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06-0584 (SFD) Truss CalcsTRUSSWOR S A Company You Can Truss! 75-110 ST. CHARLES PLACE SUITE 11 A CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAT �/?BY 5Z - QPlP:CClr- e6Py PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 JOB le o.: rvoo l-7 NAME: ' W 56t -L - PROJECT: UA 0OL&A A W Esthle T , . Pa Phone (760) 391-2232 Fax # (760) 391-2293 T RU S S W O RK S 1 a (q 1-i Z n t a C10 j c> e b i r d s e 1 1 laquinta e s t a t LES REP DUE DATE DSGNR/CHKR bs gb / jolo WO# pd00977 Date : 5/5/2006 13:18 TC Live 20.00 psf DurFac-Lbr 1.25 TC Dead 10.00 psf DurFac-Plt 1.25 A Company You Can Truss! EISENHOWER BC Live 0.00 psf O.C. Spacing : 29.0 75-110 St_ Charles pl. ste-11A BC Dead 10.00 psf Code : CBC -01 Palm Desert, CA. 92211 #Tr/#Cfg : 111 / 92 Total 90.00 psf JJobtName: laquinta qolf estates Truss ID: Al Qtv: 1 Elmo: RG x -LOC REACT SIZE REQ'D 1 0- 1-12 395 3.50-1.50• 2 1- 8-13 37 3.50- 1.50- 3 3- 5-11 35 3.50- 3.50• 4 5- 2- 8 1112 3.50- 1.50- 5 6-11- 5 35 3.50- 1.50" 6 8- 8- 3 35 3.50- 1.50- 7 10- 5- 0 941 3.50- •1.50- 8 12- 1-13 35 3.50- 1.50- 9 13-10-11 33 3.50" 2.09- 10 15- 7- 8 1005 3.50- 2.82- 11 17- 4- 5 37 3.50- 1.50- 12 19- 1- 3 34 3.50- 1.50- 13 20-10- 0 1010 3.50^ 1.50- 14 22- 6-13 35 3.50- 1.50- 15 24- 3-11 35 3.50- 1.50• 16 26- 0- 8 985 3.50- 1.50- 17 27- 9- 5 35 3.50• 1.50• 18 29- 6- 3 33 3.50- 1.50- 19 31- 3- 0 987 3.50- 1.50- 20 32-11-13 37 3.50- 1.50- 21 34- 8-11 34 3.50- 1.50- 22 36- 5- 8 1048 3.50- 1.50" 23 38- 2- 5 35 3.50- 1.50- 24 39-11- 3 36 3.50- 1.50- 25 41- 8- 0 771 3.50• 1.50- 26 42- 9- 4 20 3.50- 1.50- 27 43- 8-12 135 3.50" 1.50. RG REQUIREMENTS shove are based ONLY n the truss material at each bearing TC FORCE A8L HND CSI 1-2 56 0.01 0.81 0.82 2-3 -18 0.00 0.81 0.81 3-4 -21 0.00 0.63 0.63 4-5 -42 0.00 0.81 0.81 5-6 -35 0.00 0.81 0.81 6-7 -18 0.00 0.78 0.78 7-8 -31 0.00 0.88 0.88 8-9 21 0.00 0.88 0.88 9-10 18 0.00 0.27 0.28 SC FORCE A8L HND CSI L1-12 0 0.00 0.01 0.01 L2-13 0 0.00 0.01 0.01 L3-14 0 0.00 0.01 0.01 L4-15 0 0.00 0.01 0.01 LS -16 0 0.00 0.01 0.01 L6-17 0 0.00 0.01 0.01 L7-18 0 0.00 0.01 0.01 L8-19 0 0.00 0.01 0.01 L9-20 0 0.00 0.01 0.01 WEB FORCE CSI WEB FORCE CSI 1-1 -379 0.20 5-16 -130 0.08 1-21 0 0.00 6-16 -911 0.18 1-12 -45 0.03 6-17 -125 0.08 2-12 -1083 0.20 7-17 -914 0.18 2-13 -152 0.09 7-18 -123 0.08 3-13 -873 0.17 8-18 -971 0.20 3-14 -141 0.09 8-19 -131 0.08 4-14 -938 0.18 9-19 -676 0.14 4-15 -142 0.09 10-19 -19 0.00 5-15 -936 0.18 10-20 -124 0.03 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5E 2x4 SPF 210OF-1.8E 1-4 BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). HORIZONTAL REACTIONS) support 4 152 lb support 25 -107 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1. Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 Mean roof height = 12.50 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 00 ft 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. Install interior support(s) before erection. Drainage must be provided to avoid ponding. 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. [+1 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. 1P UPLIFT REACTIONS) : Support 1 -54 lb Support 2 -4 lb Support 3 -4 lb Support 4 -152 lb Support 5 -4 lb Support 6 -4 lb Support 7 -128 lb Support 8 -4 lb Support 9 -4 lb Support 10 -137 lb Support 11 -5 lb Support 12 -4 lb Support 13 -138 lb Support 14 -4 lb Support 15 -4 lb Support 16 -134 lb Support 17 -4 lb Support 18 -4 lb Support 19 -135 lb Support 20 -5 lb Support 21 -4 lb Support 22 -143 lb Support 23 -4 lb Support 24 -4 lb Support 25 -105 lb Support 26 -2 lb Support 27 -18 lb ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 185.00 0- 0- 0 185.00 43-10- 8 0. BC Vert 20.00 0- 0- 0 20.00 43-10- 8 0. 43-10-8 11 12 13 14 15 16 17 18 1M 5-2-8 5-2-8 5-2-8 5-2-8 5-2=8� 5-2-8 i 5-2-8 5-2-8 mf 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 N ,,® ling 1 jvO OJ1 SATE OF OPS �� 5/5/2006 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: 3/32" = 1' 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8m, ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer C[tk' jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 41-4-8 31-3-0 36-5-8 41-8-0 ^ v 7r-2-81 gb MAX DEFLECTION (span) DurFacs L=1.25 P=1.25 T R U S S W O R KS 1 2 3 4 5 6 7 8 910 ---== Joint Locations =---- Re Mbr Bnd 1.00 P •1 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 DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIRPI 1' Wood Truss Council America Standard 'BUILDING 0- 0- 0 12 5- 2- 8 1', WTCA - of Design Responsibilities, COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, F-0- -0 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 2 3 5- 2- 8 10- 5- 0 13 14 10- 5- 0 15- 7- 8 415- 7- 8 15 20-10- 0 T 3-4 T 5 6 20-10- 0 26- 0- 8 16 17 26- 0- 8 31- 3- 0 5-0-0 33-4 3-4 5-5 3-4 3-4 5-5 3-4 5-5 T 5 7 8 31- 3- 0 36- 5- 8 18 19 36- 5- 8 41- 8- 0 3 1SHIP 9 41- 8- 0 20 43-10- 8 2-4 3-4 3-4 5-5 3-43-45 5- 3-4 5-8 2-4�� 12-6 10 t� *�« �r�1l 43-10- 8 0- 0- 0 21 0- 0- 0 43-10-8 11 12 13 14 15 16 17 18 1M 5-2-8 5-2-8 5-2-8 5-2-8 5-2=8� 5-2-8 i 5-2-8 5-2-8 mf 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 N ,,® ling 1 jvO OJ1 SATE OF OPS �� 5/5/2006 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: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer C[tk' jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf P Re Mbr Bnd 1.00 P 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. Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIRPI 1' Wood Truss Council America Standard 'BUILDING BC Dead 10.00psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA - of Design Responsibilities, COMPONENT SAFETY INFORMATION'- (BCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27560 lJob-Nafine laquinta golf estates Truss ID: A2 Qtv: 4 Drwa: G E -LOC REACT SIZERBQ'D 1 0- 1-12 366 3.50 . 1.50• 2 11- 0- 4 632 3.50• 1.50- 3 18- 1-12 1876 3.50• 2.31- 4 43- 8-12 895 3.50" 1.50- G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AEL END CSI 1-2 -607 0.00 0.27 0.27 2-3 264 0.04 0.27 0.31 3-4 539 0.08 0.26 0.34 4-5 2077 0.31 0.28 0.58 5-6 -1574 0.02 0.27 0.29 6-7 -2377 0.05 0.19 0.23 7-8 -2073 0.03 0.21 0.25 8-9 -800 0.01 0.21 0.22 9-10 -807 0.01 0.09 0.09 BC FORCE ABL HND CSI 1-12 -2 0.00 0.10 0.10 2-13 634 0.09 0.08 0.17 3-14 -346 0.00 0.09 0.09 4-15 -1341 0.01 0.07 0.08 5-16 -1341 0.01 0.10 0.11 6-17 -311 0.00 0.10 0.10 7-18 -314 0.00 0.08 0.08 8-19 1710 0.25 0.08 0.33 9-20 2396 0.36 0.07 0.43 0-21 2023 0.30 0.07 0.37 1-22 2 0.00 0.08 0.08 WEB FORCE CSI 1-1 -322 0.17 1-23 0 0.00 1-12 630 0.22 2-12 -82 0.02 2-13 -890 0.54 3-13 373 0.13 3-14 -665 0.13 4-14 956 0.33 4-15 71 0.03 4-16 -1132 0.29 5-16 -2114 0.57 WEB FORCE CSI 5-17 76 0.04 5-18 1973 0.68 6-18 -610 0.12 6-19 729 0.25 7-19 -170 0.03 7-20 -355 0.23 8-20 246 0.09 8-21 -1341 0.87 9-21 -194 0.04 10-21 1155 0.40 10-22 -886 0.18 TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. Mark all interior bearing locations. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. install interior support(s) before erection. This truss is designed using the End verticals are designed for axial loads CBC -01 Code. only unless noted otherwise. Bldg Enclosed Yes, Importance Factor = 1.00 Extensions above or below the truss profile Truss Location End Zone (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category = C indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width 20.00 ft the end of the extensions have not been Mean roof height - 12.50 ft, mph - 80 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load 12.6 psf otherwise unsupported wall may create a noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any hinge effect that requires additional design Rep Mbr Bnd 1.15 consideration (by others). UPLIFT REACTIONS) : Support 1 -46 lb Support 2 -55 lb Support 3 -253 lb Support 4 -121 lb ---== Joint Locations =---- 1 0- 0- 0 13 10- 5- 0 2 5- 2- 8 14 11- 0- 4 3 10- 5- 0 15 15- 7- 8 4 15- 7- 8 16 18- 1-12 5 20-10- 0 17 20-10- 0 5-2 8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 m m 6 26- 0- 8 18 26- 0- 8 � rL 7 31- 3- 0 19 31- 3- 0 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 Z v 8 36- 5- 8 20 36- 5- 8 9 41- 8- 0 21 41- 8- 0 41-4-8 3-2-81 10 43-10- 8 22 43-10- 8 1 2 3 4 5 6 7 8 910 11 0- 0- 0 23 0- 0- 0 12 5- 2- 8 o� T 3 4-4 T 50-0 3 3-4 3-4 5-8 3-12 3.4 5-5 4-4 5-5 1 8 6 2.6-3 SHIP ft 1 I B1 34 3a 82 55 B3 38 5-5 34 310 � GAR g �a GAR u W:308 11-0�3 W' 1 1Z W:308 2-4 W:308 j 4, Q ;^ R:366, R:632 R:1876 R:895 U:46 U:-55 U: -253U:-121 ; IAJj 43-10-8 s Z. k 11 12 134 15 16 17 18 19 20 -2-8 v 55-2528 TvNv� th ®®5-2-8 10J, �l°3 �,llF J, ie J,l?~, hlv�. UB STdTI: OF GPS ®� 5/5/2006 OVER 4 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: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOlo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 YCTl p youanruss is laterally braced by the roof or floor sheathing and me 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 ste-11 A cause the moisture content of the wood to exceed 19%and/or "use connector plate corrosion. Fabrite, handle, install environment that will ca 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' avallable as output from Truswal software, 'ANSUTPI 1','1NTCA V- Wood Truss BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 Council of America Standard Design Responsibllfties,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrfo 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 40.00 psf Seqn T6.5.0 - 27574 30" lJob Name: laouinta aolf estates Truss ID: A3 Qtv: 2 Drwa: G X -LOC REACT SIZE REQ'D 1 0- 1-12 446 3.50" 1.50" 2 13-10- 4 680 3.50" 1.50- 3 18- 1-12 2043 3.50" 2.55" 4 43- 8-12 878 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 -853 0.01 0.25 0.26 2-3 -329 0.00 0.25 0.25 3-4 988 0.15 0.26 0.41 4-5 2286 0.34 0.29 0.62 5-6 -1421 0.02 0.29 0.30 6-7 -2275 0.04 0.19 0.23 7-8 -2015 0.03 0.21 0.25 8-9 -784 0.00 0.21 0.22 9-10 -791 0.01 0.09 0.09 BC FORCE AXL END CSI 1-12 -2 0.00 0.09 0.09 2-13 909 0.14 0.06 0.20 3-14 241 0.03 0.06 0.10 4-15 -1419 0.02 0.05 0.07 5-16 -1419 0.02 0.12 0.13 6-17 -502 0.00 0.12 0.12 7-18 -505. 0.00 0.08 0.09 8-19 1561 0.23 0.07 0.31 9-20 2297 0.34 0.07.0.41 0-21 1969 0.29 0.06 0.36 1-22 2 0.00 0.08 0.08 WEB FORCE CSI 1-1 -402 0.21 1-23 0 0.00 1-12 887 0.31 2-12 -158 0.03 2-13 -661 0.40 3-13 309 0.11 3-14 -1252 0.42 4-14 862 0.30 4-15 24 0.01 4-16 -1344 0.34 5-16 -2149 0.58 WEB FORCE CSI 5-17 75 0.04 5-18 2032 0.70 6-18 -631 0.12 6-19 774 0.27 7-19 -187 0.04 7-20 -310 0.20 8-20 228 0.08 8-21 -1300 0.84 9-21 -194 0.04 10-21 1132 0.39 10-22 -869 0:18 TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Install interior support(s) before erection. This truss is designed using the 'End verticals are designed for axial loads CBC -01 Code. only unless noted otherwise. Bldg Enclosed Yes, Importance Factor = 1.00 Extensions above or below the truss profile Truss Location = End Zone (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category = C indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg width = 20.00 ft the end of the extensions have not been Mean roof height = 12.50 ft, mph - 80 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = 12.6 psf otherwise unsupported wall may create a TC Dead 10.00 psf P hinge effect that requires additional design 12 13 14 155 16 117 consideration (by others). 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 m m 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 N �* 41-4-8 ;-2 61 1 2 3 4 5 6 7 8 910 0.25 -0.25 UPLIFT REACTION(S) : Support 1 1-57 lb Support 2 -260 lb Support 3-263'lb Support 4 -119 lb T 3 - 4, T 5-0-0 3 3-4 4-4 - 5-8 3-12 3-4 5=5 4-4 5-5 - 11-8-6T2 6.3 lS 1P W:308 3-4 ' 3-4 4 3 13-10_ 1i 2 2� 3-8 W:308 5-5 3-4 3_10 2 4 W:308R:446 C7i'rE�r U:57 R:8d U:6-260 R:2043 U:-263 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb R:78 U:8 19 r\�Lo_GAR , 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 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 1k; V{o 43-10-6 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 P 11 12 13 14 155 16 117 18 19 20 T12 y$ �� A�f 5-2-, 52� ,0.5-01T1 Phone (760) 341-2232 T ry m -lml111a� m m m 07 O] mm TUB 6"VO� �f'� 1 i/ 1 5-2-8 owl,• Q l MAX DEFLECTION (span) : L/999 MEM 19-20 (LIVE) LC L= -0.14" D= -0.15" T= ---== Joint Locations =---- 1 0- 0- 0 13 10- 5- 0 2 5- 2- 8 14 13-10- 4 3 10- 5- 0 15 15- 7- 8 4 15- 7- 8 16 18- 1-12 5 20-10- 0 17 20-10- D 6 26- 0- 8 18 26- 0- 8 7 31- 3- 0 19 31- 3- 0 8 36- 5- 8 20 36- 5- 8 9 41- 8- 0 21 41- 8- 0 10 43-10- 8 22 43-10- 8 11 0- 0- 0 23 0- 0- 0 12 5- 2- 8 5/5/2006 OVER 4 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: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: jolo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb T 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 U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 P Re Mbr Bnd 1.15 P 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. Desert, Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANSU'W 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 TPI 1',TCA 1' -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - SUMMARY SHEETS' by WrCA TPI. The Truss Plate Institute is located 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 (SCSI 1413) and'BCSI and (TPI) at Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27576 29" J'0b Name: laquinta golf estates Truss ID: A4 G X -LOC REACT SIZE REQ -D TC 2x4 SPP 1650F -1.5E 1 0- 1-12 649 3.50 . 1.50• BC 2x4 SPF 1650F-1.SE 2 20- 2-12 2133 3.50• 2.68• WEB 2x4 HF STUD 3 43- 8-12 817 3.50• 1.50• PLATE VALUES PER ICBG RESEARCH REPORT #1607 G REQUIREMENTS shoves are based ONLY Mark all'interior bearing locations. the truss material at each bearing Drainage must be provided to avoid ponding. TC FORCE AXL BND CSI 1-2 -1485 0.03 0.27 0.29 2-3 -1567 0.02 0.24 0.26 3-4 527 0.02 0.21 0.23 4-5 2216 0.33 0.32 0.65 5-6 -900 0.00 0.32 0.32 6-7 -1885 0.03 0.20 0.23 7-8 -1804 0.03 0.21 0.24 8-9 -725 0.00 0.21 0.21 9-10 -732 0.00 0.09 0.09 BC FORCE AXL HND CSI 1-12 -2 0.00 0.09 0.09 2-13 1616 0.24 0.07 0.31 3-14 1520 0.23 0.07 0.30 4-15` -585 0.04 0.15 0.19 5-16 -1707 0.02 0.18 0.20 6-17 -1708 0.02 0.12 0.15 7-18 998 0.15 0.07 0.22 8-19 1934 0.29 0.07 0.35 9-20 1770 0.26 0.06 0.33 0-21 2 0.00 0.08 0.08 WEB FORCE CSI WEB FORCE CSI 1-1 -602 0.32 5-17 2340 0.81 1-22 0 0.00 6-17 -736 0.15 1-12 1546 0.54 6-18 1094 0.38 2-12 -363 0.07 7-18 -312 0.06 2-13 -222 0.13 7-19 -145 0.09 3-13 187 0.07 8-19 165 0.06 3-14 -1371 0.84 8-20 -1146 0.74 4-14 529 0.18 9-20 -198 0.04 4-15 -2155 0.60 10-20 1048 0.36 5-15 -1328 0.26 10-21 -808 0.17 5-16 39 0.02 ®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. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 m m 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41 8-0 1 2 3 4 T2 5-0-0 3 3-4 4-4 6-6 2-4 3-0 3-4 5-5 B1 W:308 R:649 U:-80 5 6 7 8 910 025 9 urwg: UPLIFT REACTION(S) Support 1 -80 lb Support 2 -291 lb Support 3 -105 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 = 12.50 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf R3-4 5-5 3-4 3-4 5-5 T T T I2-0.3 I SHIP 6-8 4-4 3-4 3-8 1 B2 2.4 B3 W:308 W:308 R:2133 R:817 U:-291 U:-105 43-10-8 11 12 13 14 , 156 17 18 19 M 2-8 5-2-8 5.2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 co 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 *UB ---== Joint Locations =---- 1 0- 0- 0 12 5- 2- 8 2 5- 2- 8 13 10- 5- 0 3 10- 5- 0 14 15- 7- 8 4 15- 7- 8 15 20- 2-12 5 20-10- 0 16 20-10- 0 6 26- 0- 8 17 26- 0- 8 7 31- 3- 0 18 31- 3- 0 8 36- 5- 8 19 36- 5- 8 9 41- 8- 0 20 41- 8- 0 10 43-10- 8 21 43-10- 8 11 0- 0- 0 22 0- 0- 0 X �t -� TE OF 5/5/2006 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: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb areto 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 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 youanrussnoted. 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 rle ste-11 A s environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. pl. PalmDesert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI YJTCA V- BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 V. Wood Truss Council of America Standard Design Responsibilbies,'BUILAING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27577 22" Job`Name: la uinta golf estates Truss ID: A4 Qty: 9 Drw : 2-4 B3 RG X -LOC REACT SIZE REQD TC 2x4 SPP 1650F-1.SE web bracing required at each location shown. UPLIFT REACTION(S) U:-291 1 0- 1-12 649 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -80 lb 2 20- 2-12 2133 3.50^ 2.68^ WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -291 lb 3 43- 8-12 817 3.50^ 1.50^ PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -105 lb RG REQDIREI4ENTS shown are basad ONLY Mark all interior bearing locations. MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing Drainage must be provided to avoid ponding. Install interior support(s) before erection. CBC -01 Code. Seqn T6.5.0 - 27577 End verticals are designed for axial loads Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI only unless noted otherwise. Truss Location = End Zone 1-2 -1485 0.03 0.27 0.29 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C 2-3 -1567 0.02 0.24 0.26 (if.any) have been designed for loads Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 527 0.02 0.21 0.23 indicated only. Horizontal loads applied at Mean roof height = 12.50 ft, mph - 80 4-5 2216 0.33 0.32 0.65 the end of the extensions have not been CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -900 0.00 0.32 0.32 considered unless shown. A drop -leg to an 6-7 -1885 0.03 0.20 0.23 otherwise unsupported wall may create a 7-8 -1804 0.03 0.21 0.24 hinge effect that requires additional design 8-9 -725 0.00 0.21 0.21 consideration (by others). 9-10 -732 0.00 0.09 0.09 BC FORCE AXL BND CSI 1-12 -2 0.00 0.09 0.09 2-13 1616 0.24 0.07 0.31 3-14 1520 0.23 0.07 0.30 4-15 -585 0.04 0.15 0.19 5-16 -1707 0.02 0.18 0.20 6-17 -1708 0.02 0.12 0.15 7-18 998 0.15 0.07 0.22 8-19 1934 0.29 0.07 0.35 9-20 1770 0.26 0.06 0.33 0-21 2 0.00 0.08 0.08 WEB FORCE CSI WEB FORCE CSI 1-1 -602 0.32 5-17 2340 0.81 1-22 0 0.00 6-17 -736 0.15 1-12 1546 0.54 6-18 1094 0.38 2-12 -363 0.07 7-18 -312 0.06 2-13 -222 0.13 7-19 -145 0.09 3-13 187 0.07 8-19 165 0.06 3-14 -1371 0.84 8-20 -1146 0.74 4-14 529 0.18 9-20 -198 0.04 4-15 -2155 0.60 10-20 1048 0.36 5-15 -1328 0.26 10-21 -808 0.17 5-16 39 0.02 T 5-" 1 Ill_" TT 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 � 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 41-4-8 7-2-81 1 2 3 4 5 6 7 8 910 0.25 -0.25 R3-4 6-6 4-12 5-5 3-4 3-4 5-5 T T T I2-0-3 I SHIP 2-4 3-6 3-4 5-5 3 6-8 4-4 3-4 3-8 81 -0 B2 2-4 B3 W:308 20-2-12 W:308 W:308 R:649 R:2133 R:817 U:-80 U:-291 - U:-105 43-10-8 TC Live 20.00 psf 11 5-2-8---, 12 13 14 156 17 s-z� s-z� s-2� i 5-2� 5-2_� 18 19 W�_2B 5-2� 5-2$ � ml�"�T� 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 , r,'UB ---== Joint Locations =--- 1 0- 0- 0 12 5- 2- 8 2 5- 2- 8 13 10- 5- 0 3 10- 5- 0 14 15- 7- 8 4 15- 7- 8 15 20- 2-12 5 20-10- 0 16 20-10- 0 6 26- 0- 8 17 26- 0- 8 7 31- 3- 0 18 31- 3- 0 8 36- 5- 8 19 36- 5- 8 9 41- 8- 0 20 41- 8- 0 10 43-10- 8 21 43-10- 8 11 0- 0- 0 22 0- 0- 0 i 4J ./� SATE 5/5/2006 - 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: 3132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' jolo. and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr:gb are to beveririedbythe component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A 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. se Palm Desert, CA. 92211 2 abrace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead CBC YJnd ANSI(TPI I', TCA V - Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION' - 10.00 psf Design Spec -01 Phone ( ) 34A. 2 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrto 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 40.00 psf Seqn T6.5.0 - 27577 22" I,Pob Name: laquinta qolf estates Truss ID: A401 Qtv: 1 Drwq: RG X -LOC REACT SIZE REQ 'D 1 0- 0- 0 181 3.50 . 1.50- 2 1- 8-13 52 3.50 2.68• 3 3- 5-11 36 3.50•• 1.50• 4 5- 2- 8 359 3.50• 1.50• 5 6-11- 5 35 3.50• 1.50• 6 8- 8- 3 35 3.50• 1.50• 7 10- 5- 0 253 3.50• 1.50• 812-1-13 1-13 35 3.50" 1.50" 9 13-10-11 33 3.50• 2.09• 10 15- 7-8 204 3.50• 2.82- 11 17- 1- 5 44 3.50" 1.50" 12 18- 7- 3 22 3.50• 1.50• 13 20- 1- 0 1644 3.50• 1.50• 14 20- 2-12 1644 3.50" 1.98" 15 43- 8-12 828 3.50• 1.50• RG REQDIREMENTS sboorn are based ONLY n the truss material at each bearing TC FORCE AXL HND CSI 1-2 453 0.01 0.30 0.32 2-3 469 0.04 0.30 0.34 3-4 766 0.09 0.21 0.31 4-5 1816 0.23 0.30 0.52 5-6 -1402 0.01 0.30 0.30 6-7 -1948 0.03 0.19 0.22 7-8 -1821 0.03 0.22 0.24 8-9 -715 0.00 0.22 0.22 9-10 -718 0.00 0.09 0.09 BC FORCE AXL END CSI L1-12 0 0.00 0.03 0.03 L2-13 0 0.00 0.01 0.01 L3-14 0 0.00 0.01 0.01 A-15 0 0.00 0.17 0.17 LS -16 -2201 0.16 0.14 0.31 L6-17 -2213 0.16 0.06 0.22 L7-18 1829 0.26 0.06 0.32 L8-19 1978 0.29 0.06 0.36 L9-20 1785 0.27 0.06 0.33 10-21 -371 0.00 0.08 0.08 WEB FORCE CSI WEB FORCE CSI 1-1 -156 0.08 5-17 2125 0.74 1-22 0 0.00 6-17 -681 0.13 1-12 -521 0.29 6-18 922 0.32 2-12 -302 0.06 7-18 -241 0.05 2-13 -732 0.44 7-19 -456 0.29 3-13 -293 0.08 8-19 288 0.09 3-14 -992 0.60 8-20 -1177 0.76 4-14 526 0.17 9-20 -169 0.03 4-15 -1647 0.86 10-20 1028 0.36 5-15 -1241 0.24 10-21 -820 0.17 5-16 138 0.04 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD GBL ELK 2x4 HF STUD Install interior supports) 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. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). HORIZONTAL REACTIONS) support 1 -804 lb support 4 -1149 lb - support 7 -1057 lb support 10 -4208 lb support 13 3198 lb support 14 3198 lb support 15 -370 lb + + + + + + + + + + + + + + + + + + + + + + Designed for 110 Plf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 % live load. Duration=1.33. Partial continuous bearing reaction = 1083 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) : Support 1 -93 lb Support 4 -97 lb Support 7 -74 lb Support 10 -169 lb Support 12 -48 lb Support 13 -239 lb Support 14 -239 lb Support 15 -120 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1. Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 £t, Bldg Width = 20.00 Mean roof height = 12.50 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf 00 ft MAX DEFLECTION (span) : L/999 MEM 18-19 (LIVE) LC 5-2$ 5-2-8 5-2$ 5-2$ 5-2-8 5-2-8 5-2-8 5-2-8- 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 a ---_= Joint Locations =---- 1 0- 0- 0 12 5- 2- 8 1 2 3 4 415 6 7 8 910 3 10- 5- 0 14 15- 7- 8 4 15- 7- 8 15 20- 2-12 F_0__ -0� 5 20-10- 0 16 20-10- 0 6 26- 0- 8 17 26- 0- 8 7 31- 3- 0 18 31- 3- 0 T 2 3 a T 8 36- 5- 8 19 36- 5- 8 9 41- 8- 0 20 41- 8- 0 5-" 3 3-4 3-4 5 6 3-12 34 5-5 4-45-5 10 5-0-0 11 40-10- 0 22 40-10- 0 1 i,-8 I2-6 3 SHIP 0-0 0 24 3-4 3-4 552�Y-02 a 3B14 5-5 3-43 8 2-4 B15 GArR A. 43-10-8 C v 11 12 13 1a 156 17 18 19 M _2-8 � C 52-852 X52-852-852-855-2-852 X55-2-8 t, 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41 8-0 SUB TYPICAL PLATE: 1.5-3 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. 5/5/2006 Scale: 3/32" = V 23" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chi(' jol0 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb areto be ventied 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 low[ building code and the particular application. The design assumes that the top chord A Company You CTrl p y an uss 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 ste-11A 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 DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI \NTCA V- Wood Truss 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1.03) 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 40.00 psf Segn T6.5.0 - 27578 23" lJob'Nalme: laquinta golf estates Truss ID: A4DA Qtv: 1 Drwa: G X -LOC REACT SIZE REQ'D 1 0- 1-12 649 3.50 . 1.50• 2 20- 2-12 2134 3.50" 2.68• 3 43- 8-12 816 3.50• 1.50• G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 -1484 0.03 0.27 0.29 2-3 -1821 0.02 0.24 0.26 3-4 1580 0.22 0.07 0.29 4-5 2804 0.33 0.32 0.66 5-6 -1605 0.00 0.32 0.32 6-7 -1897 0.03 0.20 0.23 7-8 -1802 0.03 0.22 0.24 8-9 -749 0.00 0.22 0.22 9-10 -731 0.00 0.08 0.09 BC FORCE AXL HND CSI 1-12 -4826 0.68 0.07 0.75 2-13 4380 0.62 0.06 0.68 3-14 3283 0.46 0.06 0.52 4-15 -2038 0.24 0.14 0.38 5-16 -3149 0.20 0.11 0.31 6-17 -3155 0.20 0.06 0.26 7-18 2067 0.29 0.06 0.35 8-19 3560 0.50 0.06 0.56 9-20 4445 0.62 0.06 0.69 0-21 4826 0.68 0.05 0.73 WEB FORCE CSI WEB FORCE CSI 1-1 -602 0.32 5-17 2303 0.80 1-22 0 0.00 6-17 -747 0.15 1-12 1769 0.58 6-18 1538 0.50 2-12• -421 0.07 7-18 -474 0.09 2-13 -1001 0.60 7-19 -913 0.58 3-13 445 0.14 8-19 474 0.15 3-14 -1550 0.94 8-20 -1410 0.91 4-14 593 0.19 9-20 -197 0.04 4-15 -2156 0.95 10-20 1047 0.36 5-15 -1324 0.26 10-21 -808 0.17 5-16 92 0.03 TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Mark all interior bearing locations. Drainage must be provided to avoid ponding. .. + + + + + + + + + + + + + + + + + + + + Designed for 110 Plf drag load applied evenly along the top chord to the chord O ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.33 Horiz. reaction = 4.8 X lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. ®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. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge.effect that requires additional design consideration (by others). UPLIFT REACTION(S) : Support 1 -79 lb Support 2 -292 lb Support 3 -105 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 = 12.50 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf ---== Joint Locations =---- 1 0- 0- 0 12 5- 2- 8 2 5- 2- 8 13 10- 5- 0 3 10- 5- 0 14 15- 7- 8 4 15- 7- 8 15 20- 2-12 5 20-10- 0 16 20-10- 0 55-2-8 55-2� 55-2� 5-2-8 5-2-8 5-2� 5-2� 5-2_� " 7 31- 3- 0 18 31- 3- 0 5-2-8 10-5-0 15-7-8 20-10-0 26-M 31-3-0 36-5-8 41-8-0 N v 8 36- 5- 8 19 36- 5- 8 99 9 41- 8- 0 20 41- 8- 0 41-4$ 7-2$' 10 43-10- 8 21 43-10- 8 1 2 3 4 5 6 7 8 910 11 0- 0- 0 .22 0- 0- 0 0� 2 R3-4 T 3 3- 4-4 6-6 4-12 4� 5-5 4-4 5-5 5-0-0 12.6.3 I SHIP TE B , 3-8 3-4 5-6 3-1 � B2 3-10 5-6 3-4 3-10 2-4 B3 1Q�®��C% R:649 20-2-12 R:2134 R:816 U:-79 U:-292 U:-105 trt 1 43-10-8 11 12 13 14 156 17 18 19 Z�1 5-2-8 5-2_� 55-2-8 55-2-8 55-2-8 55-2-8 55-2=8� 55-2-8 m� 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 31-3-0 36-5-8 41-8-0 2 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. 5/5/2006 Scale: 3132" = V 23- 5/5/2006 3a WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo977 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' jolo 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 Ds nr: b g g TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS uflllzed on this design meet or exceed the loading Imposed by the lora) 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 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A 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 PalmDesert CA. 9pl. Desert, end brace this truss In accordance with the following standards: 'Joint and Cuffing Detail Reports' available as output from Truswal software, CBC Phone (760) 341-2232 1ANS11TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1413) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf Design Spec -01 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 40.00 psf Seqn T6.5.0 - 27579 23- 5/5/2006 3a Job Natne: la uinta golf estates Truss ID: A5 Qty: 2 Drw : Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer RG x -LOC REACT SIZE REQ;D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB nr: b g g 1 0- 1-12 656 3.50^ 1.50^ BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -86 lb is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 2 20- 2-12 2036 3.50^ 2.54^ WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -290 lb BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm DesertCA. 92211 3 41- 8- 4 739 3.50^ 1.50^ PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -98 lb Design Spec CBC -01 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. RG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. MULTIPLE LOAD CASES. This truss is designed using the n the trues material at each bearing Drainage must be provided to avoid ponding. Install interior support(s) before erection. CBC -01 Code. End verticals are designed for axial loads Bldg Enclosed = Yes, importance Factor = 1.00 TC FORCE AXL BND CSI only unless noted otherwise. Truss Location = End Zone 1-2 -1507 0.03 0.27 0.30 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C 2-3 -1610 0.02 0.24 0.26 (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -422 0.00 0.22 0.22 indicated only. Horizontal loads applied at Mean roof height = 11.14 ft, mph - 80 4-5 2033 0.30 0.31 0.62 the end of the extensions have not been CBC Special Occupancy, Dead Load =, 12.6 psf 5-6 -840 0.00 0.31 0.32 considered unless shown. A drop -leg to an 6-7 -1610 0.02 0.20 0.23 otherwise unsupported wall may create a 7-8 -1350 0.01 0.24 0.25 hinge effect that requires additional design 8-9 -4 0.00 0.24 0.24 consideration (by others). BC FORCE ABL HND CSI ' 0-11 -2 0.00 0.09 0.09 1-12 1640 0.24 0.07 0.32 2-13 1565 0.23 0.07 0.31 3-14 -420 0.05 0.15 0.20 MAX DEFLECTION (span) 4-15 -1559 0.02 0.17 0.19 L/999 MEM 11-12 (LIVE) LC 5-16 -1560 0.02 0.11 0.14 L= -0.11" D= -0.09" T= - 6-17 926 0.14 0.07 0.20 ' 7-18 1643 0.24 0.07 0.32 J =---= o0- LOC=---- 8-19 1300 0.19 0.09 0.28 1 0- 0 11 5int 11 - 2- 8 2 5- 2- 8 12 10- 5- O WEB FORCE CSI WEB' FORCE CSI 3 10- 5- 0 13 15- 7- 8 0-1 -609 0.32 5-15 37 0.02 4 15- 7- 8 14 20- 2-12 1-20 0 0.00 5-16`2121 0.73 5 2-10- 0 15 2-10- O 1-11 1569 0.54 6-16 -657 0.13 6 266- 0- 8 16 266- 0- 8 2-11 -370 0.07 6-17 889 0.31 5-2-8 5-2-8 5-2-8 - 5-2-8 5-2.8 5-2-8 5-2-8 5-4-8 -� i 7 31- 3- 0 17 31- 3- 0 2-12 -171 0.10 7-17 -237 0.05 S 36- 5- 8 18 36- 5- 6 3-12 171 0.06 7-18 -323 0.21 5-2-8 10-5-0 15-7-8 20-10-0 26-M 31-3-0 36-5-8 41-10-0 9 41-10- 0 19 41-10- o 3-13 -1327 0.81 8-18 250 0.09 41-4-8 10 0- 0- 0 20 0- 0- 0 4-13 516 0.18 8-19 -1415 0.92 2 3 4 5 6 7 $ 9� 4-14 -2122 0.58 9-19 -131 0.03 5-14 -1236 0.24 0.25 T 0 T 5-0-0 3 3 4 4 4 6-6 3-12 5-5 3-4 4-4 2-4_0 J -1 2_ -6-11 SHIP 3-6 3-4 5-5 6-0 3-4 3-4 ® W:308 2 4 20-2-12 �BI W:308 4� W:308 ee� P R:656 R:2036 R:739 � • �� U:-$6 U:-290 U:-9$ 50- 41-10-0 10 11 12 13 14§ 16 17 18 19 3-0 55-25 5-2 8 i 5-2 8 4-7 4 I m m m m m m m ��• ��f y 5-2-8 ,0-5-0 15-7-8 20-2-12 �I ry �ilry co ,Hite v�, aTU6 �•% ,��f F``Y `� ArE o�%% 5/5/2006 OVER 3 SUPPORTS - AII 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: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' jolo 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 DB nr: b g g TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A 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 DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joico and Cutting Demi) Reports' available as output from Truswal software, BC Dead > Phone (760) 341-2232 'ANSb'TPI 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Insthute (TPI) Is located at 583 D'Onofrio Drive, Madison, 10.00 psf Design Spec CBC -01 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 40.00 psf Seqn T6.5.0 - 27580 21" ,Job Name: la uinta golf estates Truss ID: A5A Qty: 2 Drw : / RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) W:308 W:308W:308 R:200 R:2235 U:-1053 U:444 1 6- 8- 4 200 3.50 .1.50^ 2x4 HF STUD 15-7 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -1053 lb 2 9- 4-12 2235 3.50• 2.83• BC 2x4 SPF 1650F -I -SE MULTIPLE LOAD CASES. Support 2 -444 lb 3 31- 1- 4 741 3.50• 1.50• WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 3 -130 lb RG REQUIREt4ENTS shoes are based ONLY Mark all interior bearing locations. Loaded for 10 PSF non -concurrent BCLL. HORIZONTAL REACTION(S) n the truss material at each bearing Drainage must be provided to avoid ponding. Install interior support(s) before erection. support 1 -131 lb Dsgnr: Flat top chord has not been designed for End verticals are designed for axial loads support 3 -131 lb TC FORCE AXL END CSI drifting snow unless noted otherwise. only unless noted otherwise. This truss is designed using the 1-2 1341 0.20 0.14 0.34 Due to high uplift reaction, this truss Extensions above or below the truss profile CBC -01 Code. environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, install 2-3 564 0.08 0.14 0.22 requires special connection details (if any) have been designed for loads Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -415 0.00 0.12 0.12 (designed by others) to secure truss indicated only. Horizontal loads applied at Truss Location = End Zone 4-5 -969 0.01 0.12 0.13 to a rigidly anchored support. the end of the extensions have not been Hurricane/Ocean Line = No , Exp Category = C 5-6 -1728 0.16 0.00 0.16 considered unless shown. A drop -leg to an Bldg Length = 40.00 ft, Bldg width = 20.00 ft 6-7 93 0.00 0.16 0.16 otherwise unsupported wall may create a Mean roof height = 12.88 ft, mph - 80 7-8 -82 0.00 0.23 0.23 hinge effect that requires additional design CBC Special Occupancy, Dead Load = 12.6 psf 8-9 -1668 0.02 0.23 0.25 consideration (by others). BC FORCE AXL HND CSI 0-11 132 0.00 0.11 0.11 1-12 -1284 0.01 0.11 0.12 2-13 -465 0.00 0.03 0.03 3-14 493 0.07 0.04 0.11 MAX DEFLfiCTION (span) 4-15 1467 0.22 0.07 0.28 L/999 MEM 15-16 (LIVE) LC 5-16 1704 0.25 0.06 0.32 L= -0.08n D= -0.08" T= - 6-17 1543 0.23 0.11 0.34 ---_= Joint Locations =---- WEB FORCE CSI WEB FORCE CSI ry 1 0- 0- 0 10 0- 0- 0 5-6 -117 0.19 4-13 -724 0.14 2-10-8 4-5-0 v rb 4-7-1 5-6-11 2 2-10- 8 11 '2-10- 8 1-10 1059 0.37 4-14 688 0.24 -+ m. � l 3 4-11- 0 12 4-11- 0 1-11 -1732 0.49 5-14 -653 0.17 2-10$ v 12-0-8 19-1-13 24-8-8 4 7- 7- B 13 7- 7- 8 2-11 -1038 0.21 5-15 331 0.11- 14-5-0 10-3-8 5 12- 0- 8 14 - 8- 0 2-12 1123 0.39 6-8 -1508 0.68 6 14- 6-12 15 144- 6-12 3-12 -843 0.17 6-16 -182 0.09 1 2 3 4 5 67 8 9 7 14- 6-12 16 19- 1-13 3-13 1154 0.40 8-16 187 0.07 8 19- 1-13 17 24- 8- 8 9 24- 8- 8 -0.25 4.00 5-9-1 T 2-6-3 1 3 5-9-1 SHIP 4 =0-3-14 17" 24 3 6 ff �� - of i / B1 2.10-0 B2 B3 W:308 W:308W:308 R:200 R:2235 U:-1053 U:444 R:741jjactry U:-130 24-8-8 �T 6-6$ 10 11 12 13 14 15 16 17 2-10-8 m 4-1012 4-7-1 5-6-11 STUB m m 2-10-8 1c N6 m m m 1 Nim 14-6-12 19-1-13 24-8-8 f o 5/5/2006 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: 3116" = 1' • WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' jolo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb T R U S SWO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You CTruss! p y an 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 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 TC Dead 10.00 psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI Responsiblllties,'BUILDING BC Dead 10.00 psf Design Spec CBC -01 r Phone (760) 341-2232 1', WTCA 1' • Wood Truss Council of America Standard Design COMPONENT SAFETY INFORMATION' - (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo 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 40.00 psf Seqn T6.5.0 - 27581 17" Job Nahie. la uinta golf estates RG B -LOC REACT SIZE REQ'D TC 1 0- 1-12 379 3.50" 1.50• 2 20- 2-12 6775 3.50" 2.86• BC 3 41- 8- 4 6551 3.50• 3.13• WEB RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE ABL BND CSI 1-2 1151 0.02 0.09 0.11 2-3 2939 0.10 0.09 0.19 3-4 5234 0.24 0.08 0.32 4-5 7945 0.40 0.20 0.60 5-6 -7222 0.04 0.20 0.24 6-7 -16618 0.22 0.33 0.55 7-8 -14277 0.21 0.65 0.86 8-9 -12562 0.16 0.33 0.49 BC FORCE ABL BIND CSI 0-11 -2 0.00 0.03 0.03 1-12 -1327 0.03 0.03 0.06 2-13 -3159 0.01 0.04 0.05 3-14 -5359 0.04 0.14 0.18 4-15 -5701 0.03 0.14 0.17 5-16 -5702 0.03 0.11'0.14 6-17 7893 0.39 0.09 0.48 7-18 17227 0.86 0.09 0.94 8-19 17225 0.86 0.09 0.95 0-20 14043 0.70 0.09 0.79 >.0-21 2 0.00 0.09 0.09 WEB FORCE CSI WEB FORCE CSI LO -1 375 0.04 5-16 13343 0.66 1-22 0 0.00 6-16 -4666 0.29 1-11 -1199 0.08 6-17 9841 0.49 2-11 482 0.06 7-17 -1291 0.08 2-12 -1695 0.12 7-18 51 0.01 3-12 678 0.08 7-19 -3238 0.23 3-13 -2749 0.20 8-19 1484 0.17 4-13 948 0.11 8-20 -3931 0.24 4-14 -3152 0.22 9-20 14214 0.71 5-14 -5887 0.36 9-21 -6469 0.40 5-15 40 0.01 Truss ID: A6 2x4 SPF 1650F -1.5E 2x4 SPF 210OF-1.8E 6-9 2x4 SPF 1650F-1.SE 2x4 RF STUD 2x4 SPF 1650F -1.5E 5-16, 6-17 TC Live 20.00 psf 20-9 Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI - 1995 TRIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). + + + + + + + + + r + + + + + + + + + + + + 3-PLYI Nail w/lOd BOX, staggered (per NDS) in: TC- 5 BC- 2 WEBS- 2 **PER FOOTI** Nail in layers or from each face. 55-2-8, 55-2-8 5-2-8 i 5-2-8 5-2=8 5-2� 5-2-8 5-4=8 5-2$ 10-5-0 15-7$ 20-10-0 26-0$ 31-3-0 36-5$ 41-10-0 41-4-a 3-PLYS 1 2 3 4 5 6 7 8 9 REQUIRED025 51 UPLIFT REACTION(S) : Support 1 -361 lb Support 2 -967 lb Support 3 -928 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 £t Mean roof height = 11.14 ft, mph = 80 CBC Special Occupancy, Dead -Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 30- 3- 8 0. TC Vert 585.00 30- 3- 8 585.00 37- 4- 0 0. TC Vert 60.00 37- 4- 0 60.00 41-10- 0 0. BC Vert 20.00 0- 0- 0 20.00 41-10- 0 0. ..Type... lbs X.Loc LL/TL BC Vert 3151.0 30- 3- 8 0.50 BC Vert 3151.0 37- 4- 0 0.50 ===== Joint Locations ===== 1 0- 0- 0 12 10- 5- 0 2 5- 2- 8 13 15- 7- 8 3 10- 5- 0 14 20- 2-12 4 15- 7- 8 15 20-10- 0 5 20-10- 0 16 26- 0- 8 6 26- 0- 8 17 30- 3- 8 7 31- 3- 0 18 31- 3- 0 8 36- 5- 8 19 36- 5- 8 9 41-10- 0 20 37- 4- 0 10 0- 0- 0 21 41-10- 0 11 5- 2- 8 22 0- 0- 0 T 2 T 5-0-0 3 3-4 3-4 5-5 MX/5-16 7$ 3$ 3-4 6-8 0-0 111-8 6 ; - 2_ $_11 SHIP 2 3-4 3-4 5-5 4 6-10 6$ 3-4 2-4 131 DB2 2 a 6-10 B3 P�CHii�P W:308 20-2-12 W:308 W:308 R:379 R:6775..R:6551 @ GAR U:-361 U:-967 3151# 3151# U:-928 ��' 41-10-0 10 11 12 13 141 1m6 1718 1920 21 12� LU 52� 5-2-8 5-2-8 147�IIm m m 6-1-0 4$-0 Cr- -7-8 � -7374-2-5STUB ¢ �\y N5 t d 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. 5/5/2006 Scale: 3/32" = 1' 49" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo977 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: Jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: T R are to be -rifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb TC Live 20.00 psf DurFacs L=1.25 P=1.25 U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvvise 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 Ste -11A s rleA. 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 pl. pi. Palm Desert, and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, BC Dead Design Spec CBC Phone (760) 341-2232 'ANSUTPI 1', WrCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 10.00 psf -01 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 40.00 psf Seqn T6.5.0 - 27582 49" Job Narrib: laquinta golf estates Truss ID: A7 Qtv: 1 Drwa: G K -LOC REACT SIZE REQ'D 1 0- 1-12 673 3.50 . 1.50• 2 20- 2-12 1620 3.50• 1.95- 3 30- 1-12 257 3.50• 1.50• G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE A%L BND CSI 1-2 -1560 0.03 0.27 0.30 2-3 -1715 0.02 0.24 0.27 3-4 -573 0.00 0.22 0.22 4-5 1445 0.22 0.30 0.51 5-6 332 0.01 0.30 0.31 6-7 -3 0.00 0.20 0.20 BC FORCE Ab:L HND CSI 8-9 -2 0.00 0.09 0.09 9-10 1700 0.25 0.08 0.33 0-11 1675 0.25 0.08 0.33 1-12 493 0.07 0.14 0.21 2-13 -1177 0.01 0.15 0.16 3-14 •1177 0.01 0.10 0.10 4-15 -283 0.04 0.05 0.09 TC 2x4 SPP 1650F-l.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD PLATE VALUES PER ICBO 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 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTIONS) : Support 1 -116 lb Support 2 -285 lb Support 3 -77 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 = 11.02 ft, mph - 80 CBC Special Occupancy, Dead Load 12.6 psf 22n. WEB FORCE CSI WEB FORCE CSI This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' 1010 and done in accordance whh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 8-1 -626 0.33 4-12 -2033 0.55 ---_= Joint Locations T R U S S WO R KS =---- 1-16 0 0.00 5-12 -828 0.16' 1 0- 0- 0 9 5- 2- 8 1-9 1.624 0.56 5-13 36 0.01 2 5- 2- 8 10 10- 5- 0 2-9 387 0.07 s-14 1113 0.39 3 10- 5- 0 11 15- 7- 8 2-10 49 0.01 6-14 -309 0.06 5-2-8 5-2-8 5-2-8 5-2-8 5-2-8 4-3-0 4 15- 7- 8 12 20- 2-12 3-10 116 0.05 6-15 316 0.12 5-2-8 10-5-0 15-7-8 20-10-0 26-0-8 30-3-8 5 20-10- 0 13 20-10- 0 3-11 -1188 0.72 7-15 -100 0.02 6 26- 0- 8 14 26- 0- 8 4-11 473 0.16 7 30- 3- 8 15 30- 3- 8 1 2 3 4 5 6 7 8 0- 0- 0 16 0- 0- 0 02 61 W:308 R:673 U:-116 5/5/2006 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: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' 1010 and done in accordance whh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 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-11 A environment that will cause the moisture content of the wood to exceed 19%andior cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Responsibilities. 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 r Phone (760) 341-2232 11, YJTCA V- Wood Truss Council of America Standard Design COMPONENT SAFETY INFORMATION'. (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafrio 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 40.00 psf Seqn T6.5.0 - 27583 lJob Name: laquinta golf estates Truss ID: A8 ON: 1 Drwa: RG K -LOC REACT SIZE REQ'D 1 0- 1-12 386 3.50" 1.50" 2 1- 8-13 37 3.50- 1.95" 3 3- 5-11 35 3.50- 1.50" 4 5- 2- 8 1051 3.50- 1.50" 5 6-11- 5 35 3.50" 1.50" 6 8- 8- 3 35 3.50- 1.50" 7 10- 5- 0828 3.50" 1.50" 8 12- 1-13 35 3.50" 1.50- 9 13-10-11 33 3.50" 2.09" 10 15- 7- 8 775 3.50" 2.82" 11 17- 1- 5 38 3.50" 1.50" 12 18- 7- 3 22 3.50- 1.50" 13 20- 1- 0 1318 3.50- 1.50" 14 20- 2-12 1318 3.50" 1.51- 15 30- 1-12 715 3.50- 1.50" RG REQDIRffi4ENTS shown are based ONLY n the truss material at each bearing TC FORCE ABL END CSI 1-2 468 0.01 0.99 1.00 2-3 477 0.00 0.99 0.99 3-4 237 0.02 0.66 0.67 4-5 541 0.05 0.67 0.71 5-6 -888 0.01 0.67 0.67 6-7 -237 0.00 0.49,0.49 BC FORCE AXL END CSI 8-9 0 0.00 0.01 0.01 9-10 0 0.00 0.01 0.01 0-11 0 0.00 0.01 0.01 1-12 0 0.00 0.11 0.11 2-13 924 0.13 0.09 0.22 0-14 923 0.13 0.06 0.19 L4-15 922 0.14 0.06 0.19 WEB FORCE CSI WEB FORCE CSI 8-1 -370 0.20 4-12 -941 0.49 1-16 0 0.00 5-12 -1197 0.23 1-9 -466 0.26 5-13 108 0.04 2-9 -1017 0.19 5-14 886 0.29 2-10 -635 0.38 6-14 -231 0.04 3-10 -750 0.14 6-15 -1029 0.44 3-11 -719 0.44 7-15 -209 0.04 4-11 -688 0.13 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 1650F -1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD GBL ELK 2x4 HF STUD Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. 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. [+I 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. 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 = 11.02 ft, mph - 80 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. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). HORIZONTAL REACTION(S) support 1 555 lb support 4 713 lb support 7 -587 lb support 10 -2730 lb support 13 1687 lb support 14 1687 lb support 15 -264 lb CBC Special OccupallitOPP Des Load51$12.6 sf 5-2-8 5-2-8 10-5-0 15-7-8 T 5-0-0 111-8-6 0� 5-2-8 5-2-8 4-3-0 20-10-0 26-0-8 30-3-8 + + + + + + + + + + + + + + + + + + + + + + Designed for 110 Plf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 % live load. Duration=1.33. Partial continuous bearing reaction = 747 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTIONS) : Support 1 -67 lb Support 2 -6 lb Support 3 -6 lb Support 4 -185 lb Support 5 -6 lb Support 6 -6 lb Support 7 -145 lb Support 8 -6 lb Support 9 -5 lb Support 10 -136 lb Support 11 -6 lb Support 12 -12 lb Support 13 -232 lb Support 14 -232 lb Support 15 -126 lb ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 185.00 0- 0- 0 127.31 30- 3- BC Vert 20.00 0- 0- 0 20.00 30- 3- MAX DEFLECTION (span) : L/999 MEM 14-15 (LIVE) LC L= -0.02" D= -0.02" T= - =---= Joint Locations =---- 1 0- 0- 0 9 5- 2- 8 2 5- 2- 8 10 10- 5- 0 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 04" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' jol0 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 Ds nr: b g g TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by me Jowl building code and the particular application. The design assumes that the top chord A Company YCTI 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 Bird 1.00 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 BC Live 0.00 psf O.C.Spacing 2-0-0 Desert, Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Curing Detail Reports' available as output from Truswal software, 'BUILDING BC Dead 10.00 CBC Phone (760) 341-2232 'ANSUTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onafrlo Drive, Madison, psf Design Spec -01 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 40.00 psf Seqn T6.5.0 - 27584 04" dab Name: laquinta ciolf estates Truss ID: A8A RG X -LOC REACT SIZEREQD TC 2x4 SPF 165OF-1.SE 1 0- 1-12 180 3.50•1.50• BC 2x4 SPF 1650F -1.5E 2 4- 4- 4 180 3.50• 1.50^ WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY Drainage must be provided Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing tensI directly attached, unless otherwise to avoid ponding a the truss material at each bearing noted. Bracing shown Is for lateral support of components members only to reduce buckling length. ThIX-9- onent shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 TC FORCE AXL HND CSI 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: 'Joint and Cutting Detail Reports' available as output from Truswal software, 1-2 -3 0.00 0.22 0.22 'ANSVrpi 1', WTCA I'- Wood Truss Council of America Standar! Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Design Spec CBC -01 BC FORCE AXL HND CSI Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, oc 20016. 3-4 -1 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI 1-3 -135 0.03 2-4 -135 0.03 1-4 1 0.00 B1 W:308 RA80 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES, PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 4-6-0 t 4-6-0 1 2 0.25 3-4 1.5-3 2-4 3-4 2-7-13 B2 W:308 R:180 3 Drwg: UPLIFT REACTIONS) Support 1 -44 lb Support 2 -44 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 = 11.18 ft, mph - 80 CBC Special Occupancy, Dead Load 12.6 psf MAX DEFLECTION (span) ---== Joint Locations =---- 1 0- 0- 0 3 0- 0- 0 2 4- 6- 0 4 4- 6- 0 mow\ 44 All plates are 20 gauge Truswal Connectors unless precede by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/5/2006 Scale: 19/32" = 1' WARNING Read all notes hn this sheet and ias give a copy of it to the Erecti g Contractor. Eng. Job: EJ. WO: pdOO977 This design Is for an Individual building component not suss system, it has been based on specifications provided by the conent manufacturer Chi(: jolo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions aretobeverifledb thecom onentmanufacturerand/orbuildin designer riortofabrication. The Y P 9 9 P rf�6e@gner must ascertaiq that the loads DS nr: b g g TC Live 20.00 psf DurFaes L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing tensI directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. ThIX-9- onent shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 76-110 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 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: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVrpi 1', WTCA I'- Wood Truss Council of America Standar! Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-01) and'BCSI SUMMARY SHEETS' by WTGA 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 20016. TOTAL 40.00 psf Seqn T6.5.0 - 27585 lJob `iVame': laquinta golf estates Truss ID: A9 ON: 1 Drwa: I G X -LOC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E 1 6- 1-12 4883.50" 1.50" BC 2x4 SPF 165OF-1.5E 2 20- 2-12 1171 3.50" 1.50" WEB 2x4 HF STUD 3 30- 1-12333 3.50" 1.50" Mark all interior bearing locations. G REQDIREME.S shown are based ONLY Drainage must be provided to avoid ponding the truss material at each bearing TC FORCE AXL BND CSI 1-2 -858 0.01 0.20 0.21 2-3 -675 0.00 0.21 0.21 3-4 609 0.09 0.27 0.36 4-5 -382 0.00 0.27 0.27 5-6 -3 0.00 0.20 0.20 BC FORCE AXL HND CSI 7-8 -3 0.00 0.08 0.08 8-9 926 0.14 0.07 0.21 9-10 642 0.10 0.11 0.20 0-11 -396 0.00 0.11 0.11 1-12 -397 0.00 0.09 0.09 2-13 400 0.03 0.09 0.12 WEB FORCE CSI WEB FORCE CSI. 7-1 -452 0.24 4-10 -653 0.13 1-14 0 0.00 4-11 37 0.02 1-8 915 0.32 4-12 668 0.23 2-8 -235 0.04 5-12 -143 0.03 2-9 -302 0.18 5-13 -446 0.19 3-9 190 0.07 6-13 -99 0.02 3-10 -1283 0.67 B1 W:308 R:488 U:-91 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 4-5-0 5-2-8 5-2-8 4-5-0 9-7-8 14-10-0 2 3 . 0.� 5-2-8 4-3_0 20-0-8 24-3-8 4 5 6 UPLIFT REACTIONS) : Support 1 -91 lb Support 2 -226 lb Support 3 -55 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 = 11.02 ft, mph = 80 CBC Special occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.04^ D= -0.04" T= - .0 ===== Joint Locations ===== 1 0- 0- 0 8 4- 5- 0 2 4- 5- 0 9 9- 7- 8 3 9- 7- 8 10 14- 2-12 4 14-10- 0 11 14-10- 0 5 20- 0- 8 12 20- 0- 8 6 24- 3- 8 13 24- 3- 8 7 0- 0- 0 14 0- 0- 0 66-0-0 �7 8 STUB 4.5-0 RAM U:-226 1 :308 R:333 U:-55 9 1011 12 13 , 23-9-8 5-2-8 4-7-46-2-8 4-3-0 1 I C6 -� 9-7-8 14-2-12 ^ 20-0-8 24-3-8 STUB V `1® v11Z I ��t�'4�1 ;V 4 5/5/2006 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: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JDIo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr:gb are to beverMedbythe component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf P Re Mbr Bnd 1.15 P 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.