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04-3659 (SFD) Truss CalcsTRUSSWOR TZ W n O� D A Company You Can Truss! 75-:110 ST. CHARLES PLACE SUITE 11A JOB No.: _PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 NAME:---o-d►� C\P' �bCNIKUL4 Bit I fl elm ' ,�� YARD: PROJEC'T': MANUFACTURING 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 • TRUSSWOR TZ W n O� D A Company You Can Truss! 75-:110 ST. CHARLES PLACE SUITE 11A JOB No.: _PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 NAME:---o-d►� C\P' �bCNIKUL4 Bit I fl elm ' N l w— NTA—F ® s NATIONAL INSPECTION ASSOCIATION. INC. Report Number: As. 030 Quality Systems Management, Inc. National Testing, Inc. �f !'. _. .:I{�f."ICS: ii:!•��.�.1'.S'� :'):. � ..r �d /�,'��`�i:Ii i':' !: �. io : '. .��. o4•^i;jl:.�'l.:^..`; i 't.'.:7;.,;c:��.d 1''i:D;: N Non Listed Fabricalor's Audit Origination Date: 07-2o Revision No. 7 - Audit Date/Arrive/Depart: Id -:2/:12 Z Fabricator's Name:, 71USSLZ,okKS Location: gEpol 1i�_ Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual,"QSM" up to date per AC -10 & AC -98? ..................:...:..............:. Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications?..,;........... Is an -acceptable In -House Quality Control System according to National Standards in place?... - Are In -House Quality Control Inspections being conducted per National Standards? ................... VIC)!°1.0 !'.=i ";1 .1 ............................... Is there a System in place to deal with Non -Conforming Materials? ............................................ Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit? Produrt Check Yes / No Yes -Lff No Yes _,� No Yes No Yes No Yes _� No Yes No Yes No Yes No ►/ CCfiTEC-i0NY C0!0:0,ifV lNG I10N-C:ON l)l MI. Lumber Grade _—_ _w - ✓ Per AC -98' v Joint Accuracy is wi!hin 1/8"._ Plate Size // --.•----_.--_--_--.---- - —ICC ES ------- --- ^---- Plate to Wood Tolerance is within 1/32" Per AC -98 Label Legibility - Labels on Site - Stamps,_ Labels-- Per AC -98 CATE=GORY -- -c. -- NO rr_MAnKS _--- __- __--- Changes In Supervisory Personnel, Production Process _—_ _w - ✓ Per AC -98' v Any Test Performed or Witnessed Is There Product Tractability // Per AC -98 Per AC -98 Any "CAR" Reports From Last Audit Per AC -98 Any shut Downs or Disruptions In Production Per AC -98 Any Samples Taken ✓ Per AC -98 Any Test /Measuring Equlpment That Requires Calibration Per AC -98 i)(.r.35 illi f '!I :ai I-'i'0',AUCi IrIC;t i Ui_i(.: / ii;t; �;IICi j�l,�iil)i-ice! >ic.li1 1 s,?--S_�'—--------------------- ---. Required Signatures N#&6t . Fa 4or O.C. Supervisor C d Auditor for National Inspection, Association P.O. Box 3426 E-Mail:NIAgillette@vcn.com@vcn.com (307) 685-6331 O,fi, Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307),685-6331 Ft Page One of Two CLO. GENERAL CONTRACTOR OR OWNER BUILDER IS RESPONSIBLE FOR VERIFING ALL DIMENTIONS, m TRUSS PROFILES AND LAYOUT PRIOR TO 11 B I CONSTRUCTION. THE PROFESSIONAL ARCHITECT'S CERTIFICATION AFFIXED HEREON IS INTENDED SOLELY TO VERIFY THIS 1 TRUSS SYSTEM'S LAYOUT & THAT INDIVIDUAL TRUSSES ARE CAPABLE OF SUPPORTING THE APPLIED LOADS. THE LAY- OUT AND DIMENSIONS WERE PROVIDED BY THE BUILDER SIC.•!ER AND THE MANUFACTURER INPUT THEM INTO T U-25 PACKAGE ALONG WITH THE DESIGN UNIT LOAD - 1 ESE FACTORS SHALL BE REVIEWED AND VERIFIED T PROJECT'S DESIGN PROFESSIONAL OF RECORD. N W 0 D Phone (760) 341-22.32 G.HERRY PLA_ N -`PGA ` E: S 4 aDFax # (760) 341-2293 Q� GARME,N DE LORENZO TRUSS WORKS 55-650 CHERRY HILLS DRTVE A Company You Can Truss! LA QUI.NTA, CA 92253 75-110 'St. Charles pl. ste-'11A Palm Desert, CA. 92211 I SALES'REP MIKE DUE DATE : DSGNR/CHKR a MIKE / ST'. TC .Live 20-.00 psf TC Dead 10..00 psf BC Live 0.00 psf BC Dead 10..00 psf Total 40.-00 psf jUN 14 2004 WO# : B4621 Date : 6/9/2004 12:01 DurFac-Lbr 1..25 DurFac-P,lt O.C. Spacing 24..0 Design Spec UBC -97 #Tr/#Cfg 142 / 49 LJob Name: CHERRY PLAN -PGA WEST Truss ID: Al Qty: 1 Drwg: r -LOC RRRCr 0 I88- -REQ'D 1 1- 0- 0 700 24.00• '1.50• 2 16- 6- 0, 760 24.00- 1.50- IRG shown are baaed ONLY the truss material at each bearing TC .FORCE AIL ROD c9z 1-2 4 0.00 0.30 0.30 2-3 -1277 0.01 0.31 0.'32 3-4 -4 0.00 0.31' 0.71 BC FORCE. ARL END CS1 5-6 116R•"0.12 0:40 0.52 6-7 1115 :0.11 0.40 0.51 WEB FORCE CSI ORB FORCE - CSI 1-5 -143 0.06 3-6 204 0.09 2-.5 -1265 0.50 3+7 -1215 0.99 2-6 .151 0.07 4-7 -144 0.,06 TC 2x4 'SPF 1650F -1.5E BC 2x4 SPY 1650P-1.58 WEB 2x4 HF .STUD GBL BLK 2x4 BY STUD PLATEVLLUBS PER ICBG RESEARCH REPORT 01607. gable verticals are 2x 4 web material spaced at '16.0 - c.c. unless noted otherwise. Top chord supports 24.0 - of uniform load at 20 pet live load and 10 pat dead load. Additional design considerations may be required if sheathing is attached. 1+J indicates the requirement.for lateral bracing (designed by others) perpendicular to the plane of the --her at 63 -intervals.. Bracing in a result of wind load applied to member.(Combindtion axial plus.bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the trues plane and creating shear wall action to resist diaphragm loads. i t 21" 1 ®Web bracing required at each location shown. See standard details (T3i01087001-001). Plating spec i ANBi/TPI - 1995 THIS DESIGN:IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. Mad verticals designed for axial loads only. Extensions above or below the 'truss profile (if any) require additional consideration (by others) for horia. loads on the bldg: 510.0 � 5-10-0 510-0 11-8-0 2 3 Or 25 UPLIFT REACTIONS) r support 1 -78 ib Support 2 -78 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Hap Category - C Bldg Length - 40.00 ft, Bldg Width a 17.50 ft Mean roof height - 21.29 ft, mph - 80 UBC Special Occupancy, Dead Lead - 17.0 pet 510-0 17.8-0 4 T 4- SHIP 2-105 1 t 1101E DEFLECTION (span) r L/999 IN 10Dff 6-7 (LIVE) L- -0.09- D- -0.09- T- -0 1... - Joint Locations - - 0- 0- 0 5 0- On -0 2 5-10- 0 6 8- 9- 0 3 11- 8- 0 7 17'- 6- 0 4 17- 6- 0 Uv 17 1�2 ' -0.0 b `O, 5 8 7 J 8-8� 8.8_-0 TYPICAL PLATE.: 1.5-3 8-8'0 17- 6/9/2004 All plates are20 gauge TrusWaial Connectors unless preceded by "ND(" for HS.20.gauge,or "H" for 16 gauge, positioned per Joint Detall.Reportwavallable from Truswal software. unless noted. Scale: W32" d V ►I1i[L vV Read all notes on.this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81821 This design is for an individual building component not teas system It has been based on specifications provided by thecomponeat manufacturer Chk-. STEV and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.Dimensions T R U S S WO R KS �` to be verified by the component manufacturer and/or building designer Prior m fabrication . The Ina�lding designer must ascertain that the loads gnr M � I utilized on this design mat or exceed the loading imposed by the local building code and the particular applicationThe design assumes that the top chord TC Live 20.00 psf Dulfac8 L=1 2S P=1.25 A Company You Can Truss I islaterally 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 f Re Mbr Bnd 1.15 noted Bracing shown is for lateral support of component members only to reduce buckling length. This component shall, not be placed in any Ps P 75-110 $t. Charles pl. ste-11 A environmentNmoisture will cause content of the -wood to exceed 19% and/or cause co°°°etor plate eomoarm. Fabricatehetes install BC Live 0.00 pal' O.C:Spaeing 2- O.0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available aoutput from Trawal software', ANSMI r, VTCA I• - Wood Truss Council of America Standard Design Reap"bilities,'HANDLiNG INSTALLING AND BRACING METAL BC Dead 10.00 paf Design Spec UBC -07 Phone (760) 341.2232 PLATE CONNECIM WOOD TRUSSES'- (HIB -91) and UB -91 SUMMARY: SHEET by TPI -The Truss Plate Institute (TPI) is located et IYOnofrio Drive, Fax .# (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Assoauion(AFPA) is located st 1111 19th Street, NW, Ste BOO, Washingtm D1C-10036: TOTAL 40:00 pSf Seqn TOA.12 - 0 J00! Name: CHERRY PLAN -PGA WEST Truss 'A x -LOC REACT OISE REQ'D TC 2x4 8PF 16508-1.511 1 0- 1-12 700 3.50• 1.50• BC 2x4 SOF 1650F-1-:511 2 17- 4- 4 700 3.50• 1.50E 10EB 2x4 lip STUD A RaguIRRIUMITS shwa are based ONLY 'PLATE VLLUW PER ICBG RE8RARCE REPORT #1607, ,the trues material at each bearing Drainage must be provided to avoid ponding. TC FORCE ARL Stip COI 1-i 4 0.00 0.30 0.30 2-3 -1277 0.01 0.31 0.32 3-4 -4 0-00 0:31 0.31 EC FORCE ARL END COI 5-6 1168 0.12 0.40 0.52 6-7 1115 0.11 0.40 0.51 NRB FORCE COI IISI! FORCE CSI 1-5 -143 0.06 '3-6 904 0.09 2-5 -1265 0.56 3-7 -1215 0.99 2-6 151 0.07 4-7 -144 0.63 i 1� 510-0 510-0 2 D: ®Web bracing required at each location shown. See standard details (TEOlOS7001-001). Plating spec r ANSI/TPI - 1995 THIS DESZON I8 TEE COMPOSITE RZSO'LT OF MULTIPLE LOAD ChSEE. and verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horis. loads on the bldg. 0�5 1 urwg• UPLIFT RRACTION(S) t Support 1 -78 lb Support 2 -72 lb This truss is designed using the UBC -97 Code. Bldg Enclosed a Teo, Importance Factor ,; 1.00 Truss Location e. and Sone Rarricane/Ocean Line - No Rzp Category_- C Bldg Length a 40.00 ft, Bldg Width - 17.50 ft Mean roof height - 11.29 ft, mph80 CIBC Special Occupancy Dead Load a X17.0 pef MRX DEFLECTION (span) s L/999' IN 1®r 6-7 (LIVE) L-0.091! D- -0.09- T. -0 . Joint Locations ----0 cl 0- 0- 0 5 0- 0�0 5.10_0 510-0 2 5-10- 0 6 8- 9- 0 114-0 17.8-0 3 11- 8- 0 1. 17- 6- 0 4 17- 6- 0 S 4., sOf N_111s1 T 4-6-0 SHIP 2-10-0 1 r \j ora N 1�2 �v 5 6 7 8.5-0 17.6-0 61'9/2004 All plates are 20 gauge Truawal Connectors unless preceded by "Mx' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detall Reports available from Truawal software, unless noted. Scale: SW =1' WARNING Read all; notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84621 ® 1�(s design is for an individual building omthponwt not tnhas syatet4 It ties ben b esed'as specificadom provided by the camp mehn manufechm Chk: STEV and done in accordance with the current versions of TPI and APPA design stands .. No respauibiliV is assumed for dimensional accuracy: Dimensions D nr:MIKE °re m be rertfita by tie campoutwt msaufaewrcr aadlcr bhhildmg designer prior to fabrieatwn. The building desbgner mustaseatms that tulosds TC Live 20.00 psi Dutfaes L=1.2$ P=1.25 T R U S S W O R KS udlisedoo 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'Iloor,sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached vales, aberwise Mbr noted. Bracing shown is for lateral supportof components members only to reduce buckling length: This component shall not be placed in my TC Dead 10.00 pet Rep Bnd 1.15 75-110 St Charles I. Ste -11A environment that will cause the mounue content of the wood to awW 19% zaftr cause connector plate common. Fabricate handle install ', 'Joint BC Live 0'.00 f pe O.C.Spaein g 2-0-0 Palm Desert, CA. 92211 and bate this m accordance with the foil _ standards: and (.lutm owing g Derail Reports available as output from Truswal so iwaie',. ANSMI I', WTCA.1' - Wood Trass Council of Amaiea Standard Design Responsibilities,1LkNDLING INSTALLING AND BRACING METAL BC Dead 10.00 pet Dasign spec USC -97 Phone (760 341-2232 PLATE CONNECTED WOOD TRUSSES' - (EBB -91) and 111B.91 SUMMARY'SME r byTPL The True Plate Institute (TPI) is located at D'Oaofiio'Drive; - Fax # { 60) 3414293 Madison, Wisconsm,53719: The Amertcaa Forest and Paper Association (AFPA) is located at I I It 19th Street, NW, Ste goo, Washington, DC 2003s. TOTAL 40.00 psf Satin T6.4.12 - 0 km Job Name: CHERRY PLAN -PGA WEST Truss ID: A3 Qty: 16 Drw : RG x -Loc VAAC1' SIZE RSQ-D TC 2x4 SPF 16508-1.58 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) t 1 0- z-12 705 5.5o• 1:50` BC 2x4 SPF 1650P -1:5B THIS DESIGN I8 THS COMPOSITE RESULT 08 Support 1 -78 lb 7 17- 5- 4 669 1.50- 1.50• Was 2x4 E9 STUD MULTIPLE LOAD CASES. Support '2 -75 lb G REQUZRWCWTS shoirn are based ONLY BAA SLE 2x4 BY,STUD PLILTE VALOIS PER ICBG RESEARCH REPORT #1607. This truss is designed using the a .the truds material at oath bearing End verticals designed or axial loads only. Drainage must be provided to avoid. ponding. UBC -9.7 Code. Extensions above or below the truss profile Bldg Enclosed - Yes, Importance Factor - 1.00 TC• FORCS AEI: MVD CSI (if any) require additional consideration Truss Location - and Zone 1-2 4o.00 0.27 0.27 (by others) for horis. loads on the bldg. Hurricane/Ocean Line.