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04-8046 (SFD) Truss Calcsa:. SSWORS mpany You Can Truss! 75-110 ST. CHARLES PLACE SUITE 11 A PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED. FOR CONSTRUCTION DA By --(ft-) PROJECT: C4 Sig! ESTjP.49M " NATIONAL INSPECTION ASSOCIATION., INC. ,v.- -- Na ----F Quality Systems Management, Inc. INational Vesting, . nc. origination Date: 07-20. Revision No. Accredited Quality Assurance / Control. Agency XAS AA -583 AF ' Metal Plate Connected Wood Truss Non Listed Fabricator's Audit 4 Report Number: A `� 8 6 7 Audit Date/Arrive/Depart:UT=cY� Fabricator's Name: f�� SS c u oR�S Location: ��iP,Q/n.4 A Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes / No Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Yes No Has the QSM been reviewed within a twelve month period?....................................................... Yes rf No Are materials used in Production per National Standards & Engineers Specifications? .............. Yes _� No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes _� No Are In -House Quality Control Inspections being conducted per National Standards? ................. Yes ✓ No Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Yes No Is there a System in place to deal with Non -Conforming Materials? ..... ....................................... Yes .i No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No _ Product Check CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade ^_ Joint Accuracy is within 1/8" Plate Placement 6 eir4 ANSI / TPI 2002 Plate Size ICC ES Plate to Wood Tolerance is within 1/32" Label Legibility -Labels on Site -Stamps 2Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process Per AC -98 Any Test Performed or Witnessed Per AC -98 i Is There Product Tractability L� Per AC -98 Any "CAR" Reports From Last Audit Per AC -98 Any Shut Downs or Disruptions In Production t/ Per AC -98 Any Samples Taken I� Per AC -98 Any Test / Measuring Equipment That Requires Calibration ! Per AC -98 i Does the Final Product meet UBC / IBC and National Standards?� Required Signatures Fabricator Q.C. Supervisor Auditor for National I spection Association P.O. Box 3426 Gillette, Wyoming 82717-3426 E -Mail: NIAgillette@vcri.cont Cellular Plione: (307) 689-5977 Page One of nVo (307) 685-6331. Office (307) 685-6331 Fax _1Ni.iNJ711.1 i.arvWAMC 00\1 i (T • AT nnn-7 0 Q CITY OF LA QUINTA SAFETY DEPT. A 4x10 BEAM 4x10 BEAM w 75-110 St Charles PI She -11 A Phone, 760-341-2232 Palm Desert, CA 92211 Fax: 760 341-2293 CASA E S T R E L L A L E N C H 78-225 C A L L S CADS Z LA QU=NTA, CA 92253 TRUSSWORKS A Company You Can Trussl 4x10 BEAM Q�0 N'RGH1TF0I GARL4 cc cz, Q X199 STATE 0 3'4- SALES '4• SALES REP: TG DUE DATE: 11/17/2006 DSGNR/CHKR: TG / ABCD TC Live 20.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 41.00 psf WO#: PDO0802 SCALE: 1/8" = 1' Date: 11/20/2006 9:36 DurFac-Lbr : 1.25 DurFac-Plt: 1.25 O.C. Spacing: 24.0 Design Spec: CBC -01 #Tr/#Cfg: 24 / 6 6) 2 D v g) 3 6) 2 EPS SS SN y1 \Oi IDS. �p� \ P� IS p PG p�NV E v� P Ep 5 MQ ;0 gV �Q 4x10 BEAM 4x10 BEAM w 75-110 St Charles PI She -11 A Phone, 760-341-2232 Palm Desert, CA 92211 Fax: 760 341-2293 CASA E S T R E L L A L E N C H 78-225 C A L L S CADS Z LA QU=NTA, CA 92253 TRUSSWORKS A Company You Can Trussl 4x10 BEAM Q�0 N'RGH1TF0I GARL4 cc cz, Q X199 STATE 0 3'4- SALES '4• SALES REP: TG DUE DATE: 11/17/2006 DSGNR/CHKR: TG / ABCD TC Live 20.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 41.00 psf WO#: PDO0802 SCALE: 1/8" = 1' Date: 11/20/2006 9:36 DurFac-Lbr : 1.25 DurFac-Plt: 1.25 O.C. Spacing: 24.0 Design Spec: CBC -01 #Tr/#Cfg: 24 / 6 Job Name: CASA ESTRELLA Truss ID: A01 Qty: 1 Drwq: ERG B -LOC REACT SIZEREQ;D TC 2x4 SPP 1650F -1.5E 1 0- 1-12 241 3.50• 1.73• BC 2x4 SPP 16507-1.5E 2 1=11-12 29 3.50• 1.73• WEB 2x4 HF STUD 3 3-11- 7 27 3.50" 1.50• 2x4 SPP 1650P-1.5fi 6-2, 4-9 4 5-11- 3 28 3.50• 1.50• GBL BLK 2x4 HF STUD 5 7-10-15 283.