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0302-061 (AR) Truss CalcsCITY OF LA Q YI DEPT TA BUILDING & SAFETY APPROVED FOR CONSTRUCTION DATE SIS 03 g Ill I b. , D 9 e TRUSSWOR S A Company You Can Truss! 75-110 ST. CHARLES PLACE SUITE 11A PALM DESERT, CA 92260 PHONE: 760-341-2232 9 FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA 92274 FAX: 760-399-9786 JOB NO.: NAME:-� PROJECT: /Z\ ; 17, J V finsr)ection of v Audited b%, S r D,' E: / D E, - - A R T ADDRESS 1_4 ct-11 PLATE NlANUFACTURER lft-as Loci fit ­ PLANT CONITACT ENGINi.-EERS-5 DES. D�VG. I_C1rv^k1 V,/ "I., Non -Scheduled In Plant Audits A,-: Uniform Building Code Section 2321.3 and C, S -c—tion 2303.4 or N Bwest S ec t; 0 nsn: Accordance W:I**.,'-, Engineered Pian S.Pecifl@,`:;ons. Lumber Grade CC) N. -FORM I N G 6n &Aje N..... REMARKS Connector Plates 1 I.C.B.O. Span & Pitch Workmanship Joint Accuracy Bearing of Wood Joints Knots in Plate Area Split Limitation Plate Placement Plate Size /7 Condition of Plate Teethv Oil 12Fr Plate to Wood Tolerance CIO In -Plant Handling Bundling & Loading Storage 64E Jig & Press Adequacy Marking Legibility Plant Stamp Verification How Many Stamps On Site: WO Trusses Meet UBC & IBC Requirements In -Plant Q.C. Records As Per ICBO/LS Requirements Order No. / Name A Inspector's Signature 2475 Lancaster Dr. N.E. o Suite B19 503-391-1003 Office ,P.O. Box 17938 e Salem. Oregon 97305-7938 503-391-1007 Fax i -c;-n Phone (760) 341-2232 C A S I T A ax # (760) 341-2293 Q aD pFMICHAEL HURST T RU S S WO RK S LAUREL VALLEY A Company You Can Truss! PGA WEST 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP JL DUE DATE : DSGNR/CHKR CM / JL TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 37.00 psf 0�6 WO# B3263 Date 3/16/2003 16:41 DurFac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing 24.0 Design Spec UBC -97 #Tr/#Cfg : 56 / 7 Job Name: CASITA WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: Al Qty: 1 Drw : This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JL RGA x -LOC REACT SIZE REO'D TC 2x4 SPP 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) DurFacs L=1.25 P=1.25 T R U S S W O R KS 1 0- 2-12 1084 5.50 .1.55• BC 2x4 SPF 1650F-l.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -28 lb 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint 2 14- 9- 4 1084 5.50• 1.55• WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Support 2 -28 lb Fax # (760) 341-2293 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 T6.3.9 - 0 Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT 01607. This truss is designed using the TC FORCE AXL BND CSI prevent rotation/toppling. See HIB -91 and UBC -97 Code. 1-2 -2089 0.07 0.45 0.52 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Enclosed = Yes 2-3 -2089 0.07 0.45 0.52 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category - C BC FORCE AXL BND CSI - Bldg Length = 40.00 ft, Bldg Width = 15.00 ft 4-5 1926 0.29 0.34 0.63 Mean roof height = 10.41 ft, mph - 80 5-6 1926 0.29 0.34 0.63 UBC Special Occupancy, Dead Load = 21.0 psf ' ----------LOAD CASE #1 DESIGN LOADS ---------------- WEB FORCE CSI WEB FORCE CSI Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-5 281 0.14 TC Vert 60.00 0- 0- 0 60.00 7- 6- 0 0.53 TC Vert 60.00 7- 6- 0 60.00 15- 0- 0 0.53 ' BC Vert 32.23 0- 0- 0 32.23 15- 0- 0 0.00 • ..Type.., lbs R.Loc LL/TL TC Vert 150.2 7- 6- 0 1.00 TC Vert 131.4 7- 6- 0 0.00 TC Vert 150.2 7- 6- 0 1.00 TC Vert 131.4 7- 6- 0 0.00 T 2-9-15 I 1 TO -3-15 7-6_0 7-6-0 7-6-0 15-" 7-6-0 I 7-6-0 / 1ZI 3 4� 563#-4.00 4-4 ,�-0 4 J 7-6-0 7-6-0 6 7-6-0 15-M ,l -6-o-( MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L- -0.08" D- -0.10" T- -0 Joint Locations ==-- 1 0- 0- 0 4 0- 0- 0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 3-3-11 SHIP St 3/18/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: CM 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 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 TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11A 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 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Tnuwal software', 'ANSVTPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 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 T6.3.9 - 0 r - Job Name: CASITA 3RG X -LOC REACT SIZE REQ'D 1 0- 2-12 666 5.50• 1.50• 2 14- 9- 4 666 5.50• 1.50• TC FORCE AXL BND CSI 1-2 -1018 0.02 0.34 0.36 2-3 -1018 0.02 0.34 0.36 BC FORCE AXL BND CSI 4-5 910 0.14 0.21 0.35 5-6 910 0.14 0.21 0.35 WEB FORCE CSI WEB FORCE CSI 2-5 164 0.08 Truss ID: A2 Qty: 2 Drwg: TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -28 lb WEB 2x4 SPP STUD MULTIPLE LOAD CASES. Support 2 -28 lb This truss is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC -97 Code. Bldg Enclosed - Yes Trues Location -End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 15.00 ft Mean roof height - 10.41 ft, mph 80 UBC Special Occupancy, Dead Load 21.0 psf MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L= -0.05" D- -0.06" T= -0 Joint Locations = _ =1 0- 0- 0 4 0- 0-=0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 7-6-0 7-6-0 7-6-0 15-0-0 7-6-0 7-6-0 / 2 3 a� 4-4 -a.00 1 ARC 1 11 T 2-9-15 3-3-11 SHIP _~ 3 4 I U @Q 1d 1 T03-15 3-4TO-3-11 � 112s>c ofac 1.5-3:P Q of 1F--3-0 1 15-" ~� a7-6-0 s 7-6-0 6 7-64 15-M 3/18/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" =,' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: JL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' CM T R U S S W O 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 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 DurFaes 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 TC Dead 14.