- No ,:exp Category - C 2-3 -1274 0.01 0.36 0.38 Bldg Length - 40.00 ft, Bldg Width - 17:50 ft 3-4 -32 0.00 0.39 0.39 Meas roof height - 11.28 ft, mph - 80 HC FORIB rSL END C8Z IIIC Special Occupancy,. Dead Load - 17.0 psf - 5-61139 0.11 0.38 0.50 6-7 1147 0.11 0.38 0.50 tMB FORCE: *CSI WEB FORCE C8I 4-7 565 0.24 2-6 167 a. -ds BS 2 -689 0.99 3-6 163 0.08 1-5 -145 0:06 3-7 -1225 0..97 2-5 -1239 0.96 5-8� 5$-13 B'" -� 58-13 11-5-11 1 2 3 4 025 MAN[ DEFLECTION (span) t L/999 IN MIDI 6-7. (LIVE) L- -0.12- D. -0.12° T. -0 Joist Locations - -- -1 0- 0- 0 5 0- 00 2 5- 8-13 6 8- 7- 4 3 il- 5-11 7 17- 2- 6 4 17- 2. 8 36 4-4 4-4 TNo 4.6-0T4-60 2.8-0 24 2 14 SHIPt I 6 '1 '6 �Q 3.4 4� 3-0 TIE. 14 17.6-0 svN 1 5 6 7 aa- 840-12 87-4 "° .6/9/2004 All plates are 20. gauge Truswal Connectors unless preceded by 'Mx' for HS 20 gauge or -H' for 16 gauge, positioned per Joint Detail Reports available from Truawal software, unless noted. Scale: 8/32' =1' WAMING Read all notes on this sheet and give: a copy of it. to the Erecting Contractor. Eng. Job: Mi. wo: 84621 This design is for an individual building component not truss system. It has berm bated on specifications provided by the wmpottem manufacturer Chk: STNV and done in aacanlanee with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS - to be wised by the component manufacturer md/or building dearer prior to fabricadon The building designer must ascertain that the loads Dsgnr: MIKE utilind on this design meet or excetd the loading,imposed by the local building coda and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and'the bottom chord is,lataally braced by.a rigid sheathing material directly an whed, unlessotherwise Tc Live 20.00 psf DUrFees L.01.25 P�12S noted Bracing shown is for lateral support of componems members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr and 1.15 environment that will cam the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instal 75-110 St. Charles pl. rte -11A ac Live 0.00 psf o,cspauna 2- o- o Palm Desert, CIA. 92211 and brace ttiu trots in accordenox with.the following standards: 'Joint and Cutting Derail Reports available as output from Trusael software'. 'ANSM1 N','WTCA V- Wood Truss Council of Amain Standard Design Respoatiibilitiea, .'HANDLING INSTALLING.AND BRACING METAL SC Dead 10.00 psi Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and ME -91 SUMMARY SNEET by TPI. Ile Trust PNate Institute (7'PI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at it I 119th Street; NW; Ste 800, Washington; DC 20036. TOTAL 40.00-pef Segn T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: A4 Qty: 4 Drw : Rox-LOC REAM Blas REO'a TC 2x4 SPF 16508-1.55 Plating spec r ANSI/TPI -.1995 UPLIFT' EEACTION(S) � 1 0- 2-12 578 5.50• 1.50• BC 2x4 8PF 1650F-1.59 THIS DE$I@i IS THE COMPOSITE RESULT OF Support 1 -70 lb 2 14- 3- 4 562 1.50• 1.50" WEB 2x4 EF STUD KULTIPLE LOAD CASES. Support 2 =67 lb SM MG RZQ=RRtrr6 shown are based ONLY SRO BLL 2x4 8F, STUD PLATS VALUES PER ICB0 RESSARC9 REPORT 01607. This truss is designed using the the truss, material at each bearing End verticals designed for axial loads only. Drainage must be provided to avoid ponding. UBC -97 Code. is laterally braced by the roof or floor sheathing and the boaom'chod is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for hmeral support of components monbers only to reduce budding length. This component shall not be placed in any Extensions above or below the truss profile Rep Mbr Bnd 1.15 Bldg Unclosed Yeo, Importance Factor a 1.00 TC FORCE ARL .sRD CSI (if any) require additional consideration O.C.S CIO pa a 2- a- o Truss Location - End Zone 1-2 4 0.00 0:32 0.32 (by others) for horis. loads on the bldg. Design Spec USC47 Hurricane/ocean Line - No Rap Category - C 2-3 -796 0.61 0.32 0.33 Bldg Length - 40.00 It, Bldg Width - 11.50 It 3-4 -17 0.00 0.25 0.25 TOTAL 40.00 psf Satin T6.4.12 - 0 Keanroof height - 11.25 It, mph80 -17.0 USC Special Occupancy, Dead Load a pef BC FORCE saL END C81. 5-6• 850 0.08 0.30 0.38 6-7 532 0.0S 0.30 0.35 WEB PORCH CSf WEB .FORCE CEI -7 594 0.13 2-6 145 0.04 BB 2' -563 0.18 3-6 346 0.12 1-5 -143 0.06 3-7 -766 0.-21 -9 2-5 22.0.74 5.10-0 -i 5.10-0 025 - 5.10_ 11-8-0 2.8-0 14.4-0 T HIP 2-0-1 2 3-8 TIE 3 MAX DEFLECTION (open) L/999 IN Dom! 5-6 (LIVE) L- -0.10` D- -0.10" T- -0 - Joint �Locations.- 1-- 0- 0- 0 5 0- 0--0 2 5-10- 0 6 8- 9 0 3 11- a- 0 7 14- 0- 8 4 14- 0- 8 U � ol3gl2a�'S 001 5 6 7 STUB �� 6/9/2004 e-s.o 14.4-0 All plates are 20 gauge Tmswal Connectors unless preceded by "RW for. HS 20 gauge or"H" for IS gauge, positioned per Joint Detall Reports available from TruBwal software, unless noted._ Scale 1I=" =1' Read all notes on this sheet and give a copy of into the Erecting Contractor. Eng. Job:.EJ. WO:B4821 ®WARNING u This design for an individual building component not thus ryelem, It has been Laud on specification provided by the component manufacturer Chk: STEV and done in actor dance.with the current versions of TPI and AFPA design standards: No responn'bility israrmned for diarenaional accuracy. Dimensions Degnr a,e to be verified by the comp=ent manufaawar and/oi t muMns designer prior to fabrication. The building designer must ascertain that the leads .M110 TC LIVe 20.66 pal' Durl ace 181.25 P-125 TR U S S WO R KS utilized on this deign mea or. exceed tine loading inWnad by the Ioeal building code son the particular applicat;eo The design assumes that the torp chord A Company You: Can TruSSI is laterally braced by the roof or floor sheathing and the boaom'chod is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for hmeral support of components monbers only to reduce budding length. This component shall not be placed in any TC Dead 10.00 pef 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 Uve 0.00 O.C.S CIO pa a 2- a- o Desert, Palm DesertCA. 92211 `nal bre" thea truss is aceordance' with the following standards: joint crud Cutting Demi! Reports available as output 6om;i'wwal software', 'ANSUI'PI I', *TCA I'.- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL SC Dead 10.00 pef Design Spec USC47 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - 01I11-91) and'I3-9t SUMMARY SHEET by TPI. Thc.Tnus Plate Institute 01) is located at D'Onef io Drive, FaX # (760)341-2283 Madison, Wisconsin 53719. The American Forest and Pape Apociapm,(AFPA):is located at 1111,19th Street, NW, Ste 900, Washington, DC 20036. TOTAL 40.00 psf Satin T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: A5 Qty: 12 Drw : a x -LOQ REACT .SrZA REO'D TC 2x4 SPF 16508-1.58 Plating spec r ANSI/TPI - 1995 UPLIFT RRACTION(S) a. 1 0- 2-12 705 5.50- 1.50- HC 9x4 SPF 1650F-1.58 TRIS DESIGN IS TEE COMPOSITE RESULT OF Support 1 -78 lb 2 17- 5- 4 689 1.50- 1.50- 'W88 2x4 :8Y STUD BY MULTIPLE LOAD CASES. Support 2 -75 lb O RSflOIPMMT8 abown•are based OMY ERG SLS 2x4 STUD Scale: 9/32" -1' PLATE VALUES PER ICSO RESEARCH REPORT #1607,. This truss is designed usingthe the truss material at each bearing End verticals designed for axial loads only. Drainage must be provided to avoid ponding. DBC -97 Code. This design is for:an individual building oomi mat not brass ristan, It has been based on 6pecificaeens provided by the comiponent mmufutuser Extensions above or below the truss profile Bldg Enclosed - Yes, Importance Factor - 1.00 TC FORCR AXL MIC CSI (if any) require additional consideration Truse Location - End Zone 1-24 0.00 0.27 0.27 (by others) for horis. loads on the bldg. Hurricane/Ocean Line -No , Exp Category - C 2-3 -1x74 0.01 0:36 6.3s gtilixed on this design sheet or exceed the loading imposed by the local building code and the particular application The deme ss}mne that the tap chord Mixed A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chordis bread by a rigid sheathing material d'm edy attached, unless otherwise y g gth. component shall not be lead in an noted .Bracing shown is for lateral support of companenp membamonl to reduce budd len This p y Bldg Length - 40.00 ft, Bldg Width.-- 17.50 ft 3-4 -32 0.00 0.39 0.39 Re Mbr Bnd 1:15 P 75-110 St. Charles p1. ate -11A on -1 that will cause the moisture content of the woad to exoad'19% and/or case connector plate coneaion. Fabricate handle install 'Joint Kean roof height - 11.28 ft, mph - 80 o.cspacbtg 2- o- o Desert, Palm DesertCA. 92211 1°d 6raee this aroma in aceordsnce with the following standards: and flatting Detail Reports available tar output from Truawal software', 'AMVTPi V, V - Wood Trust Council of America Standard Design Responsibilities,'HANDLING INSTALLING. AND BRACING WTAL USC Special Occupancy, Dead Load - 17.0 psf. BC .FORCE AIL .saw CS1 Design Spec USC -97 Phone,,�s0) 341-2232 PLATE CONNECrM WOOD TRUSSES'- (HI0=91) and MM -9l SUMMARY SHEET by TPI. TheTruss Plate Institute (TPI) is located st.V0nofrio Drive, '5-6 1139 0.11 0.38 0.50. Fmc # l ta0) 341-2293 Mealier, Wisconsin 53719. The American Forest and Paper Aaraeiation (AFPA) is located of 1111 19th Strew, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf 6-7 1147 0.11 0.38 0.50 Seqn TGA12 - 0 NEB 'FORCE C81 WEB PORCE Cal 4-7 565 0.24 2-6 167 0.06 BB 2 -689 0.79 3-6 163 0.08 1-5 -145 0.06 3-7 -1225 0_.97 2-5 -1239 0.96 i l2-6-0 5.8-13 5-8� 6-0=5 -I 5.6-13 11-541 '1741-0 1 2 3 4 FO.25 T -0 2.4-14 SHIP 2-1 -8 10's 3.6 TIE MAX DEFLECTION (span) : L/999 IN MEN 6-1 (LINTS) L- -0.12- D- -0.12" T- -- - Joint Locations ---_- 1 0- 0- 0 5 0- 0- 0 2 5- 8-13 6 8- 7- 4 3 11- 5-11 7 17- 2- 8. 