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. 6 9-10-11 1212 3.50• 1.50• Mark all interior bearing locations. 7 11- 6- 9 23 3.50• 1.50• Install interior support(s) before erection. e 13- 2- 6 21 3.50• 1.50• Drainage must be provided to avoid ponding. 9 14-10- 4 55 3.50• 1.50• May use adequate staples for gable blocks. 10 16- 6- 2 56 3.50• 1.50• 11 18- 2- 0 341 3.So• 1.50• Gable verticals are 2x 4 web material spaced 12 29- 6- 4 634 3.50• 1.50• at 16.0 " o.c. unless noted otherwise. BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL END CSI 1-2 6 0.00 0.65 0.65 2-3 793 0.12 0.64 0.76 3-4 -1042 0.01 0.60 0.61 4-5 -6 0.00 0.60 0.60 BC FORCE ABL BND CSI 6-7 0 0.00 0.01 0.01 7-8 781 0.12 0.43 0.54 8-9 1230 0.18 0.25 0.43 ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 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 -84 lb Support 6 -283 lb Support 10 -182 lb Support it -115 lb Support 12 -109 lb HORIZONTAL REACTIONS) support 1 -203 lb support 2 -113 lb support 6 769 lb support 11 -780 lb support 12 -412 lb This truss is designed using the CBC -01 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 - 9.26 ft, mph 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 1 L= -0.09" D= -0.28" T= -0.37" 1 2 3 4 5 Or 25 29-8-0 6 7 8 9 9-10-11--, 9-10-11 TYPICAL PLATE: 1.5-3 9-1011 19-9-5 9-10-11� 29-8-0 T T 4-0-0 2-7-6 1SHIP LO p,RCNlTF�T B12 <�2 GARS VID ST�TE 1 /2 /20C OVER SUPPORT AS SHOWN 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: 5/32" = V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO0802 ®WAKNINU This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer - _- Joint Locations =- WEB FORCE CSI WEB FORM CSI _ 1 O- 0- 0 7 9-10-11 6-1 -184 0.07 3-8 449 0.16 2 7- 5- 0 8 19- 9- 5 1-10 0 0.00 4-8 -297 0.08 3 14-10- 0 9 29- 8- 0 2-6 211 0.12 4-9 -1286 0.89 7-5-0 7-5-0 77-5-0 7-5-0 - 4 22- 3- 0 10 0- 0- 0 2-7 -967 0.26 9-5 -193 0.07 7-5-0 14-10-0 22-3-0 29-8-0 5 29- 8- 0 11 29- 8- 0 3-7 -1694 0.88 5-11 0 0.00 6 0- 0- 0 1 2 3 4 5 Or 25 29-8-0 6 7 8 9 9-10-11--, 9-10-11 TYPICAL PLATE: 1.5-3 9-1011 19-9-5 9-10-11� 29-8-0 T T 4-0-0 2-7-6 1SHIP LO p,RCNlTF�T B12 <�2 GARS VID ST�TE 1 /2 /20C OVER SUPPORT AS SHOWN 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: 5/32" = V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO0802 ®WAKNINU This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: TG R 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 WO KS u0llzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf p Rep Mbr Bnd 1.15 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI Wood Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V. Truss Council of America Standard Design - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.41 - 0 Job Name: CASA ESTRELLA Truss ID: A02 Qty: 12 Drw : BEG x -LOC RRACr SIZEREQ'D TC 2x4 SPF 1650P -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 610 3.50• 1.50• BC 2x4 SPP 165OP-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -101 lb 2 18- 0- 4 1556 3.50• 2.23• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -271 lb 3 29- 6- 4 344 3.50• 1 -So. 2x4 SPP 1650F -1.5E 6-2, 4-9 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -42 lb BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the on the truss material at each bearingMark all interior bearing locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install *Joint Install interior support(s) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE Axl. END CSI Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone ' 1-2 6 0.00 0.59 0.60 (BCSI and'BCSI and (TPI) at Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. End verticals designed for axial loads only. Hurricane/Ocean Line = No , Exp Category = C 2-3 -1034 0.01 0.59 0.60 