$ acin 2- 0- 0 P g Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Truss Council America Design BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSlrrpl I,,'WTCA 1' - Wood of Standard Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute is located 583 O'Onofrlo Drive, Fax # (760) 341-2293 (SCSI 1.03) and'BCSI (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 T6.5.0 - 27586 Job Name: la uinta golf estates Truss ID: A10 Qty: 3 Drw : 3 3 4 1111-9-14 RG x -LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION S) 2-4 20-0-8 1 6- 1-12 -15 3.50^ 1.50• 2x4 SPF 210OF-1.8E 5-8 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -794 lb U:-794 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 2 20- 2-12 6929 3.50^ 2.941 BC 2x4 SPP 165OF-1.SE MULTIPLE LOAD CASES. Support 2 -1109 lb Rep Mbr Bnd 1.15 75-110 St. Charles ste-11 A 3 41- 8- 4 6488 3.50^ 3.10^ WEB 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 3 -1036 lb BC Dead 10.00 psf Design Spec CBC -01 EG EEQUIREMENTS shown are based ONLY 2x4 SPP 165OF-1. SE 4-14, 5-15 Mark all interior bearing locations. This truss is designed using the 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 a the truss material at each bearing 18-8 Install interior support(s) before erection. CBC -01 Code. Lumber shear allowables are per NDS. + a + + + + + + + + + + + + + + + + + + + + Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Drainage must be provided to avoid ponding. Nail pattern shown is for PLF loads only. Truss Location = End Zone 1-2 2132 0.08 0.08 0.16 Permanent bracing is required (by others) to Concentrated loads MUST be distributed to Hurricane/Ocean Line = No , Exp Category = C 2-3 5277 0.24 0.08 0.32 prevent rotation/toppling. See BCSI 1-03 each ply equally. On multi -ply with hangers, - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 8298 0.41 0.20 0.62 and ANSI/TPI 1. use 3" nails min. into the carrying member. Mean roof height = 11.14 ft, mph - 80 4-5 -6709 0.04 0.20 0.24 End verticals are designed for axial loads For more than 2 ply, use additional fasten- CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -16262 0.21 0.33 0.54 only unless noted otherwise. - ers as indicated from the back plys, or use ----------LOAD CASE #1 DESIGN LOADS --------------- 6-7 -14117 0.20 0.65 0.85 Extensions above or below the truss profile any other approved detail (by others). Dir L.Plf L.Loc R.Plf R.Loc LL/T 7-8 -12440 0.15 0.33 0.48 (if any) have been designed for loads + + + + + + + + + + + + t + + + + + + + + + TC Vert 60.00 6- 0- 0 60.00 30- 3- 8 0.6 indicated only. Horizontal loads applied at 3-PLYI Nail w/10d BOX, staggered (per NDS) TC Vert 585.00 30- 3- 8 585.00 37- 4- 0 0.5 BC FORCE AXL BND CSI the end of the extensions have not been in: TC- 5 BC- 2 WEBS- 2 **PER FOOTI** TC Vert 60.00 37- 4- 0 60.00 41-10- 0 0.6 9-10 -2 0.00 0.04 0.04 considered unless shown. A drop -leg to an Nail in layers or from each face. BC Vert 20.00 6- 0- 0 20.00 41-10- 0 0.0 0-11 -2416 0.01 0.03 0.04 otherwise unsupported wall may create a Due to high uplift reaction, this truss ..Type... lbs X.Loc LL/TL 1-12 -5446 0.04 0.14 0.18 hinge effect that requires additional design requires special connection details BC Vert 3151.0 30- 3- 8 0.50 2-13 -6040 0.03 0.14 0.17 consideration (by others). (designed by others) to secure truss BC Vert 3151.0 37- 4- 0 0.50 3-14 -6041 0.04 0.11 0.14 to a rigidly anchored support. 4-15 7391 0.37 0.09 0.45 5-16 16913 0.84 0.08 0.93 MAX DEFLECTION (span) 6-17 16912 0.84 0.09 0.93 L/999 MEM 15-16 (LIVE) LC 7-18 13892 0.69 0.09 0.78 L= -0.24" D= -0.24^ T= - 8-19 2 0.00 0.09 0.09 ---_= Joint Locations =---- WEB FORCE CSI WEB FORCE CSI' 1 0- 0- 0 11 9- 7- 8 9-1 822 0.09 5-14 -4701 0.29 2 4- 5- 0 12 14- 2-12 1-20 0 0.00 5-15 9919 0.,49 4-5-0 5-2-8 55-2-8 5-2-8 5-2-8 5-2-8 5-4-8 3 9- 7- 8 13 14-10- 0 1-10 -2279 0.15 6-15 -1332 0.08 4 14-10- 0 14 20- 0- 8 2-10 963 0.11 6-16 so 0.01 4-5-0 9-7-8 14-10-0 20-" 25-3-0 30-5-8 35-10-0 5 20- 0- 8 15 24- 3- 8 2-11 -3133 0.22 6-17 -3071 0.2235-4-86 25- 3- 0 16 25- 3- 0 3-11 1073 0.12 7-17 1416 0.16 7 30- 5- 8 17 30- 5- 8 3-12 -3465 0.24 7-18 -3858 0.24 3 -FLYS 1 2 3 4 5 6 7 8 8 35-10- 0 18 31- 4- 0 4-12 -5923 0.36 8-18 14075 0.70 9 0- 0- 0 19 35-10- 0 4-13 37 0.01 8-19 -6406 0.39 REQUIRED °I 25 -0 ZS I 10 4- 5- 0 20 0- 0- 0 4-14 13441 0.67 T ° 4-11-15 3 3 4 1111-9-14 19 4.5-0 5.2� 4_7-4 j STUB m 5_p� q_3��I m 5.2�� 3-4 2-4 20-0-8 B1 ml�� W:308 DurFacs L=1.25 P=1.25 R:-15 01 ze0 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 U:-794 5-5 MX/5-16 7-8 3-8 3-4 5-5 4 6-10 6-8 3-4 3 B2 1.5-3 6-10 14-2-12 ' W:308 R:6929 U:-1109 3151# 3151# 58 T T 4-11-15 SHIP 1 2-4 Q. 35-10-0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. 6-0-0 9 10 11 183 14 1516 1718 19 4.5-0 5.2� 4_7-4 j STUB m 5_p� q_3��I m 5.2�� m 4-5-0 9-7-8 14-214 -12 �^�^ 20-0-8 24-3-8 mlry 30-5-8 ml�� TC Live 20.00 psf vrrn 83 W:308 R:648§ v cc B 5/5/2006 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS 01 ze0 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 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11 A environment that will "use the moisture content of the wood to exceed 19% and/or"use connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Desert, PalmDesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Tniswal software, 'ANSUTPI 1', WTCA V- Wood Truss Council 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo 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 40.00 psf Seqn T6.5.0 - 27561 48" _ :Job Name: laquinta qolf estates Truss ID: A11 Qtv: 2 Drwa: G X -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1.5E 1 6= 1-12 439 3.50 . 1.50• BC 2x4 SPF 165OF-1.5E 2 20- 2-12 1750 3.50• 2.13• WEB 2x4 HF STUD 3 41- 8- 4 758 3.50• 1.50• Mark all interior bearing locations. G REQUIREMENTS shoran are based ONLY Drainage must be provided to avoid ponding the truss material at each bearing TC FORCE AXL BND CSI 1-2 -737 0.00 0.21 0.21 2-3 -410 0.00 0.21 0.21 3-4 1449 0.22 0.30 0.52 4-5 -955 0.01 0.30 0.31 5-6 -1718 0.02 0.20 0.23 6-7 -1397 0.02 0.24 0.26 7-8 -4 0.00 0.24 0.24 BC FORCE AXL BND CSI 9-10 -2 0.00 0.09 0.09 0-11 790 0.12 0.07 0.19 1-12 -419 0.05 0.12 0.17 2-13 -998 0.01 0.14 0.15 3-14 -999 0.00 0.10 0.11 4-15 1088 0.16 0.07 0.23 5-16 1736 0.26 0.07 0.33 6-17 1344 0.20 0.09 0.29 WEB FORCE CSI WEB FORCE CSI 9-1 -403 0.21 4-14 1926 0.67 1-18 0 0.00 5-14 -606 0.12 1-10 786 0.27 5-15 737 0.26 2-10 -186 0.04 6-15 -175 0.03 2-11 -609 0.37 6-16 -372 0.24 3-11 286 0.10 7-16 266 0.09 3-12 -1517 0.80 7-17 -1463 0.95 4-12 -1177 0.23 8-17 -131 0.03 4-13 37 0.02 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall'may create a hinge effect that requires additional design consideration (by others). 4-5-0 5-2-8 5-2-8 5-2-8 5-2-8 55-2-8 5.4-8 4-5-0 9-7-8 14-10-0 20-0-8 25-3-0 30-5-8 35-10-0 2 3 4 5 6 7 8 o� 25 -0� UPLIFT REACTION(S) : Support 1 -57 lb Support 2 -280 lb Support 3 -118 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 = 11.14 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf ---== Joint Locations =---- 1 0- 0- 0 10 4- 5- 0 2 4- 5- 0 11 9- 7- 8 3 9- 7- 8 12 14- 2-12 4 14-10- 0 13 14-10- 0 5 20- 0- 8 14 20- 0- 8 6 25- 3- 0 15 25- 3- 0 7 30- 5- 8 16 30- 5- 8 8 35-10- 0 17 35-10- 0 9 0- 0- 0 18 0- 0- 0 B1 W:308 R:439 U:-57 "-0 STUB OVER 3 SUPPORTS J/ aJ/ L V V V 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: 118"= 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design Is for an Individual building component not truss system. It has been based on specVications provided by the component manufacturer Chk' JOIO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nf: b _ are to be -rifled by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads g g 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 YCTI ouanrussnoted. Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwlse 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 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. Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Truss Council 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 + Phone (760) 341-2232 1', WTCA V- Wood of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27562 18" Wob'Name: laquinta Golf estates . Truss ID: Al2 Qtv: 3 Drwa: I G X -LOC REACT SIZE REQ 1 6- 1-12 413 3.50" 1.50" 2 20- 2-12 1984 3.50" 2.47" 3 46- 0- 4 921 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss anterial at each bearing TC FORCE AXL END CSI 1-2 •-699 0.00 0.54 0.55 2-3 1771 0.26 0.52 0.79 3-4 -1447 0.01 0.42 0.43 !i4-5 -2514 0.05 0.36 0.41 5-6 -1824 0.03 0.34 0.37 6-7 -4 0.00 0.33 0.33 BC FORCE AXL BND CSI 8-9 -2 0.00 0.22 0.22 9-10 695 0.10 0.18 0.28 LO -11 -1524 0.02 0.22 0.24 L1-12 1609 0.24 0.11 0.35 L2-13 2547 0.38 0.10 0.48 L3-14 1749 0.26 0.10 0.36 WEB FORCE CSI WEB FORCE CSI 8-1 -346 0.18 4-11 -739 0.15 1-15 0 0.00 4-12 1009 0.35 1-9 710 0.20 5-12 -169 0.03 2-9 217 0.07 5-13 -767 0.78 2-10 -2076 0.88 6-13 389 0.13 3-10 -1322 0.26 6-14 -1900.0.68 3-11 2937 0.44 7-14 -131 0.03 TC 2x4 SPF 1650F-1.SE BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650F-1.SE 1-9, 3-11 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). ®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. Mark all interior bearing locations. Drainage must be provided to avoid ponding. 7-6-4 6-96-9 6-96-9 6-9-2 6-96-9 55-7-4 7-6.4 14-3-6 21-0-8 27-9-10 34.6-12 40-2-0 025 UPLIFT REACTION(S) : Support 1 -44 lb Support 2 -292 lb Support 3 -133 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 = 11.18 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf T 5 Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer T 4-11-15 3 3-8 3-8 5-5 3-4 6-6 2-4 4-11-15 1 I1.9-14 gb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS 2 -8_7_14JSHIP 2-4 3.4 3 3-8 3-4 3-4 3-8 TC Dead 10.00 psf _ P BI 75-110 St. Charles s ste-11A rleA. B2 BC Live 0.00 psf O.C.Spacing 2- 0- 0 B3 W:308 BC Dead 10.00 psf 14-2-12 W:308 Phone (760) 341-2232 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, W:308 R:413 Fax # (760) 341-2293 - R:1984 TOTAL 40.00 psf Seqn T6.5.0 - 27563 R:921 U:-44 U:-292 U:-133 40-2-0 6-0-0 8 9 10 11 12 13 14 7-11-0 6-9_� 6-9� 6-9-2 6-9� -7 STUB STUB 7.6.4 14-3-6 21-0-8. 27-9-10 34-6-12 40.2.0 STUB MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L=.-0.18" D= -0.19" T= - ---== Joint Locations =---- 1 0- 0- 0 9 7- 6- 4 2 7- 6- 4 10 14- 3- 6 3 14- 3- 6 11 21- 0- 8 4 21- 0- 8 12 27- 9-10 5 27- 9-10 13 34- 6-12 6 34- 6-12 14 40- 2- 0 7 40- 2- 0 15 0- 0- 0 8 0- 0- 0 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: 3132" = 1 38" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JOlo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 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 _ P Re Mbr Bnd 1.15 P 75-110 St. Charles s ste-11A rleA. 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. pl. Palm Desert, antl brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (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 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27563 38" Wob Name: laauinta aolf estates Truss ID: Al2A ' Qtv: 1 Drwa: I iRG X -LOC REACT SIZE REQ'D 1 6- 1-12 445 3.50"1.50• 2 20- 2-12 1730 3.50" 2.10" 3 41- 8- 4 767 3.50• 1.50• IRG REQDIPJMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL END CSI 1-2 -835 0.02 0.54 0.56 2-3 1268 0.19 0.52 0.70 3-4 -1270 0.01 0.42 0.43 4-5 -1815 0.03 0.53 0.56 5-6 -6 0.00 0.53 0.53 BC FORCE AXL END CSI 7-8 -2 0.00 0.22 0.22 8-9 836 0.12 0.18 0.31 9-10 -1058 0.00 0.22 0.23 0-11 1389 0.13 0.27 0.40 1-12 1799 0.27 0.20 0.46 WEB FORCE CSI WEB FORCE CSI 7-1 -378 0.20 3-10 2269 0.79 1-13 0 0.00 4-10 -555 0.11 1-8 848 0.13 4-11 520 0.18 2-8 155 0.05 5-11 94 0.05 2-9 -1859 0.93 5-12 -1868 0.70 3-9 -1119 0.22 6-12 -195 0.04 TC 2x4 SPP 1650F -1.5E BC 2x4 SPP 1650F-1.SE WEB 2x4 HF STUD 2x4 SPP 1650F -1.5E 1-8, 5-12 PLATE VALUES PER ICBO RESEARCH REPORT #1607. install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). ®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. Mark all interior bearing locations. Drainage must be provided to avoid ponding. UPLIFT REACTION(S) : Support 1 -59 lb Support 2 -277 lb Support 3 -119 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 = 11.14 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) L/999 MEM 10-11 (LIVE) LC 6 L= -0.12" D= -0.12" T= -1.24- ===== .24" ---== Joint Locations =---- 1 0- 0- 0 8 7- 6- 4 2 7- 6- 4 9 14- 3- 6 3 14- 3- 6 10 21- 0- 8 4 21- 0- 8 11 27- 9-10 7-6-4 6-96-9 2 6-96-9 2 6-96-9 2 88-0" 5 27- 9-10 12 35-10- 0 7-6-4 14-3-6 21-0 8 27-9-10 35-10-0 6 7 35-10- 0 0- 0- 0 13 0- 0- 0 2 3 4 5 6 0� B1 W:308 R:445 U:-59 R:1730 U:-277 35-10-0 B3 W:308 R:767 U:-119 6-" 7 8 9 - 10 11 12 1Y-3-0 � 7-6-4 6-9-2 6-9-2 � 6-9_ 2 8��- STUB STUB 7-6-4 14-3-6 21-0-8 27-9-10 35-10-0 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. 5/5/2006 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: pd00977 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: jolo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 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 "use 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 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA V- Wood Truss Council of Amer!" Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1.03) 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, Dc 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27564 Job'Name: laauinta aolf estates Truss ID: A13 'Qtv: 1 Drwa: 3RG x -LOC REACT SIZE REQ'D 1 6- 1-12 229 3.50" 1.50" 2 7-10- 9 40 3.50• 2.10" 3 9- 9- 2 37 3.50" 1.50• 4 11- 7-11 38 3.50• 1.50" 5 13- 6- 4 357 3.50" 1.50• 6 15- 2- 9 32 3.50" 1.50" 7 16-10-13 51 3.50• 1.50" 8 18- 7- 2 9 3.50• 1.50• 9 20- 2-12 1717 3.50" 2.09- 10 20- 3- 6 1717 3.50• 2.82• 11 46- 0- 4 926 3.50" 1.50• 3RG REQUIREMENTS shown are based ONLY )n the truss material at each bearing TC FORCE AEL END CSI 1-2 810 0.08 0.56 0.64 2-3 1917 0.22 0.56 0.78 3-4 -1707 0.02 0.40 0.42 4-5 -2509 0.05 0.34 0.39 5-6 -1792 0.03 0.34-0.37 6-7 -310 0.00 0.33 0.33 BC FORCE AXL B14D CSI 8-9 0 0.00 0.01 0.01 9-10 0 0.00 0.23 0.23 LO -11 -2677 0.19 0.16 0.35 .1-12 2253 0.32 0.11 0.42 .2-13 2540 0.38 0.11 0.48 .3-14 1719 0.26 0.13 0.39 TC 2x4 SPP 165OF-1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 1-9 GBL ELK 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). HORIZONTAL REACTION(S) support 1 1162 lb support 5 -1438 lb support 9 2601 lb support 10 2601 lb - support 11 -503 lb ®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. 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. + + + + + + + + + + + + + + + + + + + + + + Designed for 110 Plf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) indicated, concurrently with dead loads and 0 % live load. Duration=1.33. Partial continuous bearing reaction = 309 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) : Support 1 -190 lb Support 5 -137 lb Support 8 -72 lb Support 9 -260 lb Support 10 -260 lb Support 11 -144 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1. Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 Mean roof height = 11.18 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf 00 ft MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L= -0.18" D= -0.20" T= - WEB FORCE CSI WEB FORCE CSI _ -_ _----- ----= Joint Locations =____ 8-1 -212 0.11 4-11 -719 0.14 1 0- 0- 0 9 7- 6- 4 1-15 -0 0.00 4-12 1020 0.33 7-6-4 6-96-92 6-96-92 6-96-92 6-96-92 55-7-4 2 7- 6- 4 10 14- 3- 6 1-9 -1248 0.82 5-12 -169 0.05 7-6-4 14-3-6 21-0-8 27-9-10 34-6-12 40-2-0 3 14- 3- 6 11 21- 0- 8 2-9 -396 0.11 5-13 -893 0.91 4 21- 0- 8 12 27- 9-10 2-10 -1891 0.80 6-13 418 0.14 1 2 3 4 5 6 7 5 27- 9-10 13 34- 6-12 3-10 -1282 0.25 6-14 -1867 0.96 6 34- 6-12 14 40- 2- 0 3-11 2851 0.99 7-14 -131 0.037 40- 2- 0 15 0- 0- 0 o� 8 0- 0- 0 T 5 T - 4-11-15 3 3-8 4-12 5-5 34 6-0 2 4 4-11-15 1 I1-9-14 2-6.7-14SHIP 2-4 3-4 14 3 i2 -12 3-4 3-4 3-8611 �Q HITE, GARa�,o � uj 6-0�8 7 6 4 9 6-9-2 10 6-9-22 2 1 6-9-2 12 6-92135 7214 7-11-0°c STUB 7-6-4 14-3-6 • 2121-0-8 27-910 34-6-12 40-2-0 STUB CJ �� GP•�6� �� TYPICAL PLATE: 1.5-3 5/5/2006 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: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 l 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 ste-11 A 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, CA. 9pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BC51 1A3) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrlo 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 40.00 psf Seqn T6.5.0 - 27565 39" /Job Name: laquinta golf estates Truss ID: A14 Qtv: 2 Drwq: I G X -LOC REACT SIZE REQ 'D 1 6- 1-12 370 3.50" 1.50" 2 20- 2-12 2223 3.50^ 2.81• 3 54- 2-12 2522 3.50" 3.50- 4 63-11- 4 53 3.50" 1.50" G REQUIREMENTS shoaa are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 717 0.02 0.53 0.55 2-3 2505 0.37 0.53 0.90 3-4 -1290 0.01 0.44 0.45 4-5 -2777 0.06 0.36 0.42 5-6 -2477 0.05 0.34 0.39 6-7 -720 0.00 0.46 0.46 7-8 2665 0.40 0.46 0.86 8-9 -129 0.00 0.30 0.30 9-10 136 0.01 0.32 0.32 0-11 1743 0.22 0.32 0.54 EC FORCE AXL END CSI 2-13 109 0.00 0.21 0.21 3-14 -797 0.07 0.20 0.27 4-15 -2228 0.05 0.24 0.29 5-16 1411 0.21 0.11 0.32 6-17 2824 0.42 0.10 0.52 7-18 2426 0.36 0.11 0.47 8-19 570 0.08 0.19 0.27 9-20 -2631 0.09 0.19 0.29 0-21 -1629 0.02 0.19 0.21 WEB FORCE CSI WEB FORCE CSI 9-8 -1254 0.43 5-16 -303 0.06 2-1 -305 0.15 5-17 -388,0.40 1-22 0 0.00 6-17 261 0.09 1-13 -731 0.48 6-18 -1833 0.93 2-13 310 0.11 7-18 759 0.26 2-14 -2375 0.83 7-19 -3369 0.91 3-14 -1480 0.29 8-10 1581 0.55 3-15 3511 0.52 8-20 1405 0.49 4-15 -867 0.17 10-20 -579 0.11 4-16 1486 0.51 TC 2x4 SPP 1650F-1.513 2x4 HF STUD 19-9 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPP 1650F -1.5E 1-13, 3 - Loaded for 10 PSF non -concurrent BCLL. Install interior support(s) before erection. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-7-14 1 11-9-14 ®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 5 MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. CAUTION - persons installing trusses should retain a local engineer for proper lifting, handling and bracing per TPI/SCSI 1-03. Flat top chord has not been designed for drifting snow unless noted otherwise. Tin Tm Tm Z `r `.3 "--), m 7-6-4 del .-, dil + dtl 1P d IF, tf It) m N r� a' ch •" 7-6.4 �`Y cnN �� n �a .os� vu`(, v, um, 47-9-8 M 10-" 1 2 3 4 5 6 7 89 1011 01 2rt -4.00 1 UPLIFT REACTIONS) : Support 1 -38 lb Support 2 -264 lb Support 3 -305 lb Support 4 -488 lb HORIZONTAL REACTION(S) : support 1 -109 lb support 4 -109 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 = 13.33 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 16-17 (LIVE) LC L= -0.32" D= -0.33" T= - ---== Joint Locations =---- 1 0- 0- 0 12 0- 0- 0 2 7- 6- 4 13 7- 6- 4 3 14- 3- 6 14 14- 3- 6 4 21- 0- 8 15 21- 0- 8 5 27- 9-10 16 27- 9-10 6 34- 6-12 17 34- 6-12 7 41- 3-14 18 41- 3-14 8 48- 2-12 19 48- 2-12 9 48- 2-12 20 52- 9-13 10 52- 9-13 21 58- 1- 0 11 58- 1- 0 22 0- 0- 0 OVER 4 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. 5/ 5/2006 Scale: 1116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 58-1-0 T 2-4 4 3-8 3-10 5-6 4.4 6-6 3-10 5:6- 4-6• 6-7-14 166 1N 188 4.4 1SHIP 2A 6-6 3 62 6-8 5-6 4 4 3-8 6-1 B4 -3-14 W:308 14-2-12 W:308 48-2-12 V4:308 W:308 R:370 U:-38 R:2223 U:-264 R:2522 U:-305 R:53 U:-488 MAX DEFLECTION (span) : L/999 MEM 16-17 (LIVE) LC L= -0.32" D= -0.33" T= - ---== Joint Locations =---- 1 0- 0- 0 12 0- 0- 0 2 7- 6- 4 13 7- 6- 4 3 14- 3- 6 14 14- 3- 6 4 21- 0- 8 15 21- 0- 8 5 27- 9-10 16 27- 9-10 6 34- 6-12 17 34- 6-12 7 41- 3-14 18 41- 3-14 8 48- 2-12 19 48- 2-12 9 48- 2-12 20 52- 9-13 10 52- 9-13 21 58- 1- 0 11 58- 1- 0 22 0- 0- 0 OVER 4 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. 5/ 5/2006 Scale: 1116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 58-1-0 WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 6-" 12 13 14 15. 166 1N 188 19 2021 47.6 STUB 7-6-4N m N �l� m 1 N Ql �l� 11 N {O ��S N r�] fV m vu� LhJi MAX DEFLECTION (span) : L/999 MEM 16-17 (LIVE) LC L= -0.32" D= -0.33" T= - ---== Joint Locations =---- 1 0- 0- 0 12 0- 0- 0 2 7- 6- 4 13 7- 6- 4 3 14- 3- 6 14 14- 3- 6 4 21- 0- 8 15 21- 0- 8 5 27- 9-10 16 27- 9-10 6 34- 6-12 17 34- 6-12 7 41- 3-14 18 41- 3-14 8 48- 2-12 19 48- 2-12 9 48- 2-12 20 52- 9-13 10 52- 9-13 21 58- 1- 0 11 58- 1- 0 22 0- 0- 0 OVER 4 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. 5/ 5/2006 Scale: 1116" = V 65" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: jolo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb areto be verified by the component manufacturer andlor 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 me local building code and the particular application. The design assumes that the top chord A Company You Can Truss i 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 ste-11 A 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 pl. and brace this truss in accordance with the fallowing standards: *Joint and Cutting Detail Reports' available as output from Tmswal software, Palm DesertCA. 9pl. 'ANSIrTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BC511.03) 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, DC 20036. TOTAL 40.00 psf Segn T6.5.0 - 27566 65" Job Name: la uinta golf estates Truss ID: A14G Qty: 4 Drw : RG X -LOC REACT' SIZE REQ'D TC 2x8 DFL #2 Plating spec : ANSI/TPI - 1995 Permanent bracing is required (by others) to 1 0- 1-12 -1118 3.50^ 1.50^ 2x8 DFL #1 & Btr. 1-7 THIS DESIGN IS THE COMPOSITE RESULT OF prevent rotation/toppling. See BCSI 1-03 2 54- 2-12 17442 3.50• 3.50^ 2x4 HF STUD 39-19 MULTIPLE LOAD CASES. and ANSI/TPI 1. 3 14- 2-12 11752 3.50• 2.76^ 2x4 SPF 165OF-1.SE 19-21 PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals are designed for axial loads 4 63-11- 4 -2820 3.50^ 1.50^ BC 2x8 DFL #2 Loaded for 10 PSF non -concurrent BOLL. only unless noted otherwise. RG REQUIREMENTS shown are based ONLY 2x8 DPL #1 & Btr. 30-34 Mark all interior bearing locations. Extensions above or below the truss profile n the truss material at each bearing 2x8 DPL #1 34-39 Install interior support(s) before erection. (if any) have been designed for loads WEB 2x4 HF STUD CAUTION - persons installing trusses should indicated only. Horizontal loads applied at TC FORCE AXL END CS1 2x4 SPP 1650F-1. 5E 6-28, 7-29 retain a local engineer for proper lifting, the end of the extensions have not been 1-2 5594 0.11 0.05 0.16 8-30, 9-31 handling and bracing per TPI/SCSI 1-03. considered unless shown. A drop -leg to an 2-3 12514 0.24 0.08 0,32 18-20 The design of temporary & permanent bracing otherwise unsupported wall may create a 3-4 18979 0.36 0.11 0.48 + + + + + + + + + + + t + + + + + + + + + + shall be performed by the engineer of hinge effect that requires additional design 4-5 25184 0.48 0.15 0.64 Nail pattern shown is for PLP loads only. record for the project. Truswal has consideration (by others). 5-6 29987 0.57 0.31 0,89 Concentrated loads MUST be distributed to engineered this individual truss design 4-PLYI Nail w/lOd BOX, staggered (per NDS) 6-7 15313 0.29 0.31 0.61 each ply equally. On multi -ply with hangers, only, and is NOT the engineer of record for in: TC- 6 BC- 2 WEBS- 2 -PER FOOTI•* 7-8 -1093 0.00 0.08 0,08 use 3" nails min. into the carrying member. the project. Due to the magnitude of these Nail in layers as each ply is attached. 8-9 -15912 0.04 0.10 0.15 For more than 2 ply, use additional fasten- trusses, it is strongly recommended that 1/2" thru-bolts for Simpson SDS or 9-10 -28258 0.14 0.17 0,31 ers as indicated from the back plys, or use the engineer of record be retained to USP WS6) (1/4")x6" wood screws at 24" o.c. 0-11 -37766 0.25 0.22 0.46 any other approved detail (by others). supervise the erection of this component. max. must be installed in addition to 1-12 -38177 0.26 0.34 0.61 + + + + + + + + + + + + + + + + + + + + + + Drainage must be provided to avoid ponding. nailing (only in chords with tie-in 2-13 -34388 0.21 0.24 0.45 UPLIFT REACTIONS) : Flat top chord has not been designed for trusses or framing.) 