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Charles pl. Ste -11 A 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.Spaeing 2- 0- 0 75-110 at. ChaTruswal 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from software', BC Dead 7.00 psf Design Spec UBC -97 Palm Desert rle Desert, 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio (hive, Fax # (760) 341-2293 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 T6.3.9 - 0 4 ,1 , Job Name: CASITA Truss ID: A3 Qt 2 Drw : RG X -LOC REACT SIZE REO'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 666 5.50• 1.50` BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -28 lb 2 14- 9- 4 555 5.50• 1.50• WEB 2x4 SPFSTUD MULTIPLE LOAD CASES. O.C.Spacing 2- 0- 0 Design Spec UBC -97 Support 2 -6 lb 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 This trues is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC FORCE AAL END CSI UBC -97 Code. 1-2 -1018 0.02 0.34 0.36 Bldg Enclosed = Yes 2-3 -1018 0.02 0.34 0.36 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C BC FORCE AXL END CST Bldg Length - 40.00 ft, Bldg Width - 15.00 ft 4-5 910 0.14 0.21 0.35 Mean roof height - 10.41 ft, mph - 80 . 5-6 910 0.14 0.21 0.35 UBC Special Occupancy, Dead Load 21.0 psf NEB FORCE CSI WEB FORCE CSI , 2-5 164 0.08 7-6_" 15-0-0 r 7-8-0 I 7-6-0 _-- / 2 3 F4.00 4-4 4.00 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.05" D= -0.06" T- -0 ---== Joint Locations ===== 1 0- 0- 0 4 0- 0 0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 11-6-0 I 15-M 4 5 7-" 7-6-0 6 7-" 15-" MAR All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" =,1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JL 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' CM TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCan Truss l 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 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 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 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 and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1','WTCA I'- 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, BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Fax # (760) 341-2293 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 T6.3.9 - 0 Job Name: CASITA 3RG ' R -LOC RRACr SIZE REQ'D 1 0- 2-12 1084 5.50- 1.55- 1 2 14- 9- 4 973 5.50- 1.50- TC FORCE AXL END CSI 1-2 -2089 0.07 0.45 0.52 2-3 -2089 0.07 0.45 0.52 BC FORCE AXL END CSI 4-5 1926 0.29 0.34 0.63 5-6 1926 0.29 0.34 0.63 WEB FORCE CSI NEB FORCE CSI 2-5 281 0.14 Truss ID: A4 Qty: 1 TC 2x4 SPF 1650F -1.5E Plating Spec': ANSI/TPI - 1995 BC 2x4 SPP 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Permanent bracing is required (by others) to PLATE VALUES PER ICBG RESEARCH REPORT #1607. prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 7-6-0 ' 7-6-0 7-6-0 15-" 7-6-0 7 6 0 - 563# 2 -4 00 j 4.00 4-4 Drwg: UPLIFT REACTIONS) Support 1 -28 lb ' Support 2 -11 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 15.00 ft Mean roof height - 10.41 ft, mph80 UBC Special Occupancy, Dead Load = =21.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 7- 6- 0 0.53 TC Vert 60.00 7- 6- 0 60.00 15- 0- 0 0.53 BC Vert 32.23 0- 0- 0 32.23 15- 0- 0 0.00 ..Type... lbs X.LOc LL/TL TC Vert 150.2 7- 6- 0 1.00 TC Vert 131.4 7- 6- 0 0.00 TC Vert 150.2 7- 6- 0 1.00 TC Vert 131.4 7- 6- 0 0.00 MAX DEFLECTION (span) : L/999'IN HEM 5-6 (LIVE) L= -0.08" D= -0.10" Tv -0 -=== Joint Locations = =- 1 0- 0- 0 4 0- 0 0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 16-0 15-0-0 u v v 6 4 3 A �� 7. 7.6� 6-0 BAR 1 7-0-0 15-M 3/18/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = V WARNING Read aU notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' CM T R U S S W O 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 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 utilized on this design meet or exceed 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 is for lateral 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 75-110 St. Charles pl. ste-11 A noted. Brazing shown support environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Live 0.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Palm Desert, CA. 92211 and 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (11I13-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, American Forest Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.3.9 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The and t t Job Name: CASITA all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B1 Qty: 1 Drw : Chk: JL RG , R -LOC REACT SIZE RE4'D TC 2x4 SPF 165OP-1.58 Plating spec : ANSI/TPI - 1995 DurFacs L=1.25 P=1.25 UPLIFT REACTION(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 A Company You Can TrUSSI 1 0- 2-12 355 5.50" 1.50• BC 2x4 SPP 1650P-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -34 lb BC Live 0.00 psf O.C.Spacing 2-0-0 2 5- 9- 4 596 5.50• 1.50• WEB 2x4 SPP STUD MULTIPLE LOAD CASES. Fax # (760) 341-2293 Support 2 -23 lb . TOTAL 37.00 psf Seqn T6.3.9 - 0 Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE ARL END CSI prevent rotation/toppling. See HIB -91 and UBC -97 Code. 1-2 -381 0.00 0.05 0.06 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Enclosed = Yes 2-3 -381 0.00 0.05 0.06 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 6.00 ft BC FORCE AXL END CST Mean roof height - 9.66 ft, mph = 80 4-5 343 0.05 0.03 0.08 UBC Special Occupancy, Dead Load = 21.0 psf 5-6 343 0.05 0.03 0.08 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL WEB FORCE CSI WEB FORCE CSI TC Vert 60.00 0- 0- 0 60.00 3- 0- 0 0.53 2-5 51 0.03 TC Vert 60.00 3- 0- 0 60.00 6- 0- 0 0.53 BC Vert 16.48 0- 0- 0 16.48 6- 0- 0 0.00 ' ..Type... lbs R.Loc LL/TL TC Vert 7.7 3- 0- 0 1.00 TC Vert 6.7 3- 0- 0 0.00 _ - TC Vert 7.7 3- 0- 0 1.00 TC Vert 6.7 3- 0- 0 0.00 BC Vert 241.0 5-10- 4 0.43 3-M 3-M 3-0-0 6-0-0 3-M I 3-M / 2 3 4. 