Extensions above or below the truss profile Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 1163 0.17 0.63 0.60 (if any) require additional consideration Mean roof height = 9.26 ft, mph 80 4-5 -6 0.00 0.63 0.63 (by others) for horiz. loads on the bldg. CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 6-7 1362 0.20 0.21 0.42 7-8 199 0.01 0.38 0.40 8-9 -313 0.00 0.38 0.38 WEB FORCE CSI WEB FORCE CSI + 6-1 -189 0.07 3-8 -1511 0.52 , 1-10 0 0.00 4-8 -1299 0.67 2-6 -1409 0.96 4-9 327 0.20 MAX DEFLECTION (span) 2-7 -414 0.11 9-5 -194 0.07 _ L/999 MEM 7-8 (LIVE) LC 17 3-7 916 0.32 - 5-11 0 0.00 L= -0.06" _ D= -0.06" T= -0.11" -- _= Joint Locations =- - 1 0- 0- 0 7 9-10-11 2 7- 5- 0 8 18- 0- 4 3 14-10- 0 9 29- 8- 0 7-5-0 -� 7-5-0 7-5-0- 7-5-0 45 4 22- 3- 0 10 0- 0- 0 29- 8- 0 11 29- 8- 0 7-5-0 14-10-0 22-3-0 29-8-0 6 0- 0- 0 1 2 3 4 5 T 4-0-, 1 12_0_1 B1 W:308 R:610 U:-101 0.25 R:1556 U:-271 6 7 8 9 9-109-10� 8-18-1 9 11-7-12 9-10-11 18-0-4 29-8-0 1 T T 4-0-1 2-17-6 ® � IS A W:f� 308 coQ,`t`�O GAR R:344 - 44; O / U: 42 Qc sr�r r• . 1/20/2006 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132•' = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD00802 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: ABCD and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nr: TG T R S S WO R KS are to be vertfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 20.00 psf DurFacs L=1.25 P=1.25 U utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Trussl 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 support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-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 PalmDesertCA. 92211 Desert, and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI t', WTCA t'- Wood Truss Council COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 ofAmerfca Standard Design Responsiblittles,'BUILDING 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute Is located 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 (BCSI and'BCSI and (TPI) at Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.41 - 0 Job Name: CASA ESTRELLA Truss ID: A03 Qtv: 8 Drwa: I ERG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. 5E 1 0- 1-12 1022 3.50• 1.50• BC 2x4 SPP 165OF-1. 5E 2 21- 4- 4 665 3.50• 1.50" 2x4 SPF 210OF-1.SE 8-9 3 29- 6- 4 726 3.50" 1.50" WEB 2x4 HF STUD ERG REQUIREMENTS shoves are based ONLY 2x4 SPF 1650F -1.5E 6-2, 4-9 on the truss material at each bearingLumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC FORCE AXL END CSI Mark all interior bearing locations. 1-2 6 0.00 0.55 0.55 Install interior support(s) before erection. 2-3 -3191 0.08 0.55 0.64 Drainage must be provided to avoid ponding. 3-4 -1815 0.03 0.60 0.63 4-5 -6 0.00 0.60 0.60 BC FORCE AXL END CSI 6-7 2945 0.44 0.31 0.75 7-8 3076 0.46 0.48 0.94 8-0 1785 0.17 0.73 0.90 8-9 1785 0.17 0.73 0.90 WEB FORCE CSI WEB FORCE CSI 6-1 -192 0.07 3-8 -1464 0.94 1-10 0 0.00 4-8 186 0.06 2-6 -3046 0.86 4-9 -1866 0.89 2-7 287 0.11 9-5 -203 0.07 3-7 157 0.07 5-11 0 0.00 ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 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. 7-5-0 7-5-0 ' 7-5-0 7-5-0 7-5-0 14-10-0 22-3-0 29-8-0 1 2 3 4 5 00 B1 W:308 11:1022 U:-188 6 9-10-11---, 9-10-11 7 R:665 U:-71 8 9 9-10-11 9-10-11 19-9-5 - 29-8-0 UPLIFT REACTION(S) : Support 1 -188 lb Support 2 -71 lb Support 3 -156 lb This truss is designed using the CBC -01 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 = 9.26 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/560 MEM 7-8 (LIVE) LC 1 L= -0.45" D= -0.51" T= -0.96" ---== Joint Locations =---- 1 0- 0- 0 7 9-10-11 2 7- 5- 0 8 19- 9- 5 3 14-10- 0 9 29- 8- 0 '4 22- 3- 0 10 0- 0- 0 5 29- 8- 0 11 29- 8- 0 6 0- 0- 0 T T 4-0-1 21 I SHIP B3�50•un��O W:308 R:726 �Q A�9�1 u:-156 v p G yl Q�1 Q 1®�� OPS A� 0 11/20/2006 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: 5/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD00802 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: TG S W 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 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 CTl p y anruss Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 rte 75-110 St. Charles ste-11A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion: Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. 