4 17- 2- 8 a � INA. �119�1 v \'j Cox 1v� 10 5 B 7 84-4 8.10-1i 8-7-4 17-" 6/ 9/2004 All plates are 20 gauge Truswal Connectors unless preceded by "M)(" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truawal software, unless noted. Scale: 9/32" -1' Wz4RNDV 7 Read all notes on this sheet and give a copy of it to the Erecting, Contractor. Eng.:Job:.EJ. WO:84621 This design is for:an individual building oomi mat not brass ristan, It has been based on 6pecificaeens provided by the comiponent mmufutuser Chk: STEV and time is s accordance with the curtest varieof TPI and AFPA design standetidL No responsibility is,assusned for dimensions! accuracy: Dimensions ns Dsgnr. MIKE be verified by the c m,pone it manufacmc and/or building designer prior to fsbricanon. The.bw7ding designer must ascertain that the loads TC Live 20.00 pet DUrFeea L-125 P-1.25 RUS S WO R KS gtilixed on this design sheet or exceed the loading imposed by the local building code and the particular application The deme ss}mne that the tap chord Mixed A Company You Can TruSSI is laterally braced by the roof or floor sheathing and the bottom chordis bread by a rigid sheathing material d'm edy attached, unless otherwise y g gth. component shall not be lead in an noted .Bracing shown is for lateral support of companenp membamonl to reduce budd len This p y TC Dead 10.00 f Ps Re Mbr Bnd 1:15 P 75-110 St. Charles p1. ate -11A on -1 that will cause the moisture content of the woad to exoad'19% and/or case connector plate coneaion. Fabricate handle install 'Joint pat BC Live 0.00 f o.cspacbtg 2- o- o Desert, Palm DesertCA. 92211 1°d 6raee this aroma in aceordsnce with the following standards: and flatting Detail Reports available tar output from Truawal software', 'AMVTPi V, V - Wood Trust Council of America Standard Design Responsibilities,'HANDLING INSTALLING. AND BRACING WTAL BC Dead 10.00 Pat Design Spec USC -97 Phone,,�s0) 341-2232 PLATE CONNECrM WOOD TRUSSES'- (HI0=91) and MM -9l SUMMARY SHEET by TPI. TheTruss Plate Institute (TPI) is located st.V0nofrio Drive, Fmc # l ta0) 341-2293 Mealier, Wisconsin 53719. The American Forest and Paper Aaraeiation (AFPA) is located of 1111 19th Strew, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn TGA12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: A5A Qty: 3 Drw : RO a -LOC P.MCT SIZE RBO'D TC 1x4 SPP 165OP-1.53 Plating spec a ANSI/TDI - 1995 UPLIFT REACTIONS) e 1 0- 2-12 705 5.50"' 1.50" Sc 1x4 SPP 16508-1.5E TRIS MESION IS TER COMPOSITE RESULT OF Support 1 -78 lb 2 17- s- 4 689 1.50• 150" WRB 2x4 EF STUD MULTIPLE LOAD CASES. Support 2 -75 lb RO RSOUInmm9NTS,ehown are based ONLY BRM BLE 2x4 BY STUD PLATE VALUES PER ICBO.RSSBARCH REPORT $1607. This truss is designed using the the truss material at each. bearing End verticals designed for axial loads only. Drainage must be provided to avoid ponding. UBC -97 Code. A Company You Can Trussl Extensions above or below the trust profile Bldg Enclosed - Yes, Importance Factor - 1.00 TO FORCE Aar. MW COX (it any) require additional consideration TC Dead 10.00 psf Truss Location - Had Sone 1-2 4 0.00 0-i7 0.17 (by others) for )auris. loads on the bldg. BC Live 0.00 psi lhiiricanei0oean_Line = No , Exp Category - C 2-3 -1273 0.01 0.36 0.3e and this truss acco with the following standards: and Cutting Detail Reports avanlable'as output from Truswal software', 'ANSVTPII'>'WTCAl'- Wood .Truss Council ofAmericaStandatd.DesignResponsibilities, 'HANDLINGINSTALfMAND wucrNGMETAL SC Dead 10.00 psf Bldg Length - 40.00 ft, Bldg Width - :17.50 ft 3-4 =32 0.00 0.3.9 0.39 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HB -91 SUMMARY SHEET by TPI. The Truss Plate institute (TPI) is located at D'Ooofrio Drive, Mean root height - 11.28 ft, mph - 8o Fax,- # 0) 341-2293 Madison, Wisconsin 53719. The. American Forest and Papa Association (AFPA) is located at 1111 19th Street,-NW,.Ste 800, Washingmn, DC 20036. TOTAL. 40.00 psf UBC Special Occupancy, Dead Load - 17.0 psf BC Ponce axL Bron CSI 5-6 1136 0.11 0.38,0.50 6-7 1147 0.11 0.38 0.50 mm FORCE Cot Wits FORCE CSI 4-7 565 0.14 2-6 167 0.08 BB 2 -689 0.29 3-6 163 0..08 ,1-5 -145 0.06 3-1 -1225 0..97 2-5 -1239 6.96 5.8-13. 6.8-13 1 2 5-8.13 11-0-11 3 225 6-04 � 17-" 4 T 100 SHIP 2.4114 2-1 3-0 TIE H= DEFLECTION (span) a L/999 IN MM 6-7 (LIVE) L. -0.12" D. -0.12" T- -0 - Joint Locations - -1 - 0- 0- 0 5 0- 0--0 2 5- 8-13 6 8- 7- 4 .3 11- 5-11 7`-17- 2- 8 4 17- 2- 8 f 17-" 1 , PI 5 5 7 88-7-4 8-10-12 , 8-7.4, 17-0.0 61912004 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- - T WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job. EJ. WO: 84621 This design is for an individual building component not taw system. It has been based onspecificatiom provided by the compcmmt manufacturer Chit: STEV and done in accordance with the current versions of TPI and AFPA design standards. No resixo tibility is assumed for dimensional accuracy. Dimensions Degnr MIKE T R U S S WO R KS me to be verified by the component maaufacatia and/or building des' prior to fabrication The building designee' must ascertain this thetoadr TC Live 20.00 psf - DurFaes L=1.25 8=1.25 utilized on this design meet or exceed the kmKhg imposed by the local building code and the particular application. The design assumes Out the top chard A Company You Can Trussl is laterally braced by the rowoof or Ocor sheathing mad the boson chord is laterally brazed by rigid sheathing material directly. attached, unless exhewise noted Bracing shown is lateral support of componeau members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr End 1.15 75-110 St Charles pl. rte -11A eovironmmt that will case uthe moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate; handle, install brace m dance 'Joint BC Live 0.00 psi O:C.Spacing 2- 0- 0 Palm Desert, CA, 92211 and this truss acco with the following standards: and Cutting Detail Reports avanlable'as output from Truswal software', 'ANSVTPII'>'WTCAl'- Wood .Truss Council ofAmericaStandatd.DesignResponsibilities, 'HANDLINGINSTALfMAND wucrNGMETAL SC Dead 10.00 psf Design Spec UBC -97 Phone(760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HB -91 SUMMARY SHEET by TPI. The Truss Plate institute (TPI) is located at D'Ooofrio Drive, Fax,- # 0) 341-2293 Madison, Wisconsin 53719. The. American Forest and Papa Association (AFPA) is located at 1111 19th Street,-NW,.Ste 800, Washingmn, DC 20036. TOTAL. 40.00 psf Seqn T6A:12- 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: A6 Qty: 1 Drw : Uto x -LOC RSLCT SIZE RSO'D TC 2x4 SPY 1650F-1:58 plating spec s ANSI/TPI - 1995 UPLIFT REACTIONS) s 1 0- 2-12 705 5.50• 1.50- HC 2x4 SPF 1650F-1.58 THIS DESI@f IS THE COMPOSITE RESULT OF Support 1 -78 lb -2 17- 5- 4 689 1.50- 1.50- WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -75 lb Wq RsOOIRSNENTS shown are based ONLY BRO ELK 2x4 HF STUD PLATE VALUES PER :ICBO RSSRRRCH REPORT #1607. This trues is designed using the - the truss materia at each. bearing End verticals designed for axial loads only. Drainage must be provided to avoid ponding. UBC -97 Code. . 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 Extensions above or below the truss profile 75-110 Sit. Charles pl. ate -11A Bldg Enclosed - Yee, Importance Factor - 1.00 TC FORCE AKL mm CSI (if any) require additional consideration and truss accordance with standards: and Cutting available as conga software, ANSUTPI V, VTCA 1' - Wood Truss Council of America Standard Design Responsbilities,'HANDLiNG INSTALLING AND BRACING METAL Trues Location - End Zone 1-2 4 0.00 0:17 0.27 (by others) for horis. loads on the bldg. Hurricane/Ocean Line - No , Sxp Category - C 2-3 -1274 0.61 0.36 0.38. TOTAL 40.00 psf Seqn TSA.12 - 0 Bldg Length - 40.00 ft, Bldg Width - 17.50 ft 3'-4 -32 0.00 0.39 0.39 Mean roof height - 11.28 ft, mph - 80 DEC Special Occupancy, Dead Load - 17.0 psf SC .FORCE A2L HND CSI. 5-6 1139 0..11 OAS 0.50 6-7 1147 0.11 0.38 0.50 WED FORCE CBI NSB )PORCH CSI 4-7 '5650.24 2-6 '167 0.0: BE 2 -659 0.29 '3-6 163 0.0E 1-5 -145 0:06 3-7 -12]5 0.97 2-5 -1239 0-96 5-8-13 5-5-13 2 5-85.8 11.5.11 3 F-0-5 6-0 174.0 4 T 2.4SHIP 2-1 -8 1o.". 3.6 TIE I I 17.6-0 1 5 6 7 8-7-4 8.10-12 8-7-4 17-6-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAE,DEBLBCTION (Span) s L/999 -IN MEN 6-7 (LIVE) L. -0.12- D- =0.12• T- -0 --==- Joint Locations - -0 0- 0- 0 5 0 - ;0 2 5- 8-13 6 8- 7- 4 3 11- 5-11 7 17- 2- 8 4 17- 2- 8 �•: -)J, �Ic 41 6/ 9/2004 Seale: 9132"'= 1' WARNING Read all notes on this,sheetandgive.a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 84621 This design is for an individual building component not truss system. It hal been based on specifications provided by the component manufacturer Chk: STEV and done to accordance with the current versions of TPI and APPA design standards. No responsibility to assumed for dimeosaccuracy. ionnl accacy. D mensions Dsgnr: MIKE U aR to be veifled by the component manufacturer andior binding designer prior to fabrianon The budding designer ma ust aartain that the loads TC Live 20.00 pot DurFacs LA1.25 Pa125 T R SS WO R KS uWt=d on this design meet or exceed the loading inhposed by the local building code and the particular application The design assrmo that the top chard A Company You Can Trussl is lstaally bated by the mof orflwr sheathing mnd thabottom chord's laterally bmced.by a,rigid sheathms mawW ditectly,umched unlet otherwise 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 Rep Mbr Bnd 75-110 Sit. Charles pl. ate -11A environment that will cause the moisture content of the wood to eaeeed.l9% and/or cause connector Plate torsion. Fabricate, handle, install brace this in itis following 'Joint Detail Reports from Truswal BC Live 0.00 f pe O.C.S Ohl 2- 0.0 pe g. Palm Desert, CA. 92211 and truss accordance with standards: and Cutting available as conga software, ANSUTPI V, VTCA 1' - Wood Truss Council of America Standard Design Responsbilities,'HANDLiNG INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -87 Phone. (760) 3414232 PLATE CONNECTED WOOD TRUSSES' - (HIB --91) and,MB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (7PI) is located at D'Onof io Drive, Fax,# (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Papa Association (AFPA) is located at 1111 19th Strut, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn TSA.12 - 0 IN Job Name: CHERRY PLAN -PGA WEST Truss ID: A7 Qty. 1 Drw : MG x -LOC REACT SIZE RBO'D TC 2x4 SPF 165OF-1.5B Nab bracing required at each location shown. UPLIFT REACTZON(S) 1 4=11-12 955 5.50• 1.50• BC 2x4 SPH 16507-1.5E ® See standard details (TX01087001-001). Support 1 -97 lb 2 20- 5- 4 704 i.50- 3..50- NEB 2z4 HP STUD Plating spec-. A141/Til - 1995 Support 2 -61 lb O RB00IRMINUTS shown are based ONLY BEG BLS 2x4 HF STUD THIS DESIGN I8 THE CONPOSITS RESULT OF This truss is designed using the in the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES.- UBC -97 Code. and verticals designed for axial loads only. Drainage must ba provided to avoid ponding, Bldg Enclosed - Yes, Importance Factor - 1.00 Tc FORCE Rat HND CEI Extensions above or below the truss profile - Truss Location - End Zone 1-3 -116 0.01 0.09 0.11 (if any) require additional consideration Hurricane/Ocean Line - No : Rxp Category - C 2-3 -111 0.01 0.24 0.25 (by others) for horis. loads on the bldg. B1dg.Length " 40.00 ft. Bldg Width - 20.50 ft 3-4 -1305 0.01 0.51 0.52 Mean roof height - 11.31 ft, mph - 80 4-5 -36 0.00 0.51 0.51 UBC Special Occupancy, Dead Load - 17.0 psf HC FORCE AXL HtID CBI, 6-7 0 0.00 0.19 0.19 7-8 937 0.08 0.35 0.43 8-9 1207 0:12 0.35 0.47 NEB FORCE CBI Was FORCE: CBI 5-9 554 0.23 3-7 -1041 0.45 BB'.2 -704 0.,31 3,-8 462 0.16 1-6 -87 6.04. 