0- 29# -4.00 4-4 4 J 33-M 3-0-0 n241# ___- Joint Locations =;==; 1 0- 0- 0 4 0- 0- 0 2 3- 0- 0 5 3- 0- 0 3 6- 0- 0 6 6- 0- 0 6 1-1 33-0�, 6-0-0 BAR 3/18/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9116" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 ®WAIWINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: CM arc 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 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 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A 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 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I l9th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: CASITA RG , A -LOC REACT SIZE REQ'D 1 0- 2-12 424 5.50' 1.50• 2 6-11- 4 424 5.50• 1.50' TC FORCE AXL END CSI 1-2 -531 0.00 0.08 0.08 2-3 -531 0.00 0.08 0.08 BC FORCE AXL END CSI 4-5 481 0.07 0.04 0.12 5-6 481 0.07 0.04 0.12 WEB FORCE CSI WEB FORCE CSI 2-5 72 0.04 Truss ID: C1 Qty: 2 TC 2x4 SPP 165017-1.513 Plating Spec : ANSI/TPI - 1995 BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPP STUD MULTIPLE LOAD CASES. Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607. prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 3-7-0 3-7-0 3-7-0 7-2-0 3-7-0 3-7-0 / n1 3 F4.00 64# -4.00 4-4 7-2-0 Drwg: UPLIFT REACTION(S) Support 1 -34 lb Support 2 -34 lb This truBS 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 = 7.17 ft Mean roof height - 10.76 ft, mph 80 UBC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 3- 7- 0 0.53 TC Vert 60.00 3- 7- 0 60.00 7- 2- 0 0.53 BC Vert 18.52 0- 0- 0 18.52 7- 2- 0 0.00 ..Type... lbs X.LOC LL/TL TC Vert 17.0 3- 7- 0 1.00 TC Vert 14.9 3- 7- 0 0.00 TC Vert 17.0 3- 7- 0 1.00 TC Vert 14.9 3- 7- 0 0.00 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.01" Do -0.01" T- -0 _= Joint Locations =- 1 0- 0- 0 4 0-0 0 2 3- 7- 0 5 3 - 7- 0 3 7- 2- 0 6 7- 2- 0 10-3-1" O 3 1-0 SHIP [�•�11 [$Q 4 S 6 3-70 3-7-0 J 3-7-0 7-2-0 iii®o AR 3/18/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" =,' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' CM T R U S S W O R KS areutilito be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads zed 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 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 members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components 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 75-11 O St. Charles pl. Ste -11 A s in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, and brace this thuft BC Dead 7.00 psf Design Spec UBC -97 Palm DesertCA. 92211 'ANSI1TPI 1','WTCA F. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (IUB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Forest Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American and 1" Job Name: CASITA Truss ID: C2 Qty: 2 Drw : RGx-t.00 REACT SIZE PEO -D TC 2x4 SPP 165OF-1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1' 0- 2-12 376 5.50• 1.50• BC 2x4 SPF 1650P-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -34 lb 2 6-11- 4 376 5.50- 1.50- WEB 2x4 SPF STUD MULTIPLE LOAD CASES. 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 Support 2 -34 lb 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 ' This truss is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC Dead 14.00 psf TC FORCE ARL BND CSI UBC -97 Code. BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 1-2 '-420 0.00 0.07 0.07 Bldg Enclosed = Yes 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf 2-3 -420 0.00 0.07 0.07 Truss Location = End Zone Fax # (760) 341-2293 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 Hurricane/Ocean Line = No , Exp Category - C - BC FORCE ARL' END CSI Bldg Length = 40.00 ft, Bldg Width - 7.17 ft 4-5 376 0.06 0.04 0.09 Mean roof height - 10.76 ft, mph80 =21.0 5-6 376 0.06 0.04 0.09 UBC Special Occupancy, Dead Load = psf WEB FORCE CSI ABB FORCE CSI 2-5 64 0.03 ' 3-7-0 3-7-0 3-7-0 7-2-0 3-7-0 I 3-7-0 1 / 2 3 F4.00 -4.00 4-4 _ 7-2-0 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= 0.00" D= -0.01" T= -0 - === Joint Locations ===== 1 0- 0- 0 4 0- 0- 0 2 3- 7- 0 5 3- 7- 0 3 7- 2- 0 6 7- 2- 0 ID. UA x in 2-0-0• I03.1 SHIP, �F 4 5 6 �J V 3.7-0 7.2-0 M A 3/18/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83263 ®WARNINGRead This design is for an individual building component not Inas system. It has been based on specifications provided by the component manufacturer Chk' JL and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: CM T R U S S W O 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 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 75-110 St. Charles pl. Ste -11A 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 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, 'ANSUI'PI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (1,1I8-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 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 T6.3.9 - 0 ii 4, .. d,I f.