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04-3667 (SFD) Truss Calcsr '' A CompanyYou Can Truss! CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 75-110 ST. CHARLES PLACE R'!TrTV. PALM DESERT, CA 92260 PHONE: 760-341-2232 9 FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA 92274 FAX: 760-399-Q7Rr- DATES/,&�OtG BY S _j NAME • aW-P- PROJECT:�N;7p _; '�4a�hP, •:K N w— NIA --e I I ® S NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Management, Inc. ; National Testing, Inc. Origination 73ate407-2003 Ace:-eih,:':;i? Ounlity ssilrance / Contro I Agency IAS Aii-s"),3 Lit 6,&1 1'late Connected Wood Truss Non Listed Fabricator's Audit Report Number: ,A l G 3 Q Audit Date/Arrive/Depart: Fabricator's Name: `7�RUS5/�!_1o,FK.S Location: 7�g2km� Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspc,;;tion or the 1"rucae0 completed prior to Labeling 1. Shiprlent? ............................... Is there a System in place to deal with Non -Conforming Materials? ............................................ Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit? ......................... pro&xt Check. Revision No. C Yes / No Yes No Yes _,� No Yes ✓ No Yes No Yes- No Yes L..` No _ Yes ✓ No Yes ✓ No Yes No ✓ _ CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade ✓ Per AC -98 Joint Accuracy is within 1/8" ------------- I i'lati; F'ie:came ,: ----..��.�s- — -- - - --- --- ---- — — ----- - --- --.... . Cjp AN;l I i ri LU02 Plate Size ICC ES Plate to Wood Tolerance is within 1/32" Per AC -98 Label Legibility - Labels on Site - Stamns:7% Labels f Per AC -98 CATEGORY YES NO – REMARKS Changes In Supervisory Personnel, Production Process ✓ Per AC -98 Any Test Performed or Witnessed Per AC -98 Is There Product Tractability Per AC -98 Any --CAR-Reports From Last Audit Per AC -98 Any Shut Downs or Disruptions In Production f Per AC -98 Any Samples Taken Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards? Lle Required Signatures Far for Q.C. Supervisor Auditor for National Inspection Association P.O. Box 3426 E -Mail: NIAgillette@vcti.com (307) 685-6331 Office Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Fax Page One of Two _ 4U -U -- 17-6`--------- 12-6 L 5-8_, 21-4 8-0 25-10 Phone (760) 391-2232 BRE E Z E A D O B E Eax # (760) 391-2293 a� Q� POWER BROKERS T RU S S WO RK S A Company You Can Truss! LQ 75-110 St. Charles pl. ste-11A Palm Desert, CA- 92211 F E: 1I I DO SALES REP SB DUE DATE : DSGNR/CHKR SB / SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf Total 40.00 psf WO# : J3215 Date : 2/10/2004 16:50 DurFac-Lbr 1.25 DurFac-Plt1.25 O.C. Spacing 24.0 Design Spec UBC -97 #Tr/#Cfg : 43 / 16 Job Name: BREEZE ADOBE Truss ID: A01 Qtv: 1 Drwci: I TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F-1.513 BC 2x4 SPF 165OF-1.513 GBL BLK 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4-0-0 2-8-9 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 3 4 5 02_ 2-4 2-4 5-8-0 34-434 4_ 0 STUB 6 7 8 9 10 2-9-15 4-0-0 HIP This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.27 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf ==-== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 1- 4- 0 7 1- 4- 0 3 2- 8- 0 8 2- 8- 0 4 4- 0- 0 9 4- 0- 0 5 5- 8- 0 10 5- 8- 0 �-% � � T�Ial 2/10/2004 OVER CONTINUOUS SUPPORT 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: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' SB T are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1,25 R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Tl p you russ is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly anached, unless otherwise TC Dead 10.00 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 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 10.00 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 $3719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 35323 Job Name: BREEZE ADOBE Truss ID: A02 Qty: 1 Drwq: sRG X' -LCC REAtf SIZE REQ'D 1 34- 5-12227 3.50- 1.50• 2 39-10- 4 227 3.50- 1.50 - ORO R1111REMENT5 shownare based ONLY Sn the truss material at each bearing TC FORCE ARL END CSI 1-2 , -3 0.00 0.36 0.36 BC FORCE AEL BND CSI I3-4 0 0.00 0.17 0.17 WEB' FORCE CSI WEB FORCE CSI 1-3 -170 0.06 2-4 -169 0.06 1-4 0 0.00 TC 2x4 SPF 165017-1.513 BC 2x4 SPF 165OF-1.SE WEB 2x4 HP STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material Spaced at 16.0 " o.c. unless noted otherwise. Top chord Supporta 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if Sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing i6 a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate Sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 02- 5-8-0 5-8-0 2 UPLIFT REACTION(S) : Support 1 -39 lb Support 2 -39 lb This truss is designed using the UBC -97 Code. Bldg Enclosed Yes, Importance Factor = 1.00 Trues Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.27 ft, mph80 UBC Special Occupancy, Dead Load =17.0 psf MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= -0.02" D= -0.02" T= -0 ===== Joint Locations ===== 1 0- 0- 0 3 0- 0- 0 2 5- 8- 0 4 5- 8- 0 4-0-0 4-0 P do AacH�r�c 2-8-9 2-9.15 �C GARS l �N� J No G>>9q, IIN 3-4r'♦` 1a.,,i a� 2-4 � Q Zpp SrA1E OF 5-8-0 34-4-0 STUB 3 4 2/10/2004 TYPICAL PLATE: 3-6 5-8-0 5-8-0 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: 13132" = 1' WARNING Read all notes off this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: J3215 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S 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 20.00 psf DurFacs L=1.25 P=1.25 A Company YCTl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p Youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 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.S acin 2- 0- 0 75.110 St. Charles pl. ste-11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', p p g Palm Desert, CA. 92211 'ANSI/TPI 1.,' 1TCA I'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 40.00 psf Seqn T6.4.12 - 35324 Job Name: BREEZE ADOBE Truss ID: A03 Qtv: 1 Drwg: RG'qC-LOC REP,CI SIZE REQ'D 1 22- 7=12 .700 3.50" 1.50" 2 39-10- 4 / 700 3.50" 1.50 - RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE ARL END CSI 1-2 3 0.00 0.27 0.27 2-3 -1313 0.01 0.43 0.44 3-4 -5 0.00 0.43 0.43 BC FORCE AXL BND CSI 5-6 954 0.09 0.41 0.50 6-7 1271 0.13 0.41 0.54 WEB FORCE CSI WEB FORCE CSI 1-5 -89 0.03 3-6 134 0.06 2-5 -1092 0.51 3-7 -1358 0.70 2-6 386 0.13 4-7 -159 0.06 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165OF-1.513 WEB 2x4 HP STUD GBL BLR 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. (.) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the trues plane and creating shear wall action to resist diaphragm loads. ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTIONS) : Support 1 -84 lb Support 2 -84 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.27 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf 6" TYPICAL PLATE: 1.5-3 4-M 2.5.10 1 22-6-0 STUB 44-2-0 4-2-0 2 66-8-0 10-10-0 025 3 6-8-0 17-6-0 4 = _= Joint Locations - 1 0- 0- 0 5 0- 0- 0 2 4- 2- 0 6 9- 6- 0 3 10-10- 0 7 17- 6- 0 4 17- 6- 0 �jdwt 2/1 0/2004 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: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr' SB TC Live 20.00 psf TC Dead 10.00 psf P DurFacs L=1.25 P=1.25 Re Mbr Bnd 1.15 P T R U S S W O R KS A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 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 V- 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. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 35325 lJob Name.: BREEZE ADOBE Truss ID: A04 Qty: 6 Drwg: RG $;,LMGC REACT SIZEREQ-D TC 2x4 SPF 1650F -1.5E 1 22- 7-12. 700 3.50• 1.50• BC 2x4 SPF 1650F -1.5E 2 39-10- 4 ' 700 3.50• 1.50• WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 n the truss material at each bearing Drainage must be provided to avoid ponding. TC FORCE AXL END CSI 1-2, 3 0.00 0.27 0.27 2-3 -1313 0.01 0.43 0.44 3-4 -5 0.00 0.43 0.43 BC FORCE AXL END CSI 5-6 954 0.09 0.41 0.50 6-7 1271 0.13 0.41 0.54 ' WEB FORCE CSI WEB FORCE CSI 1-5 -89 0.03 3-6 134 0.06 2-5 -1092 0.51 3-7 -1358 0.70 2-6 386 0.13 4-7 -159 0.06 ®Web bracing required at each location shown See standard details (TX01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTIONS) : Support 1 -84 lb Support 2 -84 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.27 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf 6" 4 -0 -OT 2-5-10 1 22-6-0 STUB 4-2-0 4-2-0 2 Or 25 6-8_0 10-10-0 3 6-8-0 17-6-0 4 ===== Joint Locations = === 1 0- 0- 0 5 0- 0- 0 2 4- 2- 0 6 9- 6- 0 3 10-10- 0 1 17- 6- 0 4 17- 6- 0 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J3215 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB T and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr' SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 R U S S W O R KS A Company YCTl p youanruss utiliztoed 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 Fax # (760) 341-2293 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 I','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 Tess Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at If 1 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf P TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 9 p Seqn T6.4.12 - 35326 Job Name: BREEZE ADOBE Truss ID: A05 Qty: 1 Drwg: t !RG k[ -LOC RE" SIZE REQ'D 1 0- 1-12 14 eo 3.so• 2.12• 2 39-10- 4. 1480 3.50• 2.12• IRG REQUIREMENTS shown are based ONLY rn the truss material at each bearing TC FORCE ARL END CSI 1-2 4 0.00 0.29 0.29 2-3 -4891 0.34 0.50 0.84 3-4 -6817 0.43 0.24 0.68 4-5 -6285 0.43 0.36 0.79 5-6 -3966 0.13 0.39 0.52 6-7 -5 0.00 0.39 0.39 BC FORCE AXL BND CSI 8-9 4024 0.60 6.15 0.75 9-10 6627 0.64 0.11 0.75 .0-11 6893 0.67 0.12 0.79 .1-12 5769 0.86 0.11 0.97 .2-13 3361 0.50 0.14 0.64 WEB FORCE CSI WEB FORCE CSI 1-8 -142 0.05 4-11 -694 0.33 2-8 -4225 1.00 5-11 669 0.23 2-9 1135 0.39 5-12 -1971 0.66 3-9 -1850 0.65 6-12 1087 0.38 3-10 237 0.08 6-13 -3591 0.94 4-10 -93 0.04 7-13 -163 0.06 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 2100F-1.88 Web bracing required at each location shown. 2x4 SPF 1650F-1.58 5-7 ® See standard details (TR01087001-001). BC 2x4 SPF 1650F-1.58 Plating spec : ANSI/TPI - 1995 2x4 SPP 2100F -1.8E 9-10, 10-11 THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. GBL BLR 2x4 HP STUD PLATS VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. at 16.0 " O.C. unless noted otherwise. End verticals designed for axial loads only. Top chord supports 24.0 " of uniform load Extensions above or below the truss profile at 20 psf live load and 10 psf dead load. (if any) require additional consideration Additional design considerations may be (by others) for horiz. loads on the bldg. required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6.06.0 7-6-3 6-5-0 6-0-13 13-7-0 20-0-0 1 2 3 4 0� T 4-0-12-0-0 1I 3-12 6-86-8 1 6-76-715 26-8-1 33-4-0 5 6 UPLIFT REACTION(S) : Support 1 -191 lb Support 2 -191 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.27 ft, mph 80 UBC Special Occupancy, Dead Load = 14.2 psf 6-8-0 40-M 7 T 4-M 5 I SHIP 3-10 8 9 10 11 12 1 8-0-0 8.0-0 8-08-0 0 8-08-0 0 8.0-0 8-0-0 16-0-0 24-M 32-0-0 40-M === Joint Locations =- 1 0- 0- 0 8 0- 0- 0 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 1 12 32- 0- 0 '33- 4- 0 13 40- 0- 0 7 40- 0- 0 �QQ�1Zp�h 2/10/2004 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr' SB TC Live 20.00 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 YCTruss l P youan is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 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 t0 exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Derail Reports available as output from Truswal software', 'ANSIrrPI I','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 P O.C.Spacing 2- 0- 0 Design Spec UBC -97 9 P 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 T6.4.12 - 35327 2" Job Name: BREEZE ADOBE WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Truss ID: A06 Qty: 11 Drw : RG .L -tAC REi'.CT SIZE REQ -D TC 2x4 SPP 210OF-1.8E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- i-12 1480 3.50- 2.12• 2x4 SPF 1650F -1.5E 5-7 ® See standard details (TX01087001-001). Support 1 -191 lb 2 39-10- 411480 3.50- 2.12- BC 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 Support 2 -191 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 210OF-1.8E 9-30, 10-11 THIS DESIGN IS THE COMPOSITE RESULT OF This truss i8 designed using the n the truss material at each bearing WEB 2x4 HP STUD MULTIPLE LOAD CASES. UBC -97 Code. Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI End verticals designed for axial loads only. Truss Location = End Zone 1-2 4 0.00 0.29 0.29 Extensions above or below the trues profile Hurricane/Ocean Line = No , Exp Category = C 2-3 -4891 0.34 0.50 0.84 (if any) require additional consideration Bldg Length - 40.00 ft, Bldg width = 20.00 ft 3-4 -6817 0.43 0.24 0.68 (by others) for horiz. loads on the bldg. Mean roof height = 16.27 ft, mph 80 4-5 -6285 0.43 0.36 0.79 UBC Special Occupancy, Dead Load = 14.2 psf 5-6 -3966 0.13 0.39 0.52 6-7 -5 0.00 0.39 0.39 BC FORCE AXL END CSI 8-9 4025 0.60 0.15 0.75 9-10 6627 0.64 0.11 0.75 LO -11 6893 0.67 0.12 0.79 L1-12 5770 0.86 0.11 0.97 L2-13 3362 0.50 0.14 0.64 WEB FORCE CSI WEB FORCE CSI 1-8 -142 0.05 4-11 -694 0.33 2-8 -4225 1.00 5-11 669 0.23 2-9 1135 0.39 5-12 -1972 0.67 3-9 -1850 0.65 6-12 1087 0.38 3-10 237 0.08 6=13 -3591 0.94 4-10 -93 0.04 7-13 -163 0.06 6-06-0� 7-67-6 3 66-5-0 6-8-0 6-8=0 6-8-0 6-0-13 13-7-0 20-0-0 26-8-0 33-4-0 40-0-0 1 2 3 4 5 6 7 02- T3 4 4-10 3- T 3 412 T 4-041 2-0-0 2"i5 4I SHIP MX/5-16 MX/5-16 MX/5-16 3-8 1 3-12 3-10 MAX DEFLECTION (span) : L/513 IN MEM 10-11 (LIVE) L- -0.93" D= -0.79" T= -1 T- -_= Joint Locations = === 1 0- 0- 0 8 0- 0- 0 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6 33- 4- 0 13 40- 0- 0 7 40- 0- 0 40.0-0 Q 8 9 10 11 12 13 0 No G�t� 8-0-0 88-0_0� 8-08-00 8-0-066-0� 1O o'er Q 2�0� 8-0-0 16-" 24-" 32-0-0 40-" STATE OF GPv� 2/10/2004 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr' SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCTl p youanruss 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-11 A 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 Derail Reports available as output from Truswal software', 'ANSUTPI I','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 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 35328 Job Name: BREEZE ADOBE Truss ID: A07 Qty: 1 Drw : Eng. Job: EJ. w0: J3215 RG :BLOC' RErtG,T SIZE REQ'D TC 2x4 SPP 210OF-1.8E web bracing required at each location shown. UPLIFT REACTION(S) Dsgnr: SB 1 0- 1-12 1480 3.50• 2.12• 2x4 SPF 1650F-1.SE 5-7 ® See