4-8 146 0.04 1-7 148 0.04 4-9 -1346 0.65 2-7 -195 0.04 241-12 39-1 i 668-13 i 7-0-5 2.11-12 8-8-13 13.5-11 20.6.0 2 3 4 5 O.25 1 -0 SHIP 2-11-2 I TIE l DWS DEFLECTION (span) - L/999 IN UM 8-9 (LIVE) L- -0:13" D. -0.13" T- -0 MX'DRYLECTION (cant) c L/999 IN MSM 6-7 (LIVIB) L- 0.02- D. 0.02- T. 0 --- Joint Locations 1 0- 0- 0 6 0- a- 0 2 2-11-12 7 2-11-12 3- 6- 8-13 8 11- 7- 2 4 13- 5-11 9 20- 2- 8 5 10ad�T$� v 20.6.0 4 6 7 8 9w 2-11.12 8-7- 8-10-14 i 2.11.12 11-7-2 20-04) 619/2004 All plates are.20 gauge Truawal Connectors unless preceded by "NW for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detall Reports avallable from Tntswal software; unless -noted. Scale: 114" a 1' WARNING Read al1 notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 84Ei21 -Ibis design is for an individual building component not muss system. It has been based on specifications provided by the component manufacture Chk: STEV and done in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T RU S S W O R KS we to be verified by the component mmufacnnc anNar.bWldnng designer pnorto fabrication. The building designer mast weermin that the loads nr. MIKE utilized on this design meet or ezoeed the loading imposed by the local building code and the particular application, The design mm mres that the tap chord TC Live 120.00 psf DurFaea La12S P=125 A Company You Can Trussl u laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by rigid sheathing material directly;atached, unless otherwise noted. Bowing shown is for lateral support of components members only to reduce budding, length. This component shall not placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.1.5 environment ihat,will cause the moisture content of the wood to exceed 19% and/or cause connector plate codon. Fabricate, handle, insal) BC Live 0.00 75-110 St. Charles pt. ste-11A psf o.t: paang 2 -aro Palm Desalt, CA. 92211 and b"°G this °.,m t° 8CC0r�10C �� the following standards: 'Joint and Cutting Detail Reports available as output 6om Tntswal software, 'ANSLl61 1, VTCA I'- Wood Tari Council of America Standard Design Responsibilitles,'NANDLING INSTALL NG AND BRACING METALSC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (EIIB-91) and'HIB-91 SUMMARY SH Er by TPI. The Truss Plate Institut (TPI) is latatedat D'Onofrio Drive, Fax # (760) 3414293 Madison, Wisconsin 53719: The American Forest and Paper Association (APPA) is located at:1111 19th Street,,NW, Ste 800, Washington,= 20036. TOTAL 40.00 psf Segn TOAl2 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: A8 Qty: 1 Drw : 10 a -LOC BRACT- ME Rag -D TC 7x4 SPP 165OF-1.58' Plating spec s ANSI/TPI - 1995 UPLIFT REACTION(S) t 1 8- 6-12502 5.60• 1.50• HC 2x4 SPF 1650P-1.58 this design is for an individual building component not tiuv ayetem. It ties been bored on specifications provided by the component mmuf tchuc THIS DESIGN 19 -THE COMPOSITE RESULT OF Support 1 -64 lb 2 20- 5- 4 492 1.50• 1.50• WED 2x4 HP STUD MULTIPLE LOAD CRS88. Support 2 -62 lb RO RROUXRMUNTe shorn are based ONLY .ERG ELK 2x4 HP 'STUD PLATH VALUES PER ICBG RESEARCH REPORT #1607. -to This truss is designed using the. the truss material at each bearing End verticals designed for axial loads only. Drainage must be provided avoid poinding. d Code. Extensions above or below the truss profile noted. Bracing shown is for lateral support of tnmpoagnts members only to reduce buckling length. This eomprrem shall.not be placed in any Bldg dg E ncloeod -Yea, Importance Factor - 1.00 TC FORCE ASL BID CSI (if any) require additional consideration eovireoment that will came the moisture content of the wood to exceed 19% and/or cause orator plate corrosion. Fabricate, Handle, install Truss - End Zone 1-2 4 0.00 0.47 0.47 (by others) for horiR. loads on the bldg. .Location Hurricane/ocean Liao - No , Hap, Category - C 2-3 -645 0.00 0.47 0.48 ANSVTPI I' 'WTCA V- Wood Truss Council ofAmerica Standard Design Responsibilities,-HANDLENG INSTAUJ NG AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -67 Bldg Length - 40.00 ft, Bldg Width - 20.SO ft PLATE CONNECTED WOOD TRUSSES' -.(HIB-91) and 111E 91.SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is.located at D'Onofrio Drive, Fax # (160)-341-2293 Kean roof height - 11.31 ft, mph - 80 8C FORCE ASL MM CSI Soon T6.4.12 - 0 UBC8peC1a1 OCCupaacp, Dead Load - 17.0 psf 4-5 706 0.07 0.19.0.26 5-6 26 0.00 0.19 0.19 118E FORCE C81 was PORCR CEI 3-6 45 0.06 2-4 -782 0.57 BB 2 -492 0.25 2-5 -159 0.04 1-4 -110.0.05 3-5 678 0..23 5;&11 7-0.3 5.5-11 124-0 0� MAX DEFLECTION (span) r L/999 IN r®6 5-6 (LIVE) ,L- -0.05` D- -0.05- T- n- -- Joint Locations see n1 0- 0- 0 4 0- 0- 0 2 5- 5-11 5 6- 4-10 3 12- 2-8 6 12- 2- 8 \j 0��fph 36 12.6.0 B-0-0 _ STUB "4 5 e 6/ 9/2004 8-4-10_ �6-21_�8.rt_� All plates are 20.gauge Truswal Connectors unless by'Mx' for•HS+20 gauge or "H" for 16 gauge, positioned per Joint Deta(1 Reports available hem Truawal software, unless nnted. Scale: 3t8' =1 - rpreceded WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84621 this design is for an individual building component not tiuv ayetem. It ties been bored on specifications provided by the component mmuf tchuc Chk: STEN and dwe:in accordance with the eunent versions of TPI and APPA design standards. No recptmsiWhy u.asswned for. damensio rW ac=wy. Dimensions U S S WO R KS are to be verified by the component manufacturer and/or building dtrus esigner prior to fabrication. The building designer t aseertainthat the loads Dagnr: MIKE T R utilized an this design meet or exceed the loading imposed by the local building code and the particular application. The design us'that the top chord TC Live 20.00 paf' DurFaca ) =1 25 Pal 2s. A Company You Can Tnissl s laterally braced W the roof or floor she -Ain and the bottom chord's )aurally braced by a rigid sh abing material directly attacbed; unless otherwise noted. Bracing shown is for lateral support of tnmpoagnts members only to reduce buckling length. This eomprrem shall.not be placed in any TC Dead 10.00 paf Rep Mbr Bnd 1.15 75-110 St. Charles pl. rte -11A eovireoment that will came the moisture content of the wood to exceed 19% and/or cause orator plate corrosion. Fabricate, Handle, install BC Live 0.00 pat o.Csparang 2- o• o and �" flus truss in accordance waN,the following standards: Joint and Cutting Dtxet7 Reports available as output 6� itugeval boftware', Palm Desert, CA. 92211 ANSVTPI I' 'WTCA V- Wood Truss Council ofAmerica Standard Design Responsibilities,-HANDLENG INSTAUJ NG AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -67 Phone760) 34.1-2232 PLATE CONNECTED WOOD TRUSSES' -.(HIB-91) and 111E 91.SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is.located at D'Onofrio Drive, Fax # (160)-341-2293 Madison, Wisconsin 53719. The American Form and Paper Association (AFPA) is located at'i I I 1 19th. Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 paf Soon T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: A9 Qtv: 1 Drwa: d x -Loc REACT SIZEREO-D 1 10- 6-12 471 5.50• 1.50•: 2 17- 9- 4 '772 5.50• 1.50- 3 20- 5- 4 65 1.50- 1.50- .ASOOTA OMS shove are based ONLY the trues material at each bearing Yc FORCE AXL ENO CSI 1-2 94 0.01 0.09 0.09 2-3 95 0.01 0.35 0.36 3-4 322 0.05.0.35 0.39 Be FORCE AFL END Cel. 5-6 0 0.00 0.16 0.16 6-7 181 0.00 0.16 0.17 7-0 6 O.bO 0.-16 0.16 103E FORCE Cel WEB FORCE Cel 4-8 -10 0.01 2-6 -107 0.02 BE 3 169 0.01 3-6 -241 0.06 1-5 -76 0.03 3-7 -541 0.30 1-6 -124 0.04 4-7 -493 0.14 TC. 2x4 SPF 165OF-1.52 SC 2x4 SPF 165OF-1.58' WEB 2x6 BF -STUD SRO BLX 2x4 RF STUD GEL BLX 2x4 xF -STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horis. loads on the bldg. 2-8.12 2-8-15 2-8-12 5511 Plating epee s ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 81607. Nark mill interior bearing locations. 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 it 20 psf live load and 10 pef 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 ia'a result of wind load applied to;member. (Combination axial plus bending). This truss requires adequate sheathing, as designed by othsrs,, applied troth truss face providing lateral support for webs in the trusts plane and creating shear wall action to resist diaphragm loads. O..25 7-0-5 i 12.8.0 4 UPLIFT RE CTION(S) : support 1 -41 lb Support 2 -151 lb Support 3 -169 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yeo, .Importance Factor - 1.00 Truss Location =:End Sone Hurricane/Ocean Line n No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.50 ft Mean roof height - 11.31 ft, mph - 80 USC Special occupancy, Dead -Load - 17..0 psf- MAX DEFLECTION (open) s L/999 IN ASK 6-7 (LIVE) L-,--0.03' D- -0..03" T- -0 MAX DEFLECTION (cant) r L/999 IN NEN 5-6 (LIVE) L- 0.01- D- 0.01" T- 0 -1 -- Joint Locationg - 0- 0- 0 5 a-- 2 2- Sm12-- 2- 8-12 4 H/ 9- Z- 8 V. v.irl � �a �1, oa5 4.8-0 Lm Lu is 4-W IS IP 2-0 2-11-2 A OF 2-8-0 to-" 3,6 TIE _ w� 10 12-" TYPICAL PLATE: 1.5.3 STUB s 8 8 6/ 9/2004 2-8-12 7-0-0 2.8-12 JA g�.� !PORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" J M10 gauge or "H" for 18 gauge, positioned per Joint Deta(I Reports available �ruawwal:sofware, unless noted. Scale: 3110 ny' WARNING Read all notes on this sheet and give a, copy of is to the Erecting Contractor. Eng. Job: U. WO: 8a821 This design 'is;for an individual building enarnpmnentam truss system It has been based on specificationsprovided by the component manufacturer Chk:: S7EV and done in accordance with the curreat versions of TPI and AFPA d*gn standards. No tesporuibility.is assumed for dimensional accuracy. Dimension T R U S S WO R KS am m be,2:tfied by the =nponmt nmufwtmw m&.or bWlding,dedgnerpdar to fabrication. The building designer must ascctaln that the loads Dagnr: MIKE utilised on this design meet or exceed the loading imposed by the local building nide and the pw&War application. The chip asauraes thatthe teP chard TC Live 20.00 pef DurFaes Lmi.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 tnsterial directly attached unless otherwise noted. Bracing shown is for lateral support of component/ members only to reduce buckling length.. Thus component shall not be placed in my TC Dead 10.00 psf Rep Mbr Bnd 1.15 mvirom"'t that will cause the moisture content of themood to exceed 19% and/or cane connector plate corrosion. Fabricate, handle, install 75-110 St Charles p1. ate -11A BC Lure 0.00 pat' o.cspae(ng 2- o- o Palm Desert, CA. 92211 and brace this truss in accordance with:the following standards: Joint and Cutting Detail Rep" available as output from 7 rucwd software, rtr 'AHSVTPI 1', VTCA 1' -. Wood Truss Council of Amain Standard Design Responsibilities, BANDLING INSTALLING AND BRACING METAL SC Dead 10.00 Clef Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB-91.SUMMARY SHEET by TPI: The Truss Plate Institute (TPI)'is located at D'Onofrio Drive, Fax # (760) 3414293 Madison, Wisconsin 33719. The Americas Forest and Paper Association (AFPA) is located at l 1l 1 19th Sttect, NW, Ste 800, Washingtbu, DC 20036. TOTAL 40.00 PBI Segn T8A.