9pl. PalmDesert Desert, end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSFTPI INFORMATION' BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V -Wood Truss Council of America Standard Design Responsibilities,'BUILAING COMPONENT SAFETY - (SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.41 - 0 Job Name: CASA ESTRELLA Truss ID: A04 Qty: 1 Drw : BRG-LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1. SE Web bracing required at each location shown. UPLIFT REACTION(S) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 241 3.50• 1.50• BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -84 lb 2 1-11-12 29 3.50^ 1.50• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 6 -283 lb 3 3-11- 7 27 3.50• 1.50• Charlesste-11 A 75-110 St. Charles s 2x4 SPF 1650F -1.5E 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF Support 10 -182 lb 4 5-11- 3 28 3.50^ 1.50• GBL BLK 2x4 HF STUD MULTIPLE LOAD CASES. Support 11 -115 lb 5 7-10-15 28 3.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 12 -109 lb 6 9-10-i1 1212 3.50• 1.50• Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR HORIZONTAL REACTION(S) 7 11- 6- 9 23 3.50• 1.50• install interior support(s) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 1 -203 lb 8 13- 2- 6 21 3.50• 1.50^ Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 2 -113 lb 9 14-10- 4 55 3.50^ 1.50^ May use adequate staples for gable blocks. HANGERS MUST BE RE-EVALUATED (BY OTHERS). support 6 769 lb 10 16- 6- 2 56 3.50• 1.50• End verticals designed for axial loads only. support 11 -780 lb 11 18- 2- 0 341 3.50^ 1.50^ Gable verticals are 2x 4 web material spaced Extensions above or below the truss profile support 12 -412 lb 12 29- 6- 4 634 3.50• 1.50^ at 16.0 " o.c. unless noted otherwise. (if any) require additional consideration This truss is designed using the BRG REQDIREt4ENTS shown are based ONLY (by others) for horiz. loads on the bldg. CBC -01 Code. on the truss material at each bearing Bldg Enclosed = Yes, Importance Factor 1.00 Truss Location = End Zone, TC FORCE AXL BND CSI Hurricane/Ocean Line = No Exp Category C 1-2 6 0.00 0.65 0.65 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 793 0.12 0.64 0.76 Mean roof height = 9.26 ft, mph - 80 3-4 -1042 0.01 0.60 0.61 CBC Special Occupancy, Dead Load = 12.6 psf 4-5 -6 0.00 0.60 0.60 BC FORCE AXL BND CSI MAX DEFLECTION (span) 6-7 0 0.00 0.01 0.01 L/999 MEM 8-9 (LIVE) LC 1 7-8 781 0.12 0.43 0.54 L= -0.09" D= -0.28" T= -0.37" 8-9 1230 0.18 0.25 0.43 - Locations9-10 WEB FORCE CSI WEB FORCE CSI - - 1 0-Joint-0L11 6-1 -184 0.07 3-8 449 0.16 2 7- 5- 0 8 19- 9- 5 1-10 0 0.00 4-8 -297 0.08 3 14-30- 0- 9 29- 8- 0 2-6 211 0.12 4-9 -1286 0.89 7-5-0 7-5-0 7-5-07-5-0 4 22- 3- 0 10 0- 0- 0 2-7 -967 0.26 9-5 -193 0.07 7-5-0 14-10-0 22-3-0 29-8-0 5 29- 8- 0 11 29- 8- 0 3-7 -1694 0.88 5-11 �0 0.00 6 0- 0- 0 1 2 3 4 5 02 29-8-0_ 6 7 8 9 9-109-1011 9-10-11 TYPICAL PLATE: 1.5-3 9-109-1011 19-9-5 9-109-1011 29-8-0 B12 �rg�1 • v SPATE 11/20/2006 OVER SUPPORT AS SHOWN 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: 5132" = V �r WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. 