standard details (TX01087001-001). Support 1 -191 lb 2 39-10- 4' 1480 3.50• 2.12• BC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 Support 2 -191 lb RG REQUIREMENTS shown are based ONLY 2x4 SPF 210OP-1.88 9-10, 10-11 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the trues material at each bearing WEB 2x4 HF STUD MULTIPLE LOAD CASES. UBC -97 Code. GBL BLR 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Truss Location = End Zone 1-2 4 0.00 0.29 0.29 at 16.0 " o.c. unless noted otherwise. End verticals designed for axial loads only. Hurricane/Ocean Line - No , Exp Category - C 2-3 -4891 0.34 0.50 0.84 Top chord supports 24.0 " of uniform load Extensions above or below the truss profile Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -6817 0.43 0.24 0.68 at 20 psf live load and 10 psf dead load. (if any) require additional consideration Mean roof height = 16.27 ft, mph = 80 4-5 -6285 0.43 0.36 0.79 Additional design considerations may be (by others) for horiz. loads on the bldg. UBC Special Occupancy, Dead Load = 14.2 psf 5-6 -3966 0.13 0.39 0.52 required if sheathing is attached. 6-7 -5 0.00 0.39 0.39 f+] indicates the requirement for lateral bracing (designed by others) perpendicular BC FORCE AXL END CSI to the plane of the member at 63"intervals. B-9 4024 0.60 0.15 0.75 Bracing is a result of wind load applied 9-10 6627 0.64 0.11 0.75 to member.(Combination axial plus bending). 0-11 6893 0.67 0.12 0.79 This truss requires adequate sheathing, as 1-12 5770 0.86 0.11 0.97 designed by others, applied to the truss 2-13 3362 0.50 0.14 0.64 face providing lateral support for webs in the truss plane and creating shear wall WEB FORCE CSI WEB FORCE CSI action to resist diaphragm loads. MAX DEFLECTION (span) 1-8 -142 0.05 4-11 -694 0.33 L/513 IN MEM 10-11 (LIVE) 2-8 -4225 1.00 5-11 669 0.23 L= -0.93" D= -0.79" T= -1 2-9 1135 0.39 5-12 -1972 0.67 3-9 -1850 0.65 6-12 1087 0.38 =_-_= Joint Locations =---- 3-10 237 0.08 6-13 -3591 0.94 1 0- 0- 0 8 0- 0- 0 4-10 -93 0.04 7-13 -163 0.06 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6-0-13 7-6-3 6-5.0 6-8-0 6-8-0 6-8-0 6 33- 4- 0 13 40- 0- 0 6-0-13 13-7-0 20-" 26-8-0 33-4-0 40-" 7 40- 0- 0 1 2 3 4 5 6 7 Or 25 T31 3-4 6-6 4-10 3 T 4-12 6-6 T 4 41 I1 s-0-0 2'i5 SHIP 1 1 MX/5-16 MX/5-16 MX/5-16 3-8 3-12 3-10 � �\ 8 9 10 11 12 13 8-0-0 8-" 8-" 8-0-0 i 8-0-0 i 8-0-0 16-0-0 24-0-0 32-0-0 40-" TYPICAL PLATE: 1.5-3 Oh 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf P Durr -acs L=1.25 P=1.25 Re Mbr Bnd 1.15 P T R U S S W O R KS A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support 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 Fax # (760) 341-2293 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 Curing Detail Reports available as output from Truswal software', 'ANSIrrPI 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, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 35329 2" Job Name: BREEZE ADOBE Truss ID: A08 Qty: 3 Drwg: G k�-LOC' RE. -,CT SIZE REQ'D 1 0- 1-12767 3.50" 1.50" 2 21- 1-12 1833 3.50" 2.62" 3 39-10- 4 662 3.50" 1.50" G REQUIREMENTS shown are based ONLY the trues material at each bearing TC FORCE AXL END CSI 1-2 6 0.00 0.66 0.66 2-3 -931 0.01 0.66 0.67 3-4 1095 0.16 0.38 0.54 4-5 1107 0.16 0.37 0.53 5-6 -1094 0.01 0.65 0.66 6-7 -6 0.00 0.65 0.65 BC FORCE AXL END CSI 8-9 979 0.09 0.45 0.53 9-10 535 0.04 0.45 0.48 0-11 -12 0.00 0.11 0.11 1-12 44 0.01 0.09 0.10 2-13 175 0.00 0.51 0.51 3-14 1250 0.12 0.51 0.63 WEB FORCE CSI WEB FORCE CSI 2-4 -153 0.11 10-12 582 0.20 1-8 -190 0.14 5-12 -1405 0.48 2-8 -1093 0.41 5-13 1041 0.36 2-9 153 0.07 6-13 -242 0.07 3-9 555 0.19 6-14 -1307 0.44 3-10 -153 0.06 7-14 -189 0.07 3-12 -1573 0.90 TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 1650P -1.5E 2x4 HF STUD 11-4 WEB 2x4 HP STUD 2x4 SPP 1650P -1.5E 8-2, 6-14 Loaded for 10 PSP non -concurrent BCLL. Install interior support(s) before erection. End verticals designed for axial loads only. Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. 8-" 4-10=4 ��m 8-0-0 16-0-0 20-10-4 m 1 2 3 4 5 00- UPLIFT REACTIONS) : Support 1 -40 lb Support 2 -101 lb Support 3 -36 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 17.27 ft, mph 80 UHC Special Occupancy, Dead Load = 17.0 psf ===== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 8- 0- 0 9 10- 6- 0 3 16- 0- 0 10 16- 0- 0 8-" 0 i 4 20-10- 4 11 20-10- 4 5 24- 0- 0 12 20-10- 4 32-" 40-M 6 32- 0- 0 13 29- 6- 0 7 40- 0- 0 14 40- 0- 0 6 7 a4 OVER 3 SUPPORTS 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFM design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf Durfacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCTl p youanruss 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 I','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 10.00 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 40.00 psf Seqn T6.4.12 - 35330 Job Name: BREEZE ADOBE Truss ID: A09 Qty: 1 Drwg: 3RG ty -LOCt RErCT SIZE REQ'D 1 0- 1-12 767 3.50• 1.50" 2 21-1-12 1833 3.50" 2.62` I3 39-10--4 662 3.50• 1.50" dRG REQUIREMENTS shown are based ONLY bn the truss material at each bearing TC FORCE AXL END CSI 1-2 6 0.00 0.66 0.66 2-3 -931 0.01 0.66 0.67 3-4 1095 0.16 0.38 0.54 4-5 1107 0.16 0.37 0.53 5-6 -1094 0.01 0.65 0.66 6-7 -6 0.00 0.65 0.65 BC FORCE AXL END CSI 8-9 979 0.09 0.45 0.53 9-10 535 0.04 0.45 0.48 0-11 -12 0.00 0.11 0.11 1-12 44 0.01 0.09 0.10 2-13 175 0.00 0.51 0.51 3-14 1250 0.12 0.51 0.63 WEB FORCE CSI WEB FORCE CSI 2-4 -153 0.11 10-12 582 0.20 1-8 -190 0.14 5-12 -1405 0.48 2-8 -1093 0.41 5-13 1041 0.36 2-9 153 0.07 6-13 -242 0.07 3-9 555 0.19 6-14 -1307 0.44 3-10 -153 0.06 7-14 -189 0.07 3-12 -1573 0.90 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F-1.513 BC 2x4 SPP 1650F-1.513 2x4 HF STUD 11-4 WEB 2x4 HF STUD 2x4 SPP 1650F-1.513 8-2, 6-14 GBL ELK 2x4 HP STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. T L 4-0-0 ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSP non -concurrent BCLL. Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. (+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral Support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 8-0-0 8-08-0 0 4-10-4 �� 8-" 16-" 20-10-4 r6 1 2 3 4 5 0� UPLIFT REACTION(S) : Support 1 -40 lb Support 2 -101 lb Support 3 -36 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 17.27 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf ===== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 8- 0- 0 9 10- 6- 0 3 16- 0- 0 10 16- 0- 0 8-0� g_p� 4 20-10- 4 11 20-10- 4 5 24- 0- 0 12 20-10- 4 32-0-0 40-0-0 6 32- 0- 0 13 29- 6- 0 7 40- 0- 0 14 40- 0- 0 6 7 OVER 3 SUPPORTS 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p Y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 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 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', 'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 35331 lJob Name: BREEZE ADOBE Truss ID: A10 Qty: 1 Drwg: II— I , - TYPICAL PLATE: 1.5-3 TC 2x4 SPP 1650P -1.5E BC 2x4 SPP 1650F -1.5E GBL ELK 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [.) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 6-0-0 T 2-6-15 T 2 -[PM) -PLATE MONITOR USED -See Joint Report-* Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 3 4 5 6 7 Or 25 2-4 2.4 T 2-8-14 T 8-0-0 27-10-0 4-2-0 STUB 6 9 10 11 12 13 14 STUB 6-0-0 S ilp This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg width - 20.00 ft mean roof height = 16.23 ft, mph = 80 UBC Special occupancy, Dead Load = 17.0 psf T_ __- Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 1- 4- 0 9 1- 4- 0 3 2- 8- 0 10 2- 8- 0 4 4- 0- 0 it 4- 0- 0 5 5- 4- 0 12 5- 4- 0 6 6- 8- 0 136- 8- 0 7 8- 0- 0 14 8- 0- 0 2/10/2004 OVER CONTINUOUS SUPPORT 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" = 1' ail notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ®WARNINGRead This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 U S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Re 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 psf P P 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 191% 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 BC Dead 10.00 psf P Design $ eC UBC -97 9 P Phone (760) 341-2232 F,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL WOOD TRUSSES' Institute is located D'Onofrio Drive, Fax # (760) 341-2293 PLATE CONNECTED - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate (TPI) at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 35332 Job Name: BREEZE ADOBE Truss ID: A11 Qty: 6 Drwg: G r;, -:IOC' RE,,�CT SIZE R$Q-D 1 0- 1-12� 936 3.50• 1.50• 2 21- 2- 4 550 3.50• 1.50• 3 25- 8- 4 580 3.50• 1.50- G REQUIREMENTS shown are based ONLY the trues material at each bearing TC FORCE ARL BND CSI 1-2 4 0.00 0.41 0.41 2-3 -2582 0.11 0.43 0.54 3-4 -2208 0.04 0.42 0.46 4-5 -402 0.00 0.33 0.33 BC FORCE AAL END CSI 6-7 2292 0.34 0.21 0.55 7-8 2670 0.40 0.210.61 8-0 1425 0.21 0.56 0.77 8-9 1425 0.21 0.56 0.77 9-10 2 0.00 0.51 0.51 WEB FORCE CSI NEB FORCE CSI 1-6 -138 0.05 4-8 941 0.33 2-6 -2405 0.98 4-9 -1286 0.40 2-7 366 0.13 5-9 500 0.17 3-7 151 0.08 5-10 -442 0.14 3-8 -639 0.17 TC 2x4 SPP 165OP-1.5B BC 2x4 SPP 1650F-1.58 WEB 2x4 HF STUD Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Install interior support(s) before erection End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration. (by others) for horiz. loads on the bldg. n 4-0-0T 2-0-0 11 6-0-13 6-0-13 P1 ®web bracing required at each location shown. See standard details (T%01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. Drainage must be provided to avoid ponding. 7-67-6 3 66-5� 5-10-0 13-7-0 20-0-0 25-10-0 3 4 5 0� UPLIFT REACTIONS) : Support 1 -93 lb Support 2 -10 lb Support 3 -86 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg width = 20.00 ft Mean roof height = 16.12 ft, mph - 80 UBC Special Occupancy, Dead Load 17.0 psf ===== Joint Locations =-- 1 __1 0- 0- 0 6 0- 0 0 2 6- 0-13 7 8- 0- 0 3 13- 7- 0 8 16- 0- 0 4 20- 0- 0 9 22- 9- 3 5 25-10- 0 10 25-10- o ,414-21- -0 - 6 7 8 9 10 STUB 8-0-0 8-0_0 6-9-3� 3-0-13 8-0-0 16-0-0 22-9-3 25-10-0 FES OVER 3 SUPPORTS 2/10/2004 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S 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 10.00 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 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 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Thus 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 40.00 psf Seqn T6.4.12 - 35333 7" Job Name: BREEZE ADOBE � T , TYPICAL PLATE: 1.5-3 Truss ID: Al2 TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 1650F -1.5E GBL BLK 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4-M T 2-15-4 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 - o.c. unless noted otherwise. Top chord supports 24.0 - of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 6311intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 3 4 5 0� 25 2-4 2-4 4-9-8 21-0-8 14-I o STUB 6 7 6 9 10 STUB 4-0-0 HIP 1 D This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 16.12 ft, mph80 UBC Special Occupancy, Dead Load = =17.0 psf _=== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 1- 4- 0 7 1- 4- 0 3 2- 8- 0 8 2- 8- 0 4 4- 0- 0 9 4- 0- 0 5 4- 9- 8 10 4- 9- 8 OVER CONTINUOUS SUPPORT 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: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss! p you 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 suppon of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 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 F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (1-1I13-91) 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 1 l 11 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 35334 Job Name- BREEZE ADOBE Truss ID: A13 Qty: 1 Drwg: G Fv_.-LOC"'• FWJCT SIZE REQ'D 1 0- 1-12 �-'844 3.50- 1.50• 2 21- 2- 4 863 3.50" 1.50- 3 21- 2- 4 863 3.50" 1.50• G REQUIREMENTS shown are based ONLY the trues material at each bearing TC FORCE AAL BND CSI 1-2 4 0.00 0.39 0.39 2-3 -2183 0.04 0.50 0.54 3-4 -1522 0.02 0.50 0.52 �BC FORCE AXL BND CSI 5-6 1987 0.20 0.28 0.48 6-7 2115 0.32 0.18 0.49 7-8 3 0.00 0.16 0.16 WEB FORCE CSI WEB FORCE CSI 1-5 -139 0.05 3-7 -775 0.21 2-5 -2086 0.85 4.7 1641 0.57 2-6 246 0.11 4-8 -819 0.25 3-6 125 0.06 TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607 Mark all interior bearing locations. Drainage must be provided to avoid ponding. ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Install interior support(s) before erection. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTION(S) : Support 1 -87 lb Support 2 -93 lb Support 3 -93 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height - 16.08 ft, mph = 80 UBC Special occupancy, Dead Load = 17.0 psf 9" 6-0-13 6-0-13 1 2 7-6-3 13-7-0 3 025 7-97-90 21-4-0 4 === Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 6- 0-13 6 8- 0- 0 3 13- 7- 0 7 16- 0- 0 4 21- 4- 0 8 21- 4- 0 18-8-0 5 6 7 8 STUB 8-0-0 0 8-0B-0 0 5-4- 8-0-0 16-0-0 21.4-0 -" 1 DO FE,6 2/10/2004 OVER 3 SUPPORTS 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: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S 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 10.00 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 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 'HANDLING BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 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, 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 40.00 psf Seqn T6.4.12 - 35335 Job Name: BREEZE ADOBE Truss ID: A14 Qty: 1 Drwg: TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 1650F -1.5E GBL BLR 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. •*[PM]=PLATE MONITOR USED -See Joint Report• Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 1 2 3 4 5 6 7 8 9 10 112 13 14 15 16 1718 025 5-5 2-4 2-4 This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 16.08 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf I T 40-0 SHIP 2-Sd 1 8-� , -0 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 STUB TYPICAL PLATE: 1.5-3 ===== Joint Locations ===== 1 0- 0- 0 19 0- 0- 0 2 1- 4- 0 20 1- 4- 0 3 2- 8- 0 21 2- 8- 0 4 4- 0- 0 22 4- 0- 0 5 5- 4- 0 23 5- 4- 0 6 6- 8- 0 24 6- 8- 0 7 8- 0- 0 25 8- 0- 0 8 9- 4- 0 26 9- 4- 0 9 10- 8- 0 27 10- 8- 0 10 12- 0- 0 28 12- 0- 0 11 13- 4- 0 29 13- 4- 0 12 13- 7- 0 30 14- 8- 0 13 14- 8- 0 31 16- 0- 0 14 16- 0- 0 32 17- 4- 0 15 17- 4- 0 33 18- 8- 0 16 18- 8- 0 34 20- 0- 0 1720- 0- 0 35 21- 4- 0 18 21-��- FEB 11 2/10/2004 OVER CONTINUOUS SUPPORT 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: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S 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 Truss! p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 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 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 P O.C.S acin 2- 0- 0 P g 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 'HANDLING BC Dead 10.00 psf Design Spec UBC -97 1','WTCA I'- Wood Truss Council of America Standard Design Responsibi I ities, 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'Onoftio 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 40.00 psf Seqn T6.4.12 - 35336 Job Name: BREEZE ADOBE Truss ID: A15 Qty: 1 Drwg: 4 O TYPICAL PLATE: 1.5-3 TC 2x4 SPP 1650F-1.58 BC 2x4 SPP 1650P -1.5E GBL BLR 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 o.c . unless noted otherwise. Top chord supporta 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as, noted. 