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: B1 Qty: 1 Drwa: -� a x-LOc RRAM8I28 RBQ'D 1 0- 2-12 1141 5.50• 5.50• 2 28- 3-12 1126 3.50• 1.61• MG It9QUZR810IIWT8 shown are based ONLY the truss material at each bearing TC FORCE AXL ffim COI 1-2 -70 0.00 0.52 0.,52 2-3 -2897 0.07 0.S2 0.59 3-4 -2663 0.06 0.53 0.59 4-5 -5 0.60 0.53 0.53 BC PORCO A=I. BID CSI 6-1 -1 2533 0.26 0.41 0.67 7-8 3152 0.47 0.29 0.76' 8-9 2230 0.23 0.44 0.65 WEB FORCE CEI IRO FORCE CBI as 1 -1141 0.09 3-8 -560 0.35 1-6 948 0.57 4-8 634 0.22 '2-6 -2615 0.82 4-9 -2396 0.77 9-7 494 0.17 5-9 -170 0.04 3-7 -295 0.19 TYPICAL PLATE: 1.5-3 All plates are 20 TC 7x4 BPP 1650F-1.58 SC 3x4 SPF 1650P-1.59 WEB 2x4 HFSTUD 2x4' SPF 1650F-1.59 6-2, 4-9 SRO BLIC 2x6 HP 1650P-1.59 GBL BLR 2x4 OF STUD Drainage must be provided -to avoid ponding: Gable verticals are 2x 4 web material spaced at 16.0 a 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 plate of the. member at 63 -intervals. Bracing is a result of wind load applied to member. (Combination axial plus bending). This trust 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. TT 3-1-231-1-2-" 1 T1041410� 2-4 TIE 758 77-5-8 ®nab bracing required at each location shown. See standard details (72:01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN Is THE COMPOSITE RESULT OP MULTIPLE LOAD CAB9E. PLATE VALUES PER. ICBO RBSHARCH REPORT #1607. Loaded for X10 PSP non -concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See HIS -91 and .ANSI/TPI 1-1995 or'ANSI/TPI 1-2002. and verticals designed for axial loads only. Extensions above or below the trues profile (if ,any) require additional consideration -(by others) for horix. loads on the bldg. - 7-0-0 14-5-8 0�5 7-0_0 7-0_-0 21-5.8 28-5-8 3-8. 28-5.8 7 8 9 9-", g." 8-8-8 19-1-8 2858 UPLIFT R9ACTION(8) r support 1 -88 lb Support 2 -80 lb This truss is designed.using the UBC -97 Code. Bldg Enclosed,- Yes, Importance Factor --1.00 Truss Location -"End Sone Hurricane/Ocean :Line - No May Category - C Bldg Length - 40.00 ft, Bldg Width - 28.46 ft. Kean roof height - 9.48 ft, mph80 UBC Special Occupancy, Dead Load - -17.0 psf Truswal Connectors unless preceded by'MX" for HS 20 gauge or 'H" for 16 gauge, positioned per Joint Detail Reports available from Truawal software, unless noted. ® WARNL1V U Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss ristem. It has bow baud an specificationsPravided'by the component manufacturer and done in accordance with the anent versions of TPI and AFPA design standards. No raponat'bi)ity is assumed for dimensional accuracy. Dimensions T R U S SWO R KS u�` m be verified by the component mmwtacmac anNar building designer prior to fabrication. The building designs must aseermin that the loads tilized on this design meet or exceed the loading imposed by -the local building code and the particular application. The design assumes that the top chord' A Company You Can TruSSI ;a.lateratly. braced by the roof or flow sheath IS amd'the bottom chord is laterally braced by rigid sheathing material directly.ed, w auacbless otherwise noted. Bracing shown is for lateral supportbf -components mambas only -to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste=11 A envnwmment am will cause the m65MM content of the wood to exceed 19% and(or cense coonchm plate corrosion. Fabricate, handle, imnA Palm Dese CA. 92211 and brace this mos in accordance with the following standards: 'Joint and Cutting Detail Report available as outptm svm Truswal software', 'ANSUTPI 1', -WI'CA 1- - Wood Truss Council ofAmerica Standard Design Responsibilities, TIANDLMG INSTALLING AM BRACING METAL Phone (760)341-2232 PLATE CONNECTED WOOD TRUSSES' - (H®-91) and 19B -91 -SUMMARY SHEET by TP1 The Truss Plate Institute (TPI) is located at 1YOnofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th.Sreet„NW, Ste 800, Washington; DC 20036. Eng. Job: EJ. Chk: STEV Dsgnr- MIKE TC Live 20.00 psf TC Dead 10.00 psf 8C Live 0.00 pat SC Dead 10.00 psf TOTAL 40.00 psf Khx DEFLECTION (span) s L/999".IN M®Q -6-7 (LIVE) L- -0.24' 1)- =0.24• T- -0 -1 joint Locations - 0- 0- 0 6 0- 0--0 2 7- 0- 0 7 9- 4- 0 3 14= 0- 0 a 18- 8- 0 4 21- 0- 0 9 28- 0- 0 5 28- 0- 0 6/9/2004 Scale: &132' - V WO: 84621 Du'Faes L=1.25 P=1.25 Rep Mbr Bnd IAll O.C.Spaeing 2- 0- 0 Design Spec USC -97 Sean TGA12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: B2 Qty: 11 Drw WARNING Read all notes on this sheet and give a copy of it to the. Erecting Contractor. RO a -LOC REACT Blas REQ -D_ TC 2x4 8PF 165OF-1..58 Web bracing required atTeacIt location shown. UPLIFT REACTIONS)) : - 1 0- 2-12 1280 5.50- 5.50- Be 2x4 SPF i650F-1.5E ® See standard details (TE01087001-001). Support 1 -91 lb - 2 38- 3-12, 1267 '].50- 1.81• 2x4 8PF 2106F-1.SE 7-8 Plating speer 71NSi/TPI ->1995 Support 2 -90 lb as ',RsOV1Rs10XT8 sham are based ONLY WEB 2x4 HF STUD THIS DESXQK IS TER CMMSITE RESULT OF This truss in designed,using the Rep Mbr and 1.00 the truss material.at each bearing 2x4 SPF 16507-1:58 6--2,. 4-9 MOLTI_PLE LOAD. CASES. UBC -97 Code. Palm Desert, CA. 92211 Phone (760) 341-2232 and brace accordance with standards: and available as: output software', 'ANSIffPI 1' 'WTCA'V - Wood Truss Council of America Standard Design Responpibilities,'HATIDLING INSTALLING AND BRACING METAL PLATE CONNECTED TRUSSES''- UB SUMMARY TPI, SC Dead 10.00, pef Design Spec UBC -OT BEG SLR 2it6 SP 163OF=1.58 PLATS -VALUES PER ICBG RESEARCH REPORT #160.7. Bldg Enclosed - Yes, ImportanceFactor = 1.00 TC PORCH Au. HND C81 Drainage must be provided to avoid ponding. Loaded for 10 Par non -concurrent SCLL. Trues Location a End Sone 1-2 -75' 0.000 ,52 0.52 .End verticals designed for axial loads only. Permanent brae:%,/1e required -(by others) to Surricane/Odean Line - NO, Exp Category - C 2'-3' -3291 0:09 0.52 0.61 Extensions above or -below the truss profile prevent rotaEioa/toppling. .See SIB -91 and Bldg Length . 50.00 ft, Bldg Width - '28.46 ft 3-4 4015 0.08 0.52 0.60 (if any) require additional consideration ANSI%TPI 1-1995 or ANSI/TPI 1-2002. mean root height - 9.48 ft,. �� - 80 4-5 -5 0.00 0.32 0:52 (by others) for horis. loads on the bldg. UBC Special Occupancy, Dead Load_-; 17,0 psf ----------LOAD CASE #1 DESImr LOADS ---------------- Be FORCE AWL HND CS1 _ Dir L.Plf L.Loc R.Plf E. we .LL/TL 6-7 2628 0.32 0.64 0.96 - - - TC Vert 66.00 0-,0- 0. 60.00 28- 5- 8 0.67 7-8 3530 0.26 0.51 0.71 Be Vert 10.00 0- 0- 0 10.00 0- 5'- 8 0.00 8-9 2489 0.28 0:65 0.93 Be Vert 30.00 0- 5- 6 30.00 28- 5- 8 0.00 tone Pokes CB1 WBB Pones, CSI BB 1 -1280 0.10 3-8. -579 0.36 1-6 1089 0:84 4=8 784 0.27 2-6 -2922 0..90 4-.9 -2675 0.,96 2-7 629 0.23 5-.9 -170 0.04 3-7 -277 0.17 T T - -8 3 1-23 l 1710.,14 2.4 TIE :1 77 77-0_0� 7-5.8 14-" 2 3 025 -' 7-0-0 7-07 21-" 28-0.8 4 5 3.8 28-5-8 8 7 8 9 9-" 9.4.0 9-0-9 19.1-8 28-5.8 MAX DEFLECTION (open) r L/999 INN= 6-7 (LIVE) L- -0.30- D- -0.30- T- -0 -1 - Joint. Locations - 0- 0- 6 6 0- 0--0 2 7- 0- 0 7 9- 4 0 3 14- 0- 0 8 le- a- 0 4 21- Or 0 9 28- 0-.0 5 28- 0- 0 W Q Q 3-1.2 to•��q 1 �d4 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by "W for HS 20 gauge or 'H" for 18 gauge, positioned per Joint:Detalt Raports:available from Tiuswal software„ unless,noted. Scale: 5/32" =,- WARNING Read all notes on this sheet and give a copy of it to the. Erecting Contractor. Eng. Job: WO: 84821 This design is for an individual building Cuprmaaeae not hull syetarn. It has been besad an spaaswdoas provided by the component manufacturer ' Chk: STEV - and done in accordance with the curtest versions of TP[ and AFPA design a dards. No responsibility is assumed for drmeoeianal;accuracy. Dimensions D"nr: MIKE edbytheaaanantmanufacuandar�l��i�piiorte.>�iaation. Theba,ld�dta;��t, that 'r`tobi:,�� - TRU.SSWORKS ohliaed on this designmeet or oweed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20:00 pef DurFace L.=1:25 13=1.25' A CompanyYou Can Trussi is literslly braced by the roof onflooraheathiug and the bottom chord is laterally bread by a rigid sheathing material directly attached unless otherwise noted Bracing sho6m is tor,latetal,suppat of eompweats members only to teducebuciiling length. This component shstl not be placed in'aay TC Dead 10,00 psf Rep Mbr and 1.00 75-110 St, Charles pI. Ste -11 A e"""°"1AC°t that will cause the moisture content of the woad to er`ec l l9% and/or cause connector plate eortosios Fabricate, handle, install this truss in are following 'Joint Caning Decal Report/ s�,Tmewal BC Live 0.00 psf O:C.Specing 2- 0- 0' Palm Desert, CA. 92211 Phone (760) 341-2232 and brace accordance with standards: and available as: output software', 'ANSIffPI 1' 'WTCA'V - Wood Truss Council of America Standard Design Responpibilities,'HATIDLING INSTALLING AND BRACING METAL PLATE CONNECTED TRUSSES''- UB SUMMARY TPI, SC Dead 10.00, pef Design Spec UBC -OT WOOD (HIB -91) and -91 SHEET by The 1}uss Plate lnsft a (1'Pn is located at 1Yln6fio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (APPA)islocated at 1111 19th'Stnet, NW, Ste 800, Washington,' tot 20035. TOTAL 40.00 pef Segn T8:4:12 - 0 v Job Name: CHERRY PLAN -PGA WEST Truss ID: B3 Qty: 1 Drw : Ro x -Loc RRACl' SIZE 513 -D TC. 2x4 SPY 16508-1.58 web bracing required at each location shorn. UPLIFT REACTION(S) 1 O- 242 13.41 5.50- 5.50• BC 2x4 SPY 16501:-1.59 ® See standard details (Tx01087001-001). Support 1 -88 lb 2. 