3-14 -27674 0.13 0.22 0.35 Support 1 -3022 lb drifting snow unless noted otherwise. HORIZONTAL REACTION(S) 4-15 -17826 0.06 0.20 0.26 Support 2 -2075 lb This truss is designed using the support 1 -109 lb 5-16 -2511 0.00 0.09 0.09 Support 3 -1398 lb CBC -01 Code. support 4 -109 lb 6-17 12813 0.34 0.11 0.45 Support 4 -6479 lb Bldg Enclosed = yes, importance Factor = 1.00 ----------LOAD CASE #1 DESIGN LOADS --------------- 7-18 28162 0.75 0.11 0.86 Due to high uplift reaction, this truss Truss Location = End Zone Dir L.Plf L,Loc R.Plf R.Loc LL/T 8-19 -321 0.00 0.61 0,61 requires special connection details Hurricane/Ocean Line = No , Exp Category = C TC Vert 60.00 0- 0- 0 60.00 30- 4- 8 0.6 9-20 779 0.03 0.10 0.13 (designed by others) to secure truss Bldg Length = 40.00 ft, Bldg Width = 20.00 ft TC Vert 585.00 30- 4- 8 585.00 44- 1- 0 0.5 0-21 20988 0.78 0.14 0.93 to a rigidly anchored support. Mean roof height = 13.33 ft, mph - 80 TC Vert 60.00 44- 1- 0 60.00 64- 1- 0 0.6 CSC Special Occupancy, Dead Load 12.6 psf BC Vert 20.00 0- 0- 0 20.00 64- 1- 0 0.0 BC FORCE AXL END CSI ...Type... lbs X. Loc LL/TL 2-23 109 0.00 0.07 0.07 T T T T BC Vert 4758.0 30- 4- 8 0.50 3-24 -7258 0.01 0.09 0,10 �� T T��T.a-T ^T �I a�� r`I vla��1�1m1 a m BC Vert 3025.0 44- 1- 0 0.50 2-1D-2 m m m m N N m V7 Q VI Ql N 4-25 -13973 0.03 0.13 0.16 4 m 4'rr m m m m m ui r� 5-26 -20272 0.07 0.14 0.22 2-10-2 N N N ry ry rvm rl ry m m . . . rn rn rn unrn v+ 6-27 -26093 0.12 0.41 0.52 53.9-8 10-0-0 MAX DEFLECTION (span) 7-28 -28365 0.14 0.41 0,55 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1119 20 21 L/837 MEM 32-33 (LIVE) LC 6-29 -13231 0.03 0.07 0.10 4-PLYS L= -0.57" D= -0.57" T= - 9-30 3388 0.09 0.10 0.19 , REQUIRED 0-31 17386 0.33 0.12 0.45 0.25 -4.00 ---_= Joint Locations =- 1-32 29692 0.57 0.23 0,80 8,8 1 0- 0- 0 22 0- 0- 0 2-33 37982 0.73 0.23 0.96 3-34 38128 0.73 0.17 0,90 4$ 4$ 4-6 10-10 MX/8 0 2 2-10- 2 23 -1 - 2 4-35 33964 0.77 0.19 0.96 4$ 10.10 5$ 5$ T 3 5- 8- 5 24 5- 8- 5 23{ 4$ 4$ 6$ -4 4 8- 6- 7 25 8- 6- 7 5-36 26874 0.61 0.15 0.76 6-7-14 6 4.6 10-10 4$ 4$ 6-7-14 5 11- 4-10 26 11- 4-10 6-37 16418 0.37 0.14 0.52 I T 4-12 SHIP 6 14- 2-12 27 14- 2-12 7-38 967 0.02 0.01 0,03 1 11-8-6 s 7 • 17- 6-10 28 17- 6-10 8-39 -14141 0.03 0.35 0.38 $ 4$ 4 4$ 4-8 4$ 4$ 6$ 5.6 0-3-14 8 20-10- 7 29 20-10- 7 9-40 -27656 0.14 0.39 0,53 391 4$ 4$ W310 10-10 5$ 5-8 B2 134 9 24- 2- 5 30 24- 2- 5 0-41 -19916 0.07 0.18 0,25 W:16 1443812 W:308 8$ 54-2-1C-1 W:308 W:308 10 27- 6- 3 31 27- 6- 3 11:4118 R:117R:17442 R:-2820 11 30- 4- 8 32 30- 4- 8 WEB FORCE CSI WEB FORCE CSI U:-3022 U:-14968# 3025# U:-2075 U:-6479 12 34- 1-14 33 34- 1-14 9-18 -7191 0.84 10-31 -5969 0.27 13 37- 5-12 34 37- 5-12 2-1 2850 0.25 10-32 9751 0.84 64-1-0 14 40- 9- 9 35 40- 9- 9 1-42 0 0.00 11-32 -1116 0.05 22 23 24 25 26 27 28 29 ' 30 31 32 33 34 35 36 37 38 39 41 ' 15 44- 1- 0 36 44- 1- 0 1-23 -6170 0.29 11-33 215 0.02 N as d ry IT Cr16 47- 5- 5 37 47- 5- 5 2-23 3277 0.28 12-33 100 0.01 22-1 N N N ry ..a a my rna v+ m a -+a �^ m �v Nm m 17 50- 9- 2 38 50- 9- 2 2-24 -5942 0.28 12-34 -4414 0.21 2_,D_211' l l� 11' l� lm 1' l� QIP ARLq 18 54- 2-12 39 54- 2-12 3-24 314a 0.27 13-34 2319 o.ao ar^ � �^ �^+ ^ '� �� ark' 'r+r �* J' � G A. 9q 19 54- 2-12 40 58- 9-13 3-25 -5772 0.27 13-35 -7491 0.36 /�V 'vO 20 58- 9- 3 41 64- 1- 0 4-25 3159 0.27 14-35 4269 0.37 C.4D �� +>� 21 64- - 0 42 0- 0- 0 4-26 -5908 0.28 14-36-10890 0.52 y 5-26 2579 0.22 15-36 8861 0.77 W 5-27 -4595 0.22 15-37-16696 0.80 ¢ v Q 6-27 -8428 0.38 16-37 9745 0.84 S ^M 6-28 14633 0.55 16-38-16618 0.80 v� + �� 5/2006 7-28 -7379 0.34 17-38 8913 0.77 OER SUPPORtivo 8gr9p K.� � ga �i i l �t Lectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available f7� i�T swat soffwaryuey Scale: 1116" = 1' 8-30 141 0.53 18-40 8619 0.75 N 9-30 - 30 20-40 -4107 0.19 WARNING Read all notes on this sheet and give a co of it to the Erecting Contractor. Er� J�J. w1N0: pd00977 9 3 9 copy t �%1hiIG' ' �® This design Is for an Individual building component not truss system. tt has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS Ds nr: b are to be verifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g g 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 20.0 Sf �DurFacs L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 psf 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 P P 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 BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Cha Palm Desertrte 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, + 'ANSOTPI 1', 1vTCA V- Wood Truss Council of America Standard Design Responsibiflties,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Instttute (TPI) is located at 563 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27567 14" lJob- Name: laquinta qolf estates G , X -LOC REACT SIZE REQ'D 1 6- 1-12 475 3.50" 1.50" 2 20- 2-12 1403 3.50" 2.01" 3 35-11- 4 572 3.50" 1.50" G REQUIREMENTS shown are based ONLY the trues autterial at each bearing TC FORCE AXL BND CSI 1-2 -966 0.02 0.56 0.58 2-3 704 0.08 0.53 0.62 3-4 -993 0.01 0.39 0.40 4-5 -612 0.00 0.39 0.39 5-6 -3 0.00 0.27 0.27 BC FORCE AXL BND CSI 7-8 -2 0.00 0.22 0.22 8-9 972 0.15 0.16 0.31 9-10 -567 0.00 0.20 0.20 0-11 1068 0.16 0.10 0.26 1-12 558 0.05 0.14 0.19 WEB FORCE CSI WEBFORCE CSI 7-1 -408 0.22 3-10 1479 0.51 1-13 0 0.00 4-10 -302 0.06 1-8 982 0.15 4-11 -484 0.49 2-8 102 0.03 5-11 271 0.09 2-9 -1602 0.80 5-12 -803 0.19 3-9 -851 0.17 6-12 74 0.02 Truss ID: A15 TC 2x4 SPF 165OP-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 165OF-1.5E 1-8 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Install interior supports) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Qtv: ®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. Mark all interior bearing locations. Drainage must be provided to avoid ponding. 7-6-4 6-9-2 6-9-2 7-6-4 14-3-6 21-0-8 2 3 4 025 4 UPLIFT REACTIONS) : Support 1 -77 lb Support 2 -248 lb Support 3 -96 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 = 11.08 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf B7 W:308 R:475 U:-77 6-" STUB J/ J/LVVV 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" = 1' ---== Joint Locations =---- ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 1 0- 0- 0 8 7- 6- 4 Dsgnr: gb 2 7- 6- 4 9 14- 3- 6 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 3 14- 3- 6 10 21- 0-1 8 6-96-9 2 m noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 4 21- 0- 8 11 27- 9-10 27-9-10 O.C.Spacing 2- 0- 0 5 27- 9-10 12 30- 1- 0 Phone (760) 341-2232 6 30- 1- 0 13 0- 0- 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 7 0- 0- 0 5 6 B7 W:308 R:475 U:-77 6-" STUB J/ J/LVVV 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 Truss I is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Re 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 ste-11 A environment that will "use 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 pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 V,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1.03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27568 11" Job' Name: la uinta golf estates 71 0- Truss ID: A15A . Qty: 7 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. 5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 580 1-50 .1.50• 4 9- 2x4 HF STUD 7-3 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -136 lb 2 14- 4- 4 580 3.50• 1.50• BC 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -108 lb RG REQUIREMENTS shoran are based ONLY WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. HORIZONTAL REACTIONS) n the truss material at each bearing Drainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent BCLL. support 1 -135 lb TOTAL 40.00 psf Seqn T6.5.0 - 27569 Flat top chord has not been designed for End verticals are designed for axial loads support 2 -135 lb TC FORCE ABL BND CSI drifting snow unless noted otherwise. only unless noted otherwise. This truss is designed using the 1-2 -685 0.01 0.26 0.27 - Extensions above or below the truss profile CBC -01 Code. 2-3 -93 0.00 0.12 0.12 (if any),have been designed for loads Bldg Enclosed = Yes, Importance Factor 1.00 3-4 -96 0.00 0.21 0.21 indicated only. Horizontal loads applied at .Truss Location = End Zone 4-5 -1219 0.01 0.21 0.23 the end of the extensions have not been Hurricane/Ocean Line = No , Exp Category = C considered unless shown. A drop -leg to an Bldg Length = 40.00 ft, Bldg width = 20.00 ft BC FORCE AXL BND CSI otherwise unsupported wall may create a • Mean roof height = 13.33 ft, mph 80 6-7 135 0.00 0.08 0.08 - hinge effect that requires additional design CBC Special Occupancy, Dead Load = 12.6 psf 7-8 688 0.10 0.05 0.16 consideration (by others). 8-9 1123 0.17 0.10 0.27 WEB FORCE CSI WEB FORCE CSI 7-2 -287 0.14 2-4 -1083 0.50 1-6 -541 0.12 2-8 489 0.17 1-7 783 0.27 4-8 -139 0.03 08" B1 W:308 R:580 U:-136 4-7-12 m 4-6-2 5-4-2 4-7-12 m a 9-1-14 14-" 4-" 10-" 1 23 4 5 Or 25 -400 6 7 8 9 4-7-12 4-64-6 2 5-4-2 4-7-12 9-1-14 14-0-0 6-7-14 SHIP 4 =0-3-1 B2 W:308 R:580 U:-108 _ = Joint Locations = 71 0- 0- 0 6 0- 0- 0 2 4- 7-12 7 4- 7-12 3 4- 7-12 8 9- 1-14 4 9- 1-14 9 14- 6- 0 5 14- 6- 0 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 vx vx�vvv 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: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOIo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 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 ste-11 A 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. Palm11 Desert CA. 9pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Octal] Reports' available as output from Truswal software, 'ANSI/TPI BC Dead 10.00 psf P Design $ eC CBC -01 9 P + Phone (760) 341-2232 11, WTCA 1' - Wood Truss Council of America Standard Design Responsibilhles,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 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 19th Street NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27569 lJob Name: laquinta qolf estates Truss ID: A16 Qty: 1 Drwg: I IRG X -LOC REACT SIZE REQ�D 1 6-.1-12 303 3.50•1.50• 2 7-10- 9 40 3.50• 1.50• 3 9- 9- 2 37 3.50" 1.50- 4 .11- 7-11 38 3.50• 1.50" 5 13- 6- 4 853 3.50• 1.50- 6 15- 1-15 31 3.50• 1.50• 7 16- 9-10 44 3.50• 1.50- 8 18- 5- 5 -2 3.50• 1.50- 9 20- 1- 0 -74 3.50" 2.09" 10 20- 2-12 1967 3.50- 2.82- 11 35-11- 4 953 3.50• 1.50• IRG REQUIREMENTS shown are based ONLY ra the truss material at each bearing TC FORCE AXL BND CSI 1-2 258 0.02 0.92 0.95 2-3 580 0.05 0.92 0.98 3-4 -1707 0.02 0.78 0.81 4-5 -1017 0.01 0.78 0.79 5-6 -5 0.00 0.56 0.56 BC FORCE AXL BND CSI 7-8 0 0.00 0.02 0.02 8-9 0 0.00 0.22 0.22 9-10 -381 0.00 0.22 0.22 0-11 1842 0.27 0.13 0.41 1-12 937 0.14 0.12 0.26 WEB FORCE CSI WEB FORCE CSI 7-1 -286 0.15 3-10 2144 0.74 1-13 0 0.00 4-10 -502 0.10 1-8 -253 0.17 4-11 -874 0.88 2-8 -779 0.15 5-11 396 0.14 2-9 -486 0.48 5-12 -1349 0.32 3-9 -1367 0.27 6-12 78 0.02 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F-1.SE 2x4 SPF 2100F -1.8E 1-3 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPP 1650F-1.SE 1-8 GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 a 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. 7-6-4 7-0-4 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. Install interior support(s) before erection. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-9-2� 14-3-6 01 25 6-9-2 6-9-2 21-0-8 27-9-10 5 6 UPLIFT REACTION(S) : Support 1 -53 lb Support 2 -7 lb Support 3 -6 lb Support 4 -6 lb Support 5 -150 lb Support 6 -5 lb Support 7 -7 lb Support 8 -39 lb Support 9 -331 lb Support 10 -347 lb Support 11 -168 lb HORIZONTAL REACTIONS) support 5 -104 lb support 9 388 lb support 11 -413 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 = 11.08 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 110.00 6- 0- 0 110.00 36- 1- 0 0. BC Vert 20.00 6- 0- 0 20.00 36- 1- 0 0. MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC L= -0.07" D= -0.08" T= - ===== Joint Locations =--=- 1 0- 0- 0 8 7- 6- 4 2 7- 6- 4 9 14- 3- 6 3 14- 3- 6 10 21-0- 8 4 21- 0- 8 11 27- 9-10 5 27- 9-10 12 30- 1- 0 . 0- 0 6-0-0 STUB 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" = 1' 15" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' jol0 and done in accordance with the current verslons of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: gb TC Live 20.00 psf TC Dead 10.00 psf P DurFacs L=1.25 P=1.25 Re Mbr Bnd 1.00 P T R U S S WO 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 DeseA. 92211 Desert, C Phone se ( ) 34A. 2 2 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, 'ANSOTPI 1', `WTCA 1'- Wood Truss Council of America Standard Design Responsibllhies,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'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 CBC -01 Seqn T6.5.0 - 27570 15" Job Name: la uinta golf estates Truss ID: A17 Qty: 3 Drw : RG K -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 20- 2-12 631 3.50^ 1.50^ BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -135 lb 2 35-11- 4 640 3.50^ 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -139 lb RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing 75-110 St. Charles ste-11 A s End verticals are designed for axial loads CBC -01 Code. O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 9pl. se and brace this truss In accordance with the following standards: 'Jointand Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 1 x.00 psf P only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BIRD CSI Fax # (760) 341-2293 Extensions above or below the truss profile Truss Location = End Zone 1-2 -13360.03 0.47 0.51 (if any) have been designed for loads Hurricane/ocean Line = No , Exp Category = C 2-3 -682 0.00 0.48 0.48 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -3 0.00 0.23 0.23 the end of the,extensions'have not been Mean roof height = 11.08 ft, mph - 80 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI otherwise unsupported wall may create a 5-6 -2 0.00 0.19 0.19 hinge effect that requires additional design 6-7 1401 0.14 0.19 0.33 consideration (by others). 7-8 613 0.06 0.13 0.19 WEB FORCE CSI WEB FORCE CSI 5-1 -573 0.30 2-7 -759 0.77 1-9 0 0.00 3-7 350 0.12 1-6 1384 0.48 3-8 -882 0.21 2-6 -240 0.05 ' 4-8 76 0.02 B1 W:308 11:631 U:-135 66-11-8 6-11-8 1 2 FO -25 6-96-9 2 22-3-6 13-8-10 16-0-0 3 4 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.05" D= -0.07" T= ---== Joint Locations =---- 1 0- 0- 0 6 6-11- 8 2 6-11- 8 7 13- 8-10 3 13- 8-10 8 16- 0- 0 4 16- 0- 0 9 0- 0- 0 5 0- 0- 0 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 2-4 3.4 20-1-0 15 6-11- 6 6-9-2 7 97 2 3 � 18-" S.C.. ^ STUB 6-11-8 13-8-10 16-" STUB 5/5./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: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design is for an Individual bul[ding component not truss system. It has been based on specifications provided by the component manufacturer Chk: jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: gb arew 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 Trl p y ussnoted. 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 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 ste-11 A 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 pl. Palm Desert, CA. 9pl. se and brace this truss In accordance with the following standards: 'Jointand Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 1 x.00 psf P Design Spec CBC -01 g P Phone ( ) 341-2232 V, WTCA 1' - Wood Truss Council of Amerl" Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27571 12" .Job Name: laquinta golf estates Truss ID: A18 Qtv: 4 Drwq: RG x -LOC REACT SIZE REQ'n TC 2x8 DFL #2 Plating Spec : ANSI/TPI - 1995 End verticals are designed for axial loads 1 20- 2-12 7554 3.50^ 2.01^ 2x4 HF STUD 25-11 THIS DESIGN IS THE COMPOSITE RESULT OF only unless noted otherwise. 2 54- 2-12 16382 3.50^3.50' 2x4 SPP 1650F -1.5E 11-13 MULTIPLE LOAD CASES. Extensions above or below the truss profile 3 63-11- 4 -2471 3.50^ 1.50^ BC 2x8 DFL #2 PLATE VALUES PER ICBO RESEARCH REPORT #1607. (if any) have been designed for loads RG REQUIREMENTS shown are based ONLY 2x8 DFL SS 14-25 Loaded for 10 PSF non -concurrent BCLL. indicated only. Horizontal loads applied at n the truss material at each bearing WEB 2x4 HF STUD Mark all interior bearing locations. the end of the extensions have not been 2x4 SPP 1650F -1.5E 1-15, 2-16 Install interior support(s) before erection. considered unless shown. A drop -leg to an TC FORCE AXL BND CSI 3-17, 22-8 + t + + + + + + + + + + + + + + + + + + + + otherwise unsupported wall may create a 1-2 -12533 0.17 0.00 0.17 10-12 Nail pattern shown is for PLF loads only. hinge effect that requires additional design 2-3 -27466 0.14 0.19 0.33 Drainage must be provided to avoid ponding. Concentrated loads MUST be distributed to consideration (by others). 3-4 -39620 0.28 0.23 0.51 Permanent bracing is required (by others) to each ply equally. On multi -ply with hangers, 4-PLYI Nail w/lOd BOX, staggered (per NDS) 4-5 -39944 0.29 0.35 0.64 prevent rotation/toppling. See BCSI 1-03 use 3" nails min. into the carrying member. in: TC- 6 BC- 2 WEBS- 2 **PER FOOTI** 5-6 -34955 0.22 0.27 0.49 and ANSI/TPI 1. For more than 2 ply, use additional fasten- Nail in layers as each ply is attached. 6-7 -26238 0.12 0.21 0.33 Flat top chord has not been designed for ers as indicated from the back plys, or use 1/2" thru-bolts [or Simpson SDS or 7-8 -20176 0.07 0.14 0.21 drifting snow unless noted otherwise. any other approved detail (by others). USP WS61 (1/4")x6" wood screws at 24" o.c. 6-9 6787 0.18 0.13 0.31 UPLIFT REACTION(S) + + + + + + + + + + + + + + + + + + + + + + max. must be installed in addition to 9-10 24344 0.65 0.09 0.74 Support 1 -1030 lb HORIZONTAL REACTION(S) nailing (only in chords with tie-in 0-11 -291 0.00 0.53 0.53 Support 2 -2236 lb support 1 -113 lb trusses or framing.) 1-12 678 0.02 0.10 0.12 Support 3 -5607 lb support 3 -113 lb This truss is designed using the 2-13 18231 0.68 0.12 0.80 Due to high uplift reaction, this truss CBC -01 Code. requires special connection details Bldg Enclosed Yes, Importance Factor = 1.00 BC FORCE AXL BND CSI (designed by others) to secure truss Truss Location = End Zone 4-15 114 0.00 0.04 0.04 to a rigidly anchored support. Hurricane/Ocean Line = No , Exp Category = C 5-16 14103 0.22 0.11 0.33 Bldg Length = 40.00 ft, Bldg width = 20.00 ft 6-17 29241 0.45 0.21 0.65 Mean roof height = 13.33 ft, mph - 80 7-18 40299 0.62 0.21 0.82 CBC Special Occupancy, Dead Load = 12.6 psf 8-19 40275 0.62 0.18 0.79 ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 39848 0.61 0.15 0.76 Dir L.Plf L.Loc R.Plf R.Loc LL/T 0-21 34344 0.53 0.13 0.66 TC Vert 60.00 20- 1- 0 60.00 30- 4- 8 0.6 1-22. 25437 0.39 0.09 0.48 TC Vert 585.00 30- 4- 8 585.00 44- 1- 0 0.5 2-23 9103 0.14 0.09 0.23 in to o m ro m n ' v, so m`. m TC Vert 60.00 44- 1- 0 60.00 64- 1- 0 0.6 3-24 9107 0.14 0.08 0.22 3-1-2 dJ dt m co �} r� .'� ' ^ 'T c6 BC Vert 20.00 20- 1- 0 20.00 64- 1- 0 0.0 4-25 -8282 0.01 0.24 0.24 rn m m m �' a V ...Type... lbs X.LOC LL/TL 5-26 -24079 0.11 0.39 0.50 3-1-2 BC Vert 4758.0 30- 4- 8 0.50 6-27 -17297 0.05 0.15 0.20 l 33-8-8 I 10-0-0 BC Vert 3025.0 44- 1- 0 0.50 WEB FORCE CSI WEB FORCE CSI 4-PLYS 1 2 3 4 5 6 7 8 9 101 12 13 5-10 -6269 0.71 6-20 2636 0.23 REQUIRED MAX DEFLECTION (span) 4-1 -7375 0.38 6-21 -9295 0.46 0.25 -4.00 L/874 MEM 19-20 (LIVE) LC 1-28 0 0.00 7-21 4887 0.42 L= -0.47" D= -0.46" T= - 1-15 14323 0.53 7-22 -8715 0.40 2-15 -6977 0.32 8-22 14626 0.55 2-16 14677 0.55 8-23 -143 0.01 = Joint Locations = s-6 Mx/ 12 i o- o- 0 15 3- i- a 3-16 -6222 0.28 8-24-18143 0.89 $ 10-16 3-17 11818 0.44 9-24 8714 0.75 6-7-14 10-10 2 3- 1- 2 16 6-11- 8 4-17 -1854 0.08 9-25-18398 0.91 6 5-6 4� 5-6 4$ 6-8 $$ 6-7-14 3 6-11- S 17 10- 3- 8' l I (SHIP 4 10- 9-14 18 10- 9-14 4-18 szl 0.05 10-12 17227 0.64 2-1-7 3 - 4-10 1 5 14- 8- 3 19 14- 8- 3 4-19 -416 0.02 10-26 7381 0.64 = 6 18- 6- 9 20 18- 6- 9 5-19 280 0.02 12-26 -3606 0.16 4-8 8-8 4-4 4-4 5-0 4-4 6-�34-11 4-6 0-3-14 7 22- 4-15 21 22- 4-15 5-20 -5589 0.27 4 4 10-1 B1 q 4-4 5-8 g2 B3 8 26- 3- 5 22 24- 0- 0 W:308$ 2 W:308 W:308 9 30- 1-10 23 26- 3- 5 R:7554 R:16382 R:-2471 10 34- 1-12 24 30- 1-10 U:4030 4758# 3042 U:-2236 U:-5607 11 34- 1-12 25 34- 1-12 ® t�HITF.a 12 38- 8-13 26 38- 8-13 44-" Pti 13 44- 0- 0 27 44- 0- 0 20-1-0 14 15 16 178 19 20 21 22 23 24 25 7 27 ��i C 0- 0- 0 28 0- 0- 0 STUB�� m m m o, m m R9� y�, ARr,� 312 1 m 11 � alp alp Lh � v Uj cc Nal @ /5/2006 OVER 3 6P RTS �® 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 Tl tswaI sditwa rfules-N6 oted. Scale: 3132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. En�SWO: pd00977 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' Polo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: gb 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 Trl 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 y ussnoted. 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-11 A environment that will rause 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 PalmDesertCA92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, . 'ANSWTPI 1'. WTCA 1' -Wood Truss Council of America Standard Design ResponsibllhBC Dead 10.00 ies,'BUILDING COMPONENT SAFETY INFORMATION' - psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27572 93" Job Name: la uinta golf estates Truss ID: A19 Qty: 1 Drw : Eng. Job: EJ. WO: pdOO977 ® RG X_ LOC REACT SIZE REQ'DTC 2x4 SPP 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) Dsgnr: 1 20- 2-12 1123 3.50^ 1.61^ 2x4 HF STUD 15-7 ® See standard details (TX01087001-001 revl). Support 1 -156 lb A Company YCTl ouanrussnoted. 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 2 54- 2-12 2849 3.50^ 3.50^ BC 2x4 SPP 1650F -1.5E Plating Spec : ANSI/TPI - 1995 Support 2 -397 lb environment that wilt rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 3 63-11- 4 81 3.50^ 1.50^ WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -640 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 1650F -1.5E 1-11, 5-15 MULTIPLE LOAD CASES. HORIZONTAL REACTIONS) n the truss material at each bearing Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. support 1 -113 lb Install interior support(s) before erection. Mark all interior bearing locations. support 3 -113 lb TC FORCE AXL BND CSI End verticals are designed for axial loads Drainage must be provided to avoid ponding. p g. This truss is designed geed using the 1-2 -2968 0.17 0.57 0.74 only unless noted otherwise. Flattop chord has not been designed for CBC -01 Code. 2-3 -3799 0.12 0.44 0.56 Extensions above or below the truss profile drifting snow unless noted otherwise. Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -2920 0.11 0.30 0.40 (if any) have been designed for loads Due to high uplift reaction, this truss Truss Location = End Zone 4-5 -634 0.00 0.47 0.47 indicated only. Horizontal loads applied at requires special connection details Hurricane/Ocean Line = No , Exp Category C 5-6 3244 0.48 0.47 0.95 the end of the extensions have not been (designed by others) to secure truss Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -135 0.00 0.37 0.37 considered unless shown. A drop -leg to an to a rigidly anchored support. Mean roof height = 13.33 ft, mph - 80 7-8 161 0.01 0.33 0.34 otherwise unsupported wall may create a CBC Special Occupancy, Dead Load = 12.6 psf 8-9 2193 0.29 0.33 0.62 hinge effect that requires additional design consideration (by others). BC FORCE AXL BND CSI 0-11 114 0.00 0.17 0.17 , 1-12 3125 0.47 0.12 0.59 2-13 3807 0.57 0.11 0.68 3-14 2835 0.42 0.12 0.54 MAX DEFLECTION (span) 4-15 447 0.07 0.19 0.25 L/999 MEM 12-13 (LIVE) LC 5-16 -3201 0.14 0.19 0.33 L= -0.40" D= -0.41" T= - 6-17 -2054 0.03 0.21 0.24 ---_= Joint Locations =---- WEB FORCE CSI WEB FORCE CSI _ 1 O- 0- O 10 0- 0- 0 5-6 -1418 0.54 4-13 445 0.15 2 6-11- B 11 6-11- 8 0-1 -1064 0.56 4-14 -2350 0.78 3 13- 8-10 12 13- 8-10 1-18 0 0.00 5-14 937 0.32 4 20- 5-12 13 20- 5-12 1-11 2-11 3078 0.46 -705 0.14 5-15 -3860 1.00 6-8 1993 0.69 N. •m+ m 66-1� 6-96-9 2 6-9-2 6-96-9 2 6-10-14 ^ 5 27- 2-14 6 34- 1-12 14 27- 15 34- 2-14 1-12 2-12 699 0.24 6-16 1569 0.546-11$ 13$-10 20-5-12 27-2-14 34 1-12 v t^ 7 34- 1-12 16 38- 8-13 3-12 84 0.02 8-16 -653 0.13 8 38- 8-13 17 44- 0- 0 3-13 -954 0.97 33$$10-0-0 I 9 44- 0- 0 18 0- 0- 0 1 2 3 4 5 67 8 9 0� -4.00 , T 6 6-7-14 3-1 5-5 3.4 6-6 3-10 1 I2.1-7 g43-10 5-5 3-4 3$ 6-1 1 W:308 34-1-12 R:1123 U:456 44-" 2020.110 11 12 13 14 STUB 66-11� 6-9-2 6-9-2 6-9-2 6-1014 , 6-11$ 13$-10 20-5-12 27-2-14 34-1-12 R, AS 3$ B2 W:308 R:2849 U:-397 n v � T 6-7-14 SHIP 4-4 _ 1 A . 0-3-14 B3 L f t m Lh4 OVER 3 SUPT �f ` G��` SPS/2006 osTE 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 so f 1 vn ess noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' Jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S SN110 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 ouanrussnoted. 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 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 ste-11A environment that wilt rause 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, CA. 92211 a nd brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI WTCA 1' Truss Council America Standard Design Responsibilities, 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', -Wood of COMPONENT SAFETY INFORMATION'- (BCSI 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27573 81" lJob Name: lasuinta golf estates Truss ID: A20 ON: 1 Drwa: I RG X -LOC REACT SIZE REQ'D 1 20- 2-12 179 3.50 . 1.50• -2 21- 9-14 37 3.50" 1.50• 3 23- 6-12 35 3.50• 2.31• 4 25- 3-10 35 3.50• 1.50• 5 27- 0- 8 496 3.50• 1.50• 6 28- 8-13 34 3.50• 1.50• 7 30- 5- 1 34 3.50• 1.50• 8 32- 1- 6 32 3.50• 1.50• 9 33- 9-10 424 3.50• 2.09- 10 35- 5-15 36 3.50• 2.82- 11 37- 2- 3 33 3.50• 1.50• 12 38-10- 8 34 3.50• 1.50• 13 40- 6-12 433 3.50• 1.50" 14 42- 3- 1 34 3.50" 1.50• 15 43-11- 5 34 3.50• 1.50• 16 45- 7-10 34 3.50• 1.50• 17 47- 3-14 494 3.50• 1.50• 18 49- 0-10 35 3.50• 1.50• 19 50- 9- 5 35 3.50• 1.50• 20 52- 6- 1 35 3.50" 1.50" 21 54- 2-12 302 3.50• 3.50- 22 54- 4- 8 302 3.50• 1.50^ 23 55-10- 4 47 3.50" 1.50• 24 57- 4- 1 29 3.50• 1.50• 25 58- 9-13 346 3.50" 1.50• 26 60- 3- 9 23 3.50" 1.50" 27 61- 9- 6 96 3.50• 1.50• 28 63-11- 4 154 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL BND CSI 1-2 10 0.00 0.50 0.50 2-3 12 0.00 0.50 0.50 3-4 -26 0.00 0.36 0.36 4-5 -23 0.00 0.47 0.47 5-6 -42 0.00 0.47 0.47 6-7 -107 0.02 0.00 0.02 7-8 -54 0.00 0.23 0.23 8-9 -79 0.00 0.23 0.23 BC FORCE AXL BND CSI 0-11 0 0.00 0.01 0.01 1-12 0 0.00 0.01 0.01 2-13 0 0.00 0.01 0.01 3-14 0 0.00 0.01 0.01 4-15 0 0.00 0.01 0.01 5-16 0 0.00 0.01 0.01 6-17 0 0.00 0.09 0.09 WEB FORCE CSI WEB FORCE CSI 5-6 -259 0.03 4-13 -387 0.08 0-1 -164 0.09 4-14 -29 0.03 1-18 0 0.00 5-14 -452 0.10 1-11 -5 0.00 5-15 -27 0.03 2-11 -461 0.09 6-8 45 0.02 2-12 -39 0.04 6-16 -24 0.01 3-12 -386 0.08 8-16 -317 0.06 3-13 -43 0.04 TYPICAL PLATE: 1.53 TC 2x4 SPP 165OF-1.5E 2x4 HF STUD 15-7 BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD GBL ELK 2x4 HF STUD 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. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Flat top chord has not been designed for drifting snow unless noted otherwise. UPLIFT REACTION(S) : Support 1 -46 lb Support 5 -134 lb Support 9 -111 lb Support 13 -115 lb Support 17 -135 lb Support 21 -70 lb Support 22 -70 lb Support 25 -95 lb Support 27 -11 lb Support 28 -54 lb HORIZONTAL REACTION(S) support 27 135 lb support 28 -176 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = find Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 13.33 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 16-17 (LIVE) LC L= 0.00" D= 0.00" T= 20-110 11 12 13 14 15 STUB 66-11-88 6-9-2 6-9-2 6-9-2 6-1014 , 6-11-8 13-8-10 20-5-12 27-2-14 34-1-12 T 6-7-14 1SHIP 1-4 x 0-3-14 IIA 17 LU m Lh OVER SUPPORT AS4SH9lNN:;`_- AII 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. 5,15/2006 Scale: 3132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer ---== 1 Joint 0- 0- 0 Locations 10 0- =---- 0- 0 Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads � r Ji. 2 6-11- 8 11 6-11- 8 6-11-8 6-9-2 6-9-2 6-9-2 6-10-14 1P3 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 13- 8-10 12 13- 8-10 6-11-8 13-8-10 20-5-12 27-2-14 34-1-126 A v Design Spec CBC -01 Phone (760) 341-2232 4 20- 5-12 •27- 13 20- 5-12 TOTAL 40.00 psf Seqn T6.5.0 - 27575 5 2-14 14 27- 2-14 33$$ 10_" 6 34- 1-12 15 34- 1-12 1 2 3 4 5 67 8 9 7 34- 1-12 16 38- 8-13 8 38- 8-13 17 44- 0-.0 9 44- 0- 0 18 0- 0- 0 025 -4,p0 - 20-110 11 12 13 14 15 STUB 66-11-88 6-9-2 6-9-2 6-9-2 6-1014 , 6-11-8 13-8-10 20-5-12 27-2-14 34-1-12 T 6-7-14 1SHIP 1-4 x 0-3-14 IIA 17 LU m Lh OVER SUPPORT AS4SH9lNN:;`_- AII 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. 5,15/2006 Scale: 3132" = V DO" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: JOIo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 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 y 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 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 Palm DesertCA. 92211 Desert, and brace thls truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI WTCA V- Wood Truss Council BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (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 Wisconsln 53719. The American Forest and Paper Association (AFPA) is touted at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27575 DO" Job Name: laquinta golf estates Truss ID: 131 Qty: 1 Drwg: MG X -LOC REACT SIZE REQ•D 1 0- 1-12 295 3.50" 1.50• 2' 2- 4-11 231 3.50" 1.50- 3 3-11-11 13 3.50" 1.50• 4 5- 6-10 624 3.50" 1.50• 5 7- 1- 0 30 3.50" 1.50• 6 8- 7- 6 50 3.50" 1.50- 7 10- 1-12 473 3.50" 1.50- 8 12- 0-10 39 3.50" 1.50• 9 13-11- a 38 3.50" 2.09- 10 15-10- 5 897 3.50" 2.82- 11 17- 8-10 37 3.50" 1.50- 12 19- 6-14 39 3.50• 1.50• 13 21- 5- 3 26 3.50• 1.50" 14 21-10- 4 562 3.50" 1.50- 15 23- 0-13 31 3.50" 1.50• 16 24- 6-12 160 3.50" 1.50" 3RG REQUIREMENTS shovrn are based ONLY >n the truss material at each bearing TC FORCE AXL BIND CS1 1-2 -253 0.00 0.56 0.56 2-3 -105 0.00 0.56 0.56 3-4 -192 0.03 0.00 0.04 4-5 -54 0.00 0.83 0.83 5-6 -56 0.00 0.83 0.83 6-7 -19 0.00 0.43 0.43 BC FORCE AXL BND CSI 8-90 0.00 0.35 0.35 9-10 0 0.00 0.01 0.01 0-11 0 0.00 0.02 0.02 1-12 51 0.00 0.02 0.02 2-13 0 0.00 0.01 0.01 WEB FORCE CSI WEB FORCE CSI 0-4 -438 0.03 5-11 -805 0.16 2-9 -612 0.12 6-11 -26 0.02 2-4 -237 0.11 6-12 -556 0.11 4-9 58 0.02 7-12 20 0.01 4-11 -148 0.11 7-13 -144 0.03 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5E 2x4 HF STUD 10-3 BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. 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. [+I 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. 5-9-2 MO -3-153.4 0-3-15 All Dlates are 20 aauae Truswal Connectors unless Drecec Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBORESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Flat top chord has not been designed for drifting snow unless noted otherwise. 5-6-10� 4-7-2 __5-8-9 5-0-10 10.1-12 m 15-10-5 10-M 14-8-8 2 34 5 a00o2_ 5-115-11133 2-105 21-10-3 24-8-8 UPLIFT REACTIONS) : Support 1 -56 lb Support 2 -44 lb Support 3 -20 lb Support 4 -119 lb Support 5 -5 lb Support 6 -5 lb Support 7 -90 lb Support 8 -7 lb Support 9 -7 lb Support 10 -171 lb Support 11 -7 lb Support 12 -7 lb Support 13 -4 lb Support 14 -108 lb Support 15 -5 lb Support 16 -32 lb HORIZONTAL REACTIONS) support 1 700 lb support 2 -543 lb support 10 -117 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 = 12.88 ft, mph = 80 CBC Special Occupancy, Dead Load 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.P1£ L.Loc R.P1£ R.Loc LL/ TC Vert 120.00 0- 0- 0 120.00 24- 8- 8 0. BC Vert 20.00 0- 0- 0 20.00 24- 8- 8 0. MAX DEFLECTION (span) : L/999 MEM 8-0 (LIVE) LC L= -0.01" D= -0.01" T= is ===== 0- 0- 0 5- 6-10 .0- 1-12 .5-10- 5 1-10- 3 4- 8- 8 M.* 02" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JOIO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 chard A Company You Can T! p y Truss! 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 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 1.00 75-110 St. Charles ste-11 A 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 pl. Palm Desert, CA. 92211 se 2 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIfrPI BC Dead 10.00 psf Design Spec CBC -01 g p Phone 34A. 2 1•, WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1A3) 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 1111 19th Street, NW, Ste 800, Washington. DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27587 02" /Job Name: laquinta golf estates Truss ID: 132 Qtv: 4 Drwa: G X -LOC REACT SIZE REQ'D 1 0- 1-12 ' 755 3.50^ 1.50" 2 21-10- 4 2026 3.50• 2.53• 3 24-10- 4 154 3.50" 1.50^ G REQUIREMENTS shown are based ONLY the trues material at each bearing TC FORCE A2'L BND CSI 1-2 -1705 0.02 0.22 0.25 2-3 -83 0.00 0.22 0.22 3-4 93 0.00 0.17 0.17 4-5 -998 0.01 0.31 0.32 5-6 -999 0.01 0.31 0.32 6-7 1167 0.17 0.27 0.44 BC FORCE A2:L HND CSI 8-9 1577 0.24 0.11 0.34 9-10 1780 0.27 0.06 0.33 0-11 1804 0.27 0.09 0.36 1-12 -1045 0.01 0.16 0.17 2-13 132 0.00 0.16 0.16 WEB FORCE CSI WEBFORCE CSI 0-4 120 0.22 5-11 -384 0.08 2-9 202 0.07 6-11 2179 0.75 2-4 -1541 0.70 6-12 -1040 0.21 4-9 -228 0.12 7-12 -1450 0.45 4-11 -857 0.63 7-13 843 0.29 TC 2x4 SPP 1650F -1.5E 2x4 HF STUD 10-3 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding Flat top chord has not been designed for drifting snow unless noted otherwise. Due to high uplift reaction, this truss requires special connection details (designed by others) to secure truss to a rigidly anchored support. 5-9-2 3-4 TO -3-15 B1 W:308 R:755 U:-132 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-6-10 4-7-2"_9 5-11133 3-1-13 5 6-10 10-1-12 15-10-5 21-10-3 25-0-0 10-0-0 15-" 1 2 34 5 6 7 F-400 01 25 UPLIFT REACTION(S) : Support 1 -132 lb Support 2 -399 lb Support 3 -841 lb HORIZONTAL REACTIONS) support 1 131 lb support 3 131 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 = 12.88 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC L= -0.11" D= -0.11" T= - .22 ---== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 5- 6-10 9 5- 6-10 3 10- 1-12 10 10- 1-12 4 10- 1-12 11 15-10- 5 5 15-10- 5 12 21-10- 3 6 21-10- 3 13 25- 0- 0 7 25- 0- 0 wvcn .7 avrrwra r a 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 AI WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' JOIo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr: b g 9 TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A 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 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, CBC r Phone (760) 341-2232 'ANSUTPI 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION. (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf Design Spec -01 - 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 40.00 pSf Seqn T6.5.0 - 27590 Job Name: laauinta aolf estates Truss ID: B3 Qtv: 2 Drwa: I RG X -LOC REACT SIZE REQ'D 1 0- 1-12 1000 3.50• 1.50• 2 24-10- 4 1000 3.50" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -2436 0.06 0.19 0.26 2-3 -105 0.00 0.20 0.20 3-4 94 0.00 0.29 0.29 4-5 -2888 0.11 0.35 0.46 5-6 -2888 0.07 0.29 0.35 6-7 -1225 0.01 0.20 0.21 BC FORCE AXL HND CSI 8-9 2269 0.34 0.09 0.43 9-10 3041 0.45 0.05 0.51 0-11 3082 0.46 0.10 0.56 1-12 1367 0.20 0.09 0.29 2-13 132 0.00 0.11 0.11 WEB FORCE CSI WEB FORCE CSI 0-4 120 0.36 5-11 -383 0.08 2-9 444 0.15 6-11 1620 0.56 2-4 -2204 1.00 6-12 -845 0.17 4-9 -856 0.44 7-12 1542 0.53 4-11 -209 0.15 7-13 -985 0.20 TC 2x4 SPF 1650F -1.5E 2x4 HF STUD 10-3 BC 2x4 SPF 1650F-1.SE WEB 2x4 HF STUD Drainage must be provided to avoid ponding. Flat top chord has not been designed for drifting snow unless noted otherwise. 5-9-2 4-4=0-3-15 61 W:308 R A 000 U:-175 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-6-10 4-7-2 5-85-8_ 5-11-13 3-113 "-10 10-1-12 15-10-5 21-10-3 25-" 10-" i 15-0-0 1 2 34 5 6 7 a� 00 O.25 UPLIFT REACTIONS) : Support 1 -175 lb Support 2 -196 lb HORIZONTAL REACTION(S) support 1 131 lb support 2 131 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 = 12.88 ft, mph - 80 CBC Special Occupancy, Dead Load 12.6 psf ---== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 5- 6-10 9 5- 6-10 3 10- 1-12 10 10- 1-12 4 10- 1-12 11 15-10- 5 5 15-10- 5 12 21-10- 3 6 21-10- 3 13 25- 0- 0 7 25- 0- 0 V/ V/LVVV 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: pd00977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: Jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 Trl p y ussnoted. 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 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Charles 75-110 St. Charles ste-11 A 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. Palm Desert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1.03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27591 3" Wolf Name: laquinta golf estates Truss ID: B4 Qtv: 1 Drwa: RGX-LOC REACT SIZE REQ'D 1 0- 1-12 704 3.50 . 1.50• 2 1- 9- 8 323 3.50• 1.50• 3 24-10- 4 973 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL HND CSI 1-2 -2090 0.04 0.43 0.46 2-3 -98 0.00 0.18 0.19 3-4 -100 0.00 0.27 0.27 4-5 -2766 0.11 0.34 0.45 5-6 -2767 0.06 0.29 0.35 6-7 -1189 0.01 0.20 0.21 BC FORCE AXL BND CSI 8-9 1926 0.29 0.36 0.65 9-10 2848 0.43 0.14 0.57 0-11 2887 0.43 0.08 0.51 1-12 1327 0.20 0.09 0.29 2-13 -617 0.00 0.11 0.11 WEB FORCE CSI WEB FORCE CSI 0-4 138 0.35 5-11 -383 0.08 2-9 392 0.14 6-11 1534 0.53 2-4 -1865 0.85 6-12 -815 0.17 4-9 -1021 0.52 7-12 1497 0.52 4-11 157 0.10 7-13 -958 0.20 TC 2x4 SPP 165OF-1.5E _ 2x4 HP STUD 10-3 BC 2x4 SPP 165OF-1.SE WEB 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. Flat top chord has not been designed for drifting snow unless noted otherwise. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1. Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 Mean roof height = 12.88 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads 0 indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an ft otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-0-10 4-7-2m 5-8-9 5-11-13 1 3-1-13 5-6-10 10-1-12 � 15-10-5 21-10-3 25-" 10-0-0 I 15-0-0 I 1 2 34 5 6 7 4r 00 02- UPLIFT REACTIONS) : Support 1 -120 lb Support 2 -59 lb' Support 3 -192 lb HORIZONTAL REACTIONS) support 1 1628 lb support 2 -1628 lb support 3 -616 lb T 2-6-3 1 83 25-" 8 9 10 11 12 13 22_" 5-0-1_ 0 i 4-7-2 5-8-9 i 5-11-13� 3-1-13 5-6-10 10-1-12 15-10-5 21-10-3 25-0-0 STUB 5-9-2 SHIP OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HIS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999MEM 10-11 (LIVE) LC L. -0.19" D. -0.20" T= - .3 ---== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 5- 6-10 9 5- 6-10 3 10- 1-12 10 10- 1-12 4 10- 1-12 11 15-10- 5 5 15-10- 5 12 21-10- 3 6 21-10- 3 13 25- 0- 0 7 25- 0- 0 ■1 Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo977 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JOIO 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: gb 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 WO 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. 92,111 - r Phone (760) 341-2232 Fax # (760) 341-2293 environment that will "use 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', 1YTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 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 CBC -01 Seqn T6.5.0 - 27692 Job Name: laquinta golf estates Truss ID: B5 Qty: 9 Drwg: I IRG X -LOC REACT SIZEREQ'D 1 1- 7-12 1065 3.50" 1.50" 2 24-10- 4 941 3.50" 1.50" IRG REQUIREMENTS shown are based ONLY in the trues material at each bearing TC FORCE AXL BND CSI 1-2 -1664 0.02 0.60 0.63 2-3 -85 0.00 0.30 0.30 3-4 -132 0.00 0.25 0.25 4-5 -2625 0.09 0.33 0.43 5-6 -2626 0.06 0.29 0.35 6-7 -1147 0.01 0.20 0.21 BC FORCE AXL HND CSI 8-9 1515 0.21 0.60 0.82 9-10 2616 0.38 0.29 0.68 .0-11 2652 0.39 0.10 0.49 .1-12 1279 0.19 0.09 0.28 .2-13 132 0.00 0.11 0.11 WEB FORCE CSI WEB FORCE CSI .0-4 160 0.34 5-11 -384 0.08 2-9 384 0.13 6-11 1434 0.49 2-4 -1458 0.66 6-12 -781 0.16 4-9 -1251 0.64 7-12 1444 0.50 4-11 178 0.05 7-13 -927 0.19 TC 2x4 SPF 1650F-1.SE 2x4 HF STUD 10-3 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD WEDGE 2x6 HF 1650F-1.SE End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. Flat top chord has not been designed for drifting snow unless noted otherwise. 5-65-6 4-7-2 m 5-8-9 5-11-13 3-113 5-6-10 10-1-12 15-10-5 21-10-3 25-M 10-" I 15-" 1 2 34 5 6 7 400o2 R A 065 U:-186 UPLIFT REACTION(S) : Support 1 -186 lb Support 2 -185 lb HORIZONTAL REACTIONS) support 1 131 lb support 2 131 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 = 12.88 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC L= -0.20" D= -0.21" T= - .41" ---== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 5- 6-10 9 5- 6-10 3 10- 1-12 10 10- 1-12 4 10- 1-12 11 15-10- 5 5 15-10- 5 12 21-10- 3 6 21-10- 3 13 25- 0- 0 7 25- 0- 0 8 9 10 11 12 13 22-" "_10 4-7-2 5$-9� 5-11-133-1-13 F= STUB 5-6-10 10-1-12 15-10-5 21-10-3 25-0-0 5/.5/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' 5-9-2 SHIP 26-3 �a 1T�i WO: pd00977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer r3= W:308 LLn 9 R:941 U:-185 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb 8 9 10 11 12 13 22-" "_10 4-7-2 5$-9� 5-11-133-1-13 F= STUB 5-6-10 10-1-12 15-10-5 21-10-3 25-0-0 5/.5/2006 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 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 s 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. Palm Desert, CA. pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 1000 psf P Design Spec CBC -01 9 P Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responslbilties,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI "3) 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 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27593 l.Job Name: laquinta golf estates Truss ID: B6 ON: 1 Drwa: I RG S -LOC REACT SIZEREQ'D 1 0- 1-12 328 3.50" 1.50" 2 1- 8- 4 35 3.50" 1.50- 3 3- 4 - 8 34 3.50" 1.50" 4 5- 0-12 34 3.50• 1.50- 59- 9- 0 928 3.50" 1.50• 6 8- 5- 4 34 3.50" 1.50• 7 10- 1- 8 34 3.50• 1.50" 111- 9-12 31 3.50" 1.50" 9 13- 6- 0 1207 3.50• 2.09• 1015- 1-12 11 3.50" 2.82• 11 16- 9- 8 117 3.50" 1.50- 12 24-10- 4 740 3.50• 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE ASL END CSI 1-2 87 0.01 0.87 0.88 2-3 137 0.01 0.87 0.88 3-4 -964 0.01 0.86 0.87 4-5 -7 0.00 0.70 0.70 BC FORCE ASL END CSI 6-7 0 0.00 0.01 0.01 7-8 0 0.00 0.01 0.01 8-9 0 0.00 0.13 0.13 9-10 1007 0.15 0.13 0.28 WEB FORCE CSI WEB FORCE CSI 6-1 -313 0.17 3-8 -1123 0.22 1-11 0 0.00 3-9 968 0.34 1-7 -79 0.07 4-9 -244 0.05 2-7 -890 0.17 4-10 -1118 0.59 2-8 -193 0.19 5-10 -207 0.04 TC 2x4 SPF 1650E -1 -SE 2x4 SPP 210OF-1.8E 1-3 BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD GBL BLR 2x4 HF STUD Lumber shear allowables are per NDS. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and AN 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-9_0 6-9-0 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. Install interior support(s) before erection. Drainage must be provided to avoid ponding. 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. 6-90 13-6-0 Or 25 6-9-0 4-9=0 20-3-0 25-0-0 UPLIFT REACTION(S) : Support 1 -62 lb Support 2 -6 lb Support 3 -6 lb Support 4 -6 lb Support 5 -174 lb Support 6 -6 lb Support 7 -6 lb Support 8 -5 lb Support 9 -231 lb Support 10 -14 lb Support 11 -22 lb Support 12 -141 lb HORIZONTAL REACTIONS) support 11 206 lb support 12 '-288 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 = 11.11 ft, mph - 80 CBC Special Occupancy, Dead Load 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 120.00 0- 0- 0 120.00 25- 0- 0 0. BC Vert 20.00 0- 0- 0 20.00 25- 0- 0 0. 7 8 9 10 2-0-0 6-9-0 6-9-0 6-9-0 4-9-0 STUB 6-9-0 13-6-0 20-3-0 25-" 12 MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.03" D= -0.03" T. ---== Joint Locations =---- 1 0- 0- 0 7 6- 9- 0 2 6- 9- 0 8 13- 6- 0 3 13- 6- 0 9 20- 3- 0 4 20- 3- 0 10 25- 0- 0 T 5 25- 0- 0 11 0- 0- 0 6 0- 0- 0 SHIP N STATE ®� �► TYPICAL PLATE: 1.5-3 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. 5/5/2006 Scale: 3/16" = V 05" WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb 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 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 1.00 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.$ acin 2-0-0 P 9 pl. Desert,2 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Council America Design Responsibilities, 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone 34A. 2 1% WTCA 1' - Wood Truss of Standard COMPONENT SAFETY INFORMATION' - SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute Is located 583 D'Onofrio Fax # (760) 341-2293 (SCSI 1-03) and'SCSI (TPI) at Drive, 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 T6.5.0 - 27594 05" .Job Name: la uinta golf estates Truss ID: B7 Qty: 2 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 991 3.50• 1.50• BC 2x4 SPF 165OF-1.5E ® See standard details (TX01087001-001 revl). Support 1 -188 lb 2 24-10- 4 1000 3.50• 1.50• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 --191 lb 6 7 8 9 10 RG REQUIREMBNTS sbown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the 5/5/2006 n the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® End verticals are designed for axial loads Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AEL END CSI Ds b only unless noted otherwise. Truss Location = End Zone 1-2 -2602 0.13 0.54 0.68 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C TC Live a-3 -3152 0.08 0.41 0.49 A Company You Can Trussl (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg width 20.00 ft 3-4 -1902 0.05 0.30 0.35 TC Dead indicated only. Horizontal loads applied at Mean roof height = 11.11 ft, mph80 =12.6 75-110 St. Charles pl. ste-11 A 4-5 -4 0.00 0.31 0.31 O.C.Spacing 2-0-0 the end of the extensions have not been CBC Special Occupancy, Dead Load = psf and brace this truss In accordance with the fallowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, considered unless shown. A drop -leg to an 'ANSVTPI V. WrCA 1' . Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf BC FORCE AXL END CSI (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, otherwise unsupported wall may create a 6-7 -3 0.00 0.16 0.16 40.00 psf hinge effect that requires additional design 7-8 2787 0.42 0.12 0.54 consideration (by others). 8-9 3142 0.47 0.10 0.57 9-10 1785 0.27 0.09 0.36 WEB FORCE CSI WEB FORCE CSI 6-1 -933 0.50 3-8 77 0.04 1-11 0 0.00 3-9 -1305 0.66 1-7 3693 0.93 4-9 532 0.18 MAX DEFLECTION (span) 2-7 -599 0.12 4-10 -1981 0.55 L/999 MEM 7-8 (LIVE) LC 2-8 375 0.13 5-10 -99 0.02 L= -0.23" D= -0.25" T= - ---_= Joint Locations =---- 1 0- 0- 0 7 6- 9- 0 2 6- 9- 0 8 13- 6- 0 6-9-0 6-9-0 6-9-0 4-9-0 3 13- 6- 0 9 20- 3- 0 6-9-0 13-6-0 20-3-0 25-0-0 4 20- 3- 0 10 25- 0- 0 5 25- 0- 0 11 0- 0- 0 6 0- 0- 0 1 2 3 05 4 5 48" - B1 B2 W:308 W:308tr j v R:991 R:1000t1 CC U:-188 25-" U:-1941 2-0-0 �;Ako ®• 6 7 8 9 10 6-9-0 6-9-0 6-9.0 6-9-0 13.6-0 20-3-0 25-0-0 1 srue STATE 5/5/2006 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design Is for an Individual building component not truss system. h has been based an specifications provided by the component manufacturer Chk: jolo and done In accordance with the current versions of TPI and AFP. design standards. No responslblllly Is assumed for dimensional accuracy. Dlmenslons Ds b are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads nr: 9 g TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaCS L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net 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 woad to exceed tis%andfor "use connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss In accordance with the fallowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI V. WrCA 1' . Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) 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 1171 19th Street, NW, Ste 600, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27595 Job Name: la uinta golf estates Truss ID: B8 Q : 7 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 1071 3.50^ 1.54^ BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -197 lb 2 26-10- 4 1080 3.50^ 1.55^ WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 2 -200 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 1650F -I -SE 1-7 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBC -01 Code. 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 End verticals are designed for axial loads Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI only unless noted otherwise. Truss Location = End Zone 1-2 -2878 0.16 0.56 0.72 Extensions above or below the truss profile O.C.Spacing 2- 0- 0 Hurricane/Ocean Line = No , Exp Category = C 2-3 -3671 0.11 0.42 0.53 (if any) have been designed for loads Design Spec CBC -01 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2674 0.06 0.41 0.47 indicated only. Horizontal loads applied at Mean roof height = 11.14 £t, mph - 80 4-5 -5 0.00 0.41 0.41 the end of the extensions have not been Seqn T6.5.0 - 27596 CBC Special Occupancy, Dead Load = 12.6 psf considered unless shown. A drop -leg to an BC FORCE AXL BND CSI otherwise unsupported wall may create a 6-7 -3 0.00 0.16 0.17 hinge effect that requires additional design 7-8 3088 0.46 0.13 0.59 consideration (by others). 8-9 3672 0.55 0.11 0.66 9-10 2554 0.38 0.14 0.52 WEB FORCE CSI WEB FORCE CSI 6-1 -1014 0.54 3-8 80 0.02 1-11 0 0.00 3-9 -1051 0.53 1-7 . 2979 0.45 4-9 480 0.17 2-7 -676 0.13 4-10 -2694 0.85 2-8 603 0.21 5-10 -161 0.03 6-9.0 6-9-0 6-9-0 6-9-0 13-6-0 20-3-0 1 2 3 0�- 6-9-0 27-" 4 5 T "_0 SHIP .2-4 3-10 B1 B2 W:308 W:308 R:1071 ` R:1080 U:-197 U:-200 • 27-" 6 7 8 9 10 6-9-0 6-9=0 6-9-0 6-9-0 6-9-0 13-6-0 20-3-0 27-0-0 ---== Joint Locations =---- 1 0- 0- 0 7 6- 9- 0 2 6- 9- 0 8 13- 6- 0 3 13- 6- 0 9 20- 3- 0 4 20- 3- 0 10 27- 0- 0 5 27- 0- 0 11 0- 0- 0 6 0- 0- 0 5/ 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toads gb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS Wlized 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-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 Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Council 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 r Phone (760) 341-2232 1'. WTCA V- Wood Truss of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. (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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27596 59" [J-ob Name: laquinta golf estates Truss ID: 139 Qty: 3 Drwci: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 1510 3.50• 1.54• 2 1- 8- 4 35 3.50" 1.55• 3 3-4- 8 3800 3.50• 1.50• 4 5- 0-12 34 3.50• 1.50" 5 6- 9- 0 3568 3.50• 1.50• 6 8- 5- 4 34 3.50• 1.50" 7 10- 1- 8 3562 3.50• 1.50" 8 11- 9-12 32 3.50" 1.50• 9 13- 6- 0 3619 3.50• 2.09- 101S- 2- 4 36 3.50" 2.82• 11 16-10- 8 3627 3.50• 1.50• 12 18- 6-12 34 3.50• 1.50• 13 20- 3- 0 3624 3.50" 1.50" 14 21-11- 4 34 3.50^ 1.50• 15 23- 7- 8 3506 3.50" 1.50" 16 25- 2- 0 32 3.50" 1.50• 17 26- 6-12 1605 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE AEL BND CSI 1-2 -108 0.00 0.27 0.27 2-3 -128 0.00 0.27 0.27 3-4 -149 0.00 0.22 0.22 4-5 -102 0.00 0.22 0.22 5-6 -280 0.00 0.22 0.23 6-7 -241 0.00 0.22 0.23 7-8 -206 0.00 0.22 0.22 8-9 -38 0.00 0.21 0.21 BC FORCE AXL HND CSI LO -11 .0 0.00 0.00 0.00 L1-12 0 0.00 0.00 0.00 L2-13 0 0.00 0.00 0.00 A-14 0 0.00 0.00 0.00 A-15 0 0.00 0.00 0.00 L5-16 0 0.00 0.00 0.00 L6-17 0 0.00 0.00 0.00 L7-18 163 0.01 0.00 0.01 TC 2x6 HF 1650F -1.5E Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Lumber shear allowables are per NDS. Mark all interior bearing locations. Drainage must be provided to avoid ponding. Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced Permanent bracing is required (by others) to at 16.0 " o.c. unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 Top chord supports 24.0 " of uniform load and ANSI/TPI 1. at 20 psf, live load and 10 psf dead load. End verticals are designed for axial loads Additional design considerations may be only unless noted otherwise. required if sheathing is attached. Extensions above or below the truss profile [+) indicates the requirement for lateral (if any) have been designed for loads bracing (designed by others) perpendicular indicated only. Horizontal loads applied at to the plane of the member at 63"intervals. the end of the extensions have not been Bracing is a result of wind load applied considered unless shown. A drop -leg to an to member.(Combination axial plus bending). otherwise unsupported wall may create a This truss requires adequate sheathing, as hinge effect that requires additional design designed by others, applied to the truss consideration (by others). face providing lateral support for webs in 3-PLYI Nail w/lOd BOX, staggered (per NDS) the truss plane and creating shear wall in: TC- 8 BC- 2 WEBS- 2 -PER FOOTI•- action to resist diaphragm loads. Nail in layers or from each face. 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 = 11.05 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf 3-4-8 3-4-8 3-4-8 3-4-8 3-4-8 3-4-8 3-4-8 33-1-0 3-4-8 6-9-0 10-1-8 13-" 16-10-8 20-3-0 23-7-8 26-8-8 3-PLYS 1 2 3 4 5 6 7 8 9 REQUIRED0� WEB FORCE CSI WEB FORCE CSI T 0-1 -1495 0.10 5-14 -3416 0.21 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1-19 0 0.00 5-15 -384 0.02 A Company You Can Trussl 1-11 87 0.01 6-15 -3409 0.21 5-" 2-11 -3826 0.23 6-16 -351 0.02 BC Dead 10.00 T 2-12 -434 0.03 7-16 -3416 0.21 TOTAL 40.00 psf Seqn T6.5.0 - 27597 3-12 -3345 0.20 7-17 -332 0.02 2-0-1 3-13 -338 0.02 8-17 -3302 0.20 4-13 -3378 0.21 8-18 -461 0.03 4-14 -402 0.03 9-18 -1314 0.08 TYPICAL PLATE: 1.5-3 2-4 3-4 3-4 3-4 5-5 3-4 3-4 34 34 26-8-8 10 11 12 13 14 15 16 17 18 0-3-8 3-4� 3-4=8 3-4-8 3-4-8 3-4-8 3-4-8 3-4=8 33-1� STUB 3-4-8 6-9-0 10-1-8 13-" 16-10-8 20-3-0 23-7-8 26-8-8 UPLIFT REACTION(S) : Support 1 -281 lb Support 2 -6 lb Support 3 -708 lb Support 4 -6 lb Support 5 -665 lb Support 6 -6 lb Support 7 -664 lb Support 8 -5 lb Support 9 -675 lb Support 10 -6 lb Support 11 -676 lb Support 12 -6 lb Support 13 -676 lb Support 14 -6 lb Support 15 -654 lb Support 16 -5 lb Support 17 -299 lb HORIZONTAL REACTION(S) support 3 472 lb support 9 162 lb support 16 -163 lb support 17 -367 lb ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 1060.00 0- 0- 0 1060.00 26- 8- BC Vert 20.00 0- 0- 0 20.00 26- 8- T 5-0-0 SHIP MAX DEFLECTION (span) ===== Joint Locations = 1 0- 0- 0 11 3- 4- 8 2 3- 4- 8 12 6- 9- 0 3 6- 9- 0 13 10- 1- 8 4 10- 1- 8 14 13- 6- 0 5 13- 6- 0 15 16-10- 8 6 16-10- 8 16 20- 3- 0 7 20- 3- 0 17 23- 7- 8 8 23- 7- 8 18 26- 8- 8 9 26- 8- 8 19 0- 0- 0 10 0- 0- 0 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 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: Jolo and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: b are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g g TC live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the mot 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 P Re Mbr Bnd 1.15 P 75-110 St. Charles ste-11 A environment that will muse the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Desert, Palm DesertCA. 92211 and brace this truss in accordance with Ne following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 CBC Phone (760) 341-2232 'ANSIrrP11', 1NTCA V- Wood Truss Council of America Standard Design Responsibillties,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, psf Design Spec -01 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 40.00 psf Seqn T6.5.0 - 27597 Job N+iam6: laquinta golf estates Truss ID: B10 Qtv: 4 Drwq: G X -LOC REACT SIZE REQ'D 1 0- 1-12 240 3.5U . 1.50• 2 5-10- 4 240 3.50• 1.50- G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 -54 0.00 0.32 0.32 IEC FORCE AXL END CSI 3-4 86 0.00 0.23 0.23 WEB FORCE CSI WEB FORCE CSI 2-4 -162 0.03 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165CF-1.SE WEB 2x4 HF STUD End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2-3-15 I0-3-15 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -43 lb MULTIPLE LOAD CASES. Support 2 -76 lb PLATE VALUES PER ICBG RESEARCH REPORT #1607. 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 £t Mean roof height = 11.01 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf 6-" 6-0-0 400 2 B1 W:308 R:240 U:-43 3 3-15 B2 W:308 _ R:240 6-0-0 4 2116 6-0-0 STUB -=== Joint Locations ===== 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 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. ® WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chi(' jol0 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU S S WO RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: gb 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 A Company You Can Truss! 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 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 BC Live 0.00 psf Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, r 'ANSUTPI 1', 1NTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Phone (760) 341-2232 (SCSI 1-03) 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, DC 20036. TOTAL 40.00 psf r� � 10 5/5/2006 Scale: 11/16" = 1' WO: pd00977 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 27588 10" Job Mame: la uinta golf estates Truss ID: C1 Qty: 2 Drw : iRG x -LOC REACT SIZE REO'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) r 0- 1-12 430 3.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -103 lb 2 8- 1-12 430 3.50^ 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -103 lb RG REQUIREMENTS shown are based ONLY Permanent bracing is required (by others) to PLATE VALUES PER ICSO RESEARCH REPORT #1607. This truss is designed using the a the trues material at each bearing prevent rotation/toppling. See BCSI 1-03 CBC -01 Code. ' and ANSI/TPI 1._ Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE ABL HND CSI Truss Location = End Zone 1-2 -801 0.01 0.12 0.13 _ Hurricane/Ocean Line = No Exp Category = C 2-3 -801 0.01 0.12 0.13 ` Bldg Length = 40.00 ft, Bldg width - 20.00 ft ' Mean roof height = 10.85 ft, mph - Be BC FORCE AXL BND CSI ` CBC Special Occupancy, Dead Load 12.6 psf 4-5 734 0.11 0.09 0.20 ----------LOAD CASE #1 DESIGN LOADS --------------- 5-6 734 0.11 0.09 0.20 - Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 8- 3- 8 0.6 NEB FORCE CS1 WEB FORCE CSI BC Vert 30.73 0- 0- 0 30.73 8- 3- 8 0.0 2-5 149 0.06' ..Type... lbs X. Loc LL/TL TC Vert 71.5 4- 1-12 1.00 TC Vert 35.7 4- 1-12 0.00 T 11 3-4 10-3-14 4-1-12 4-1-12 4-1-12 1 2 4-1-121 4.00 07# 4-4 4-1-12 � 8-3-8 -4.00 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.01" D= -0.02" T= - ---_= Joint Locations =-- 1 0- 0- 0 4 0- 0- 0 2 ' 4- 1-12 5 4- 1-12 3 8- 3- 8 6 8- 3- 8 B1 B2 Uj M W:308 W:308 R:430 R:430 U:-103 u:-103 srA�o� 8-3-8 /5/ 06 4 6 6 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9116" = 1' WARNING Read all notes on this sVe-eTand give j copy of it to the Erecting On raC Or. Eng. Job: EJ. WO: pd00977 This design is for an individual building component not truss system41tM.Cen based on specMcations provided by the component mignf_turer Chk' jolo and done in accordance with the current versions of TPI and AFPA design s ndards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS DB nr: b are w be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g g 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 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 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Troswal software, r 'ANSUTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27600 13. rJob Name: laquinta golf estates Truss ID: C2 ON: 1 Drwa: G x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 1 0- 1-12 430 3.50"1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 8- 1-12 430 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. G REQUIREMENTS shovm are based ONLY Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607 the truss material at each bearing prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. TC FORCE A3:L BND CSI 1.2 -801 0.01 0.12 0.13 2-3 -801 0.01 0.12 0.13 BC FORCE AXL BND CSI 4.5 734 0.11 0.09 0.20 5.6 734 0.11 0.09 0.20 IWBB FORCE CSI WEB FORCE CSI 2-5 149 0.06 3-4 4-1-12 4-1-12 4-1-12 8-3-8 4-1-12 , 4-1-12 I I 1 2 3 4-1-12 4.00 107# 4-4 UPLIFT REACTION(S) : Support 1 -103 lb Support 2 -103 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 = 10.85 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf --LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 8- 3- 8 0. BC Vert 30.73 0- 0- 0 30.73 8- 3- 8 0. ..Type... lbs X.Loc LL/TL TC Vert 71.5 4- 1-12 1.00 TC Vert 35.7 4- 1-12 0.00 10-3-14 T MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.01" D= -0.02" T= -(.03' ---_= Joint Locations =---- 1 0- 0- 0 4 0- 0- 0 2 4- 1-12 5 4- 1-12 3 8- 3- 8 6 8- 3- 8 1.5-3 �= 40„ 81 82 -TT- �® W:308 W:308 a;$i R:430 R:430 U:-103 U:-103 SrA'� 8-3-8 ' �i( 5/ 5/2006 4 5 6 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9116" = 1' ® WARNING Read all notes on this s ee an give a copy of it to the Erecting On raC Or. Eng. Job: EJ. WO: pd00977 This design Is for an Individual building component not truss system4ltlhjteen based on specifications provided by the component ntruif Curer C)11(' j010 and done In accordance with the current versions of TPI and AFP A design s ndards. No responsibility is assumed for dimensional accuracy. Dimensions - TRUSSWORKS Ds nr: - are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads g g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that me top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l Is laterally braced by the root or near 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 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or muse connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 PalmDesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSLrTPI I', WTCA V - Wood Truss Council of America Standard Design Responsibilttles,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrfo 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 40.00 psf Seqn T6.5.0 - 27601 Jona Name: la uinta golf estates Truss ID: GG1 Qty: 1 Drw : 2-2-13 RG K -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec : ANSI/TPI -'1995 UPLIFT REACTIONS) 1 0- 1-12 3151 3.50" 3.36^ BC 2x8 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -795 lb 2 6- 7- 8 3151 3.50^ 3.36• WEB 2x4 HF STUD MULTIPLE LOAD CASES. - Support 2 -795 lb RG REQUIREMENTS shove are based ONLY 2x4 SPF 165OF-1.SE 1-6, 7-4 PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the a the -truss material at each bearing Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. CBC -01 Code. End verticals are designed for axial loads Permanent bracing is required (by others) to Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AxL HND CSI only unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 Truss Location = End Zone 1-2 -2285 0.04 0.29 0.33 Extensions above or below the truss profile and ANSI/TPI 1. Hurricane/Ocean Line = No , Exp Category = C 2-3 -2352 0.04 0.21 0.26 (if any) have been designed for loads 8 2-3-11 2446 2-311 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2352 0.05 0.28 0.32 indicated only. Horizontal loads applied at 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: 11116" = Mean roof height = 16.12 ft, mph - 80 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00977 the end of the extensions have not been This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AxL BND CSI considered unless shown. A drop -leg to an ----------LOAD CASE #1 DESIGN LOADS --------------- 5-6 0 0.00 0.26 0.26 otherwise unsupported wall may create a TC Live 20.00 psf Dir L.Plf L.Loc R.Plf R.Loc 'LL/T 6-7 2384 0.25 0.39 0.64 hinge effect that requires additional design noted. shown support of components members only reduce This component shall not be placed in any - TC Vert 310.00 0- 0- 0 310.00 6- 9- 4 0.5 7-8 0 0.00 0.32 0.32 consideration (by others). BC Vert 620.83 0- 0- 0 620.83 6- 9- 4 0.4 WEB FORCE CSI WEB FORCE CSI 1', of COMPONENT SAFETY INFORMATION'- (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 1-5 -2359 0.45 3-7 -666 0.13 1-6 3041 0.45 4-7 3052 0.46 2-6 -713 0.14 4-8 -2292 0.44 ' 2-7 -43 0.01 ' MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.03^ D= -0.03^ T= - 2-3-11 2-1-15� 2-3-11 ===== Joint Locations ===== -� 1 0- 0- 0 5 0- 0- 0 2-3-11 4-5-9 6-9-4 2 2- 3-11 6 2- 3-11 3 4- 5- 9 7 4- 5- 9 1 2 3 - 4 4 6- 9- 4 8 6- 9- 4 5-6 3-4 1.5-3 5-6 05 2-2-13 2-2-13 LU 1-11-5 FM 8-8 10-10 3 3 , iAJ X B1 B2 R:315 6-9� R:-795 308 R:315 y 04 R:-795 ,1 U:-795 -q- i U:-795 5 6 8 2-3-11 2446 2-311 2-3-11 4-5-9 6-9-4 �TA QeGP�<C C /5/2006 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: 11116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00977 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' JOIO and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads gb T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 . A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Bracing is for lateral to buckling length. TC Dead 10.00 psf Rep Mbr Bnd 1.00 noted. shown support of components members only reduce 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 "use connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 an d brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI WTCA 1'- Wood Truss Council America Standard Design Responsibilities, 'BUILDING BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', of COMPONENT SAFETY INFORMATION'- (SCSI 1.03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27602 05 Job Name: la uinta golf estates Truss ID: GG1A Qty: 1 Drw : Chk' JDIo RG x-LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) TC Live 20.00 psf TC Dead 10.00 psf 1 0- 1-12 3151 3.50^ 3.36• BC 2x8 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -800 lb 2 6- 7- 8 3151 3.50• 3.36^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -800 lb RG REQUIRENTS ME shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. CBC-01 Code. prevent rotation/toppling. See BCSI 1-03 End verticals are designed for axial loads Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI and ANSI/TPI 1. only unless noted otherwise. Truss Location = End Zone 1-2 -1872 0.03 0.28 0.31 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C 2-3 -1916 0.03 0.21 0.24 (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg width = 20.00 ft 3-4 -1916 0.03 0.27 0.30 indicated only. Horizontal loads applied at Mean roof height = 16.33 ft, mph - 80 the end of the extensions have not been CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE A%L BND CSI considered unless shown. A drop-leg to an ----------LOAD CASE #1 DESIGN LOADS --------------- 5-6 0 0.00 0.26 0.26 otherwise unsupported wall may create a Dir' L.Plf L.Loc R.Plf R.Loc LL/T 6-7 1940 0.21 0.38 0.59 hinge effect that requires additional design TC Vert 310.00 0- 0- 0 310.00 6- 9- 4 0.5 7-8 0 0.00 0.31 0.31 consideration (by others). BC Vert 620.83 0- 0- 0 620.83 6- 9- 4 0.4 WEB FORCE CSI WEB FORCE CSI 2-3-11 2-1-15 2-3-11 1-5 -2357 0.47 3-7 -674 0.13 1-6 2745 0.95 4-7 2736 0.95 2-6 2-7 -710 0.14 -36 0.01 4-8 -2298 0.46 2-3-11 4-5-9 6-9-4 2-7-13 1 2 3 4 _ _ ---_= Joint Locations =-_-- _ 1 0- 0- 0 5 0- 0- 0 2 2- 3-11 6 2- 3-11 3 4- 5- 9 7 4- 5- 9 4 6- 9- 4 8 6- 9- 4 6-6 3-4 1.5-3 6-6 3-4 3-4 B1 W:308 R:3151 U'-800 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 2-7-13 B2 W:308 R:3151 U:-800 positioned per Joint Detail Reports available from Truswal software, unless noted. 1/5/2006 Scale: 19/32".= 1' WO: pd00977 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 27603 OS" WAKNINU Reid all notes on this sheet and give a copy of it to the Erecting Contract r. Eng. Job: EJ. ® This design Is for an Individual bulldfhg component not truss system. it hasibeen based on specifications provid?d by the component manufactur& Chk' JDIo T R 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 manufacture2aad161 building deslgL rfor to fabZdttb5. The building de;Igner must as2eWgthat the loads Dsgnr: gb U S S WO R KS A Company You Can Trussl cal t utilized on this design meet or exceed the loading Imposed by the lobuding code and the particular appllca on. The design assumes that the top c ore is laterally braced by the roof or floor sheathing an t%e t0ttom chord Is laterally braced by rigid sheathing material directly $ttached, unless otherwise noted. Bracing shown Is for lateral support of co�iipb" nts members only to reduce b6af irgg length. This component shall n8r6e4laced In any TC Live 20.00 psf TC Dead 10.00 psf 75-110 St. Charles pl. Ste -11A Palm De , CA. Desert, CA. 92211 Phone se ( ) 2 2 Fax # (760) 341-2293 environment that will "use 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, 'W 1' 'ANSVTPl V,TCA - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo 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 1/5/2006 Scale: 19/32".= 1' WO: pd00977 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 27603 OS" Job Name: la uinta golf estates Truss ID: GG2 Qty: 1 Drw : Eng. Job: EJ. RG K -LOC REACT SIZE REQ'D TC 2x6 HF 1650F-1. 5E Plating spec : ANSI/TPI - 1995 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 4758 3.50^ 3.50• BC 2x8 DPL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -1079 lb TC Live 20.00 psf 2 15- 7- 4 4758 3.50• 3.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -1079 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 210OF-1.8E 1-7, 9-5 PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the 75-110 St. Charles pl. ste-11 A n the truss material at each bearing Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. CBC -01 Code. Phone (760) 341-2232 'ANSUTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, BC Dead 10.00 psf End verticals are designed for axial loads Permanent bracing is required (by others) to Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI only unless noted otherwise. - prevent rotation/toppling. See BCSI 1-03 Truss Location = End Zone 1-2 -6799 0.17 0.41 0.57 Extensions above or below the truss profile and ANSI/TPI 1. Hurricane/Ocean Line = No , Exp Category = C 2-3 -9221 0.30 0.33 0.62 (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -9221 0.30 0.33 0.62 indicated only. Horizontal loads applied at Mean roof height = 16.22 ft, mph = 80 4-5 -6799 0.17 0.41 0.57 the end of the extensions have not been CBC Special Occupancy, Dead Load = 12.6 psf considered unless shown. A drop -leg to an ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI otherwise unsupported wall may create a Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 0 0.00 0.28 0.28 hinge effect that requires additional design TC Vert 310.00 0- 0- 0 310.00 15- 9- 0 0.5 7-8 7302 0.56 0.44 1.00 consideration (by others). BC Vert 294.17 0- 0- 0 294.17 15- 9- 0 0.4 8-9 7302 0.56 0.44 1.00 9-10 0 0.00 0.28 0.28 WEB FORCE CSI 6-1 -4146 0.86' 1-7 7670 0.74 2-7 -2427 0.46 2-8 2164 0.75 3-8 -942 0.18 WEB FORCE CSI 4-8 2164 0.75 4-9 -2427 0.46 5-9 7670 0.74 10-5 -4146 0.86 T 2-5-5 T MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L=•-0.19" D= -0.19" T= -137- -==== -=== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 4- 0- 2 7 4- 0- 2 4-0-2 3-10-0'r 3-10 6 4-0-2 3 7-10- 8 8 7-10- 8 -6 4 11- 8-14 9 11- 8-14 4-0-2 7-10-8 11-8-14 15-9-0 5 15- 9- 0 10 15- 9- 0 2 3 4 5 MX/8-12 3-8 2-4 3-8 MX/8-12 B1 W:308 R:4758 U:-1079 3-6 3-6 I 15-9-0 6 7 8 9 10 4-04-0 2 3-106 33-10-6 4-04-0 2 4-0-2 7-10-8 11-8-14 15.9-0 T 2-5-5 T - B2 W:308 R:4758 U:-1079 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: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00977 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' jolo 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: gb 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 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 1.00 75-110 St. Charles pl. ste-11 A environment that will muse 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 PalmDesertCA. 92211 Desert, and brace this truss In accordance with me following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Phone (760) 341-2232 'ANSUTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, BC Dead 10.00 psf Design Spec CBC. -01 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 40.00 psf Seqn T6.5.0 - 27604 Job Name: la uinta golf estates Truss ID: GG2A Qty: 1 Drw : WO: pdOO977 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer IRG x -LOC REACT SIZE REQ TC 2x4 SPF 165OF-1. 5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 3025 3.50^ 3.50^ BC 2x8 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -686 lb is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 2 15- 7- 4 3025 3.50" 3.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -686 lb 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 IRG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 1-8, 11-6 PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Phone (760) 341-2232 1','WTCA V- Wood Truss Council of SAFETY (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, In the truss material at each bearing Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. CBC -01 Code. Seqn T6.5.0 - 27605 End verticals are designed for axial loads Permanent bracing is required (by others) to Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI only unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 Truss Location = End Zone 1-2 -3542 0.11 0.57 0.68 Extensions above or below the truss profile and ANSI/TPI 1. Hurricane/Ocean Line = No , Exp Category = C 2-3 -5454 0.24 0.55 0.79 (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg width = 20.00 ft 3-4 -5469 0.26 0.36 0.62 indicated only. Horizontal loads applied at Mean roof height = 16.20 ft, mph - 80 4-5 -5469 0.24 0.55 0.79 the end of the extensions have not been CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -3555 0.12 0.51 0.69 considered unless shown. A drop -leg to an ----------LOAD CASE #1 DESIGN LOADS --------------- otherwise unsupported wall may create a Dir L.Plf L.Loc R.Plf R.Loc LL/T, BC FORCE ARL BND CSI hinge effect that requires additional design TC Vert 310.00 0- 0- 0 310.00 15- 9- 0 0.5 7-8 0 0.00 0.18 0.18 consideration (by others). BC Vert 74.17 0- 0- 0 74.17 15- 9- 0 0.3 8-9 3889 0.41 0.26 0.68 9-10 5587 0.60 0.34 0.94 .0-11 3894 0.42 0.33 0.74 ' .1-12 0 0.00 0.16 0.16 WEB FORCE CSI WEB FORCE CSI 7-1 -2815 0.60 4-10 -844 0.16 MAX DEFLECTION (span) 1-8 4253 0.64 5-10 1892 0.66 L/999 MEM 9-10 (LIVE) LC 2-8 -2229 0.43 5-11 -2171 0.42 L= -0.14" D= -0.14" T= -C.27- .27"2-9 2-9 1912.0.66 6-11 4269 0.64 3-9 -850 0.16 12-6 -2825 0.60 --__= Joint Locations = 3-10 -141 0.04' 1 0- 0- 0 7 0- 0- 0 2 3- 2-14 8 3- 2-14 3-2-14 3-1-2 3-1-2 3-1-2 3-2-14 3 6- 3-15 9 6- 3-15 4 9- 5- 1 10 9- 5- 1 3-2-14 6-3-15 9-5-1 12-0-2 15-9-0 5 12- 6- 2 11 12- 6- 2 6 15- 9- 0 12 15- 9- 0 1 2 3 4 5 6 S. T 2-4-13 T B1 3-6 W:308 R:3025 U:-686 3-0 15-9-0 )7 8 9 10 11 12 3-2-14 3-1-2 3-1-2 3-1-2 3-2-14 3-2-14 6-3-15 9-5-1 12-6-2 15-9-0 B2 N W:308 Q` A11r7f R:3025 ��`� U:-686 t g� 5/2006 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: 9132" = 1' WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO977 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Ch1(' Jolo and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: gb 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 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 p 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 1.00 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 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, 'ANSFTPI America standard Design Responsibilities, 'BUILDING COMPONENT INFORMATION'. BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA V- Wood Truss Council of SAFETY (SCSI 1-03) 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, DC 20036. TOTAL 40.00 psf Seqn T6.5.0 - 27605 NATIONAL INSPECTION ASSOCIATION, INC. W—NIA—n Quality Systems Management, Inc. National Testing, Inc. Origination Date: 07-2003 Revision No. C AF #14 Report Number: /g�2 FINDINGS: Number of "Correction Action Requests" Issued: 7 ,ons It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: It was found that: There ( Was / a o ) 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: /-2 l:22lt2 2P�/O a Floor Trusses: I ,3G _ 1.5D Trusses that were Reviewed, (Meet O eed Do Not Meet ) the Requirements of the U.C. Code, the I.B.C. Code, the I.R.C. Code, the ANSI ational Standards and the Engineer's Specifications. Comments: Page 7)vo of Two uda or for National Inspection Association / Quality Systems Management P.O. Box 3426 E -Mail: NIAgillette@vcn.com O lettn._ MnminQ 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Qfflce (307) 685-6.431 Fax Page 7)vo of Two Report Number: FINDINGS: Quality Systems Management, Inc. National Testing, Inc. Number of "Correction Actii n Requests" Issued: It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: It was found that: There ( Was / a No ) changes to the ICC AC 10 Acceptance Criteria from which your llrr.,l:+.r A—r—nnn / i`nn+rn�I N1.nrIn) uino umritfon Origination Date: 07-2003 Revision No. C AF #14 If there are changes to the It was found that: This Metal Plate Connected proper equipment for the proper Product Review: Roof Trusses: /1 R7? AC 10 Criteria, show changes in "Comments". Wood Truss Fabrication Facility as / Does Not Have ) shipping and delivery of trusses. I A7, P -- j,2; 1 Q a Floor Trusses: 1,30 Trusses that were Review the I.B.C. Code the I.R.C. Comments: d, ( Meet O ' eed Do Not Meet ) the Requirements of the; U.B.C. Code, Code the ANSI ational Standards and the P Engineer's Specifications. ection Association /;Quality Systems Management udrtor for National Ins P.O. Box 3426 I Gillette, Wyorning 82 71 7-342 E -Mail: NIAgigetteCvcn.com (307) 685-633.1 Office 6 Cellular ,Phone: (307) 689-5977 (307) 685-633.1 Fax Page 7Wo of Two Optional vent opening per design drawing. 