4-0.0 T 2 - 2 3 4 -*[PM]=PLATE MONITOR USED -See Joint Report•• Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 5 6 0� 7 8 9 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 15.98 ft, mph8o UBC Special Occupancy, Dead Load =17.0 psf ===== Joint Locations ===== 1 0- 0- 0 12 0- 0- 0 2 1- 4- 0 13 1- 4- 0 3 2- 8- 0 14 2- 8- 0 4 4- 0- 0 15 4- 0- 0 5 5- 4- 0 16 5- 4- 0 6 6- 8- 0 17 6- 8- 0 '00 7 8- 0- 0 18 8- 0- 0 8 9- 4- 0 19 9- 4- 0 9 10- 8- 0 20 10- 8- 0 10 12- 0- 0 21 12- 0- 0 11 12- 6- 0 22 12- 6- 0 2-4 2-4 12 13 14 15 16 17 Q�p ARCH/T�Cl 5p. GAq� T 4 HIP Q Q 991 2-3-1 u31(Jo°' ,27-6-0 18 19 20 YE STUB pTOf F1 I* 811' 2/10/2004 OVER CONTINUOUS SUPPORT 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: 13/32" = 1' 7 WAMING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S 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 10.00 Rep Mbr Bnd 1.15 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', BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 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, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL 40.00 psf Segn T6.4.12 - 35337 Job Name: BREEZE ADOBE Truss ID: A16 Qtv: 6 Drwa: I 9RG Q'.-_LOC'--R)�1CT SIZE REQ'D 1 0- 1-12 - 500 3.50- 1.50- 1 2 12- 4- 4 500 3.50- 1.50" ARG REQUIREMENTS shovm are based ONLY n the truss material at each bearing TC FORCE AAL END CSI 1-2 5 0.00 0.43 0.43 2-3 -720 0.00 0.43 0.43 BC FORCE AAL BND CSI 4-5 921 0.09 0.25 0.34 5-6 2 0.00 0.25 0.25 WEB FORCE CSI WEB FORCE CSI 1-4 -135 0.05 3-5 786 0.27 2-4 -967 0.79 3-6 -477 0.17 2-5 -268 0.06 TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 165OF-1.SE WEB 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4.0-0 T z-00 1 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. UPLIFT REACTION(S) : Support 1 -68 lb Support 2 -68 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 15.98 ft, mph80 UBC Special Occupancy, Dead Load =17.0 psf MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.08" D= -0.08" T= -0 6-06-013 6-56-5 ____= Joint Locations _ 6-0-13 12-6-0 1 0- 0- 0 4 0-=__ 0-=0 2 6- 0-13 5 8- 0- 0 3 12- 6- 0 6 12- 6- 0 2 3 o� LACi1�TFc Gq T -0-0 \�S Ayti 4 HIP n4 2-3-1 � U 6 5 278 E�Coo- ---1 �0�. \`o'��7` � � ♦( �0t3112� E5 12-6-0 4 1 TYPICAL PLATE: 3-4 8- 0 0 � 4-" 2/10/2004 8-0-0 12-6-0 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: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J3215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads TC Live 20.00 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 10.00 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 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 DesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIIrPI 1.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf P Design Spec UBC -97 9 P 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 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 35338 RF -COMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS"RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT E''C1.NEER OR ARCHITECT ON A PARTICULAR PROJECT, NOF. HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE C THE. STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERT'-jR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) ®A I BLOCK BLOCK - BLOCK BLOCK -- �, 't' — TOP PLATES ' O S _'UDS @ A L 0. C. ^YP.1 k SECT. A -A PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1416d COMMON NAIL. 2 PLACE NEXT TRUSS'AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WI"',i 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOC('AGAINST TRUSS AND REPEAT STE''PS 1 THROUGH -3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F ,OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATP.LOG FOR DE SPECIFICATIONS. TRUSS CONNECTION TO INTEF.'.'.R BEARING WALLS B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. WALL MUST BE AT HEIGHT SF "-IFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO T'=": CORRECT HEIGHT. USE 2-16d COMMON NAILS TC•_;: •[JAILED INTO THE TOP PLATE THROUGH EACH -TRUSS. DIAGONAL 'X' BRACING ISR r'''JIRED AT ENDS OF THE BUILDIT,G (OR WALL) AND AT A hi!i-_ OF 16' INTERVALS ALONG WALL- 'X' AIL.'X' BRACING IS MIN. 2x3 N,.'�^.ERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BE'RING PARTITION WALLS WALL PERPENDICULAR TO TRUSS BO CHT ORD B 2X' TOP PL.'TE SECT. B 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV.; 4'RUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L N . CK. BY: c�. C) BOT CHORD TRUSS (TYP.) 49 Lux 011991 x. �� 3112p05 Q X01 -� EXp.OAtE OQ2 F WALL PAL LLEL TO :'�RUSS 2X4 BLOCKING BOT 2X SECT. C C TOP•PLATE 1-16d,COMMON NAIL OR 24" J.C. SIMPSON STC (OR EQUIV.; (TYP.) TRUSS CLIP LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. 'THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAXIMUM WIND SPEED IS 85 MPH. 2-16d NAILS TOENAILED 4 1 1/2' ? / 2x4 BRACE REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. / ( 2x4 CONTINUOUS LATERAL " BRACING APPLIED AT 24"o.c.4- ATTACH EACH BRACE TO THE t101TUw- t Nva S'1IVIYH Z- Wd NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. ,�-( G2 Pea- Dr�s4N`) CODE SPACING DATE UBC 24"o.c. 4-30-98 "A 5 ! S CAP core ►tea wA;_4 SYST" 3 1 IIIUSWAL SYSi,rvi�CCi WVRAdtON 1 CG SECT . p4 BOTTOM TRUSS CHORD/WEB SIZE ARE' PER THE APPROPRIATE '^Uc':.'AL DESIGN. CAP TRUSS 2-10d NAILS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is lot an Individual building component. It has been based on specifications provided by the component manufacturer and done in accordance with the current verslans OI rPI and AFPA design Standards. NO restionsibialy, is assumed for dimensional accuracy Di(nansrons ate to be v611lied Oy Iha component manutaclurar anC/or building designer prior to lawirAiian rhe ouWing designer snail ascertain Thal trio loads utilized on this design meet or swelled the loading imposed by Ino local budding code II is assumed that the top Chord is laterally braces oy the (001 Or Moor sheathing and the bottom Chord is laterally bratea by a ngid sheathing malenal rhteclly ailaCAW. unless o1her'(+ta9 noted Staring shown is for lateral support of Components members only to reduce buckling length This Coniftnnenl shall not be piace•T in dry environment trial wdl Cause Ing mo2fure content of the wood eviceea 19% .4ndlor cat— conn.•Ctnr plate co•rosmn Fabricate. handle. Install ano once this truss (n arc.n•i:.n-;-aha-e ;Appw•ng sill:c.ocs: • r*lU4GOM MANJAt. nY Luse ''. .,ITY C, Nr.nrjj Sr:::U,%CrUr %ic TAL Ph:f-, CO.