28- 3-12 1126 3.50- 1.61. wE8 2x4 BY STUD plating epee r ANSI/TPI - 1995 Support 2 -80 lb Ro REQUXRWGMS shown ase based CkLY 2x4 SPY 16508-1.59 6-2, 4-9 THIS DESIGN I8 THU COMPOSITE RBSVLT OF This truss is designed using the the truss material .it each bearing SRA BLE 2x6 HF 16508-1.58 XULTIPLE LOAD CASES. UBC -97 Code. noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be pieced in any ABL SLB: 7x4 OF STUD PLATE VALUES PER ICBG RESEARCH REPORT '$1607,. Bldg Enclosed a Yes, Importance Factor = 1.00 TC FORCs AEL Bum CEI Drainage must be provided to avoid ponding. Loaded for 10 PSP non -concurrent BCLL. Truss Location = and Zone 1-2 -To 0.00 0.52 0.52 Gable verticals are 2x 4 web material spaced Permanent bracing is required (by others) to Hurricane/Ocean_Lins No Exp Category = C 2-3 -2697 0.07 0.52 0.59 at 16.0 - c.c. unless noted otherwise. prevent_ rotation/toppling. See HIS -91 and Bldg Length a 40.00 ft, Bldg width - 28.46 ft 3-4 -2663 0.06 0.53 0.59 Top chord supports 24.0 - of uniform load ANSI/TPI 1-1995 or ANSI/TPI 1-2002. Mean roof height - 9.48 ft, mph = 80 4-5 -5 0.00 0.53 0.53 at 20 psf live load and 10 pef dead load. and verticals designed for axial loads only. UHC Special Occupancy, Dead Load = 17.0 pef Additional design considerations may be Extensions above or below the trues profile see. FORCR JUM MM CSI required if sheathing:ia attached. (if any) require additional consideration 6-7 2533 0.26-0.41 0.67 [r7 indicates the requirement for lateral (by others)•for horiZ. loads on the bldg. •. � 7-8 3152 0.47 0.29 0:76 bracing (designed by others) perpendicular 8-9 9130 0.23'0.42 0.65 to the *plane of the member at 63*itlteavals. Bracing is a result of rind load applied wss FOEca CEI was FORCE Cee to member- (Combination axial plus bending). sB 1 -1141 0.09 3-8 -'So 0.35 This trussrequires adequate sheathing, a9 1-6 948 0.57 4-8 634 0.22 designed by others, applied to thetrues 2-6 -2615 0.82 4-9 -2396 0:97 face providing lateral support for webs in 2-7 494 0.17 5-9 -170 0.04 the truss plane and creating shear wall MAX DEFLECTION (span) 3-7 -295 0.19 action to :resist diaphragm loads. L/999 IN MM 6-7 (LIVR) 7- TT 3-1-23-1-2434 I TOS 0.11-[ 2-0 TIE TYPICAL PLATE :1.5.3 7-5-8 T-0-0 7-0-0 7-0-0 74.8 14-5.8 21-5-8 2858 1 2 3 4 5 Or :25 3-8 l 28.5.8 6 7 8 9 9� s-'--0 9 9♦ -8 19-1-8 285-9 T 3.1.2 1 o Joint Locations = =1 = 0- 0- 0 6 0- 0-=0 2 7- 0- 0 7 9- 4- 0 3 14- 0-0 8 18- 8- 0 4 21- 0- 0 9 28- 0- 0 5 28- 0- 0 L 10h 6/9/2004 All plates are 20 gauge Tnuwal Connectors unless preceded by "Mx" for HS 20 gauge, or "H" for 16 gauge,, positioned per Joint Detail Reports avallable from Truswal software, unless noted. Scale: &W a 1' WARNING Read all notes on this -sheet and give. a copy of it to the.Ereeting Contractor. Eng. Jo6:.EJ. WO: 84621 ® T Wi design is form individual building'componw iwCU se symm It has been based on speri5cmiaar provided by the component manufacturer Chk: STEV and done in accor I cc with the current versions ofTPI and AFPA design standards. No responsibility ie anumW for dunentienal: awAu7. Dimmsiom Dsgnr. MIKE R we to be verified by the component sronufanwbuildinger andlobuilding designer prior to fabrication. The building designer mon ascertain that the loads TC Live 20.00 psf DurFaes L=125 Po1.25 T R U S S WO KS unlieed'on.this designmeet 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 a rigid sheathnarial directly attached; unless otherwise is laterally braced by the motor floor sheathing and the bm= chord's laterally braced bying m noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be pieced in any TC Dead 10.00 psf Rep Mbr Bnd 1.00 7a Charles Ste -11 A mvvottinern that will cause the moisture content of the wood. to exceed 19% andlor cw= comactor plate corrosion. Fabricate, handle, install •folate Cutting BC Live 0.00 f O.C.3 slat 2- 0- 0 pa g 2pl.2 Desert, lm es Palm Dose CA. 92211 and brace this mss in accordance with the followingPs �� and Dead Reports available as output Som Truswal sotiwarc', 'ANSNfPIP� I';'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, MANDLING'INSTALLING AM BRACING METAL BC Dead 10.00 pef Design Spec USC -97 Phone (760) 341-2232 PLATE CONNF.CTIM W06D TRUSSES' - (I®-91) and MB -91 SUMMARY SHEET' by TTI. The Truss Plate Institute M0 is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW; Ste 800, Washington, DC 30036. TOTAL 40.00 psf Segn TGA.12 - 0 IJob Name: CHERRY PLAN -PGA 0 x -LOC RBACT 81Zs REQ'D 1 0- 2-12 355 5. so- 1.50• 2 8- 7-12 355 5.50• 1.50• A RSp7IRMSEW8 shown are based ONLY . the tans material at each bearing SC FORCE AZL MW Cox 1-2 3 0.00 0.24 0.24. 2-3 -3 0.00 0.24 0..24 BC FORCE Am BED CSI 4-5 195 0.01 0.46 0.48 WEB FORCE 'CBI.r TM FORCE CSI 1-4 -110 0.03 2-5 -249 0.16 Z-4. -249 0:16 3-5 -110 0.03 Truss ID: B4 TC 2x4 SPF 16508-1.59 BC 2x4 SPF 1650F-1.52 WEB 2x4. HF STUD GBL SLE 234 HF STUD Drainage must be provided to avoid ponding. Gable. verticals are 2x 4 arab material spaced at 16.0 - o.c. unless noted otherwise. Top chord supporta 24.0 - of uniform load at 20 pet live load and 10 pot dead load. Additional design considerations may be required if sheathing is attached. (4-3 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 twoomber.(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 T92 COMPOSITE RESULT OF kULTIPLE LOAD CASES. PLLTE VALUES PER IC80RNSEARCH REPORT 81607. Loaded for 10 PSF non -concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. Sea RIE -91 and ANSI/TPI 1-1995 or ANSI/TPI 1-2002. gad verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by Others) for.horiE. loads on the bldg. 4-5-44 4-114 4-5.4 8-10-8 Drwg: UPLIFT RBACTION(S) support 1 -45 lb Support 2 -45 lb This truss is designed using the DBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location- End Zone Hurricane/ocean 'Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 28-.46 ft Near roof height - 9.81 ft, mph - 80 DSC Special Occupancy, Dead Load - 17.0 psf` MAX DEFLECTION (apan) r L/723 -IN NEN '4-5 (LIVE) Le -0.141 D- -0.141- T- -0 Joint Locations �1 -- .- -� 0- 0- 0 4 0- 00 2 4- 5- 4 5 8-10- 8 3 8-10- 8 TYPICAL PLATE: 1.5-3 ' a 9.,0.8 All plates are 20 gauge Truswal Connectors unless preceded by'Mx' for HS 20 gauge or W for 16 gauge, positioned 9 10� g g g per Joint Detail Reports available from Tnrswal software, unless noted. Eng. Job* EJ-. Chit: STEV Dsgnr: MIKE TC Lire 20.00 Of TC Dead 10.00 psf SC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf X102 �v 619/2004 Scale: 7116- a 1' WO: 54821 DurFaca La1.25 Pa1.25 Rep Mbr Bnd 1.00 D.C.Spacing 2- 0. 0 Design Spec UBC -97 Segn TSA12 - 0 II AA1 Y11Y G Read all.notes on this sheet and give a copy of it to the: Erecting Contractor. ® This desiga is for an individual building eompm cot not truss system It hes been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU SSW O R KS ate to be vaified by tfie camponeat siatrofecwter srtd/or building doigrterpriorm fabriration. The building designer.must asanain.thatthe loads utilized on this design mast 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 laterdly braced by the"roof or floor sheathing and the bomom chord is laterally braced by a rigid sheathing metrnal.dironly attached, unless otherwise noted Brading shown is for lateral support of components mentbers only to reduce buckling length. This emniment shell nes be placed in any 75'110 St. Charles pl. Ste -11A environment tum will cause the moisture content of the wood to exceed 19% and/or cause connector pine corrosion. Fabricate, handle, install 'Join Palm Deserts CA92211 rts end bras suis truss in accordance with the following standards: and Culling Du1ail.Reports available es outpni bom Truawal software', 'ANSl)TPI . Phone (760) 341-2232 1','N'TCA I'- Wood Truss Council of America Standard Design Responsbilitio,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -91) SHEET by TPI. Puue Fax # 060) 341-2293 - (HIB and MD -91 SUMMARY The Truss butiwte (TPI) is located at D'Ono6io Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at.I 111 19th Street NW, Ste 800, Washington, DC 20036. Eng. Job* EJ-. Chit: STEV Dsgnr: MIKE TC Lire 20.00 Of TC Dead 10.00 psf SC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf X102 �v 619/2004 Scale: 7116- a 1' WO: 54821 DurFaca La1.25 Pa1.25 Rep Mbr Bnd 1.00 D.C.Spacing 2- 0. 0 Design Spec UBC -97 Segn TSA12 - 0 Job Name:. CHERRY PLAN -PGA WEST Truss ID: B5 Qty: 2 Drw : RO x -LOQ REACT SIZE RaOID TC 2x4 SPF 16507-1.56 "Plating spec r ANSI/TPI.- 1995 UPLIFT REACTIONS) : 1 0- 7-12 355 5.50• 1.60• BC 2x4 SPF 16507-1.53 THIS DESItar IS THE COMPOSITE RESULT OF Support 1 -45 lb 2 9- 7-12 355 5.50• 1.50- NED 2x4 HY STUD NnTIPLS LOAD C113HB. Support 2 -45 lb uta RB=RMMNTS shorn are based MLR Loaded for 10 PSP non -concurrent BCLL. PLATS VALUES PER ICBO RESEARCH REPORT 81607.. This truss is designed using the he the truss material at each bearing Had verticals designed for axial loads only. Drainage must be provided to avoid ponding. DBC -97 Coda. Extensions above or below the truss profile Bldg enclosed - Yes, importance Factor - 1.00 TC FORCE aXL M0 Cbz (3f any) require additional consideration Truss Location,- End Zone 1-2 3 0.00 0.71 0.21 (by others) for horix. loads on the'bldg. Hitrricane/ocean Line - No , 3xp Category, - C 1-3 -3 0.00 0.21 0.21 Bldg Length - 40.00 ft, Bldg Width a 28.46 ft Mean roof height - 9.81 ft, mph 80 BC FOR= AF.L BRD CEI URC.Special Occupancy, Dead Load:- 17,..0"pef 4-5 195 0.01 0.40 0.42 IItEB FORCE CEI 1038 FORCE CEI 1-4 -110 0.03 3-5 -249 0.16 2-4: -249 0.16 3-5 -1300.03 1 4-5-4 4-54 45.4 8-10-9 1 2 3 Or 2g 3MX DEFLECTION (span) L/733 IN N= 4-5. (LIVE) L- -0..14- D- -0.141' T- -0 ...... Joint Locations - - �1 0- 0- 0 4 0- 0?0 2 4- 5- 4 5 8-10- 8 3 8.10- 8 9-4 ' 34 8-10-8 Jlj 4 8-10 619/2004 e-10.8 All plates are 20 gauge Truswal'Connectois unless preceded by '11W for HS 20 gauge or -H' for 16 gauge, positioned per Joint Detail Reports, available. from Tnwml softw ire, unless; noted. Scale: 7/18- a V ® WARNING Read all now on this sheet,and give g copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 64821 This design is for an individual building component not trust systern. It has been baud on specifications provided by the component manufactuer Chk'.STEV and done in accords rce with the current versions of TPI and AFPA design sta lards. No responsibility is assumed for dimensional accuracy. Dimensions T R U SSW O R KS aft to be verified by the component manut'acnav and/or building designer prior to fabrication The building desigoer must aaeaDs tsin that the loads gAr: MIKE utilised on this design,meet or exceed the loading imposed by the local building code and the partindar application. The design assumes that the top chord TC Live 20.00 pelf DurFep L01.25 P01.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally bread by a rigid sheathing mataial directly attached, udem otherwise noted Bracing shown is for lateral support of aomponena members only to reduce buddinglen8th. This component shall not be plaoed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St Charles pl. Ste -11A env'ro1°"`nt that will cause the moisture content of the wood to exceed I* and/or cause connector plate corrosion. Fabricate; handle, install BC Lhe 0.00 psf O.C.SpaGng 2- a 0 Palm Desert, CA. 92211 and brace this.truss in accordance with the following standards: Joint and Cu" Detail Reports available as output from Truswal software', rt+ 'ANSIlrPI I,,'W MA 1' - Woad Thus Council of America Standard Design, ReWonsibitities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone ((7�60) 341-2232 PLATE CONNECTED wooD TRUSSES' - m 3-91) and wEB- i WmMARY SHEET by TPI. The Truss Plate Institute (TPI)is,locsW at D'Onofiio Drive, Fax # (760) 341.-2293 Madison, Vitconain 53119. The American Forest and Papa Association (AFPA) is located at I1 I I I0th Street, NGV, Ste 800, washingtao; DC 20036; TOTAL 40.00 pelf Sean TSA.