- OATI? HIP FRAMING D ETA *L 1/21/99 I, 2x4 POST ATTACHLD TO EACH TRUSS PANEL POINT AND OVERI•(EAD PURLIN, 2. 2x4 Yl IIF OR #2 DF P JRLINS 4' • 0„O.0 F ]. 2x4 01 HF OK 02 DF C ONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS k1 SETOA^_K, FROM END WALL AS NOTED ON TRUSS DESIGN, 3. EXTENDED END)ACK TOP CHORD(TYPICAL) G, COMMON TRUSS, 7•, HIP CORNER R.AFT!:P,. B, IXQ CONTINUOUS LATERAL QILICING. 9. EXTENDED BOTTOM C-HORD. /,------�` SECTION A LATERAL STABILITY OI ROOF SYSTEM IS PAIL RMLDINO DESIGNER, i i Ire SET3ACK'AS NOTED ON _'RUBS DESIGN, Fi1P TRUSSCS 17” 0 C. (TY -P( AI. U 'i•�1 t t `'ATE OF WARNING Roadall note$ on lhla Ilhoot #Ad give a copy ee 11 le the Grc0n ®[ n5a'wtvpw 4 N o,. e d owtMl p [�oonw. Mt e..n hasva on to•a�c«. n ,. ay,: 9; ConErcc<nr, [� •eopoenq W" ft Co`(" vvuon[ d T" •ne APPA e•t(M n ' = Ci' :r•Y t4irenu5l w,::ML�,n•r e,.� N,y.n 144- to Oa Ywd,. m +neiro2. N�.,uOe�t i:•[:;• (•",® 'jj M' 0 temQ^fYY nr,SM�b[ty, •t VMI/p O.Ya • • .�•C� Ie: ew.�ttei.,wv-�W+,:y Dmw.w� r• II yl'Yw on MI ot[Y4„ mo•1 at ♦•CNC �.• laapp vAWtW 4T nu 4 CI t w a b Ob:r auu llr. uy".9 W t yn f, u u; •lapun Owl ft %4CA IUd w Clio thtmh" [t1C t1YC bottom rtuwa tt ttlp twolMq tube I, C .•w,nY,C uw tlw roy t11pJ ii W w CM "kb 4y, ® �J SIM— 4 Ir utwd tv vh "4c*d a [ nOb St.",VYy mama! aryY;lty tIt�PJ,W, uo14a AIY{IM{t Awed 0'4 & ft wr' "use Nt melaM• cwt4 old [ M'w "N YM14W ON1011 D 4wwh. I%% W^Wp.^M�f lr'm m t'4 W."i0 i1 MP fAw vim. IIK/SWrY SY6IEMII C0t190pA110N F acco unci w4h tho 1 tCd 1� Inve, uuN epw".0w o wto Cwfo[ an, fdimica . t Nkms "Ste! rw Mw VW ' W000 Inl19G@C' . � tIGnOYdCt 'TAV4&0M A[ANVAI' W T—wil, VVA:/TY Ccmrfko(. GrN1uN:0 r0A 40IAd M.Rt tote r i `Sukmw IFKCt' 106T•eSl. 1Wlplpp' y48MWKt1 AAS1 gRRC44 Atnfly P1A1'( CDrttt`CTQO tVOQ,� //Xt66CQ' . Q COI:NFCIeO W �:. 11W ifue[ RS7[ MOA:1M P'WSI{ NG 'M.`^..pl •'? Pet ( ) 4 tecN� Ri b ID4ltG •t 36l C`OtMbtp Qit.c. KeGYtC , Ylueon[,n Q? It. Th. Q Pe A+[pK:xn OA K IP60 CotiY•alC,a Ave. RW, s. thn w..,,.,...,. „_ .- DUTCH HIPSET DETAILS I A -.DUTCH HIP GIRDER B - 2x NAILER (BY OTHERS) C END .JACKS D - CORNER JACKS E - CORNER JACK B:C. WEDGES H r HIP RAFTER R ;'.3LOCKIjljG •FOR DIAGONAL BgACE X' - .'DI -AXONAL -BRACE • ADZfJIIATE--HA_VCLR Oji (I) 16d NAILS (2) •16d -'NAILS \ / (2) )6'd NAILS TUE-NAILED - . e `. J 3' - IRI C g I �TJLUSS-PLATE.ORA (2) 16d (2) 16d KAILS TBUSS PLATE OR \(2) 16J NA1L5 2) 14tII:5 EYD-BAILED ( 16d )FAILS TUE -NAILED END -NAILED . TOE - OA_ILED JACK OPTION 1 JACK OPTIOid 2vCHijF`, DIACObjA BILACES "X" Ate, i✓��d\ C BLOCKING "R" IS REQUIRED FOR EACHADLArOT, BRACE ,X-EILL-IINE AND AT ATTACHED D NITHROM CEtiTERLIN V� END NAILED ZNTO TRUSS TOP CHORD- (2)16d NAILS v 1=� AND If iE LOCATE BLOCKING AT TOP OF DLAGOVAL BRACE 4 ETWEEN NEXT TRUSSES EAC1i DI3ECTIOf: (3 BLOCKS TOTAL). 1 �r OFFSF.;: .011 RIDG=, OR A DOUBLE SEDC!; BLOCK LL:Y BE t�J DLACO::.L BRACE. FL9't rF USED TO P10VIDE A FLUSH FIT DUTCH WITH HIP GI;`.Dr_R JACKS,,AND HIP RAFTER RE v� r OTHER QUIRE SPECIFIC DESIGN D=TILS NOT SHOWN. COiiSi➢ERATION, OR t(AILINC IS BASED ON AN 8'-0" 1tAXIlIUH SETBACK AIDSPSF 6 ` GOOD For' hNY SP414, ANY PITCH, AND ANY LUK.BERSIZEcANDxGRADE. L LOAD, AND IS WIND AND SIESAIIC LOADS ON THE BUILDING MUST BE DONE BY THE BUILDING CONNECTIONS FOR X J,.� FILE NO_ DUTCR HIPSET DETAILS 0/LTE: 199 REF DES' By. L..I'1. CK. s,� ` 15&11 SUPPORT REQU•?ED EVERY ,f -T wy.AUM. 481' MAX B_ Q eig� I 19ffm TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. --- HIP HIP GIRDER (ONE OR MORE PLY). WEDGE OR 1 BEVELED TOP PLATE UNDER _ JACK TOP CHORD EKTENSIONS. FOR WEDGS, USE (2) iOd TOE -NAILS EOL FOR TOP PLATE. NAIL W/10d 0 B° Q.C. INTO TOP CHORD OF HIP GIRDER HIP TRUSSES — y DET ML OPTIONS 0 CONNECTION OF LATERAL BRACE IS BASF ON BRACH FORCES OETERMINGD BY THE BUILDING DESIGNER. BEARING SUPPORT FOR TOR CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. f, FOR REACTIONS OF 3000 OR ESS THE TOP CHORD tlAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1Od Nk,l!.:^• 2, FOR REACTIONS GREATER THAN 3015, THE T A!LS BELOW WA- 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 INDIVIOUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD I&AY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 O NAILSI, S. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION, a. OTHER OPTIONS MAY BE USED AT THE D(SCRT ION or THE BUILDING DESIGNER, F. RIFER TO OTHER DIETAILS FOR SPECIFICATIONS RELATING TO A HIP 3YSTEi , THAT ARE NOT SHOWN HERE. ETD Oc I � IATERkI BRACE (BRACE MAY OVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRAC.'E e WITH (2) 10d) NOTE: BEVELED LEDGER MAY BE USED IN-::TEAO OF DETAILS SHOWN ABOVE. LEDGER MAY BE' ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAE( S. SPACING OF NAILS IS DEPENDENT ON LOADING? CONDITION& ir _ ANO Sljgll�C� ��.q�„(2fi;,(t�fEp �1L8UILOfC.:':�DESLGNE Tt­!0 0 tri Pt:®v1oE0 Ae A SUeOEt TEES e� UT; o C r C 65v ES :01NB6 RIC NOT INTENOW.TO RepLACE OR SUPO@CE ANY 8U18i MTAL THAT WAY NAW ItEElAIO PROYIQEfi3 6Y TK8 81DtL01l6$0881GINft . R Is TV f? REW10IMCKiTY OF OTt4EpA TO V&'jpy INT1 TH'?'AQfa@11A6Y 6p,mm 06TAIL IIz Rl�l.ATlO?! TA AM 6tFCl lL PROJ<itl9T, A .. TQ (TO Al�Y=T1r :-MlD 24 A�?LiB+tiy TO TIRM-0,RZ APPf'.R9UR Ids TRUOW kL CMTtaF,B° At'9U0."CR Nafl R. X�ON61BItdF7 F+P4 FOX% INmF'$ri'rrm OTS wn*Kelm9!9.r_" fv.4Al rr1M B_sia CUT'Oit TO:" CHORD OF.TRU. Oa "Gr-COI�,fZ�f" TOP.CJ40RD , MEMSER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FC0 THIS. HJ` I 1 I, yl , PRESSURE BLOCKING DE UP TO 10'-0" AT.1-HP N0. I WITH COEIL,NG LOAD OF 5 P' SR END JACK FCHORD 1 t ' PRESSURE E• SOCK PRESSURE; LOCK 3•1Od WITH 4-16d i'AILS 3-10d 3-1Od WITH 4-16;1 BNAILS 3-1 Od `� BOTTOM CHORD OF ---- 2'-0" O.C. T7`ICAL HIP N0. 