3-4 3-4 1 GENERAL GABLE DETAILS FOR WIND LOAD BRACING Pilch per design drawing. Connector plates shown are /orexample only. See actual buss design /or required plate saes and odentation. Structural gable trusses M71 generally have dagonal and vertical members other that those shown above. Adequate staples or toe -nails maybe used, and should be used to avoid any overlap with primary structural plates. Gable truss Is continuous bearing exce t as may be noted on individual de ' n dmwi s. END (FACE) VIEW 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE 17Y OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI BY THE MODEL BUILDING CODES. Max. 12" eave unless noted on drawing. Gable End Truss Brace Interval as SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR 0 BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 10y specified on the G�ARt 2 approved engnineering a drawing or standard detail or chart Typical 2x_strongback (whaler) brace along back face o1 gable, braced with ?-6 +or - 45 degree diagonal 2x_ (typ.) braced to roof sheathing as shown. DWG# 0002065035 + I indicates stud members that require bracingi 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 INDNIDUAL APPROVED TRUSS DESIGN. nalling of diagonal brace. attached to sheathing and truss each end, typ. Truss spacings per designs. (24" max.) WALU BEARING SUPPORT SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 7) ALL ITEMS 1-8 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 ANDARD DRAWING TX01087001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, r1r "'' 11/ SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR 0 BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 10y G�ARt 2 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN p CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF a O THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. -c� THIS DETAIL IS PROVIDED ASA SUGGESTED SOLUTION TO THE APPLICATION S'_ SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR —', ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. R IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL WRLS'`c■ A IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. DATE: REF: GBA A 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIN•.OR- 4'.o° O.G. /-Wk, 2. 20 41 HF OR M2 DF PURLINS 4' - 0 " O.0 J. 2x4 01 HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS 01 SETBACK FROM END WALL AS. NOTED ON TRUSS DESIGNS cI FC Q LP C P).\C-tqT If'UAtj S., EXTENDED END JACK TOP CHORD (TYPICAL)-. . ' ` � 5 6. COMMON TRUSS. 7. HIP CORNER RAFTER. , Dye S, 1x4 CONTINUOUS LATERAL "1 8 @ I. ll? 9. EXTENDED BOTTOM I U � i � err , �.�. ��r,�1•� t�� `0� FOqUALSTABILITY OF 3Y87 15 PER BUILDING DESIGNER. t�2 M9VZe- HIP TRUSSES 24" O.C. (TYPICAL) / a) ADEQUATE CONNECTION . I > ,— BY 0117 -um (TYPICAL). DATE Na ',►` HIP FRAMING DETAIL 1/21/98 QVI AWM/ � IMISINAE SVNEMS CORFCRAWN U � I{INO Rs I nolo on this sheet and phrs • copy of h to the Erecting Conusctoc T •�+dJtl D�•9 �V�Yti \ N.OaY� Ds.W an cpaoYuaorn pro.Oq W M ca�pafM� n>ru4auY Y10 Oona+a mrca,�ra tM NrM� wn+o�w d in an0 NM argn �W WYW. Nu �YD�J�Y Y rau/rd 1a oin�nacwY KCWCy. Dw+YWa+� as b M .~ W M Umparwo Mftft=NW MY'a au10np a"vw po, b jabfx pOn Th. bw" anvw " "C~ rw dna Ic&" M4 W On ON Orbe IMM OI •cNO IM "&"9 MpwW OT"bW bdWq co0w M w .wrhW In.l tl� IOD fliaJ r IYH�Y/ O.acaO W 1a od a Hoa, Yna,Mp Yr0 ifr boHoa q o,a • IMYaHr Lat+O W /pd H aMMO ■HYrW O+Hs>y aww,.4 u/M� ONYw.a naw. @-woo un.h I br YarM wppM d o1aow DYThr .M Yw as a N,cao w M .�...owwr wr rA Ci+N IhH WAo4ara C0140011 Of WA.M0 6140" If%a.OW ctlla MW.cW pd&W cOnp..ga. I�IKra. hY1LM. HV W W hd ti Y11aa M K dsfmi MII wo bbwMW MMOYY 'TIIl1iGC111 YM111�L' W Inrwal.'OUYITY CONTTIOI STA• DARG Ion IIT TK PLATS COWSCRO wow ilkabu• - imm". -Kwa m r41AlUN6 AYp WUpr10 Yfiu KAi! COINICTtO w000 Im"ar - ""I) SAO 'HMOs SUYuMV WfT Win. The R1MI nW bwr pIq Y maw M bW OOrokio Dnn. maoow.wami w 39719. TM AIw,rJn Fw— an0 P" AIWOMon 4AFF" W"0060 IM OYwacv M. ". bw 900. wwio^ Oc 20M SUPPORT REQUIRED ' -E �o BEARING SUPPORT FOR TOP CHORDS OF END JACKS EVERY 4'-0' MAXIMUM. 48" MAX WHERE THEY CROSS SUPPORTING MEMBERS. B 1. FOR REACTIONS OF 300,E 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 REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL LENGTHS. TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 10d NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE D - NAIL CONNECTION: HIP GIRDER (ONE.OR MORE PLYj, i _ HIP rRus5Es 6, OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING 7. 116FER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS . FOR WEDGE, USE (7) .iC? PLA-( :AiL VviI*,; G' O.C. INTO TOP CHORD OF HIP GIRDER. • WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS, CONNFC110N OF I -_RAL :ii lACE- vR BASED ON BRACE FORCES DETERMINED' BY THE BUILDING DESIGNER. NOTE: BEVELED' t ER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE A TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING COP AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY (2). THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION }N SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE Al SIMILARV �� DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGN TRursm - .HE,RE3P 0HS49ILr Y OF OTHERS TO VERIFY THE•AOEQUACY -14i* UCTAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION ANO INTENT) SIS -M JAS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. BEVEL CUT ON TOP CHORD OF TRUSS -° .:::•:s %' `� DATE: HFIGHY F '(3) 16d TOENjLILED DETAIL "A" LEDGER ATTACHED TO FACE OF TRUSS CSETA€! "A" (ALTERNATE) BAILER A T T._.CHED "O KING POST �C, -rrw,G 5! VC -VT FLAA, VIEW HIP TRUSS \ �) Ico d@ EA. T vP CWOQD ,CCEND o F HIP TRUSS TERMIN A L HIP -Truss ID: RAF -4 ty: 1 Drwg: SSG X -LOC .REACT SIZE REO'D TOP CHORD 2x4 FL p1 & Btr. Platir�q spec ANSI/TPI - 1995 1 0- 2- 8 623 4.95" 1.50" THIS DESl(3•( IS THE CUVOSITE RESULT OF 2 11- 2-11 761 1.50" 1.50" MULTIPLE LOAD CASES. SLIDER 2x4 FL H1 & Btr. PLATE VALUES PER ICED RESEARCH REPORT. #1607. PLATINSS BASED ON GREEN LLM3ER VALUES. Pern�rreneerrit bracing isccregirrsggred (by others) to AN ard SII TP1r1t1t995/10.3`4.5 aid 1HID-91 34 b. UPLIFsLT�Rrt 1iCN(S1� -ppopt 2 -10"'! This tows is desigi- d using the WC -97 Code. 8ldg,Encl =Yes, End Zone = Ab Hurricane C Line - ND , E CategorryY = C Bldg L h = 99.00ft, Bldg tdth = 3u.ODft, Mean coo height = 18.32ft, MPH =. 70 Classification = 4, Dead Load = 12.0 psf LOAD'CASE H1 DESIGN LOADS Dir L.PIf L.Loc R.M. 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 5 � - 2. Uk f GAn� 3 -SA 2-11 5 11.5 4.1 1 1 ` SHIP ( ;YMCA Zr1�•;i i 10-3-12 112" GAP MAX N � 11-3-7Fa 2-0-0 3 4 1111-1-12 11-1-12 ;Lia, •y +. 3/15/99 !' a �a are 20 ga. unless shown by ya.) or Scale: 5/16" = 1' osi tined per Joint Report. Circled plates and false frame ositioned as shown above. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 u0: LLM10 This design it for an Individual building component. It has been bared on speeificadptu provided by the component manufacturer and done In Chk: Customer Name: TRUSW A L accordance the c the current anis versions re TPI and AFPA doe i n smadaer prior t ab cats oniThe b assumed (or r shall ental aeeura t t Dimension are w be Ds nr; NLC = 5 verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall aacertaln diet the loads utilized on g this design meet or exceed the loading imposed by the local building code. It is assumed that the by chord it laterally braced by The roof or floor TC Live 16.0 psf Durfacs -L=1.25 P=1.25 heathing and the bottom chord V laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown 6 (or lateral SYSTEMS sTC Dead 14.0 psf Re Mbr Bnd 1.00 support of eomponeau membnn only to reduce buckling length. This component shall not be placed in any environment out will rause the moisture P P content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, lostall and brace this buss in accordance with the following BC Live .0 psf 0. C .Spacing 2— 0— 0 4443 Nenbpsrk Dr., Colo Springs, CO 80907 standards: *rRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST-88),'IIANDLINO INSTALLING AND BRACINO METAL PLATE CONNECTED WOOD -TRUSSES. - (1110-91) and 11 IB -91 SUMMARY BC Dead 10.0 psi Design Spec UBC -97 SI MET' by TPI. The Truss I'bte InAtute (TPI) is Iacatcd at SR3 0*0na(tin Drive, Madison, Wbconsid 53719. The American Forest and Paper Deft Patio: L/240 TC: L/18D Tp5.0 Version 09.30.98 Association (AFI'A) 6located at 1230 Connecticut Ave, NW, Sic 2W, Wasliington, D(: 20036. TOTAL 40.0 psf J PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. l WITH CEILING LOAD OF 5 PSF 1 j j HIP NO 1 TRW3S PRESSURE BLOCK PRESSURE BLOCK 3-10d WITH 4-16d NAILS 3-10d 3-1011 WITH 4-16d NAILS 3-I0d BOTTOM CHORD OF HIP NO. 1 TRUSS 2'-0" O.C. TYPICAL NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO, I WITH 4-16d NAILS, BOTTOM CHORDS OF END JOINT RE ATT CE -IQ W[TH 3-10d -.,.; . .NAILS AT EACH 1 1`<:_ -9� GNARtFs <cO 10 SIDE VIEW f END JACK f _ PRESSURE BLOCK 3-10d VW - A PLATE CODE SPACING OArE II 15 11'E nE SPO+K IBil0 O< 0114°5 t0 15C[au iN Iual IK 10.05 IlIL(0 ON 1NIS OE 516'+ v((I 0° EICEEO -'c evuol"G coo( o° TW20 UBC 505(97 1CIu+1 UF. -O LO -OS l-- SEo 0, I -IE S1rq,CILPF, +1-n n -E urt Loeos INPosco e* toc•L ,O t S u l'In',,C+l C11+'+11C nECO°05. 1ro PE SrprglBllllr IS +SSWEO r0^ OIM1-S IOu+I +CCM+[� r(°t+r +Ll +S S1 if 1(0 NA �� UINC'r 10'-S r'nlnn 1rTIG 110e1 CQrngClOn OL It 5"Ovn +nE "`VSw+l I4. FE, IE LO 41- , Y11H r-•( nUltll, CO'IIPpL Ml1rJlL' 1.11ir•( 1PU5S?l+i( (rljl 11-11( 11x11 II -p 1-q I ann1E+I{0-I 1111.1 COO"rL0,110 ES I aU5v 1L Inusco. v+IN+L +ll P+IR.Ls Ilol SrECIr ICALA, OESIGna 1I,0 +nE 10 BE f0u41' OI'•lan A. WAI TRU,pu•r nI-InG SP1 Cl ll CVIIING O' -L, LII- a CWG rKOul°f0 01 I-'01�IOV+t 1°USS ..(wflF^S IS u01E0 0'1 I"Is Q^+vh1O I -'IS II514'- +;iu-(s wr 1a' C+1d10 n n( CO'n 11u0USl• B°•CFO B• 5w .11111IG U'41 SS Onq o.I Sr P+1tU v.qw ••'-ii' Bt 6^KI4 +' 11'II ^, •t5 'w' F'Cf 101 uU NI410 11 II 11'4 IS tr•-•1 rill nII-{.0 to • 10' n? 00-70• 0'0110, it t a+ -i + nn 11 n - r n rn- rn1C110'- In 1S't. C+U 10•+rU 10 Sf l" Or[51, 1' IOv I(1 t4- OD G (" 1^ 111' U' Iq N10'1i Ini CI G I+v .f-. h"� ®��J1.71 G-LiL7 ... Nf', w -•11J' IS 1(v1,5 n10u111 U IO P1+1.'•11U rpn n(1--4 -r'0 WI•rp II+G' frIn '0 'BnaC I'K .9M, r°USS15 cn �I.-II u-. u -Il ntcp• rn0-11p rt Holl w, lnr Co•n u, lo'- •+r nIs- Carcr oul-rc npn(° rlf p r°tu la'. w0 1M bronOS 0 -r( -ovS� onl.(•.I 1RUSWAL SYSTEMS COWORA110N C1 lan1. Nu-• I.1I Enlpn gr .nluG lOC1t10'15. Uvt It (',(a5• SI .0, It° u1S-+Lt+11oo "Il'ssc5 S"+LL 1101 BI, nL1ctu I'1 1'1I nl,vtp,w(.+1 .•1I v'% cwst 1't olslu^t co "t I' or , A• UKW CA rifOU lu 1. 10 It 131 +n111Un C+USE CO-rgC10n of +'f CO°^0510.1 C+•'BE °• wn(n uECCSS -°,. IS 6(S- allow pq0 B+ +NU IS OVISIOF nS SCOPE a °CSr'0'-5181!!-' Or 1°uSv+l J1ro 1C IOu5 +-'-'t lC+-(O,t 01 WFPIENCE II-EaLrOnE l 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 TIUKT THE APPROVAL O`F 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 BLOCK - BLOCK ro BLOCK '••BLOCKX04 CI�O� F� BOT TOP PLATES CHORD O STUDS @ A 16" O.C.I SECT. A -A TRU(TYSS (TYP.) J PROCEDURE: 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 WrTH 1-16d COMMON NAI-I.L. 4 PLACE NEXT .BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC.:-i 3. 5 .BLOCKS MAYIBE ATTACHED TO TOP PLATE WITH SIMPSON.A35F (0,,-� EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE`AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS �1 'X' BRACING�� c` . � B.C. OF TRUSS OR ;�Q GAR(,� END VERTICAL RUNS �5 4 THROUGH TO BEARINr ,\+O O1 Q WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR STTEO�G MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND ATIA MAX. OF 16' INTERVALS ALONG WALL. BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. i TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS BOT CHORD B 2 TOP P, T I � SE.GI 1-16d COMMON NAIL OR SIMPSON STC -(OR EQUIV.) US -%—C FILE NO. CD -1 i DATE: 9/10./92 4 i REF.: DES. BY` L.M. WALL PARALLEL TO TRUSS f TRUSWAL Y: \`►emA�I SYST r m 3 2X4 BLOCKING BOT CH u^r `�,0 ' �` < < � _; 2X SECT. C TOP PLATE 1-16d COMMON NAIL OR O.C. SIMPSON STC (OR EQUIV. TtiP.) TRUSS CLIP f TRUSWAL Y: \`►emA�I SYST r m 3 D (800) 322-4045 • � T f � I SYSrEWS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (719) 598.5660 FAX (719) 598.8463 ®ET£— 1LS FOR CONVENTIOINALLY PLAN VIEW DETAIL A CcIJTER RIDGE RAFTER VALLEY RAFTER (TYP ) 2 TOE: NAILS I 2 X 4 BLOCK WI'it (TYP 1 < .,6d PLAN V EW DETAIL C 2 X 4 PURLIN r� YRUSSTOP '•CriORD ELEVATION VIEW RAMS® VALLEY SETS Notes: t The maximum To:sl Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Lead = 7 1-5F The design for laleral loads and (heir=--nneclions is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Desigvor. The details provided address Gravity and „and up•i^ ?oeds only per the UBC. THG "TIE-IN' TRUSSES \ The maximum wind speed is 135 MPH. 35 It Mean Roof B Height (max.), Exp. C. ! 16d box nails are typical throughoul, except as noted (in dot -ails). The Center Ridge Rafter (CRS ) is 2 x 6 stud. Attach this to the 1 x 8 with 4-16d loe nails (2 from each face ). Anach the C opposite and to thg truss the same. The Valley Rafters, purlins, and blockinc material are 2 x 4 stud. ELEVATION VIEW 1 5- 2X4 BLOCK WITH 2 16,d i # 4 The blocking must be spaced 1.4- O.C. ,.nd be adequately braced in the lateral direction at 6-f)_0 O.C. Att2ch this blocking to the Valley Rafter with 3-16d. Anzcl this blo.king to the purlin with 2-16d. The trusses below the valley are spaced 24. O.0 The purlinc•are full length under, the v2ll.7y set and must be installed at 24- O.C. They are to be attached 10 each oreffapping truss lop chord with 2-115d nails. If ;hey are not one continuous length, add a 12- long nailer to the face of the truss top chord . Ih 4-154 End one purlin section,. on the Iruss and begin the addilibnal secl,on on Iho na,ler. DETAIL 5 g VALLEY RAFTER A 1 x 8 perimeter runner must. be attaches. through the sheathing and into ( each truss below with Md box nails. Th.,s 1 x 8 (ollows the outside pro(iee at the valley. / I The Valley Rafters' are spaced 24- O.C. kn:ich them to the CRR wi:h 1 5. 2-16d toe h_ 'oi1Si1A�t�y,(>� a oppoaite and Ip the 1 x 8 with 3-8d toe nails. -` 2-X 4 BLOCK p, . g/'OL WITH 3 - 16d./1, Mdl METER N=R X DETAIL D 1 It, VALLEY RAFTER 2-16c TOE NAILS ^. 'VS y JA S TOA 7/16' O SHEATHING ! ELEVATION VIEW <q� ' TRUSWAL SYSTEMS 444-5 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-8463 COC -10031160A 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements fo'r permanent continuous lateral bracing (CLB) on merriaers for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations c' braces for each member n,eeding bracing. In general, this bracing 'is done oy using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top o-* bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI(TPl current version). The following are other options (when CLB bracing is not possible or desirable) that will -also satisfy bracing needs for individual members (not building system bracing): 1. A 1x o� 2x structurally graded "T" brace may be nailed flat to tie edge of the member with 10d common or box .nails a:i 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. nember may be nailed to one face of the member with 10d common, or box nails at 8 o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimus-; of 2x6 scabs aye required for any member exceeding 14'-0" in length. Scabs) 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 anv other approved method, as specified and approved by the building designer. EXAMPLES 2. RACE \Nil Please contact a T I engineer_. f> 90% L re any questio �a Wa.r'nin,9 GEN Familiarity with the CONSTRUCTION DESIGN I TRUSS PLACEMENT PLANS (11 required by required to property erect, brace, and connect If All of the pre and quality involved in the design if the trusses are not property handled, erected, HANDLING, ERECTING, AND BRACING MAY BEST IS A SUBSTANTIAL LOSS OFTIME AN[ THE MAJORITY OF TRUSS ACCIDENTS OCC A RESULT OF IMPROPER DESIGN OR MANI. Prior to truss erection. the buildor/erector shalt meeting, making sure each crew member under eroction Process. TEMPORARY ER Trusses are not marked In any way to Identtf bracing. All temporary bracing shall coni Recommendations for Handling. Installing 8 Bray fished by the Truss Plate InsitMe, andror as spec prepared by the building designer. PERMANENT T Permanent bracing for the root Or floor trusses is be shown on the CONSTRUCTION DESIGN D( ual compression members of a wood truss are s be Installed by the building or erection eontractc of Individual trusses within the roof or floor syst truss and then to the overall building system is th tion to the permanent bracing plan, which is als( "RAL ICUMENTS, the TRUSS DESIGN DRAWINGS, and ie CONSTRUCTION DESIGN DOCUMENTS) is trusses to the building system. W manufacture of wood trusses can be jeopardized id braced. THE CONSEOUENC:ES OF IMPROPER A COLLAPSE OF THE STRUCTURE, WHICH AT IATERIALS, AND AT WORSTIS A LOSS OF LIFE R DURING TRUSS INSTALLATION -AND NOT AS with the erection crew for a safety and planning Is pis or her roles and responsibilities during the =CTION BRACING the frequency, or location of temporary erection I with the latest edition of Commentary and ig Metal Plate Connected Wood Trusses (HIB), pub - ,ed in the CONSTRUCTION DESIGN DOCUMENTS RUSS BRACING the responsibility of the building designer and should CUMENTS. Permanent bracing locations for individ- town on the TRUSS DESIGN DRAWINGS, and shall This bracing is needed for the proper performance .m. The design aro connection of the bracing to dire responsibility of the building designer, and is in addi- specil'ied by the building dosigner. SPECIAL DESIGN REQUIREMENTS Special design requirements, such As wind biacirg, poral bracing, seismic bracing, diaphragms, shear wells, or other bad transfer elements and their connections to wood Asses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING :& LIFTING - AVOID LATERAL BENDING NEVER HANG Beginning whh the unloading process, and thrt to avoid LATERAL BENDING of tnuses,•which plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF A COMPANY, • IF USING A CRANE WITHIN 5 MILES OF AN TO ERECTION TO LEARN ABOUT ANY SAFE TRUSSES FLAT aut:all phases of construction, pre must be taken cause damage to the lumber and metal connector ELECTRIC LINE, CONTACT THE LOCAL POWER CONTACT THE AIRPORT 30 DAYS PRIOR -ATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS INA VERTICAL' POSITION Proper banding and smooth ground allow tot unloading of trusses without damage. This shop done as dose to the building site as possible to minimize handling. DO NOT break banding until lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevent DO NOT STORE UNBRACED BUNDLES UPRIGHT OD NOT STORE ON UNEVEN GROUNC ! 90-1071 tl trusses are stored vertically, rhey shall be braced In a 11 trusses M Snored horQnrMh. t>toddrtg shotld b manner that will pre+ent topkmg a toppwv. Gemmay, en eight to ten bol comm, or as mgOmd, lo nit n ni,,9 Of are b..*v b dare just prier ro wMaadcw mend b—ti g and motsaae gabs . CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRJS: During -long term storage, trusses shall be protected from the environment in a:manner. that pro for adequate ventilation of the trusses. If tarpaulins a other material Is tised:-find enasshan be left for ventilation. Plastic is not recommended, since it can trap rrmoisivre'.'••: ' ' HOISTI.N:G '. ALL TRUSSES THAT ARE ERECTED ONE AT'A TIM9E HELD SAFELY'IN POST BY THE ERECTION EQUIPMENT UNTIL SUCH TIME, LI. NECESSARY BRACING HAS E INSTALLED AND THE ENDS OF THE TRUSSES ARE.'SECURE LY FASTENED TO THE EUILD11 AVOID• LATERAL-9ENUfNG �• or or less ' APPrmdrnateN':.! 1/2.tnrm bngth 12 rruu.(argllfi i'•• ''.: ..• up to 30 feet up to-301feel , . '' Truss s0n9 is acoeptable'wtere these criteria are mel SPREADER BAR SPREADER BAR TOE IN TOI TOE IN TOE IN t� Approx. 12 to 2M tLApprm to 11 t.= r.inrss tbzra "{ up to 60 feet up to 60 feet Tagline Tagline Use spreader bar in ALL other cases. It should be noted [hat the lines from the ends of the sprat bar TOE IN'; It these lines should 'TOE OUT' the truss may old in haff. STRONGBACK/ SPREADER BAR STRONGTACW SPREADER BAR Ierg�th to Tagline over 60 feel T. For lifting trusses with spans in excess of 60 feel immenderl that a stro igb.#/sprea0er bat used as Illustrated. The Strongback/spreader bar should be attached to the top chord and web memb at intervals of approximately 10 feet. Further, the strongbadr/spreader bar should be at or above mid -height of the truss to prevent overturning. The strongback1spreader bar can be of any material v sufficient strength to safety tarty the weight of the truss and sufficient rigidity to adequately resist be ing of the buss. tBEGINNING THE ER It Is Important $at the Wilder w arection contraclot to provide s, rumus making up the .31 of the first net are bee to and rely e trusses Is adeti-lely, cross-arbcoo, the remaining lasses imii once of me truss bracing "am depends to a great seem on, GROUND BRACE - EXTERIOR One sotislaaory method ties the "L.* of busses on to aseries of braces mal ars anac ed to a stake driven into the ground and securely anchored. The ground breve itself should be supported as shown bolo,, or If 6 apt to bucMe. Additional ground braces h the opposite orec- bon, inside tho bulling. are also recorhmendod. NOW Locate ground braces for fist truss directly in fine with ail rows of top clod con, nnuous lateral bracing (either temporary w permanent}, 2 x 4 minimum Fust truss to be well Ground braced before erection of eedllienal units. State the bracing Soaring for trusses Lele2 ound sakes Minimum Two If eVDetract Meaam . w•.uwwe ea'wra,wr. 1 )NADEOUATE SIZE OF BRACING MATERIAL OR OF ERECTION DOMINOINC>_ T ERECTION T( o J17� uer a T� Length s•.1' —f•- �0 or 7 Ler>ym 16 to 3Z . V Plum Bob Length 32 8 over .2* C plying with •rection taanrnces Is critical to achkmktg an s EFFECTIVE BRACING: Semv mases widJ'nnobrarre•ra tvq re3pedrg o, e*-" tnnsea when tool sheathing a fool pu uh tomiss Qct fop chords AHhon enoammg b applied, anb create curtof Oommobg. WHEN SHEATHING, MAKE SURE NAILS ARE I v 00 NOTINSTAL'LTRUSSES, DONOT-V ON -TEMPORARILY UNBRACED CONNECTEO:SUPPORTS All encltorx heetgerc, the4o. Me., that are pert of dw au awrralely and P�.