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: B6 Qty: 11 Drw : SAO a -LOC REAM SraE RBQ'D TC 2x4 9P8 16507-1.58 Web- bracing required at each location shown. UPLIFT RRIICTION(S) s 1 0- 2-12 1368 5. so: 1.5ri Sc 2x4 8PF 16507-1.58 ® See standard details (TE010876dl-001). Support 1 -78 lb 2 31- 5-12 1268 5.50• 1.51• 2x4 BP STUD 8-2, 12-5 Plating spar r ANSI/TPI - 1995 Support 2 -78 lb MO 1tEQUXREKMTE shows are basad ONLY WBS ,2x4 HY STUD THIS DESIGNISTBR COMPOSITE-R39ULT OF Thin trues is designed using the the trussraatetial at each bearing 2x4 SPF 16507-1.53 1-9, 11-6 MULTIPLE LOAD"CASBS. DNC -97 Code. 6/9/2004 Loaded for 10 PS7 non -concurrent SCLL. PLATR VriLURS PER ICBG RBSRARCH REPORT 81607. Bldg Enclosed - Yes, innportance'.Sactor - 1.00 TC FORCE AXL END CEI End verticals designed for axial loads only. Drainage suet be provided to avoid ponding. Truss Location - End Bone 1-2 -3246 0.16 0.42 0.58 Srctensions above or.below the truss profile Chk: STEV Hurricane/Ocean Lina - No , Sxp Category - C 2r3 -3299 0.09 0.33 0.42 (if any) require additional consideration end done is aceordmce with the current versions of TAI and AFPA design staadmids. No raps nstibiMy is assumed for dimensional. accuracy. Dimensions the loads awetobeverifiedbytheco�nnentmanufacturaandlorbuildingdesignerpriortofabrication.The building designer mat asce�nthat m� 00 ft, Bldg Width 28.46 ft Bldg Length - 40. h 3-4 -4604 0.28 0.36 0.64 (by others) for horiz. loads on the bldg. TC Live 20.00 paf TC Dead 10.00 psf Mean roof height - 9.81 ft, mph - 80 4-5 -2744 0.06 0.3.6 0.42 A Company You Can Trussl unli=d on this "go meet or ennead the loading (mpuaed"by the lows building code and the particular application..The design assumeg that the top chord is Ia orally braced by the roof or flow 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 cexmu mpmembers only to reduce budding length. Thii component shell not be pined in any UBC Spacial Occupancy; Dead Load.- 17.0 psf 5-6 -2715 0.11 0.38 0.49. BC Lha 0.00 f psf BC Dead 10.00 psf - NC FORCE AEL 214D CSX 7-8 '102 0.01 0.21 0.32 8-9 61 0.103 0.31 0.39 9-30 4577 0.68 0.28 0..97 0-11 4284 0.64 0.28 0.92 1-12 61 0.02 0.25 0.28 2-13 69 0.01 0.21 0.22 WEB FORCE C8I teas FORCE CSI "9-2 -414 0.44 '3-10 162 0.06 1-5 -414 0.31 4-10 379 0.14 1-7 -1185 0.28 4-11 -1637 0.78 1-9 3379 0.50 6-11 2918 0.44 7-9 -102 0.08 1.1-13 -70 0.06 -3-9 -1348 0.64 6-13 -1191 0.34 6-0.4 " � 5 6-4-2--I 6-0.4 12-6.3 19-03 2 3 4 0� MAX DBPLECTION.(span) s L/778 IN MEN '9-10 (LM) L- -0.48• D-0.48" T- -0 --- Joint Locations - - 1 0- 0 0 8 6- 4-4 2 6- 4- 4 9 6- 4- 4 3 12- 8- 3 10 15-10- 4 4 19- 0- 5 11 25- 4- 4 5 25- 4- 4 12 25- 4- 4 63-15 -� " 6 31- 8- 8 13 31- 8- 8 253-4 31.8-8 7 0- S 6 �4Q`SOP-�tse" T34 1.53 5-5 3.6 1.53 3-8 T e•1 1-0-0 3.4 6.10 3-4 3.4 3-4 3-4 To 18.8.8 31-8-8 ' ' 7 rt 10 112 64.4A9.6.0 941-0� 13 6 .44 1 15.10-0 25-0-4 � 31.8.8 6/9/2004 All plates are 20 gauge Truawal Connectors unless preceded by "NW for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Report "available from Truswal software, unless noted. Seale: SW = V WARNING Read all notes on this sheet.and give a copy of it to the Erecting Contractor.- Eng..Job:.EJ. WO: 84621 ® This design is for an individual building component not trusssystem. It has been based on specifications provided by the component mmtufactuer Chk: STEV end done is aceordmce with the current versions of TAI and AFPA design staadmids. No raps nstibiMy is assumed for dimensional. accuracy. Dimensions the loads awetobeverifiedbytheco�nnentmanufacturaandlorbuildingdesignerpriortofabrication.The building designer mat asce�nthat m� ps MIKE g nr TC Live 20.00 paf TC Dead 10.00 psf DurFaee L=1.25 P=1.25 Rep Mbr and 1.15 A Company You Can Trussl unli=d on this "go meet or ennead the loading (mpuaed"by the lows building code and the particular application..The design assumeg that the top chord is Ia orally braced by the roof or flow 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 cexmu mpmembers only to reduce budding length. Thii component shell not be pined in any 75-1.10 St. Charles pl. ste-11A Palm Dese ' CA. 92211 rtr Phone (760) 341-2232 environment that wig cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and e18Ce rbia truss is accordance with the following amndards: 'loom and LSntirng Detail Reporb:available m cistron 6om Troawet aot{ware', 'ANSIIf_ PI t','WTCA I' - Wood Truss Council oiAmerica Standard Design Respomsibihties,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (H1B-91) and'EIIB-91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPO �a located at D'Onofrio Drive, BC Lha 0.00 f psf BC Dead 10.00 psf O.C.SpaGng 2- 0- 0 Design Spec UBC47 Fax t ( 60) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) u located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 pSf Satin T8.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: B.7 Qty: 1 Drw WARNING Read all notes on this sheet and give a,copy of it to the Erecting Contractor. Eng.:Job:.EJ: x -LOC REACT SIZE RBO'D TC 2x4 SPF 165OP-1.'58 web bracing required, at each location shown. UPLIFT'REACTION(S) s 1 0- 2-12 1688 5.50• 2.47- BC 2x4 SPP 1650F-1.53 ® See standard details (TX01087001=001). support 1 -59 ib a 41-11-12 1688 5.50` 2.42- 2X4 SPF 210OF-1.83 10-11 Plating Spec t ANSI/TPI.- 199.5 Support 2 -53 1b -O ASQUIRSKENTS shorn are based MMY WEB 2X4 XF STUD THIS DESIGN is THE CGA1POSITB RESULT OF This truss is. designed. using the - the truss material at each bearing 2x4 SPF 1656F-1.53 B -T', 6-13 MULTIPLE LOAD CONS. UBC -97 Code. Palm Desert, CA. 92211 and brace this miss in accordance with the following stmderda: and Rep" avmlable as output from Truiwal software'„ 'ANSVM I' VTCA V- Wood Trow Council of America Standard Design Responsibilities,'HANU) NG INSTAUING AND BRACING METAL BC Dead 10.00 _pef Design Spec UBC47 Loaded for 10 PBF non-concurrent-BCLL. - PLhTB VAUMS PER IC80 RNSEARCR REPORT #1607. Bldg Enclosed -Too', importance Factor a 1.00 Tc FORCE AXL assn CSI Bud verticals designed for axial loads only. Drainage must be provided to avoid ponding. Truss Location - End Zone 1-2 5 0.00 0.44'0:44 Bxtionsione above or below the truss profile Hurricane/Ocean.Liae - No, ltp Category. - C 2_3 4070 O. i4 0.44 0.58 (if any) require additional consideration Bldg Length - 40.00 ft, Bldg width - 28.46 Pt 3-4 -5590 0.47 0.40 0.82 (by others) for hori'a..loade on the bldg. Mean roof height.- 9.91 ft, mph SO 4=5 -5369 0.37 0.39 0.76 DEC Special Occupancy, Dead Load - 17.0 pef 5-6 -3426 0.10 0.46 0:56 - 6-7 -5' 0.00 0.46 0.46 EC FORCE AX1, END CSI 8-9- 3525 0.53 b.20 0.77 ' 9 -lo 5431 0.97. 0..19 1.00 0-11 5818 0.56 0.19 0.69 1-12 4931 0,.53 0.46 0.99 7-13 .2923 0:31 0.46 0.77 WEB rmgw CBI MP3 FORCE CHI' Jda DEFLECTION (span) r' 1-8 -174 0.08 . =5 4-11 57 0.33. L/788 IN 1IRK 10-11 (LIVE) 2-8 -3808 1.00 5-11 651 0.23 L. -0.64- D- -0.64- T- -1 2-9 1043 0.36 5-12 -1737 0.77 - 34 -1539 0.98 6-12 1159 0:40 Joint -0-o- 3-10 487 0.17 6-13 -3259 0 ..98 �. -- 1 0. 0- 0 8 0- 0 - 0 4-10 -163 0.10 7'-13 -174 0:05 2. 7- 0- 7 9 8- 5- 5 3 14- 0-13 10 16=10-10 4 21- 1- 4 11 25- 3-14- 5 28- 1-11 12 33- 9- 3 7-0-7 T -0T -0T -� - T-0-7 7-0-7 74-7 7-0-T -� --� - --� 635- Z- 1 13 42- 2= 8 7 42- 9= 8 7.0-7 14-0-13 21-1-4 28-1-11 35-2-1 42-2-8 1 2 3 4 5 8 7 .ARGH/TFf � �,1 orS 5020 ��• _ T 3-12 5 8 33 54 ss 2-4 1I2-10t2I 3�9-0 34 Mw5-16 NIV5.16 4.8' 3-10 3-10 8' 9 10 11' 12 13' 8.5.585_� 8-5-5 8-5-5 8-5-5 8-5-5 150-1040 25-3-14 43-03 42-2-8 6/912004 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 avallable.f en Truawal software, unless noted. Seale: 3132' -1' WARNING Read all notes on this sheet and give a,copy of it to the Erecting Contractor. Eng.:Job:.EJ: WO: 84621 This design a for an individual building comment not truss ayetem It has been based on specifications provided by,the o mponem msnufacnnc Chk: STEaccordanceand done in accordance with the current versions of TPI'and AFPA design standards. No teapwot'tiility a mourned for dimensional accuracy. Dimensions MIKE U S R are to be verified by the curnp6nen manufacturer and/or building designer prior to fabrication. 71m budding designer must ascertain that the loads Psgnr. TC Live 20.00 psi DurFaes L=1.25 Pt -1.25A TR S WO KS un7iZed on this demgn meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord Company You Can TrUSSI is Imeraily braced by. * roof or floor sheathing and the bottom chord is laterally braced by a,igid;hemhmg material directly attached, unless otherwise noted Bracing shown is fpr• tateal support of components members only to.tedace buckling length. This component shall not be placed m any TCDead10.00 pef Rep Mbr and 1.15 75-110_ St Charles pl. S1�B-1114 envuwtrnem that will cause the moisture content of the wood to exceed 19% andlor cause connector plate cortasion. Fabricate, handle, install 'Joint tuning Detail BC LIVt1 0 :00 pef O.C.Specing 2-:0, 0 Palm Desert, CA. 92211 and brace this miss in accordance with the following stmderda: and Rep" avmlable as output from Truiwal software'„ 'ANSVM I' VTCA V- Wood Trow Council of America Standard Design Responsibilities,'HANU) NG INSTAUING AND BRACING METAL BC Dead 10.00 _pef Design Spec UBC47 Phone (760) 341-2232 PLATS CONNF.CTliD W006TRUSSES'.- (MB -9t) sod 11111-91 SUMMARY SHEET' by TPI. Tbc:Tnaa'Plate hutitute (IPI) isicested at bbitofiio Drive, Fax # (760) 341-2293 Madison Wisconsin 53719. The American Forest and Pape Association (AFPA) is located at.l 1'11 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00',psf Segn T6:4.12 . 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: B8 Qty: 7 Drw Mo x -LOC RBACT SIZE RBO'D TC 2x4 SPF 16508-1.511 Web bracing required at each location shown. UPLIFT RRACTION(S) c 1 0- 2-12 1688 5.50• 2.42• BC 2x4 SPF 1650F-1.511 ® See Standard details (TE01087001-001). support 1 -59. lb 2 41-12-12 1688 5.50• 2.42• 2x4 SPF 230OF-1,88 10-11 Plating Spec r NNSS/TPI - 1995 Support 2 -53 lb MO A80UiRMUMS shown are based ONLY WES 2x4 HP STUD THIS DESIGN IS TBS COMPOSITE RESULT OF This truss is designed using the a tba truce material at each bearing 2x4 SPF 1650!-1.58 8-2, 6-13 MULTIPLE LOAD ChSSS. USC -97 Code. Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES :PER IC80 R8s11LRCH EXPORT 81607. Bldg Enclosed " Yes, Importance Factor e, 1.00 YC FORCE axL END COX End verticals designed for axial loads only. Drainage mast beprovided to avoid ponding. Truss Location a End Zone 1-2 5 0.00 0.44 0.44 Extensions above or below the truss profile Phone (760),341-2232 Hurricane/Ocean Line- No Exp Category a C 2-3 -4070 0.14 0:44 o.SS (if anj) require additional consideration Madison Wisconsin 53719. The American Forest end Paper Association (APPA) is located ori l l I l 19th Strut NW, Ste soba Washington, DC 20036. Bldg Length - 40.00 ft, Bldg Width - 28.46 ft. 3-4 -5690 0.42 0.40 0.82 (by others) for horia. loads on the bldg. Mean roof height " 9..81 ft, mph d 80 4-5 4369 0.37 0.39 0.76 UBC Special Occupancy, Dead -Load v 17.0 pof 5-6 -3426 0.10 0.46.0.56 6-7 -5 0.00 0.46 0.46 BC FORCS AAL :OND CSI 8-9 3525 0.53 0.20'0.72 9-10 5431 0.81 0:19 1.00 0-11 5818 0S6 0.13 0.69 1-12 4931 0.53 0.46 0.99 2-13 2923 0.31 0.46 0.77 WEB Postal CSI WEB .FORCR CSI MAX DBPLSCTION (span) t 1-8 -174 0.08 4-11 -557 0.33 L/788 IN MEM 10-11 (LIVS) 2-8 -3808 1.06 5.11 651 0.13 L= -.0..64` Dv -0.641 Tv -1 2-9 1643 OA6 5-12 -1737 0.77 3-9 -1539 0.98 6-12 1159 0.40 a Joint Locations v vvv" 3-10 487 0.17 6-13 -3259 0.98 - 1 0- 0- 0 8 0- 0-0 4-10 -163 0.10 7-13 -174 0.05 2 7- 0- 7 9 8- 5- 5 3 14- 0-13 10 16-10-10 4 21- 1- 4 11 25- 3-14 5 28- 1-11 12 33- 9- 3 7-0-7� 7.0� 7-0-7 7-07 7-0-7 8 13 42- 2- e _7.04� 7 42- 2- 7-04 14-0-13 21-1.4 28-1-11 3524 42-2-8 T I 1 2 3 4 5 8 7 Or .Z5 3-10 3-10. 