1 TRUSS NOTE; ATTACH 2.X4 DOUG_FIR PRESSURE BLOCK TO BOTTOM CHORD OF NIP N0. I WITH 4-16d NAILS. BOTTOM CHORDS- 0 END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK. I� PLATE COOE TW20 UBC r ' it � ��•' __ _ qla . SPACING OArE NA 5/15/97 HIP NO. I TRUSS �C9 �Nfw v 3 - Lt SIDE VIEW 1 END JACK PRESSURE BLOCK "I III I KSna1S101111� pr 0"1(85 In ISC[P I, Iw ",. 115IIDnICilOClIW11CnOPCCO'gTI'�1g1IV'C' .Iq I"E (llrl°10.03'IMo0iC00"eTMI1K SIOCi6VI1011GCC00(IO�a �� �inol(i �'jan�lp; (0 /.e41C,llal CQ nK tt`IOn loV 1CT 1910YSSWf01nV°va10161q'o�l� pocciVcr r(a((� ItOI . S ll CO•M•lr YIIH nT. 71 13 5n 1/ 79(1,1 C,'r'U1jCD� I'uNK lil Pu(l5 IglllSrtCIIICaIIt'aSlCw�r,O'i I�./S3 01.4 19T111VIC. 'rl, 0 0'Ar (, 1(P/1 enc 1110 'K OVIPrO 0' 11 C 0 e( tW.11^ 01!IOtn b p(rpr(3 11115 1;111 r.S �(lur 3 IIV Ipn (Ipllj) 10 0 co"'I", gy I q/r10V.( IPI ITS •l X01 n5 IS Ipl(p p11�115 on.vlrlC II�iS1,i1; 11vul U!10'w I KCI�IS I y�1UieR,KS`uV i�pl'aRn IOY C1'OnUr 01 BIS"ll `pt"en CIOSSI °I l�il ai S3•IV'11 .(f10 f .�r��l,$m I IU' 15 ,1vtr3 n(Mllil 0 10 mY.•jnl �Onr Sf(r nnOrIStIOnr IQrltl �[4•n011rG I(�rpun/ �6��WW tUu-1. •11 u11 " nI CU�Yr, S 1111q np W�Lg1110 MrS° Ip •en,C 194 Y9!`7 rWSf('P CII•M NIn.�lllinipn q�11pIS Ilpll nr,M CapVaal YII f'ISI 0; 00 I11V /1'fCllal, IRUSWAlSYS1EM5CORPORAiION utsul``.Ila, rllussr.s °s••,nI';c loc/teals, cunllrlr°s, Irp II,1 cm. a 11t Ives fo••�ni 1'11 1 oPoa(. YOOV Ip 1KU91Cj1 unl:pn Vii. ql tl. •'I •CIOK i,�.lio(�no9 ov fell Yltl NV ( P1 '•0131Vn1 10.11 V1' W 11.( sn,lalous ,n1 10,1 °, ust caY(utY� "47.1.Y.g1I 1, 1st.•. r1 .. r1of f—Itd 1.lrn I �y ;I� u:i'' �' TA"{� IV I� �H.. • CST I \ Irl l T I� M �.I r. .. III rJ l,. • '"••"•., v a ru'' ImLP ilio iCt" [t I BK IS' bE BACK SL925E RE�('D TOP- 0M. 2A FL k1 R Btr. 144, II' SLIDER 2x4 FL !t1 8tr, ALUcS, PLATING =ASEO CH Gft£FN UjW V URNVV Truss I[), RAF -4 Kati ssppm ;ANSI/TPI 1995 Nis TS1G.'i IS TNTWOS- RESULT OF KILT PLE LOAD CASES. PLATE VA(11!S PVR 1480 RESEARCH REPORT #'1607, Penttartent nracl ,IsQor,3p�4i,5red (by othBe pTP111p�r�HIt99nd 103.4�),a� M.— 0O3-5 503-5 u,UFT Rwricws)L --109dITMgCI� Cqd°es &Siyrrxi using the BLS] 6tct = Yes, End Zone Pb Hurricane Ctreart Li - lb Cart 9 coo �90018,3Bldg I4lidth.= .00ft, Classification = 4, Dead Loeb = 12.0 psf '---LOAD CASE 91 DESIGN (AADS ---- Oir L.PLf L.1� R Plf R. Lop LL TC Vert 0 0- 0- 0 12,3 9-10-13 ; TC Vert 30.0 9-10-13 0 11- 5-12 3 J f 2-11-5 4-1-L SUIP i 1/2" GAP I+t.A.K �. r•'cP ti, N\ .Scale: 5/16" = 1' 43f LLM10tomer Hame; ac-,;L=j;25 p_1 2 —J,lib�':9hd 1.09 Spa-6irio 2- 0- 0 ' 3 4 11•L-12 '+t Truswa. Systems Plates are 20 ga, unless shown by "1S"(18 ga.) or ga.), positioned per Joint Report. Circled plates and false frame ;,% (fates are positioned as shown above. �,: Dead al! notes on this sheet and give a copy of it to the Erecting Contractor, Tho dmlgn Is ft m lod{v due( buUllttg comp0000t. It bat been booed TeF: ; r M� ��� T � USS on.pociricadgrn prwided Sy the component admtfaclumr and done Ir. Roeordance %i$. 'he current versions of TPI sod MPA dwlgn .tadaid,. No rNpoaib�ity u aa,umod (or dimmsiaol aceuroey, Dimenuio s'aro. b be vori(ad by �o c :mporoot mnarfaeanr ond/x AuBding de,lgner Ci,k; ! I�I'M11 JL SYSTEMS prior b fabrlcatloe, The bu(Idlttg detlgner rha1, ueette(o 1!a( duo Imdt Utilized en CAL detl6n meet at Oft"i Me Imdlog imposed by be local buUdlog code, It b wumed fat rhe np chord it IabtsUy braced by 16e reof or floor s6eatAlsQ soc k lotlom chord laterally braced Y by a rigid Dsgnr ; . " { St» rheeeileg mabri,l dlrood� atachod, untag ooterwLe new. arecing Awm la ror labral support o(comt•:•oenb member ody b reduce buckllog length, Tho component twat act be Pkrod In any ertvironnent out will roue the mo(eturo eonbM e( due w: I'd eaceed V)% andler Cauca TC Live TC Dead i +l, car N�,. or., au. apr;.at, CO tto> rt eootteetoc phtb eorrainn pabriwb, bulk, inrarll sed bravo mV bv+r In accordance wits the followia ataadatb: TRl F:COA(I MANUAL', by Truevol, 'QUALITY t 01JTROL 5fAN0AAp FOR M(3TAL PLATE g 'IIAP.OUNO ,WOOD BC Live i (QST -U), CONN6 TRU3SPS' • INBTALUNO ANO BRACING MerAL PISTE CONNRrran worn. re r ra.arto, .nor . , • ,.,. , ... r•'cP ti, N\ .Scale: 5/16" = 1' 43f LLM10tomer Hame; ac-,;L=j;25 p_1 2 —J,lib�':9hd 1.09 Spa-6irio 2- 0- 0 END JACK STANDARD DETAILS( CALIFORNIA STYLE) TRUSS PLATES AND LUMBER r j AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. (3-4 ALT.) 2-6 OPTIONAL EXTENSION 3-4 �A >3A" B HIP GIRDER CHORDS .t• LUrABER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 OR BETTER DF -L, #11#2 OR EETTER CAN S -P- , #1 OR SETTER S -P -F, #2 OR BETTER HEM -FIR, OR 166OF MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR. 165OF MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SP ECIE, OR 165OF MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS. TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TC S'-0" MAXIMUM, WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM LEYOND. -TGP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE -!IP GIRDER ONLY! IBoTTOM CHORD LENGTH MAY VARY FROM 6" MINIMU'A TO 8'-0" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4/12 MINIMUM TO x112 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). PIIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS Ai -1D CORNER RAFTERS ONLYI 1 -PLY OR MORE GIRDER \ 1(; (ai!