•rr:.;CF-0 wood TRUSSES' . (OS666)• 'HANOUNG INSTALLING ANO OnACRIG METAL PLATE CONNECrEO w000 TRUSSES • (HIS 91) and'HIS•91 SUMMARY SHEET' by TPI. The muss Plate Institute (TPI) is located at 563 o0ho(rro Orve, Madison, Wisconsin 53719 rhe AmenUn Forest and Pacer Asmr,:ation (APPA) Is Incalad al 1250 Cnnnenmw Ave. Nsv Ste 200. Wasnmpipn, UG 20036. �.A l _.► 1. 2x4 POST ATTACKED TO EACH TRUSS PANEL POINT AND OVERJ (EAD PURL.IN. - 2. 2x4 N1 1(F OR #2 DF PURLINS 4' - 0"O.0 ]. 2x4 #I IIF OR k2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS #I SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. 5. EXTENDED END JA C'K T0;' CHORD (TYPICAL) 6. COMMON TRUSS. 7. FLIP CORNER RAFTER. 3. 1.0 CONTINUOUS LATERAL WRAC JG. 4. EXTENDED BOTTOM CHORD. LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDINO DESIGNER. SETBACK AS NOTED ON TRUSS DESIGN, SECTION A U D + NIP TRUSSES 24" 0 C. (TYPICAL SECTION B 1 0 o�aru , `E,-( C- 0-- DATE WARNING Read •II no(** on thll sheet and give a copy of It to the Erecting Contactor. rhta U.Uyn u Ip an mo—dual ouudm0 c gonanl. it has oean "sud on spw<aPons orovGeo oy... componam manulaaaa aro gory sh VS, aCCof UanC -,In the tyrrenl vwsrons of TPI and AFPA Das Vn tMndaro I. No res Donsmogy u aaSulned lo, dun.nt�aral accwacy Om.nsnlru Y. 10 0. •.nlyo sty In. C"Desn.nl man.sio.— and/or Uuuu.ntr u.slunvr pna to lao—wo f1,. uwtu.,i0 0-9—, snap .s C.rUW Rw m. 6 a HIP FRAMING DETAIL 1/21/98 T utro,.d VI Inn 0alv)n meal W *,c,- 1-11,^QvnpuseU Uy Ih.',-I pullUlny Woe 11 n us urnuU 0- I0p CnpIU n ta1.,sJty 0, ) oy — N01 Ur If— 1haviNng a,W the o0110m CMM 1. ILarally 3rac-1 or . ny.l sh.ulnmy —-i u l,ly aq. h-. un4a Un.— o,.l 9ra:n0 �1110— O for Ial.ral luppon of composentl mamo.ra on, to 1 Wuu oucWny ynptll rnu Component sha not oe plac.rl n any en.0 Wvrllara Ie, ,—�1�- A S� JIV`YS -m uus. the m0rnur. Content W the wood a.C.au 19% and/or uus. CWmeClor o01. CoUouOn Few".. handl., .Nlalf and we" UW wwe n IIIUSWAl SYSIEMS COnPOWIpN al'cow.nc. wnh pa ldlowmp standards• 'TAUSCOM MAtUJAL' Uy Du -1 •ou.Liry cOrllaot. SrAIIUAAO FOP. M<;AI. A: TE COM vec:En WOOn InUSSE'a' - (^Snm.'MArrotn,3 InsralL�rar, Atlrii :`�::FI!i META:_ PL-;-- CJ:uIEC;EO 61;,00 MUSS:i . ;t•�y.:ll and 'nitl ^ar bUMMAA'f SHEET' Oy IN. rh. Tivs, Plate Inelllut. (TPI) M bG10o at Sa3 O'OMntO Orlve, Mad/{On, Wltcprlt.I } m 3719. In. Aavcan rFwsea and Paoel Miloclallon (AFPA) la locafad 41 1260 Connsi Ave. NW, Sle 200. Waahlnplon. OC 20039. NOTE: Vent Ulocks may b¢ omitted where no vent is required. U•34. T-34 Y U IF Ng t " o � u > o V 7 O O N D-34, T-31 Varlc► to suit vent or outlooker }Cutout for 2x4 laid flat I (Spacing per building lans) _rA �l Alternate Sntd Connvelion vath St a Ie' \�, Stud Connection 8 - l4ga 1” Crm�n� • -., D-2.5/1 - T-31 or equal Cutout for 2x4 laid flat .(Spacing per bulldine plans iILL Ir i 1\t 01 - on .6L .11_ I" �. ...,I I "'W. drin1(ii (by builder) 'OFF STUD`)CUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS t 12 varies X G:, n. its DESIGN FOR TYPICAL CA ULE END TRUSS CA11LE EN TRUSS Plitt LI GABLE ENU BRACING FUt No. Gable End Trua[ Dalt: 12/1/18 w.„�.t.-...,..i..►.r.v�:,..�,.., ..n•,.w••�.� r-. ,..,....•w,.ti•.. ..... ..c.......... uan�..x.rt.aio�rurt....c.a� Rel: De[. D •JN Ck. Dy' ., a r,: w D-34, T-34 Z -16d nail ANAHE! DUn01' Ar_4rl- PLATE TW20 uwG. CA 1 PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD Of 5 PSF PRESSURE BLOCK PRESSURE BLOCK 3-10d WITH 4-16d NAILS 3-l0d 3-10d WITH 4-16d NAILS 3-I0d Ml BOTTOM CHORD OF HIP NO. I TRUSS 2'-0" O.C. TYPICAL NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS, BOTTOM CHORDS OF FN J0 NTS ARE ATT,,'••,^Il3 ;')ei iii .r1 r;.,4 HIP NO, I TRUSS ( SIDE VIEW END JACK PRESSURE BLOCK 3-10d COOS SPACING DATE IS WE nE SnprrS lBlllrr pc pnE°S to aSr,CP t, Iw nr.r t -f l0.OS Ut IlJ 1E0 Ow 1 -IS OESIG'r -FCL 0° C'CC[0 I'{ UBC UBC 5/15/47 ,CIV•l UE,0 LOO -US 1-°0'Co 0* t'E SIPLC IUr'r ,on I..E ll'rE 10,05 �w°OSEO Br 1`4 lOC •l BUILDIrrC C00E On It Ill;ln'iltrl CLnECO°O5. ero PESP011SISMIt IS rSSU-00 On 01 ErlSlanE ,CC ^•C+ wE°1°r ,ll IIIA 4.1111c , onion t0 f,BIllctilotl c9W C(on ai,rEs Sn01r ,nf Inusrrl 16. IB. 0° 10 rIGE is S°tCrrl(0 r ,nn IC,t lOn lull CO -n1.* MIM rr,F nUri 111 CO'lt Ppi wurV ll' Or rrn t°VSS °V IC InSIIME I'rlt ,.q rrr InUSryRUSWAL, I-'JSCn- rurU,l •ll P,141S 'ql SIECIf IC•ll1 QES1,n i;.n ' E IO BE fOV•11 + 01'1 Ipf0 A1. Of. n0tE5 Snt t:l+l PJt1:nC 0•'lt I+ICn4 Bn•CIlir nrrJUl°r0 0• I"V I'•IOV+t tnu5, rr -q(nS IS rrolf0 p" t., 15 Q^.. I.rC T IuIS IIT SIGs 1•dJ-rS "If 10" Elgnn 10 nt. COnIIr+JOUST• q^lrrp qr c,a r:,.1r,: T41 GS OI12 °'•lSr S'r r(p r.T n1 • •' n•ryS •1U' 1•Cf101"� "n ^I ;.p r,r 11 Inf, IS ,nrl NV nlrq Cllr IO r'4 not lo- C"0^tl. It •'ll BE B^+CIU 1"1I III' U' "I u1O"1 if St. ""j 51., rnf CW110'rtU IO Sf(1 nnOr ESS19'I,l 10r IC( nEGrn0I-IG r(-rp^rnr rnrC rlp4 1111.1; Irn; r"11" IS 1i r,r5 nto.,10tU r0 nn, vl rrr r0nn(I•r0 I10 lwplrrf,' °lrin p-'B^1C 1•'r •�^.1 '°USSES ::r;G rrr l,�� ,--�__I �•rW •7 j.71 `rW rpOr r Cp.,..J-IC•, ,.r I,ISr '.n,Cr �., l.rr, C -:n �r,r Cnr,.t „I• r riiU n(t^U,.rr �ipnli (t)rr:'n',i0 °nt.t• cS, IRIJ^INAI.T1:ilMSCD:If�'QrWK_iV r:i r.+q v,+'. 1•,, 1-n r.niiv tOC1rIn..S C„II llE.f .:.p rr.( f,r�inOS C i,^ IPIJSS I•+5'•+V't0•I I^V.;15 ^OI ^l'CEU I" •'r1 Err,1^piwf,n ,nr rlll C'US( I-E-01VU^C CO^'l"r o' r.+f S"r11. B(. +ItOU iV t'Cllq 19t um: Un GUSE COrngCl0-1 °C. rE COnn0510•r C.'rq(°_ rwE ,+^E[CSS •°r, IS BE it Of 1(°-I'rE0 Br JUIIIC IOUS r'14 1C+'10'1 0r 110F°IEKE awU I"C °lr GME IS OUISIOE I'S SCO°E W °CS^0n$IBlil+' Or r°US+rI • r, PEAK PLATE: 3-4 (20 5.5 (2x66 6-6 (20) MAXIMUM V-0" EAVE WITH rf _ BLOCKS @ 32"o.c. OR 2'•0" EAVE,7 _ 6'•G" MAXIMUM MAXIMUM, WITH 4x2 M2 OR BTR. +/ BRACE SPACING OUTLOOKERS CUT IN -(O GABLE @ 1 Il I 32"o.c. �' 2x4 BRACE 2x4 #2 MINIMUM CONTINUOUS 1, I STRONGBACI BRACED TO ROOF II STRUCTUfIE AT 6'-0" MAXIMUM. STRONGBACK AT: 2x4 STRONGBACK BRACED 4'-10' CLEASPAN, 70 MPH AT EVERY 6'•0' MAXIMUM 1.5-3, TYPICAL \ 4'•1,5'CLEARSPAN, 80 MPH CONNECTION MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"o,c. WALL BRACING PER BUILDING DESIGNER. �HEELPLATE: 3.4 (2x4) - 5.5 (2x6) --- - L4 ` — -- - - --- 6.6 (2X8) 2x4 CONTINUOUS BACKING BC SPLICE: 3-4 (2x4) I CONTINUOUS BEARING WALL 5-5 (2x6) WITH 16d NAILS AT 24' o.c. 6-6 (2xB) A TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL F1E(IUIREMENTS SHOWN) 2.,4 SOLID BLOCK WITH 3-16d NAILS I GABLE STU t^�1J r1I'l( r' MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE ad AT 6" o.c. `Vr '7 EA. END AND Bid NAILS FROM SHEATHING 0, G q g / / �� 60 Mf FI;WIND.EXPOSURE C,. TRUSS., 8d AT S' o.c. TO BLOCK AT 6'o - c - ( -'.LESS THAN 20'-O'''WALL HEIGrI-1. .. 2O ..Cj Q �( _ 1.16d vN° / CC 011991 / BRACING DETAILS Y, * DIXIE 1 ' NOTCH @ 2.16d 32' o.c. ' SOLID BLOCKQ I I \ 2.16d TOE - 2 -16d WITH 2x4 BRACE I NAILED EA. END 2 1 d �TC OF' WITH 4-16d NAILS PI.A(E COOS SPM;U•IG DATE )WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. MODEL20 UBC CONTINUOUS 2/11/99 th,+:wS;gn is ,or an mdlviduat budding component. It has been based an soecdiralrons Wov,ded by the compon"nl manolacWrsr and don. in arr!nnnnr-e v,lh In. current "v+,nns dr (PI and AFPA !lesign slanUarns. No resoonsib.lry ,s assumed for Nmen :renal acro Cr. 0—eins,nns are to he •entad by the compm,e nl mandaemlar and/a buddu,g Ues,gnv prior to laonraubn The budding designer snall a;tenam that the loads uinl at in dos design meet h bottom the loading unposed braced the local building code. t n assumed thatalta the loo gesso th laterally braced by ng r�,nl or now snnatnmq and the bbaom chord y laterally oraeed by a rigid snaalninq material directly aUaened. unless mnermse noted. araunq slrnvrn ,s All yl ^.rel +uo0nn 01 Cbmodn.n l! m9 mb.!t doh to raOUCe m,t!.Iing Sanyo TM; ,-dmGnn ant teen not oe p,aCer! n any env,rdn:n.n: Isar \?