12-0-1 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD Milk INER and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• TG I 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 10011 - - kmi __ 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 J _LS Zo 29-8-0_ 6 7 8 9 9-109-1011 9-10-11 TYPICAL PLATE: 1.5-3 9-109-1011 19-9-5 9-109-1011 29-8-0 B12 �rg�1 • v SPATE 11/20/2006 OVER SUPPORT AS SHOWN 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: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO0802 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• TG 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 WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl 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 14.00 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 Charlesste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, A. pl. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available 85 output from Truswal software, 'ANSUTPI BC Dead 7.00psf Design Spec CBC -01 Phone (760) 341-2232 1', TCA - Wood Truss Council of America Standard Design Responslbilities•'BUILDING COMPONENT SAFETY INFORMATION'. W 1' (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 1911% Street. NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.41 - 0 Job Name: CASA ESTRELLA Truss ID: A05 Qty: 1 Drw : 3 ERG x -LOC BRACT SIZEREO'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 277 3.50• 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -64 lb 2 6-10- 4 277 3.50• .1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -64 lb ERG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearingDrainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. v ,taCHl7FCj End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -5 0.00 0.63 0.63 (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width 20.00 ft BC FORCE AXL END CSI Mean roof height = 9.02 ft, mph - 80 3-4 -1 0.00 0.18 0.18 CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI 3-1 -228 0.08 4-2 -228 0.08 1-5 0 0.00 2-6 0 0.00 1-4 1 0.00 • `��•9�-( VBI4 �� O 7-M 7-0-0 1 2 025 MAX DEFLECTION (span) -- == Joint Locations =---- 1 0- 0- 0 4 7- 0- 0 2 7- 0- 0 5 0- 0- 0 3 0- 0- 0 6 7- 0- 0 4-0-0 3 5 ^ 6 3-6 4-0-0 T T SHIP - v ,taCHl7FCj 2-0-1 1-1 2.1-„ ;�� GAR �� 11 Q �g9 RN cc 3 B2 • `��•9�-( VBI4 �� O W:308 W:308{ R:277 R:277 ay�(� �j o U:-64 7-0-0 u: -6a 13 41 STAFc OV 7-0-0 �\� 7-0-0 11/20/2006 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: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO0802 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nr: TG g S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads u - t0 T R U S WO R KS 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 OurFacs L=1.25 P=1.25 A Company You CTl p y anruss Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.15 rle 75-11 O St. Charles pl. ste-11 A s environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. PalmDesert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIRPI 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute Is located 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) at lWisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street, NW, Ste 800, Washington, DC 20038. TOTAL 41.00 psf Seqn T6.5.41 - 0 Job Name: CASA ESTRELLA Truss ID: A06 QV: 1 Drw : BEG X -LOC REACT SIZEREQ'D TC 2.4 SPF 1650F -1.5E Plating Spec ANSI/TPI - 1995 UPLIFT REACTION(S) i 1 0- 1-12 239 3.50•1.50• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -86 lb 2 1- 9- 0 26 3.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 5 -86 lb 3 3- 6- 0 24 3.50• 1.50• GBL BLK 2x4 HP STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 4 5- 3- 0 26 3.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 5 6-10- 4 239 3.50• 1.50• Mark all interior bearing locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 BRG REQUIRMIENTS shown are based ONLxinstall interior support (a) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone on the truss material at each bearingDrainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C End verticals designed for axial loads only. May use adequate staples for gable blocks. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft TC FORCE AXL BND CSI Extensions above or below the truss profile Mean roof height = 9.02 ft, mph - 80 1-2 .5 0.00 0.63 0.63 (if any) require additional consideration Gable verticals are 2x 4 web material spaced CBC Special Occupancy, Dead Load - 12.6 psf (by others) for horiz. loads on the bldg. at 16.0 " o.c. unless noted otherwise. BC FORCE AXL BND CSI 3-4 0 0.00 0.01 0.01 WEB FORCE CSI WEB FORCE CSI 3-1 -228 0.08 4-2 -228 0.08 1-5 0 0.00 2-6 0 0.00 1-4 1 0.00 7-M 7-" 1 2 02 MAX DEFLECTION (span) --=== Joint Locations =---- 1 0- 0- 0 4 7- 0- 0 2 7- 0- 0 5 0- 0- 0 3 0- 0- 0 6 7- 0- 0 5 6 i 4-0-0 3 3-6 4-" T T SHIP - 2-0-1 1 -1 - 2-1-11 � GAR IT 1Q13 A� `1 7 0-0 41 13 7-0-0 7-0-0 Sr�f OF ��- TYPICAL PLATE: 1.5-3 11 /20/2006 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: 3/8"= V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PDO0802 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: TG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 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 14.00 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 rle s environment that will "use the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. PalmDesert Desert, brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, a ', 'BUILDING SAFETY INFORMATION'- 'ANSIrTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 Wnd 1TCA 1'- Wood Truss Council of America Standard Design Responsibilities, COMPONENT (BCSI 143) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.41 - 0 " NATIONAL INSPECTION ASSOCIATION, INC. W—N7AQuality Systems Management, Inc. � National Testing, Inc. Origination Dale: 07-201 Revision No. AF #. Report Number: 104? 7 j FINDINGS: Number of "Correction Action Requests" Issued: I Ione It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: 3 —Q27 — 0 (12 It was found that: There ( Was / a No ) changes to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Have ) proper equipment for the proper shipping and delivery of trusses. Product Review: Roof Trusses: —/-7 rI T ln��r l Z 5�� r2p ' Floor Trusses: Trusses that were Reviewed, ( Meet OWational Do Not Meet ) the Requirements of the. U.B.C. Code, the I.B.C. Code, the I.R.C. Code, the ANStandards and the Engineer's Specifications. Comments: for National Inspection Association / Quality Systems Management P.O. Box 3426 Gillette, Wyoming 82 71 7-342 6 E -Mail: NIAgillette@vcn.com Cellular Phone: (307) 689-5977 Page Dvo of Two (307) 685-6331 Office (307) 685-6331 Fax 7/7 7('777Ct7Q/ In)QN)JnmQQn)J 1 fir :nr ann7..JdW- /-, TRUSWAL SYSTEMS 4405 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 COC1003160A 1/10/01 Users of Truswal engineering; The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on mer-joers for which it is required to reduce buckling length. Sealed engineering - awings from Truswal will show the required number and approximate locations C. braces for each member needing bracing. In general, this bracing is done �)y using Truswal Systems Brace-!tT." or a 1x or 2x member (attached to the top o bottom edge of the member) running perpendicular to the trusses and ad:-�quately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for i^•dividual members (not building system bracing) - 1 . racing): 1. A 1x or 2x structurally graded "T" brace may be nailed flat to tie edge of the member with 10d common or box nails a: 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum cf 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the.: Member may be nailed to one face of the member with 10d commo- or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimb; of 2x6. scabs are required for any member exceeding 14'-0" ire length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building c:Psigner. 