J2rd'''' I\ ,. 30 Cri2iin2i 6. One l�4'or of S!0" (1r.° mm) USS Type C v:=_ii bard Fc.- S:: I in:i = _5.4 rim. FIGJRF 7 0N= -!TOUR FIR= SSS=R',3L 1' t:O: 2 =_� (SS=CTIC\ 2.c'.2 FOR CO?,:?Li:_E DR T F,I'-S) G -c; (2XII) (it STRC'-'GOACK AT; 2x,'l STRONGOACK Oil . A ; CC . D 1-5-3, TYPICAL V _L!1ASPAN..'70j,4pj-I AT iZVffRy G' -O' MAXIMUM. .Y•1.; — CLIZARSPAN, V0 tlr,):f M IN I MUNI GIIADC CHORDS AND STUDS 2x -I STUD/STANDARD. STUDS TO Or MAXIMUM 24'o.c, DIS WALLIGNU(JI(ACING It IJUIL6jhG'I t. f1 14CEL PLATE. 3.4 (2x4). 5.5 uxG) (JC'SPLICC; 3-4 (2x4) rj_G 12xfj) 5-5 (2xG) S. 6-0 (2xB) CONTINUOUS LII.A11ING WALL 224" CON I INOOLIS IJACKING'. WITH I Cd NAILS AT 24 u.c. TO THE WALL PLATE. CABLE END FRAI'VIING-CONNLCTION OETAI,, (MIN. NAIL 111;*UUNC-MENTS SHOWN) MAXIMUM 40 I'SP LIVE LOAD. 130 MPII WIND CXI,OsUfl[: C. SHCAT14ING To GA13L 2-\'1 -SOLID CLOCK .-PTH J. I Gd N LESS THAN 201.o, WALL HEIGI.IT. TRUSS, Ctf AT G' a.c. I:A. END ANS 0d iV -,1, 5 rl AIL:;. cd AT G' GAULC z'juD TO 1JLOCI( A` G -c. 61M SHEATHING BRACING DETAILS I Gd NOTCH C 32- // , 12, 1 Gd AT 24' ux. D.C. SOLID BLOCK AT WIT14 2-1 Gd TOE-. 4'a.c. NAILED EA. END 2 I % C-3 WIMNING Read all nolL., on t111r sheet jnV give a c-py of it to 11 U.N." -111211, C."e'.1 TPI.,.', AFPA An " W d Cunfractor. Msjn 4inct PINY to MultrAt !1yrs 1!,: t" 11-s d,.-." clucl cmead Me I,md,nu .-IMetj by the �' ' '(wf-AA11'-Jb-s a, * suer 11.1.w ""old "I"'AIJY,'J'4CVd'u"'M 11, j III mumbuts (ma/ r1j u -C.1 LI, Ul It I,. 1!• "uot! e.ct!ccj 19 1. cu., m r b"m", Invncom 1-11111AL51.', ; C.. tALYNG AND Lin AL IC Co I CIC %.1 AcImc A N? C. I J. MAXIMUM V -O' EAVU wrriq G1-0' MAXIMUM BLOCK;; @ 32-0.c. Olt 2,.0, CAVO, 1311ACESPACING MAXIMUM, W1-rH 412 12 Oil 13TH, 17 OUTLOOKC[j:; CUT INTO GABLE 2"a. c. 2x4 MIN STROIMUM NGIIACI< OTIACED CO*NT:NV STRUCTU11CAT C;'.C)- -AAX;%'iVM. - A- t r. •ti .. `crnate StuJ Cunne • , •. , 1 L Vrnt Ulocka coon .wl9% Stn,Iv; u•herr no vennti� be.om;jIcJ t S•r .t :1 U•J{, T.jt, !s requlrr �'P• otuJ Cenn cclion r' " �n 1{Ea x �:I DDSlGN )`Uit •1'1'I.1C I Crow I n .1 , AL CA-1XV L'NO 1 /{ Illon� Tlt is: .: Io n D-2.5/: or equal ' ... I 12 t IN~ vxrles Varfc! T -J{ to sult vent oro ullook cr \ 1x{.laiJ nit Cutout for 2 ` 1 (Spaeint Per builJinp fins) Cvlovt for 2x{ 1+IJ /� C�l11L1: F:ND Tit (Spacing Hat � �.cr L7v1JJini p!ar:c1 .. • f Tlt US5 � ' 2. 1GJ trap. i with d Trvai : - b ad at 1G"o. c. t s� 1 of �,•-_ / 110 ST (VY vilJcrl �� °� ,rpt` ! 'V• its FF UD'1:UTOU :-Icd �� / ., ,`�`r ��► P,`. TS Halls TUD' CUTC-UTE rn tn. DEThILS FOR 2 _ PlO. C�gS'Ji;: x x < OUTLOOKERS Cxp.:1:/3flC� • : ., ' ' •.. � :Piil,r.[,IruP t,Pll^ C/VIL' ,�• ••.�;r.- ,ue CADLE END A �I,CIN `0; 1 FOhN� :• vN� • i lto, CaLlc F_nJC • ' � i IJt: e(.l2/{/TO Tr4JS 1•�.r...,Nw, Mn o^inet,Y ••. .1 Ii'GlrnY:''Jli CIC.n':y^'t•wwHtir�"1'1:tvyP„•�,ti..ir'.,11..e11,../ t�,..•...rr-., '.''• AY: ^�'L� .,hr.L.-a'��. ":�..n-..w4titj"n1.rr..r., .. .. .ta.w. ,, ••.1 .-1: 1 :', ^w.. A. td„/• -"•.•u.. -•t ti•..IY1q/'t-.y 1«,'•.r..,•, r.•,,.P.-.6-.,...r..,.w��na... 1,1_ wut�i....V, M i "' •'• .. .. «., Irrl w-M1«1AWtiw, .-.R P-r-•-.11�•.!1-•LIV1• ti•, r•ti,wn�•✓•L-11 `A�•w1.r.y...•.f • . .. •i ' - /:.n.11 •y4tt t.tl V!u •� -••M r, hn.n, 1. • , ,,lr.wv �1v4111 ,. '�K1��. w,W�,%•'n Li��AL l hiCV L_1., l O. Ar1PINl whit „t1i,•.:r:� l;tplD Lr 'y , . \�. L•17tor•: _ .HUNT