( CONNECTION DETAIL "A" CONNECTION DE iAIL "B" CONNECT QN DETAIL "C" g ,TCP CHORD TO HIP GIRDER) (BOT CHORD TO HIP GIRDER) (TOP CHGRD TO RAFTER) B B C A JACK TOP CHORD I t _ � JACK TOP CHORD ' RUNS OVER GIRDER MUST BE SINGLE I` S:; iEia it �`' TOP CHORD." N BEVELED OR C B B '' a{ DOUBLE BEVELED rti `' i 10d or -16d NAILS, THROUGH 'i41 (2) 10d or ,16d NAILS, (2) 1 O or 16d NAILS, EACH JACK T.C. INTO RAFTER, THROUGH JACK B.C. INTO TOE -NAILED, PER SCHEDULE C TFIROUGH JACK T.C. INTO BELOW, OR ADEQUATE RAFTER 01 e !GIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE- NAILED, OR ADEQUATE MECHANICAL HANGER PER NAILED, OR ADEQUATE MANUF. CATALOG. 16 MECHANICAL HANGER PER MECHANICAL HANGER C k+ MANUF. CATALOG. PER MANUF. CATALOG. NAILING REQUIRED: I4 2'-0" 3 4'-0" JhCK T.C. (2) NAILS !( 6-0" JACK T.C. (3) NAILS NOTE: IF 2'-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 8-_0" JACK (ONE FACE OF - OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE _ RAFTER C:NLY) 4) NAILS T END JACK AS PER DETAIL "B". I BOTTOM CHORD OF THE FIRS r.� f Te Live 96.00 asf DurFuctc 1=1.25 P=1.25 DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHOR.� LIVE LOAD. PLATES 8 NAILS DESIGNED FOR GREEN LUMBER VALUES. d TC Deal 14.00 psf Rep Mbr Bnd 1.15 ,r••..,' �' L �'✓C r U..^. Llue 0.011 psf O.C.Spacing 2.0- 0 WIND LOADED FOR 75 MPH. EXPOSURE `C', MAXIMUM.' ^� S NO POINT LOADS, MECHANICAL UNITS. HVAC, SPRINKLERS OR OTHER- (, i iC Ucud 10.00 psf Design Spec UBC -97 ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JA.: -,KS IS :�, n IALLOWED, WITHOUT SPECIAL DESIGN. A s' 11 TOTAL 40.00 pst DEFL RATIO: Ll14D TC: W80 o. 4598 I THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO TWE APPLICATION s DATE: 4!6!01 ti SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR Exp. 2/31/02 7t .F 11'.0 C'i- DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS / /�I y �� �Q REF: EJ -1 1. �' Wiz. i } THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL J x % a p IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT �TFOr CAU��� APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO DES: L.M. RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. �I+ PEAT( PLATE: 3.4 12x4; 6.6 (2xal 8.8 1201 MAXIMUTA 1'-O' EAVE WITH TI,B'-0' MAXIMUM BLOCKS @ 32"o.c. OR 2'-0' EAVE,BRACE SPACING MAXIMUM, WITH 4x2 /2 OR 8TR. OUT'LO010ERS CUT INTO GABLE2x4 ,i2 MINIMUM CONTINUD TO OUSOOF STRVCTURE AT6BACK / OE MAXIN;UM. 1. ! --3, BC SPLICE: 3.4 12x41 5-5 (201 _ 8-8 12201 A STROVORACK AT. 2x4 STRONOBACK BRACED 4'-10' CLEASPAN, 70 MPH AT EVERY 8'-0' MAXIMUM 4'-1,5'CLEARSPAN, e0 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STVO/STAkOARD, STUDS TO BE MAXIMUM 24'o.c. I CONTINUOUS BEARIN I4CEL PLATE: 3-4 (2x4) \5.6 (2x8) 6-8 12X8) 2Y..4 BRACE WALL. BRACING PER BUILD O WAIL 2x4 CONTINUOUS BACKING I WITH :18d NAILS AT 24' TO THE WAIL PLATE, OABIE ENO FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWNI SCCTIO(q MAXIMUM 40 PSFLIVE LOAD. SHEATHING TO GABLE 2,c4 SULIO BLOCIC WITH 3-I6d NAILS 't BO MPH WIND EXPOSURE C, EA. ENO A.NQ Bd NAILS FROM SHEATHING Bd AT 8' o,c, OA6LE STU 11 tt LESQ THAN 20'-0^ WALL HEIGHT. TRU33, 8d AT 8' o,o, �pC�I��C.., TO BLOCK At _ J V 1- C? BRACING DETAILS ItTd %' NOTCH 2-1 6d . SOLID BLOCK 3 'Al 2-18d WITH 2.18d TOE- 2X4 - OE 2x4 BRACE NAILED EA. ENO 18d W7H 4-I6d NAILS Sri of GP L ,.vv< '1'"'"r" OArE !'ey, MODEL 20 UBC CONTINUOU:i 2/1l/go WARNING Read att nolee on.thl$ $hest and give a copy Of it 10 the ErecNng.Clinlraclor• thb Je�1gn h br an i'0lJdll*l,, ld*n w"onwL A has been b>,s.d OA fpetiicallona DrovWad 0 IM tan n�re m !nd Baro In .� ®; .ie� �eeadnnea aln IM W evrnM verUan tl �N •n6 FPA AetMn tAlrMerM. Nor Y ho YWlatiblr to Ila rMhbf tM eomppn/nl munufKiWM India buxehq o111pnV pita I rleb l k IMra�fa ODlm/ntionll IDtura0l! DYnlnoan! UI vlAlrn 1 In NDI detlgn meet a eMceM tlro lo/ 9 dghnr 7nR1 yictinlln Inst N10 blot and n. A,or Ibenknq Md Mu bottom cAord n IMMx �bmGa 0/ fid/41 ' D b astumW InM Ih1.IDP Cn6rA II'Ine: b+acep by Ne uwwn n br pdrtl av Y Y Apb IMNntrq maat:l d41q nl�d�ed, unlA/i tlANwf/i Ned. �"A�. POtM of ea^Daw,U mrrmben onN to nduoe bvenun,l w�oln, rhh. ��m�.,,,. .,,.r ,,,, ,.e `All - • P.Itvrnale Surd Connrelion with S'tu lus \fp, StuJ NUT E; Vunt Ulocka map be omllteJ Connecjion I '] where no vcnl Is required, \ DESIGN FOR TYPICAL GAULE END TRUSS It i 8 llga x I" Crown r 1 n l 1 /'l"font D-2,S/1 T-11 or equal ' 0 .L Ike:, j j i ; S i � � varlet 1 r.i rM1 1 D-](, T-]( •I•;'l �� Varlet l � ' II i GAIILh EHO TIIUSS to ,uh vent or oullooker CuloUl for 2x4 l►Id Rat 2-16d nail !I' r Ly Cutout for 2x1 laid Ral (Spacing per bulldlnq tins) (Sp:elnf per bulldln� planr TRUSS 2.16d nail y II . tr {{�� "� ��.G, Trucs � i«� �YI�iLL, GA 'Y! lxl Add-on with Bdnallc it 16rro,c; 2-I0d nails 'l r` ,.ap'1 (by builder) "OFF STUD"CUTOUTS +r"'�t`-js ON STUD"CUTOUTS ��..r ,Sn +� •, \ /,r� ? DETAILS FOR 2 x (OUTLOOKERS P1ala �,na %TE y r, „� r r� GABLE END BfZACINO i rrvrnyco tcra�rr��Yr.r ,..,Mwrr .1 P.11c 110, Cable End Trust ,...,..>ot..r.... t,.l r�.,.•...,ti.,...•.,....,,ti,;.,..c.,�-u roti�ro..a:k......,e......,.a.,.