��!�"�'!�! CIJC^I'L�Or,� ` •nil! Iar,;e tele n,n, ;nue r -olein of Ina voco • Ce.0 !9Y ]ndler ca r..,:,l qrl^r o'.,ta ror,)i,nn. Fl3,icate, n,riwe. ,r Stall ,In,t Zi•'tCa Ih,t ;rpt' u• GABLE DETAILS IIiU5lNAI.''Y", F.MS COPPO(iAIION vloot)Ai n.. "dh the oSr. ,ng 'standards:'HANDLING ' I INSTALLING MANN O by ING METAL PLAT CC CONNECTED ED Y0Ag0 Fon MES' - PIS -9 CO dNECrEC W(11!O Inll$$ES' (OST661. 'HANOIINC IN$TAIUNG ANO aMC1NG METAL PIAfE CONNEC TEO W000 TAUSSES' (Nte�911 anU 'HIS -91 SIRAMAnY S11Eer by TPI The Truss Plata Institute Lim is located at 563 Donofrio Drive. Madison. Wisconsin 53719. she American Forest and CO Porker Asu c,alinn (AFPA) is Ionated at 1250 Cooneeheul Ave. NW. Ste 200, Washington. OC 20036. r. TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 300) 322-4045 FAX:(719) 598-8463 C001003160A 1/10/01 UsE s of Truswal engineering: The TrusPlusTM engineering software will correctly design the location requirements for perman:snt continuous lateral bracing (CL.B) on members for which it is required to • reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needi:-: bracing. In general, this bracir g is done by using Truswal Systems Brace -P`m or a 1x or 2x member (attached to the top or bottom edge of the member) _ ; nning perpendicular to the trusses and adequately designed, connected arc; braced to the building per the briding designer (See ANSI/TPI current version`.. The following are other options ; :then CLB bracing is not possible or desira :,r_�) that will also satisfy bracing rseds for individual members (no, building s;r:->tem bracing): 1. A "x or 2x stru,".`.urally graded "T" brace may be nailed flat to the edge of the membo with 10d common or box nails a': 8" o.c. if :only one brace is requi-ed, or may be nailed to both edges ..)f the member if two braces are re.,i:.r ed. The "T" brace must exter)d a minimum o . 90% of the member's'e.-igth. 2. A scab (add-on-) of the same size and structural grade as the member may be.naile 'o one face of the member with 10d comma or box nails at 8" b.c. ;<. only one brace is required, or m�.:y be nailed to both faces of the r~:.--nber if two braces are required.. A minimupn of 2x6 scabs are rc :;;,fired for any member exceedin;; 14'-0" in length. Scab(s) must _,: ' 11-1-12 i 2.83 V i` 5P3-5 _ t I 6-6 4-� T 3.54 4 -(- �� 2-11-5 4.1_1 3 -io SHIP I0-3-12 / ARCy ,`ll gl �� p, Gq,y �FC� 11/2 GAP MAX ^� �, it 2-9-15 -' 11-3-7 1 EX/ s �o 3 1-1 TF DF CAS\ 11.1.12 a� �� -- r5/99 Truswal systems Plates are 20 ga. unless shown by "18"0 8 ga.) or Scale: 5/16" = 1' "H"(16 a.), positioned per Joint Report. Circled plates and false frame pfates are positioned as shown above. ® w ZIVING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 Wo: LLM10 This deslgn is for an individual building component. It has been based on specifscatipns provided by the component tnanu(scturor and done in Chk : ' Customer Name: accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensiern are w be TRUSWAL vented by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Osgnr : #LC = 5 this design meet or exceed the loading imposed by the local building code. It is assumed that the tap chord is laterally braced by the roof or floor TC Live '6.0 PF f OUrFaes L2=1.25 P=1.25 SYSTEMS sheathing and the bosom chord is laterally braced by a igid sheathing material directly attached, urdese otherwuc rnumd. orating shown u for lateral support of components members only to reduce bucWirg length. We component shall sot be placed m in any eirvironent that wilt muse the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 content of the wfxA exceed 19% and/or muse connector plate corrosion. Pabriate, handle, install and bract this trues in accordance with the following BC Live .0 psf 0. C . Spac i ng 2-.0- 0 µes Northperlt Dr., Coto Springs, CO 90901 ,tandards: 'TRUSCOM MANUAL', by Trus -al. 'QUALITY r-ONTGOI. S'r.1NDARLI FOR. METAL PL -,TE CONNECTED WOOD TRUSSES' . � (QST•99), 'IIANDLINO INSTALLING ANDDRACINO METAL, NATE CONNECTED WOOD TRUSSES' - (III0-91) and 1118-91 SU!� MARY BC Dead 10.0 ps t Design Spec UBC -97 SI MIT' by TPI. The Truss Plate Instituto (TPI) is located at 593 D'Onofrin Drive, Madison, Wisconsin 53919. The American Forst and Paper Defl. Ratio: L/240 TC: L/180 Tp5.0 Version 09.30.98 Anociatinn (AFI'A) et located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC. 200036. TOTAL 40.0 psf Job ,ante: STANDARD HIP RAID CER 8' SETBACK Truss ID: RAF -4 Qty: I Drvvg: 9RL; X -LOC REACT SIZE REW D TOP CHORD 2x4 FL W1 & at r. 1 0- 2- 8 673 4.95" 1.50" 2 11- 2-11 761 1,50" 1.50" SLIDER 2x4 FL. #1 & Btr. PLATIt .9ASED Ch GRE Y lla"r3ER VA!)JIS. Plating spec ANSI TPi - 1995 THIS DESIQJ IS THE �Cf•IPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES. PER IC80 RESEAW-1 REPORT N1r?T. Penyerttr;t bracing is rejutrect (iry others) to prevent rotation/t Ling. See HIB -91 and ANSI/TPI .1-1995; 10.3.4.5 and 10.3.4.6. UPLIFT REACiICN(S) start 1 -12x1 stpp0Rt 2 -109# This ttu3s ;4;dsigx�cl using--thc°' L��yc�I! CM -e. e(dg,Encl = Yes, End Zone = No Hurricane OceanLine - No , E CategoryC Bldg L = 99.00ft, 8Ldg idth = 30.00ft, Mtn height = 18.32ft, MPH = 70 Classification = 4, Dead Load = 12.0 psf --- tMD CASE #1 DESIGN LtaADS Dir L.PIf L.Loc R.PLf R.Loc LL/TL TC Vert .0 0- 0- 0 142.3 9-10-13 ,53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 , ' 11-1-12 i 2.83 V i` 5P3-5 _ t I 6-6 4-� T 3.54 4 -(- �� 2-11-5 4.1_1 3 -io SHIP I0-3-12 / ARCy ,`ll gl �� p, Gq,y �FC� 11/2 GAP MAX ^� �, it 2-9-15 -' 11-3-7 1 EX/ s �o 3 1-1 TF DF CAS\ 11.1.12 a� �� -- r5/99 Truswal systems Plates are 20 ga. unless shown by "18"0 8 ga.) or Scale: 5/16" = 1' "H"(16 a.), positioned per Joint Report. Circled plates and false frame pfates are positioned as shown above. ® w ZIVING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 Wo: LLM10 This deslgn is for an individual building component. It has been based on specifscatipns provided by the component tnanu(scturor and done in Chk : ' Customer Name: accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensiern are w be TRUSWAL vented by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads utilized on Osgnr : #LC = 5 this design meet or exceed the loading imposed by the local building code. It is assumed that the tap chord is laterally braced by the roof or floor TC Live '6.0 PF f OUrFaes L2=1.25 P=1.25 SYSTEMS sheathing and the bosom chord is laterally braced by a igid sheathing material directly attached, urdese otherwuc rnumd. orating shown u for lateral support of components members only to reduce bucWirg length. We component shall sot be placed m in any eirvironent that wilt muse the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 content of the wfxA exceed 19% and/or muse connector plate corrosion. Pabriate, handle, install and bract this trues in accordance with the following BC Live .0 psf 0. C . Spac i ng 2-.0- 0 µes Northperlt Dr., Coto Springs, CO 90901 ,tandards: 'TRUSCOM MANUAL', by Trus -al. 