�YI ettaedte0 Delors rams Mata ahal ever be ktomllee on viii ::din 01 tx pessary cnw*ctorn to the m NAILING S'TO THEEJ 'rBCL , Iing .BRACETHE FIRST TgUSS NA1LS'IN Ali nawrg a bracing shcuaa Wil'HORAWAL • Od�en perpendlawoer. go. c (PARALL'EL'Tn.FORCE). atright, :,. . BRACING REQUIREMENTS Temporary emctldn wackV muni be applied to throe planes (sheathing). Plane 2) Bottom Chord (Wing Wena). and Plat trusses 1) TOP CHORD PLANE Most Important to the Wider or aviation contractor is brodrtg h the Wane of the top dtord.Tnns lop f}norda era auacept1010 b labral Arddittg before they, Aro bracnd or sh oothact . Contknuous lateral bracing wlwai Bosom ChottrDlagwul ussclrg6 t>ack+g Minorum 20000 lateral bracing LippedOver hro lasses a each and. — �• Noi to scale. OlagorW Islaclrntf repeated every 20' at IS' engk to truAaes ' e EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to evoid the huerdoua prsellct of removing bracing to adjust spec- IrS This act of -adjusting spacing- can Oe tn usrsev, to topple If co ItIeft s ora rmtroved if the wloyg DIM. DIAGONAL OR CROSS -BI CTION PROCESS ,tial braciry Ier the first buss evocted:The tune or more tfne first truss for stability. Ukevese, eller this Iksi set of I rely upon this first slit for stability. Thus, the perlomm well mel first group of trusses is braced. GROUND BRACE - INTERIOR Deter satisfactory method where height of building or wnd caiditions prohibit bracing from the exterior Is to the first truss rigidly in place Iron the interior at like of level,1proMed the flow is substantially completed d capable of supporting the ground bracing fortes. =mely laslen the first truss to the middle of the build. ). Brocolthe bracing similar to exterior ground bracing own at left. Sel trusses from the middle lor2rd the end the builu7ing. Properly cross -brace the first set or truss - before removing Moor braces and setting remaining 2nd, 3rd 8 4th busses Frit truss Temporary support wag or temporary scaffolding (helps when Insfalling. bog deer span busses i �sr•- Thu level reprasonls i ground Moor on angle story aPpli"th, IUATE FASTENING 1S A MAJOR CAUSE )LERANCE . i, Length. Length -T— Length Length 16 to 3Z . • 1' Length 3Z 6 ser o 2- ceptabto roof or hoar fine, AND TO ACCOMPLISHING me Ml prevem the head for V. haaa'rdoue precdce of am installed. Trusses loaning or booing can cause nals alive stresses on the,Drndrg, Wh1 h is a frequent cause IIVEN INTO THE TOP CHORD OF THE TRUSSES. LK ONS DO NOT WALK ON TRUSSES BUSSES OR GABLE ENDS LYING FLAT =0R 3 PLANES OF ROOF da tool system -lo ensure sabifity. Plane 1) Top Chord 3) WeblMembar plat" w vertical pone perpendicular to 2) BOTTOM CHORD PLANE In order to fold proper spaclrtg on the broom chord. temporary bracing is rec- ommended on the top of the bonom Ctord. Contirtuous Web members —t— lateral bracing t -.-...u, o..a-.n• Borah Chord 3) WEB MEMBER PLANE -X-BRACING, AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING, REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS Contiiarous X -bracing lateral breclg Webmembers mese max X-bmcing should be insulted w vertical web members wherever posslde, of or near lateral bracing. Plywood sheathing may be sub3thAed for Xtors". DO NOT USE SHORT BLOCKS TO BRAC& INDIVIDUAL TRUSSES WIrNOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE A'N kv� 0s Web members - Rp e1+N� Bhe BRACING REQUIREMENTS USING THE P°fid a bracing SAME PRINCIPLES APPLY TO .PARALLEL CHORD TRUSSES' s Bonam dards . Note: Top chords end some web members ere not , shown, In order to make drawings more readable. , STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE Padonn moat be elgidily bested NEVER STACK MATERIALS ON UNBRACED Priper nfstriowon of constnuctbn materials ls e must OR INADEQUATELY BRACEDTRUSSES d—Vcwsstuci— Accepade oc�ehai cul• . beating .If Acceptable over bed NEVER STACK -MATERIALS NEAR A PEAK on Allays seek materials over two or mors busoes. NEVER STACK MATERIALS ON THE Not w exceed 4O• mueslTaan doth bearing CANTILEVER OF A TRUSS A-0- i V- Booing and medsartical cwaradwa aro cautioned to y sba materials ally abng outsbe supportig members or 6recoy over hide atpporbrtg ntertOom Trusses are not des" for dynamic beds (Lem moving —hides). NEVER OVERLOAD SMALL GROUPS OR Extreme ca. snaedbetaken wIW lending and saming SINGLE TRUSSES. POSITION LOAD OVER o0'lAidbn moferals (meed noBng, rnedurera equip. AS MANY TRUSSES AS POSSIBLE 'refs• lite.) an the roof lir now system. Sfeal e Paul point Steepen for mechw*W erttipmere shout be located at NEVER CUT ANY STRUCTURAL PdAet QOWs 0oem) lir over mac supporting rrwrhimm and Dory on tresses thal he" been desgrad for such MEMBER OF A TRUSS. foods. CAUTION -NOTES Enters in building f'nes•andhor ebmatnioras, or errors by others AW be rateded by the emtracor or responsible tort• stnxylon trade ahbaonbacror or supplier BEFORE enection of teases begins. Coning of noestnuetural overhangs Is considered Spin of normal Wectlon and shall be done by ire builder w erecwn cont• tractor over Iwo (nrs3es ei .5 "-• Any geld and liimliot mat kNohts the liming, shun, or relocation of arty structural buss mambo, or C W V.W- plate shall each end. trot be done without the 4PW*'W of ate truss manufacturer or a icetsed design prelassiar L . The ..Moes ane pm..Wres audined w htend+d to ansua ort in, —,A aonswcoon wh, q— angbysd vri PA AaW and root ws•s SAFELY N ptece h a con at- streaMe. 17— ramr m notations kussu r bravg wapd borigW r bpm ar Cos.," ,- rience W 1-0-9 pW Wral Parsomal h the wood Mrs Ihgwtry. wn ma pw w dr IrM at resppOAYilbs MWwq be presemea any as a GUIDE be use by • qualified binding daslgte . buaoa, w eraawn contractor. TAq • e Wood Trus Cw>b of America eq. ty O.W. any respWeaFy for damages of t kora aw use, ,ppaueon, or romance an ate rocomm-daocns ano V w—. lion enmaiwd herein. Selected ten and figures referenced or reprocixed Connect end tram HIS and DS8 by Permission Of the Tess Plate of bracing to riga support or add dagorel Inabene, Madrsan. M. orating, atapproslma'o ff 20' Ihlerv-als (repeat of both ends).' ' Long spam heavy toads a other spacing confgurations .WOOD TRUSS COUNCIL OF AMERICA may require closer spacing behveen lateral bracing andRt One WTCA Center loser intervals behvoen diagonals. Consult me building designer, HIS. DSS (Recommended Design Specification 6300 Enterprise Lane Ax ievkp=,y 8uacitg of A&W- tare Cov"eaed WOW Madison, WI 53719 Trusses) or WTCA's Truss Technology for Builders 608274-4849 •6081274-3329 fax TWrporery Bracing nyef. VY, wtea®wOOdtrU55.C6m • www.woodWSs.com TNG IS VERY IMPORTANT! caPfyaotgeaaowwood TrusCWadaAn-sea direction seats. boating Mdgers, of "D`g v neks frbag sauecouro s/al.De 4` 71• b,ion. bid .OitC'permanently DogM. No busses • . rs a lies mal neve baa• Doing siucbma. ' ' Orecaon OF THE BUILDING•TO o1 force NOT RECOMMENDED, done so thin refs are ' ',.lion of;force as sho,,n WELL NAILED . (PERPENDICULAR TO FORCE) =0R 3 PLANES OF ROOF da tool system -lo ensure sabifity. Plane 1) Top Chord 3) WeblMembar plat" w vertical pone perpendicular to 2) BOTTOM CHORD PLANE In order to fold proper spaclrtg on the broom chord. temporary bracing is rec- ommended on the top of the bonom Ctord. Contirtuous Web members —t— lateral bracing t -.-...u, o..a-.n• Borah Chord 3) WEB MEMBER PLANE -X-BRACING, AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING, REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS Contiiarous X -bracing lateral breclg Webmembers mese max X-bmcing should be insulted w vertical web members wherever posslde, of or near lateral bracing. Plywood sheathing may be sub3thAed for Xtors". DO NOT USE SHORT BLOCKS TO BRAC& INDIVIDUAL TRUSSES WIrNOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE A'N kv� 0s Web members - Rp e1+N� Bhe BRACING REQUIREMENTS USING THE P°fid a bracing SAME PRINCIPLES APPLY TO .PARALLEL CHORD TRUSSES' s Bonam dards . Note: Top chords end some web members ere not , shown, In order to make drawings more readable. , STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE Padonn moat be elgidily bested NEVER STACK MATERIALS ON UNBRACED Priper nfstriowon of constnuctbn materials ls e must OR INADEQUATELY BRACEDTRUSSES d—Vcwsstuci— Accepade oc�ehai cul• . beating .If Acceptable over bed NEVER STACK -MATERIALS NEAR A PEAK on Allays seek materials over two or mors busoes. NEVER STACK MATERIALS ON THE Not w exceed 4O• mueslTaan doth bearing CANTILEVER OF A TRUSS A-0- i V- Booing and medsartical cwaradwa aro cautioned to y sba materials ally abng outsbe supportig members or 6recoy over hide atpporbrtg ntertOom Trusses are not des" for dynamic beds (Lem moving —hides). NEVER OVERLOAD SMALL GROUPS OR Extreme ca. snaedbetaken wIW lending and saming SINGLE TRUSSES. POSITION LOAD OVER o0'lAidbn moferals (meed noBng, rnedurera equip. AS MANY TRUSSES AS POSSIBLE 'refs• lite.) an the roof lir now system. Sfeal e Paul point Steepen for mechw*W erttipmere shout be located at NEVER CUT ANY STRUCTURAL PdAet QOWs 0oem) lir over mac supporting rrwrhimm and Dory on tresses thal he" been desgrad for such MEMBER OF A TRUSS. foods. CAUTION -NOTES Enters in building f'nes•andhor ebmatnioras, or errors by others AW be rateded by the emtracor or responsible tort• stnxylon trade ahbaonbacror or supplier BEFORE enection of teases begins. Coning of noestnuetural overhangs Is considered Spin of normal Wectlon and shall be done by ire builder w erecwn cont• tractor over Iwo (nrs3es ei .5 "-• Any geld and liimliot mat kNohts the liming, shun, or relocation of arty structural buss mambo, or C W V.W- plate shall each end. trot be done without the 4PW*'W of ate truss manufacturer or a icetsed design prelassiar L . The ..Moes ane pm..Wres audined w htend+d to ansua ort in, —,A aonswcoon wh, q— angbysd vri PA AaW and root ws•s SAFELY N ptece h a con at- streaMe. 17— ramr m notations kussu r bravg wapd borigW r bpm ar Cos.," ,- rience W 1-0-9 pW Wral Parsomal h the wood Mrs Ihgwtry. wn ma pw w dr IrM at resppOAYilbs MWwq be presemea any as a GUIDE be use by • qualified binding daslgte . buaoa, w eraawn contractor. TAq • e Wood Trus Cw>b of America eq. ty O.W. any respWeaFy for damages of t kora aw use, ,ppaueon, or romance an ate rocomm-daocns ano V w—. lion enmaiwd herein. Selected ten and figures referenced or reprocixed Connect end tram HIS and DS8 by Permission Of the Tess Plate of bracing to riga support or add dagorel Inabene, Madrsan. M. orating, atapproslma'o ff 20' Ihlerv-als (repeat of both ends).' ' Long spam heavy toads a other spacing confgurations .WOOD TRUSS COUNCIL OF AMERICA may require closer spacing behveen lateral bracing andRt One WTCA Center loser intervals behvoen diagonals. Consult me building designer, HIS. DSS (Recommended Design Specification 6300 Enterprise Lane Ax ievkp=,y 8uacitg of A&W- tare Cov"eaed WOW Madison, WI 53719 Trusses) or WTCA's Truss Technology for Builders 608274-4849 •6081274-3329 fax TWrporery Bracing nyef. VY, wtea®wOOdtrU55.C6m • www.woodWSs.com TNG IS VERY IMPORTANT! caPfyaotgeaaowwood TrusCWadaAn-sea 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 TILAT THE APPROVAL, OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS.I BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO,EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP. .BLOCK X04 GYiO� BOT TOP PLATES CHORD O LSTUDS @ 1 A 16" o. c. SECT. A -A TRUSS (TYP.) JI (TYP. ) PROCEDURE: 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 NAIL... 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC:..i-3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (CA EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' BRACINGZ� B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARI. C 4 a WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING O MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO'EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALL: WALL PERPENDICULAR TO TRUSS BOT CHORD BP P� 2 TO 1-16d COMMON NAIL OR SIMPSON STC -(OR EQUIV.) FILE NO. CD -1 DATE: 9/10./92 REF DES. BY: L.M J PQ WALL PARALLEL TO TRUSS 2X4 BLOCKING CH y 4y l; f AP `�io� N ~;TOP 2X SECT. C PLATE 1-16d COMMON NAIL OR '•, �t�. cy t 1-, 4" O.C. e SIMPSON STC (OR EQUIV. �'•, o ^ %'�; ,' TY P . ) TRUSS CLIP IMC, TRUSViM Y: LWAOX&MI SYSTEM FI Q TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 C001 003160A 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 req uI ired to reduce, buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations c" braces for each member needing bracing. In general, this bracing 'is done by using Truswal Systems Brace-!tTM or a 1x or 2x member (attached to the top o-- bottom edge of the member) running perpendicular to the trusses and adequately designed; connected and braced to the building per the building designer (See ANSI/TPI current version). Thefollowing are other options (when CLB bracing is not possible orj desirable) that will also satisfy bracing needs for individual members (not building system bracing): i 1. A 1x or 2x structurally graded "T" brace may be nailed flat to the edge of thel member with 10d common or box nails a 8" o.c. if only one brace lis required, or may be nailed to both edges of the member if two braces are required. 'The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the.<-,.iember may bie nailed to one face of the member with 10d common } or box nails at 8": o.c. if only one brace is required, or may be nailed to both faces 'of the member if two braces are required. A minimu,1 of 2x6 scabs are required 'for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length, 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building ccs! end L Please contact a EXAMPLES "T" BRACE •:fie[ SCAB L,,, engineer,if4-hpre`are any questions �1 :r MAIL Warnill.. . i I GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (If required bye the CONSTRUCTION DESIGN DOCUMENTS) is required to property erect, brace, and connect the trusses to the building system. All of the care and quality irnolved in fire design land manufacture of wood trusses can be' jeopardized if the trusses are not property handled, erected, and braced. THE CONSEOUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. i Prior to truss erection, the Wilder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection prows. i TEMPORARY ERECTION BRACING Truss" are not markedIn any way to Identify the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling. Installing & Brddng Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, andfor as � •• ied in the CONSTRUCTION DESIGN DOCUMENTS prepared by the Wilding designer. PERMANENT TRUSS BRACING' Permanent bracing for the not or floor trusses is the responsibility of the Wilding designer and should besham on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed try the Wilding or erection contractor. This bracing is needed lot the proper performance of individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall Wilding system Is the responsibility of the Wilding designer, and is in addi- tion to the permanent bracing plan, which is also specified by the Wilding designer. SPECIAL DESIC Special design requirements, such as wind shear walls, or other bad transfer elements at separately by the Wilding designer, who shall 'all bracing as needed to resist these forces. UNLOADI AVOID LA' NEVER HAN Beginning with the unloading process, and 0 to avoid LATERAL BENDING of tnzses, whk plates at the joints. JOB SITE HANDLING ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION Proper banding and smooth ground allow for unloading of trusses without damage. This sho done as dose to the building site as possible to minimize handling. DO NOT break banding until lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is proven DO NOT STORE UNBRACED BUNDLES UPRIGHT 00 NOT STORE ON UNEVEN GROUNI F N AL ,A� OR 1, 0 0 II trusses are stored vi r6caby, they shall be braced In e if teases nue stored horlmrnetly. bmddig ahold b mt,nnet then .All Pre_M eppkg a toppfeg, Generally, on cpm to ten loot cornea. or as required, to m taming of the banding Is dont, just Prior to iristasaticn lateral bad p nq motstun Vain . CARE SHOULD BE EXERCISED WHEN REMOVING BINDING TO AVOID DAMAGING TRUS During. long term storage, trusses shall be protected from the environmerrht in a;wienno[ that pre for adequate ventilation of the trusses. It tarpaulins or other material is used; cite endsshafl be left for ventilation. Plastic is not recommended, since h can trap moisture:^ ALL TRUSSES THAT ARE ERECTED ONE AT' A MME.,SHAL'L'SE HELD SAFELY --IN POSE BY THE ERECTION EOUIPMENT UNTIL SUCH TIME'AS,"Al1 NECESSARY BRACING HAS F INSTALLED ANDTHE ENDS OFTHETRUSSES ARE-, FASTENED T.0 THE.BUILD11 IEEEF"100216. k. a P` N• REQUIREMENTS Ta racing.-: portal bracing, seismic bracing, diaphragms, their connections to wood trusses must be considered 3termine size, location, and method of connections for G'& LIFTING RAL BENDING LE TRUSSES FLAT ughout.all phases of construction, care must be taken can cause damage to the lumber and metal connector USE SPECIAL CARE IN WINDY WEATHER.' I IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY, I IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. (q Ar�- VOID' LATERAL`8ENOING :. or ••i:s••' 12 u,an.M,pd,, to -36-- up UP .I Truss sling is acceptable -where these criteria are met SPREADER BAR SPREADER BAR TOE IN TO TOE IN TOE IN 1_ Apr le rt, 7!3 �rrss ttlerath truss � I� length � up l0 60 feet up to 60 feet Tagline Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the sere bar 'TOE IN'; it these livres should 'TOE OUT' the suss may fold in hall. STRONGBACK( SPREADER BAR STRONGBACK/ �..f SPREADER BAR h-- I 314 "-'11 i1Approx. over an fm a Ams*to over feet Tagiine t T for liking trusses with spans in excess of 6o IeK R is recommierded that a strongbacWspreader ba used as illustrated. The strongbadJspreader bar should be attached to the top chord and web meml at intervals of approximately 10 feet Further, the strongbackyspreader bar should be at or above mid -height of the truss to prevent overturning. The strongbadJspreader bar can be of any material sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist be Ing of the buss. BEGINNING THE ERECTION PROCESS II h Inpamm Lor the bvWr a eretSon contmcta to provide substantial bmomg for the first truss aocled. The Mo a more Inrssa, racking up the n,l at the fail set are tied to and rely upon the first Iru,s for stability. Likewise, alter this first set Of muses is Adequately crest -braced, the remaining busses installed rely upon this first sat for slaDghty. Thous, the perlonn• aura or the truss bracing systan dapends to a great axiom an how well the first group of trusses is braeod. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR Ono satisfactory method ties to first trait of trnoses of to Anothor satisfactory method whom height of building W a series of braces thal ere eluded to a stake driven into ground conidltions pmMbil bracing from the exterior h to the ground And= anchored. The ground brace tie the arsi thus, rigidly in place from Ile interior at the itself should be supported as shown below Or, Is 6 apt to floor laml.lprovided the goer Is substantially cennplehed buckle. AOdhi.Wl ground braces h the opposhe dmc- And capable of supporting the gmund bracing forms. tion• inside the pudding. Am Also moommendad. Secure+/ rastan the fast truss; to the middle of the build - Note: Locale ground braces ,Ing. Braco'the bracing similar to exterior ground bracing fol grh buss directly M One sham at left. Set busses Imm the middle Ia rd the and with e1 rows of top card cont 'of the building. Properly Cross -brace the first set of Inas- takrous lateral bracing (either as before mmovkg floor braces and sating remaining temporary or permanent). busses. ✓ 2nd, 3rd 8 4th tnr,seS r Fut uuss 2 wall X 4 minimum I m to Temporary sum ngdd (helps pwh n installingg. Fust teas a De wag long dear span muses) braced Debre erection Ground of Additional units. Emco the;. _g Ground bracing .6 Roaring for tnrs,e, Lal.m , ,sand stake, Minimum Two IBC 2cp,.oa°i Da bla Headed Nails IL06 `2x4 ranimhan size ♦st This lava reprasanis TTT h2' etmlton ground her oon single story appfica t Chord INADEOUATE SIZE OF BRACING MATERIAL OR INADEOUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T I ERECTION TOLERANCE. .. Lenhgth. Length uer a Length Lagth 16 to 32 -1* Length 1S to 32' .. 1• 'T • Plumb Bob lsrhgth 3Z a over -2* Length 3Z a war . 2' Cemplytng with «ecpon taerancas a'artieel to adhtaeng An acmptabho roof or floor fine, AND TO ACCOMPLISHING EFFECTIVE BRArAhim.Setlkg Nasse, wibdn•tdoranm•te rue, limo will pewom the need for the haurdoua Pneetloe of nnpaceg a adi adn0 b)naes Mort loot theatttng Of noel ptutns at Iatalled. imsses leering a towing can cause nails to mils to fop enIA what arae l be applied, and aoale c nub ive guesses on the,braci g, which ls a frequent muse of dortinotng. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES.' BRACING • t { DO HOT:IN#i4TRUSSES . DO NOT -WALK ON DO NOT WALK ON TRUSSES ONTEMPORARILY UNIBRACEDTRUSSES OR GABLE ENDS LYING FLAT CONNECTEO:SUPPORTS direction ' M melon. hompe� 6.4—it, aeats. Deering ledg m. al rulifrhg he atc. tat die pert el tie tiupportinp itr.Mm hall be �a brace accurately and iimp". ptsaed .artapertnenenlly a .. Attached bolme bust lihatalaoon. bogvfe.-No trtones _ " nor be Installed on millions or les that thew tem .'. diteci 01 ce porary corm odurno IV the aupportig mne. stnr' ' traction -• .1 1.— NAILING SCABS -TO THE END OF THE BUIIbING'TO • ,'recti , illrg ,BRACETHE FIRST TRUISS IS NOT RECOMI.IENDEG ' A neWrig a bracing shoiid, be dela so thin naris dig NAILth NAILS-IN- WTTHURAWAL - amen perperow%Aw to. e direction of form,, As WEL shown L NAILED L EL'TO (PARAL;FORCE) . &I right :, - (PEAPENDICULAR BRACING REQUIREMENTS FOR 3 PLANES Terrpaary arec'aah daWg mrcl De appYed to nine planes a the fool syslem.lo encore nullity. P� (sheattring), Plane 2) Boom Chord (daikg Plane). and Place 3) Web Member Pura a venial Qr to ru tstee. I TOP CHORD PLANE. Most Important to to builder a 2) BOTTOM CHORD PLANE. M 01, to erection comma ls bracing in the plana of the top spacing hal the bosom chord, 1.'�'�'`,^,']'�L�/, nee• darn. Theta by 6wda en arompwre to labral budding ommencled on the top a the bosom \ '1 wA•�� Delors may an Orated Or sh-thed W' - 3) WEB MEMBER PLANE. -A-BRACING. AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS Conti' hreus X -bracing lateral D2drg ' Webmembers -4 rnax. rtax X•bradng should be Installed on ve1132l web members wnerwer possible, At or near lateral bmdng. Plywood sheathing may be "United for X4 ..Ing. DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE Web members �C x�'L° Brite BRACING REQUIREMENTS USINGTHE e� 0 g SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' Bottom chords Nolo: Top dards and some web members ere not shown, in order to make drawings more "debt.. STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEOUATELY BRACEDTRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. Top 1 Continuous I.leral bracing C Bchorh Clad I Web CorNxrota . t latwal L Diagonal brsdng break Min" 2x4:17 Bottom Gard Minimum 2,4x17 E lateral bracing Lapped r,.+ lateral bra" uppedover ' to fly, two trussas at t6 each end. Ova, two louses a each end. V Y _ 4$ Efl. 27' • Noi to scale. Connect aro of bracing a rigid f Diagonal brad support a add Sagaal repeated every 20' at ' bramu ualrepeap I ell ODINyer1Y • . 4S' angle to trusses • Long spars, heavy bads a other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BEmay require closer spacing between Lateral bracing and MAINTAINED AS BRACING IS INSTALLED to avoid the ' doter intervals between diagonals. COASWI the Will" h-1doua "ell" of romwing bracing to adjust spae- desiogggNnnrhher. HIS. OSB (Recommended Design 3pedfimtion of risingTCA's fTechnologyfeCca ntarett tug. This ed of -Adjusting spacing' can muse Vusfw3 b BuKbOd russe �rryW buss mope, a connections Are renamil at the wrag limo. Temporary Bracing flyer. DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! CUT ANY STRUCTURAL EMBER OF ATRUSS. Piatkwm must be npdy Onhm �L�1rLJLL�. Proper distribution of construction matorihs ls a rhe d.dM mnsutraiOM Amide o er load oaring w.e 4 Always ,lark melod2b war nwe a more atones. Nal As exceed 4O' maenwam ban Deming 4Yr A -W . Roo" aro redraNeh conxraclas are csudaasd e $to* materials dniy slag outside a pponig memben At diramy away inside atpponi g momoom Trusses an not designed la dynamic bads (Le- Mewing .wahk*5) Extreme ran shad be Ykan when being and stacks f ienninxilldn materials (rMed IOOgr q. medurrirsl IptiP maAN etc.) an the and or goer system. Sleepers 1 M__1 — Panel poled II SWAPen for m chamcal eguepr^aa maid be locaad al panel poinu (joints) a war rain suppor" merraeM and any an busses that have been designed fa such loads .. CAUTION -NOTES buil" anes•anara dimeraims, or anon by others shall be corrected by to conlncta Or respornsiible r:ort trade subcontractor or supplier BEFORE enectio^ of tenses begins I rgnse chnal o,m",,93 is considered a pan of hemeal nasion and sha1 be date by the Wider a erection ran• tractor. Any fold modifimt'an dot I vOms the amirg, drilWg. or relocation of Any atnactuml truss, member a corrector plate shell hot be done wiihaa to ■ppmval of the buss maautacora or ■ imnsed design Ixofassia aL ' TM _Ihads are pmo ues .flied an I to e.d a amw. col the owns/ cOmi x son ud iq,ea wh"a, wa Pa moa and mal wssas SAFELY In Pace In A eompdned strheoe. These remhnanaaaaha b, bn" wood lino ., origW t. elan ora ooNe a. eirl - dence or lasdrg edviml pores nel n as ss wood aIndustry. W a d -her -a mutL dua w -a 1-IM-0111.1bwa+eG be Pm—curs any As A GUIDE or use by a qualified Wgdinp designer. blew, Or section caanwser. Thus, to Wood Truss Couhd of AmerkA exp." aiseakm Ary responsibility for damage Wising elan tw use. appl-riAn. a natante en are mearrnnweatlorer are Inbmu. tion coma—rd herein. Selected tan aro figures mlemn eed a reproduced fichn HIS end DS8 by permission of the Truss Plate institute. Madison. WI. WOOD TRUSS COUNCIL OF AMERICA TM One WTCA Center 6300 Enterprise Lane V Y I► Efl. Madison, WI 53719 608/274.4849 •608/274-3329 fax Wlca®WOOdINSS.C&rrl www.woodMjz.com Copyright 0 lees—mot Woad Truss Co,na a Aawlo