�.. ,,...-..,.... 1•;, J Mi•.Tlrl.wr.n.ti..lr ,ar low,r.J�.�.w.�r+r—r•..w.rl,It•,..M� r,V1o.. .ry TRUSWAI. ANAHEI I,: 1, G. 11/1/18 o_r r-« .«w...r. vt: ... ..�. ....�..... i Ian.,..A-,,q•1.^�Iw4,Y.1�1�1,.)1-,t....nl...w.W.IVww,......:....... o•on��oc.rc�aao,r.�nN..:n� -. J;//nt+..-..w..k rr4'U'rt ��...,. r. r�'n...lY.J1' l.wn:,r-..ter... .+.,+. ..il'�J': .. h.,., i., i. L... ' ` 'RI(: Ocr. 1aClc.Dy: _�-.:' "' 1�..b....,rrr.,w......-.,M>a. ROI. G., i. e...o«..woo.•.,.....,..r,...moi,...•.,..«r..u.d'.�,r�.-,.r r..nn.,r � ATUNT i P. r !, J .., 'ITh"iiA i r'l 1 I :,,ry,Y r z il• TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 (800) 322.4045 "COLORADO SPRINGS, COLORADO 80907 (719) 5913^Sabo FAX (719) 598-8463 vENTI"N AFRAME` VAU 1--y ISE -Ts Volvo: . Th. n»'mum Total Top Chord Load "43 PSF TRUSSES 24" O.C. "*Hurn Top Chord Dead LcaO = 7 PSF The do*4n for I--' loads and their conneclions is GIRDER p¢&GMED TO SUPPORT TtE-w TRthe n"'Pon__4bility of the BuildingjI Obsigner. The d•U,, ' T> iE "USSES pr-i;iad asddreaz gravity and ►vied m09 10641: only per the UBC. It The i \ Fie- M e=imum twnd spored is t6 AdPH, 25 A Moen Rcef D (8 (n>ac). E.P. C [ 1 Ispc nails are typical throughout, estepl as holed (In dolailc ). • The Center Ridge Rafter ( CRR) "ts 2 z 6 stud. Attach this b I C the 1 x 6 with 4-160 toe nails (2 from CENTER Rlp(',g OETAIL A RAFTER EA EY RAFTER (T:YP ) 2 -1641 / TOE NAILS (TYP) 2 X is BLOC►C WIT y <i•tbo PLAN "I W om Oppax end to the lrusathe each lace ). Anach the same. ELEVATION VIEW Th* v. n Raftrs, Puflim. and booking malarial air. 2 x � stud. The tracking must bm spaced 24- O.C. and be adeaualely br.,4od in the 6"1 diregion al &0-0 O.C. AlUch Ihis bock/np to the vwlvy Rsiler wilh 3.16d. Allay h this bf64king to the Pur6n watt) 2-1 ed. T•'� Ltu,:.:L t..,.lo.v the -PI ey are spaced 24- O.0 The Pwiins,afe full long(h under the ""&T sal and musl be ins;alled at 24 • O.C. They al nail' a Io be Zaach•d to uch o„sr__ I -P -hold nailerr I 1 Ih If Ihel. aro e not on. conlinuous lengm. d0 a 12- long o he lace of fhe buss lop chord ..•alh �16d End one purlin sr_lion. DETAIL S On the Irusa and b'V'n :h- additional sect,on on Iha na,ler. VALLEY RAFTER 'r' 1, x 6 p• t)olo,n-lar .4th 3r must be ?.nached Jhfouph the sheathing and info each buss bmlp„. yy� 3.60 Dos nails. This I r 6 folloars Iha ouls,de pror-iie 0! 1116. raga, t Th. Val l+y n6 ft. A are spocp0 zA O.C. Attach It, to the CRR with 1 5 2-1641 tail nous. Ar[ach lha opp�R6 end la the 1 x E with 3.4141 toe r>aiFs. 2 X < BLOCK PLAN VIEW WITH -i - 76d t 2X< 1 X e DETAIL .15 'PURLIN PERIMET_R c- 1 • � i 2 X < RUNN_R VALLEY BLOCK -1 _R VVI TH 2 - IGS 2-76d TOc NAILS TRUSSTOW Tp Cn Car OSS C+RO T/76 O'QO TQo '=ma r:an v 5HEATHimc El= NATION VIEW J►';h,� � "1 2UO2 ?3 DET41LS •xE _ . IUSWAL SYS 1` .FSS_ 7.., -�- :=a-siV, �AJ_i•i1'�.`•.. F•tEQUIRL�'O COh7�•:ECTIONS SyBCIFXED BY `i'i_.0 ILS DO il.., n ::' ':._ :: •L;_!� �lll A PROJECT E1GIidEEFt �. , .. ;- pY„''�Cs CGi2 SUPERSEDE tom; y I�E2r11LS HAVE THEY BEEIti! ANALYZED OR ARCf_ : _. ,CT OAF A PAPTICULAR PROJECT, B,QL 10245 FROM THE FOR SEISMIC AND '`,7IND FO$CES ACTING ON THE CO } RESPONSE OF THE STRUCTURE TO -SUCH LOADS. IT IS .RECOMMENDEDNNEC- USIN TFiE•°APPROYAI, OF THE PROJECT USING THESE DETAILS. BE ENGINEER OR ARCHITECT BE.OBTAINED �tIIST BE SATISFIED, .INCLUDINGCCONNECTIQ SREQUIREMENTFppZSHOWN ON -SPECIFIC -TRUSS -TRUSS DESIGNS TRUSS CONvECTION TO EXTERIOR B=-rFtING WALLS - TRUSSES Q 24" O.C. (TYP.) A BLOCIC BLOCK -STUDS A 15` O.C. (TYP_) BLOCK .f--- TOP PLATES SEC x zoo PROCEDURE 1 TOE -NAIL BLOCK TO TRUSS WITH 1 COMt40N NAIL_ NEXT TRUSS A=16d Li 2 PLACE GAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 tNO NAIL THROUGH TRUSS INTO BLOCK WITT•I 1-16d COMMON NAIL - 4 GLACE NEXT BLOCK'AGAINST TRUSS A14D REPEAT STEPS 1 THROUGH •3. 5 $LOCKS MAY CH ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) :$PZCIFI ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIOTdS . TRUSS CONNECTION TO INTERIOR BEARING WALLS OF TRUSS OR END VERTICAL RUN TIHRODGH TO BE - a. 7 - WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DR -kW OR MUST $E SHIJOIED TO THE CORRECT HEIGHT. USE 2-16d �Ok%ON NAILS TOE -NAILED INTO THE THROUGH EACH TRUSS. TOP PLATE DIAGONAL IX, BRACING IS. REQUIRED AT ENDS OF THE BUILDING 'X' BRACING IS I N.ANDA2x3 MATERO1+ 1 ITINTER LS ALONG WALL. END_ BLOCKING SIMILAR TO EXTERIOR WATT, DETAIL IS RECOMMENDED. TRUSS CONNZCTION TO NON-BEARING PARTITION WALLS WALL-PERP$ATDICU_IL AR TO TRUSS BOT iCHORD - --- B 2X TOP PLATEy SECT• g 1-16d CQMMON NAIL OR SIN13S014 iSTC (OR EQUIV.) TRUSS CLIP FILE NO. Cg) -1 DATE: 9/19/92 R>=t-: DES. BY: L.M. CK. 8 Y: CHORD TRUSS (Ty:p- ) WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH Rl 1 ja C2X SECT. C TOP PLATE7 1-16d COla40X NAIL OR 24" O.C. SIMPSON STC (OR EQUIV.) T`-' P -) TRUSS CLIP -"3�3c��"�.-�.•.� �-"-."R__ �c� '". -�_ -- .fr• '.•--+! �ti s � _ ;r-•�--1.- �._�' .�. _-?-��,,,,ra-�•`.�„ �'-t'-'.�„�^-�x----_="'"''--"-•� -�•-'3-;vc.-fir r .446 200 MWY 32j_.e}045 fo.E,_(7a is) "iFS3 --------------- li1Qo1 !`1s,2LM.o#Trlt 1 &- f 1n el Dring: ...CC*""3.1GGA Ths TruspiLmrw en =morin r tr Va for firr g .-cam > r iIl.:correctly i sau � I 5�gr1 :;tt� -'location 1c�;lic 1 .it .is F red to r� t rP6.l tg_ (CLI S) . ) frog Truavyel till:: tii. !. : en for ��ali ii red nc.