'QUALITY r-ONTGOI. S'r.1NDARLI FOR. METAL PL -,TE CONNECTED WOOD TRUSSES' . � (QST•99), 'IIANDLINO INSTALLING ANDDRACINO METAL, NATE CONNECTED WOOD TRUSSES' - (III0-91) and 1118-91 SU!� MARY BC Dead 10.0 ps t Design Spec UBC -97 SI MIT' by TPI. The Truss Plate Instituto (TPI) is located at 593 D'Onofrin Drive, Madison, Wisconsin 53919. The American Forst and Paper Defl. Ratio: L/240 TC: L/180 Tp5.0 Version 09.30.98 Anociatinn (AFI'A) et located at 1250 Connecticut Ave, NW, Ste 200, Washington, DC. 200036. TOTAL 40.0 psf SUPPORT REQUIRED E> BEARING SUPPORT FOR TOP CHORDS OF END JACKS =; '.-:;:. WHERE THEY CROSS SUPPORTING MEMBERS. g 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. A 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. TYPICAL END JACK WITH 3, SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE VARYING TOP CHORD REQUIRE? BEARING PERF Z (OZ LENGTH) AS SHOWN ON THE INDIVIDUAL I "TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 Od NAILS, 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTIONHIP P! - USED ATTHE OOF THE BUILOINGo, uiric{ OPTIONS MAY do DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. 10J vc-Ni:IL i E'A. I -OK TOP PLATE, NAIL W/10d 0 S" O.C. INTO TOP CHORD OF HIP GIRDER. F 97 NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHE[ TO EITHER FACE OF TRUSS WITH 10d NAILS, SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. ENDOF is►_ LATERAL �r I T gacrc IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTEN' ,_-___,� APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SY5TEM3 ASSUMES NO LATERAL BRACE IS TRUSS CHORD - BASED ON BRACE NAIL CHORD TO FORCES DETERMINED FACE OF BRACE BY THE BUILDING WITH (2) 10d) DESIGNER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHE[ TO EITHER FACE OF TRUSS WITH 10d NAILS, SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. p ARCy��, o. Gaq�ycc�,�. � Q O w � 1p131�o SE 2 BEVEL CUT ON TOP CHORD OF TRUSS OR:SECONDA"r - ' T6P T'HORD • MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. �_F' o`oma.2 lU�� . THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION is►_ SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAI T NG DESIGNER. IT 13 THEDETAIL THAT MAY HAVE BEEN PROVIDED IF THE ADEQUACY AI THE RESPONSIBILITY OF OTHERS TO VERIFY THE'AOEQUACY Of THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTEN' ,_-___,� APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SY5TEM3 ASSUMES NO p ARCy��, o. Gaq�ycc�,�. � Q O w � 1p131�o SE 2 BEVEL CUT ON TOP CHORD OF TRUSS OR:SECONDA"r - ' T6P T'HORD • MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. �_F' o`oma.2 lU�� . -i2 -u S S' Nt A'C _ V P zFT- Z o .4TEAjS v F C a-.� ► Z<'' o, C- STOON&I LS 7A Z l U ssG+N GF -IJ 7-r SP S"i �t3Y TOP A_K)O GoTTOM 'EACIA � titer" c -C - Qu f �, \_ 33 �1 Z7�q-8 � A i• O AMAMMA =7310 TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, COLORADO 80907 (800) 322-4045 (719) 598-5660 1❑ FAX (719) 598.8463 DETAILS OR CONVENT,10NALLY FRAMED VALLEY SETS PLAN VIEW A DETAIL A CEN -,-':R P DGE ?_�,FTEF T VALLEY RAFTER / (TyP ) 2 -16,d ISI TOE NCILS 2 X 4 BLOCK W17 (TYP) < -toil ?LA". V �W OE TAIL C 2 X 4 PURLIN , \ /*tl- TRUSS OP CHORD x CHORD ELEVATION VIEW 1 5- 2X4 BLOCK WITH 2 - 16d Nolea: 1.X c PERIMETER 2L'NNER DET AIL D V - 4 1 VALLEY r RAPT ZR �j 2-tbd TOE N,r_s V 0 ltt.6' SH A T HING .i=L=VATION VIEW ': ■ The maximum Tctai Top Chord Load - AS PSF TRUSSES @ 24" O.C. Minimum Top Ch -:rd Dead Load = 7 PSI: The design for IetJ-: loads and their connections is the responsibility 3( l':e Building Oesignor. The details GIRDER DESIGNED 70 SUPPORT provided address jr.,yity and wind uplift ioeds only per the UBC. T} "TIE-IN' TRUSSES The maximum w.. ;.l speed is 95 MPF(, -2:ft Mean Roo( B Height (max.), Exp. C. 16d box mails are lypl-al throughout, except as noted (in details'.. ` The Center Ridge Railer ( CRR) is 2 x 6 stud. Attach this to the 1 x 8 with 4-16c Ix nails ( 2 from eacr+ face ). Attach the i C opposite and Io Iho truss the same, The Valley Rafler:. Pt !tins, and blocking material are 2 x 4 slud- ELEVATION VIEW The blocking mus! be spaced 24' O.G.: nd be adequolety bryced in the lateral direction _t 6.40 O.C- AftacS this blocking to the Valley Rafter wilh 3.1:-d. Attach this blocking to The purlin with 2-15d. The trusses below tha <ralley are spaced 24'0.0 , The purlins -are full ien,lh under the valtcy set and must be ins:ailed al ' 24- O.C. They are :o be attached to eaci, overlapping truss lop chord with 2-16d nails. If hey are not one coni;rluous length. add a 12' tong nailer to the face o. the truss lop chord vWr, 4-I5d End one purlin section DETAIL S on The Iruss and bb.dtr'he additional se --Jan on the nailer. VALLEY RA-FTER A 1 x 8 perimeter mint( must be attaeh&c tivough the sheathing and into truss below wt:h -----6d box nails. This i x 8 follows the oulsidoair pre If of The valley. r I The Valley Rafters are .spaced 24' O.C. Anach them to the CRR with 1 5 2-16d loo nails. Attsch [he opposite end Ic the 1 x 8 wdh 3-8d loo naile- 2 X 4 BLOCK PLAN VIEW WITH 3 - 15d 1.X c PERIMETER 2L'NNER DET AIL D V - 4 1 VALLEY r RAPT ZR �j 2-tbd TOE N,r_s V 0 ltt.6' SH A T HING .i=L=VATION VIEW ': ■ PIGGYBACK. DETAIL 4' (2) 16d TOENAIL PIGGYBACK � T T CONT. 2X4 TRUSS 3 } 4050 SUPPORTT _.� /2"8"XI/2" P'-_YWGO GUSSET �q—�� AT EACH ENO OF TRUSS (ANO 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" 72" 0. C. TYP. LONG 8d NAILS. USE 2X4 AS AN 1630 �l,S-3) ALTERNATE WITH (4) 16.d EACH END. P3260 �3�> 1630 (1,Z -3� ` J5 1630 ij 101 1630 1630 1630 SP 3260 1.5x3 (5-1p,)— — ARG'h,��, (1rs-3) 24 (J) 5'�)Ggq� 02 2X4 CONTINUOUS SUPPORT BRACING. Pry p�GN. ATTACH TO THE TOP SIDE OF TOP CHORD OF W TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d CC Na p5 r REQUIRES 2X4 BRACE WHEN NAILS A01 Ar �? q.L, n L VERTICAL EXCEEDS 5'-0" 2 OP EXP' SHO LDER DETAIL BRACES AT 10'-0" ETC. cS� O r P B � 1 -RUSWAL SYSTEMS 44• ;.�:JORTHPARK DRIVE, SUITE 200 SPRINGS, CO 80907 (t�?; 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: 0 It is permissible to repair f-- �- alse Frame` joint with the proce:it:7e outlined. helow, provided that tne following ; 'atements are true: Ceiling loading ! 0 PSF or less. • Trusses are spy. '.-�: d 24" o.c. or less. • False Frame vE .icals are spaced 6'-0" o.c. or less. • No additional pct, t loads or uniform loads are -Sent on th false frame that would::rause the loads to exceed 10 PSS= ar any reaGon. • The Joint(s) tc `F;pair does not have a suppc: bearing directly underneath the a~.i It. • There is no dai age to the lumber at the joint, s:!ch as exc.�ssive splits, cracks, e--. • The joint fits (within all TPI tolerances). All lumber in thy; ::,::Ise frame is 2x4 or W. Repair as follows: 1. Cut a '/z" CDX APA C--, � .:p 1 plywood (or equivalent 0.S.[..) gusset, _'' .wide by 8" long, or larger. 2. Apply gusset to the fa,:- .:)f the truss at each joint with a rli::sing plate: If one face of truss has miss`:,`,,plate, then gusset is required cv, only that r .ce. If both faces ,J the joint unplated, then the gusset is rer.t 'ed on eaclface- 3. Use (3) 8d nails into e'= . r member, from each face (see-C-�-` ail below). False frame refers on To non-structural men%'-'- rs (zero design forces).