1. d L Please contact a Ts 90% L I enginee EXAMPLES 2. 90% L re any questio -u, 0 RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A Ir BLOCK �p4 CSO BLOCK - BLOCK BLOCK -- BOT ' 4� TOP PLATES c CHORD PROCEDURE- 'L, -L 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS ,TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAI -L.- 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUG.i•3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (C -A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ � "i*": -v',,``` 'X' BRACING i� B.C. OF TRUSS OR ;;?; �v CARL END VERTICAL RUN ��0 �O THROUGH TO BEARIN,G!� WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR Sjh�FQF�' j MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. "off DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. T� 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH'END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT CHORD B 2 TOP PLT _U 1-f 1-16d COMMON NAIL OR :-0 SIMPSON STC -(OR EQUIV.) FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M 2X4 BLOCKING _ BOT CH 2X SECT. C ;'c TOP PLATE 1-16d COMMON NAIL OR >'"" -4" O.C. SIMPSON STC (OR EQUIV. TYP .) TRUSS CLIP TRUSML Q`I r®®.®®L SYSiIaAs O A L STUDS @ I SECT. A -A TRUSS (I,YP ) 16" O.C. (TYP.I JI PROCEDURE- 'L, -L 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS ,TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAI -L.- 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUG.i•3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (C -A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ � "i*": -v',,``` 'X' BRACING i� B.C. OF TRUSS OR ;;?; �v CARL END VERTICAL RUN ��0 �O THROUGH TO BEARIN,G!� WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR Sjh�FQF�' j MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. "off DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. T� 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH'END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT CHORD B 2 TOP PLT _U 1-f 1-16d COMMON NAIL OR :-0 SIMPSON STC -(OR EQUIV.) FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M 2X4 BLOCKING _ BOT CH 2X SECT. C ;'c TOP PLATE 1-16d COMMON NAIL OR >'"" -4" O.C. SIMPSON STC (OR EQUIV. TYP .) TRUSS CLIP TRUSML Q`I r®®.®®L SYSiIaAs p TRUSWAL SYSITJAS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK ORIvE. SUITE 200 COLORADO SPRINGS, COLORADO 80907 (800) 3224045 (7 )9) 598.5660 FAX (719) 596.8463 rDETAIL FOR C,ONVE TIO ALLY FRAMED D VALLEY SETS PLAN VIEW A OETAIL A CCN"= -R RiOG_ RAFTER I VALL_`Y PAFTER (7y? ) OE N. ILS 2 tTY? X c BLOCK WITH ) ?"N V', _ w pETAIL C ?l.'n LIfY 2X BLOCK WITH 2 Irx7 i.=:LlSS 7JP�:\ -LEVATION VIEW Nolov: r Cij m Qi ,, f M 7=R r��RU�vN _R ,4- rAp,..,via 1, 1 Co�t'? VALLy NAI! S 7Ca S • 0 04 7no- SHEA THING EL:—'VATIoN ./IOW ,M The maximum To:ol Top Chord Load v 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Ooad Load c 7 PSF The d=;gn for Ia:oral loads and their � inoclions is the rosponaibility o(lha Building Desig:•er. The dolails GIRDER DESIGNED TO SUPPORT rovidod addros mvi and wind up:: -i' ;ends on p g, h per the U&C. THE "TIE-IN' TRUSSES \ The mosimum wind cpeod is 85 MPH. 75 It &A -3n Roof 8 Height (max), =xp. C. 16d box nods aru typical throughout, we :pl 7; no4vd (in dula;ls ), The Center Ridge ?afler ( CRR ) is 2 < 5 stud, Anach this to the 1 x 8 with 4-16d loo nails ( 2 from c�ch face ).An a_ -h the C opDosile and to It:% truss the same. The Va)ley Rafters, purlins, and blockin: •nowria aro 2 z 4 sled. :LAVATION VIEW The blocking must be spaced 24- O.C. aad be adequaloty br3cod in the lalor-nl direction at 6-0-0 O.C. Ana, -h lhis blocking to Iho Valley Rafter with 3.16d. Anach this bto:ring to the purlin with 2-16d. The Iruc.co¢ below the r Ilay are spacod j4' O.0 , The pudinvwo full length undor Iho vau.ry sol and must be: insbllod at 2G- O.C. They are to be :nnched tri each overhpping truss lop chord with 2.164 nails. 