�:�;-��r �d � � g+neetin9 :dfings �.. xo; . t� locatiat�s oJ`-braces True1 yang. inraJ, .this .bta£in Y� Orape-ATH of `a:..1 x car: 2-K 9 .is.: . by ,ming r : (Wted to the. top or; bottom desi T ) running P0rp isu#>orr to. tt�...t-us o,:a t d e"nd'br to t13s burn a#ely �►D i e.�tt � ) Thi fa# »per the, buiJe�ing designer (See desirable) that j Q re ©#tier cx i (when CLO braein sat�, brain 9 is "" g �stsm bracing): S . netts far, individual 1 A 1 x or .2x stn fCttar dly graded °T" bre of �r enith 10d comfh,.,n may be nailed flat to ths. edge I brace is .r+� or. box nails at 8 o.c. if only one aired, of may be naifed to bow ed s am re-4uired. The °T„ � of the member if twO } f r�,s lei mus# .extend _a minirpum.of g0% of 2-' A etmb i (add-on) of the swrle6,z" ig artdMay s#r be na ted to orteut t�fraJ .9r�ie:.as .the nw"ber face of tf .mercer w th- ;1014,:common or box ' nam; �t Q" O. C. If only ons bre is raok*A-,c .faces of the n-Kmber if two be o- m y�.b, died 1;o both �@ r® � iire } fc�r a are . rwuir0d. A -.r>-inimum -of 2x6 any (s) mist Y �r ex ing 14'-0" in :Iength. 3 � ! a r►�fnirrxlm a{ 90% Of the AMY � r�idiring mOre theun memt>yrs length. or a ination of $, s and „�„ _ e f ndicular ��d rr►�-brace � thod' as +. fied and moved by he buil Or any other 9 designer. r I S4 L Truswal ONin r if there are any e tics . 4U 2. A I TRVS MAL SYS A - - 4- -- ---- -, -.. A. 444-6 NOR71� CMVE.'SUtTE 200 'C-O-LORADO SPftW---6, CO WW7 .-(&W) 3,22-4,046 .-.F,4X:(719)-_504H1-44r>3 To whim it may Concern: It is 130tmiss ibloe to repair a E1_4*0 FF& --nw*.jQ4nt with the is ire true: Procadur'" Pf Qvlll�d 9 -k -it the fb� e .outlined below, Ir Cet'nG loading is 10 P SF Or less. Truce gre sp@ced 24- 0. c. I� Fria nils af-0 SPSCed 6'-0- o.c. or less. N'0 add"" point Weds or un'f0fm, 101 -ids We Pf'o-twent on Me. false fry would CajA" the 100145 tQ exceed 10 PSF for any reason. The joiN(s) to r"wundwlwath the jointI not have a ..support - bearing directly . There is no darriage to the lumber at the joint, such as excessive Pfitz, cracks, etc. ssive The ic" fits tightly (within all TPI totof anc"). ILOTlibw in ft f&,, -e tr MRS is 2x4 or 20. 1- Cul a 1/2 m CDX APA Group I plyv,,Ood (or equivale by py, lone, C, J.'ge" nt O.S.B.) gusset, 4" wide 2. fly 9uS.%-,1W to the, f Of the tn�3 t ac& --h Joint with a miszing plate. If one fad of truss ties rnis;si - boll, fAC64 of the jo -"It are 11*9 O�*e, t"W 91�&i is required on only that face. if AA UT*aWl, then the 3- U _T 1 (3),ad rsaiW k--Ao each Memb gu`s� is required on each face. or, from ea..c,,J face (see detail below) False fry refers only To1nafv_sUuct. I Lbwsk a mgt).;:„ *—P. 4" J - INV, s k: LATERAL Loi --,:)s IN LINE WITH THE CHORD& HAW -47 NOT BEEN CONSIDERED. THESE LOAD£ AND THEIR REQUIRED CONNECTION ' APE THE RESPONSIBILITY OF THE BUILD:'•fQ DESIGNER, 12 ANY T ITCH i iilI� I, SECTION MAXWUM WIN -D SPEED IS 85 MPH. lir t i `l�i l / REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WI&0 CONFIGURATION FOR BOTH THE CAP TRUGS AND THE SUPPORTINC BOTTOM, TRUGa. 2x4 CONTINUOi10 LAraAAL BRACIN@ APPLIED AT 2Q'o,c,+ . ATTACW EACH BRACE TO THE BOTTOM TIgUS6 WITH 1-10,d NAILS AT EACH INTERSECTION, TOE -NAIL THE CIDP TRUeQ TO TH& BRACU WITH 1-1 SO NAbL FROM EACH S*Zi AT EACM INTenseC.i1GR?. 1-( m P&2. pESs��l.i Coop- SPAC1Na Onto UHC 24"O•C, 4-30-98 1 CAP CO:"VECTION DETAIL LEN= lmnwPL SYSfEM8C0f8tC40Al1ON CO CAP TRUSS 2-16d NAILS TOENAILED r 20 BRACE CHOR?lYVE® SIZE ARE' 1`0*1 THE APPROPRIATE TRVBWAL DESIGN, 7.-10d NABL3 BOTTOM T;;USa 1 g\N1' sr �� Q WAliNfNf3 f ko % k n0fo• on (tf3 shoat and 9lve a oopy of ff (0 1A® Erecflh9 Confracfor. Thtt de.y,tt� p, a, t„�.k,w tuttwMa aaponp,(, AhN wen o aetadatto. wkt IM curtoN rwalont M IPt ind /fPl. d. triad ert tDeeltccdon; ;.uv;?�d. by IM coMponeN m� upduer and done N to w vadtiw by th. com +ipn flantlartli, No tefpoNhdQi. �: %it -4 la( dlmnn•'- Id Perrot mtmu4qurm inWer OuK tln nir t�+naT Obnonnorrr :n' Vll9te0 an Ht dastOn me.1 a Na.ad Mi loatlh 411 ^a b WtOI b htMcabti th< �v:liq desptr stud ait:YtiM1 that the bad. root a Mor tM r•1Mrp .,,,, ma yq1� <had it rN M qd by 1. lby �k , � "ot. A it taaumed tha+ th, too <hc•o i� iaioraliy "th by in• arrr+� N la btaret euDDort of componayi mem 9 hM`9 mnlorbl d-, rdy itlafl,ed, aNati olhereca tatM Brian, MIY PVN rill m0111V1e toMara 'Pod va Oer7 ooiy to ridvc4 buck" lonpol. Tb CQmV" t thdg not tr 0mad n irrN .m t" ef4I .? aacor0ar�od%m Ih0 b to" it woo" on.od 19% bAW pun corm%"" I tie caroi3OM fAWttala, hendl., inaliY a,M btaU dA INt: 4 NOOO Tf"Saa' .PST"' 9 tndarh: 'TRVSCON MANIIAI' by rnnr/ey •QUAUTr CONTROL 9ry+0Aa0 FOA METAL 14I,IF CONNEC:iO SUMMARY SNEtT' PST ?A"X" INOrALUNO ANO 9 NO METOL PLATE CONXT-1-m0 Woori mUSSEV . 1138.911 an0 •NI9•St bT TTt9 AVtt Olria InaAltdd (rp{1 b b=led M SSO O'Ond*b Odre, hta0,ron, Wticontn S]719 iha Amwx= Fwv:; =nd PPkW ft'lodelbh (Aipa to Looted at 1 VA Coitnwial Am NW. Sit 200. WWW 01j". oc 2aasa. ts,zmu (2) 16d TOENAIL CONT. 2X4 a oso . SUPPORT TRUSS 2" O.C. TYP. 1E30 \ P3260 1630 Q5 PIGGYBACK DETAIL;. PIGGYBACK 3 ,1/2"X8"XI/2" PLYWOD GUSSET�,Il� AT EACH ENO OF TRUSS (ANO 1 6'-0" O.C. FOR SPANS 36' ANDi LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS ANtlli ALTERNATE WITH (4) 16d EACH END. „I ulu 3245 �., 1630 1630 1633Q SP3260 15X3 Cry, 24" FGiCqHqITFC l "' 2X4 CONTINUOUS SUPPORT BRACING. Pea- n�N. f ATTACH TO THE TOP SIDE OF TO? CHORD OF F. TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d • RE OU 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 NAILS BRACES AT 10'-0" ETC. SHOULDER DETAIL�yi,