1( ;hey aro not one: conf,nuous length, add a 12• long nailer to the (ace of the truss lop chord w.th 4-15d :nd one purlin scx-lion. • OE TAIL S on the truss and begin the additional serLon on Iho nailer. VALL_Y RAFTER A 1 r 8 perimolor runner must be anach&:� Ih(ough the sheathini and into / I ee=h trues bolo• -nth :-bd bor nails. T .,s I r 8 follows the ouls,de o(oi,ic al the vol$vy. r I Tho Volley Rane,: are spaced 2,(- O.G. .:n s.h thorn to the CRR wrh t 5' 2.164 toe nails. Ana-cn the opposite bnd ,a the 1 r 8 wish 1-8d loo nails. '� —� 2 x e BLOCK WITH 3 • 16d r Cij m Qi ,, f M 7=R r��RU�vN _R ,4- rAp,..,via 1, 1 Co�t'? VALLy NAI! S 7Ca S • 0 04 7no- SHEA THING EL:—'VATIoN ./IOW ,M Options)vent 3-4 GENERAL GABLE DETAILS FOR WIND LOAD BRACING opening per design drawing. J-4 �. 11 11 11 11 11 11 3-4 ) Pn ddesign rawl g. S=3-4 4=1.4 --- Connector plates shown are for example only. See actual truss design for required plate sizes and orientation. Structural gable truss es will generally have diagonal and vertical members other that those shown above. Adequate staples or toe-nals may be used, and should be used to avoid any overlap will primary structural dates. Gable truss is continuous bearing except as may be noted on individual design drawings. END (FACE) VIEW Brace Interval as specified on the approved engnineering drawing or standard detail or chart. ttax. 12' eave unless noted on drawing. Gable End Truss rhaler) brace along back ce of gable, braced with or - 45 degree diagonal L (typ.) braced to roof renthing as shown. DWG# C002065035 + I Indicates stud members that require bracincll REGULAR GABLE END TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSIITPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e. FOR 2X LUMBER, THE MAX. BRACE INTERVAL MAY BE T-9"). 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR I DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. ®iSM® T ®® SVS= PAS (Solid block between trusses for nailing of diagonal brace, attached to sheathing and truss each end, typ. Truss spacings per designs. t24" max.) WALU BEARING SUPPORT SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING 7X01087001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. 2X NOTCHES CUT INTO TOR CHORDS NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. =PLICATION [OWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR TAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS E RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT PLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO GB -1 " TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE. SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame"` joint with the procedure outlined below, provided that the following statements are true: • Ceiling loading is 10 PSF or less. • Trusses are spaced 24" o.c. or less. • False Frame verticals are spaced 6'-0" o.c. or less. • No additional point loads or uniform loads are present on the 'false frame that would cause the loads to exceed 10 PSF for any reason. ® The joint(s) to repair does not have a support bearing directly underneath the joint. • There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. • The joint fits tightly (within all TPI tolerances). ® All lumber in the false frame is 2x4 or 2x3. Repair as follows: 1. Cut a'/2" CDX APA.Group 1 plywood (or equivalent O.S..B'.) gusset, 4"' wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. !f one face of truss has missing plate, then gusset is required on only that face. If both faces of the joint are unplated, then the gusset is required on,,e.atcr�-?a'e 3. Use (3) 8d nails into each member, from each face (see detail t?;e:lo�vr)_.GAR, ical J False frame refers only To non-structural members (zero design forces). r— 4