42-2.8 1 ; 8 9 10 11 12 13 85.5 8-55 85-5 85.5 8SS 8-5S 16-10-10 25344 3341.1 42-24 T T 141.04-6-0 1 1 SHIP O tt1(�0� 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by `MW" for HS 20 gauge or "H" for 16 gauge, poslt(oned per.JoInt Detall Reports avallable from Truswal software, unless noted. Scale: 3t32' a V WARNING Read all notes on this sheet and give a copyof it to the Erecting Contractor. Eng. Job: 21 WO: 84821 This design is for an individual building component not truce system. It has been based on specifications provided by the component manufact u e Chk: STEV and done in accordance with the current versions of TPI and AFPA design standards. No mWmmWity is assumed for.dutteasi=W exvracy. Dimensions Dsgnr: MIKE T R U S S W O R KS arc to be verified by the component manufacturer and/or building designer prior to fabrication. The bolding deargner must asoertaim that the loads TC Live 20.00 pet Durfaes Lel ZS Pe125 uimd on this desipa man or exceed the loading imposed by the local building code and the particular application. The design tssurnes that the top chord A Company You Can Trussl is laically braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direc.dy -ft-Aad unless otherwise noted Bracing shown is for lateral support of wmponeits members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 pef Rep Mbr end 1.15 75-110 St. Charles pl. Ste -IIA wrrbnme' dint will cause the m istue content of the wood to exceed 19% andcor cause commectorplate corrosion. Fabricate, handle, install brace in following 'Joint Detail Reports ', BC Live 0.00 psf O.C.Spacing z- 0- 0 Palm Desert, CA. 92211 and this truss accordance with the: stamlards: and cutting available as «uP� from T AND BRACT 'ANSI/fPl i','WtCA I' - wood Truss council of America' Standard Design Reapota'bilitiea,'HAtJDLIIJG.INSTALLING AND BRACING METAI, BC Dead, 10.00 pd De91gn Spec UBC -97 Phone (760),341-2232 PLATE CONNECTED WOOD TRUSSES'- (111115.91) and UB -91 SUMMARY. SHEET by TPI. The Truss Plate Instituto (TPI) it located at D'Onoftio Drive, FaX # 0) 341-2293 Madison Wisconsin 53719. The American Forest end Paper Association (APPA) is located ori l l I l 19th Strut NW, Ste soba Washington, DC 20036. TOTAL 40.00 psf Sean T8A.12 - 0 ,. 1 Job Name: CHERRY PLAN -PGA WEST Truss ID: B9DRAG Q : 1 Drw WARNM Read all notes on°this sheet and give a copy of it to the. Erecting Contractor. uto a -LOC RYACT SIZE RSO'D TC 2x4 SPF 16508-1.52 web bracing required at each location shown. UPLIFT RRACTION(S) : 1 2- 2-12 1773 5.50- 2:16• BC 2x4, SPF 2100E-1.88 ® See standard details (Tx01087001-001). Support 1 -62 lb 2 41-11-12- 1610 5.50- 2.30- 1x28 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 Support. 2 -50 lb Ma 1tEQVIRMITB shown are based ONLY 2x4 SPF 1650F-1.52 7-15 THIS DESIGN IS THE COMPOSITE RESULT OF This trues is designed using the thetruss material. at each bearing PLATE VALUES PER ICBO RESEARCH REPORT 01607. MULTIPLE LOAD CASES. - UBC -97 Code. 75.110 St Charles p1. ate -110 environment that will cause the moisture content of the wood to exceed 19% and/or wise connector plate corrosion. Fabricate, handle, instal 'Joint BC LIVE 0.00 psf O.C.Spaeing 2- 0. 0 Drainage must be provided to avoid ponding. Loaded for.10 PSS nbn-concurrent BCLL. Bldg Enclosed - Yes, Importance Factor - 1.00 Tc FORCE. Axt, Saw CBI + + + + + . . + + + + + + . ♦ . + ♦ + + • ♦ End verticals designed for axial loads only. Truss Location - End Zone L-2 716 0.66 0.14 O.iS Designed for 8.4 E lbs drag load applied Extensions above or below the trues profile Hurricane/Ocean Line= No ,.Exp Category - C 2-3 917 0.00 0.30 0.30 evenly along the top chord to the chord (if any) "require additional consideration Bldg Length . "40.00 ft, Bldg Width - 28.46 ft. 3-4-3059 0.13 0.36 0.49 A ea. bearing (unless toted), concurrently (by others) for horia:. .loads on the bldg. Nean roof height - 9.81 ft, mph - 80 4-5 -5067 0.310.34 0.65 with dead + 0 b live loads. D.F. - 1.33 DEC Special Occupancy, Dead Load - 17.0 paf 5-6 -5021 0.32'0.37 0..70 -Horii. reaction - 8.4 & 1be: ea. bearing. 6-7' -3233 0.09 0.46 0.55-. connection (by Others) must transfer equal 7-8 -702 0.00 0.46 0:46 .load to each ply (or add --on) shown. + . . + + + + + + + + + + + + + ♦ + + + + + .BC FORCE* AAL BED CSI . 9-10 0 0.00 0.08 0.08 0-11 8458 0.77 0.10 0.87 1-12 7896 0.72 0.14 0.86 -1$ 6894 0.63 0.10 0.73 3-14 7987 0.73 0.16 0.88 4-19 8497 0.65 0.33 0.98 MA:. DEFLECTION (span) : L/999 IN 12-13 (LIVE) las s FORCE CBI 9t88 FORCE CSI -NM L- -0:47 D- - T- -0 `1-9 -81 0.03 5-12 -1107 0.56 MAX nsFLEt-r1oN (cant) : 1-10 107 0:03 5-13 -1091.0.51 L/396 =N MM 9-16 (LIVE) 2-10 -125 0.05 6-13 1367 0.43 Ivo 0..071 D- 0.07• T. 0 3-10 -2836 6.94 6.14 -1977 0.89 3-11 1368 0.45 7-14 1309 0.43 - o Joint Locations -- 4-11 -1181 0.86 7-15 -3086 0.97 al 0- 0- 0 9 0- 0-0 4-13 1314 0.43 8-15 -173 0.05 2 2- 2-12 10 2- 2-12 7-0-7 2-2-12^it 7-0-7 7-0-7 7-0-7 7-0-7 -� --� 3 7- 0- 7 11 8- 5- 5 4 14- 0-13 12 17- 4-10 2-2-12 140-13 21-1.4 28=1-11 35,2-1 42-2-8 5 21- 1- 4 13 34- 6-14 6 Z8-'1-11 14 33. 9- 3 7 35-..2- 1 15 42- 2- 8 1 2 3 4 . 5 8 7 8 8 41- 2- 8 Ors T Z'' 4e s-6 3-4s$ see 24 T ��'` y�- f3AH_' 1 4-"T 112.10- 1 SHIP �vVcc 41 N UB -20 44 MV546 4-6 2.4 3-12 lop 2-0-0 4.1 pfJS 42-2-8 i ; 8 10 11 12 13 14 15 2-2-12 6-2-9 88-11_5 72.5 92-5 8-5.5 2.2.12 8.5-5 17-440 24.6.14 339-3 4228 v J�N,o�a 6/9/2004 All plates are 20 gauge Truswal Connectore unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports avallable'from Truswal software, unless noted. Scale: 3132" a 1' WARNM Read all notes on°this sheet and give a copy of it to the. Erecting Contractor. Eng. Job: EJ. WO: 84621 This design is for an individual building component not truss rietern, ft hes been based an specifications provided by the component manufacturer Chk: STEV and done in accordance with the current versions of TPI and AFPA design standards. No naponaiin'lny is assumed for dimensional accuracy. Dimensions Ds Mtif SW O R are to be verified by.the mrruponent m�ufacaver and/or b ilding:deaiperprior: to fabrication: The building designer must asocnain butt the loads g nr. TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S KS utilized cathis design mat or exceed the loading impeaed by the Intel building'code and the particuilar application; The design assuma,dun the top chord A Company You Can Trussl is laterally braou bythe roof or floor sheat(ung and the bottom chord is laterally braced by.a rigid sheathing material ditredi attachod, unlen otherwise noted' Bracing shown is for lateral' support of components members only to reduce budding length. This component shall not be placed in any' TC Dead 10.00 psf Rep Wand 1.15 75.110 St Charles p1. ate -110 environment that will cause the moisture content of the wood to exceed 19% and/or wise connector plate corrosion. Fabricate, handle, instal 'Joint BC LIVE 0.00 psf O.C.Spaeing 2- 0. 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and'Cutting Detail Repots avarl'abieas output firm Tn swal software, 'ANSVIPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AM BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' . (AIB -91j and'IbB-91 SUMMARY SHEET by TPI. The Trusa Plate Institute (TPI) is located at D'Onoftio Drive, Fax # (760) 341-2293 Madison; Wisconsin 53719. The American Forest and Paper Association (APNis loraW at l l l l 19th Su NW, Ste 800, Wash(ngton, DC 10036. TOTAL 40,00 psf S"n T8,4;12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C1 Qty: 1 Drw .: RO x' -LOC REACr SIZE RE0'D TC 2x4 SPI+ 1650P-1.58 Plating Spec : ANSI/TPI, - 1995 UPLIFT REACTION(S) s 1 0i 0- 2-12 5 5.50• 1.50• SC 2x4 8PF 16508-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -58 lb 'Z 12- 3-12 502 5.50• 1.50• WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -58 lb Ro REQUIRWORS shwa are based ONLY Loaded for 10 PSH non -concurrent SCLL. PLATE VALUES PER ICHO RESEARCH REPORT 01607. This truss is designed using the the truss material at each bearing and verticals designed for Social loads only. Drainage must be provided to avoid ponding. UBC -97 Code. A Company You Can Trusal p y in laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material drroody'shached, unless otherwise noted Bracing shown is for lateral support of componemrmemben only to reduce budding length. This component shall not be placed many Extensions above or.below the truss profile Rep Mbr Ond 1.15 Bldg Enclosed - Yee, Importance Factor - 1.00 TC FORCE ARL e;m CS1 (if any) require.additional consideration Palm Desert, CA. 92211 Truss Location a End Sone .1-2 -542 0.00 0.43 0.43 (by others) for horis. loads on the bldg. PLATE CONNECTED WOOD TRUSSES'. (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Hurricane/Ocean Line - No_, _Sxp Category - C 2-3 -5 0.00 0.43 0.43 Madison Wiscosain 33719: The American Forest and Paper Association (APPA) is loafed act 1 l 1 19th Street NW, Ste 800, Washington, Dt.20036. TOTAL 40.00 pelf, Bldg Length - 40.00 ft, Bldg Width a 12.54 ft Bean roof height - 11.67 ft, mph - 80 EC FORCE art. Sim CSI UBC Spacial Occupancy, Dead Load - 17.0 psf 4-s -2 0.00 0.20 0.20 5-6 552 '0.06 0.20 0.25 war FORCE CEI WEE FORCE CSI '1-4 -451 0.11 2-6 -629 0.61 ' 1-5 608 0.21 3-6 -146 0.04 2-5 136 0.04 644 8-3-4 6-3-4 12.8-8 1 2 3 r c2 O5 3-7.9 3taa DEFLECTION (spas) t L/999 IN MM 5-6 (LIVE) L--0.03• D- -0.031 T- -0 - Jodat Locations -==v- �1 Or 0- 0 4 0- 0- 0 2 6- 3- 4 5 6- 1- 4 3 12- 6- R a 13- 6- 8 I 12.8 -I 4 5 6 "-4 -i 6/ 9/2004 9.9.4 ,z-9.3 12- All plates am 20 gauge Trui wal Connectors unless preceded by 'NW for HS 20 gauge or "H" for 18 gauge, positioned per. Joint Detail Reports available from Truswal software, unless noted. Scale: IWW C V WARNING Read all now on this sheet and give a copy of it to the Erecting Contractor: Eng. Job: EJ. w0: 84921 ® Thin design is for an individual budding component not truss system It has been based on specifications provided by the component manufwturer Chk: STEV and done in aecordance with the currest,versions of TPl.and ABPA design standards. No mpojutbility is assumed.fo r dimensional accuracy.. Dimensions Dsgnr.' MIIa: are to be verified by theeo,�entr�u anrvorbuildingdesignerpriorte�;cation The building designer m,�ascertain that the l� TC Live 20.00 psf DurFaes L=1.25 Pm125 TRUSSWORKS ufll zed on this design meet or exceed the loading imposed by the local building code and the particular application The design assumed that The .top 'chard A Company You Can Trusal p y in laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material drroody'shached, unless otherwise noted Bracing shown is for lateral support of componemrmemben only to reduce budding length. This component shall not be placed many TC Dead 10.00 pot Rep Mbr Ond 1.15 75-110 St. Charles pI. ste-11 A envucrunott that will cause the moisture content of the wood to exceed 19% anNor cause connector plate con- on. Fabricate, handle, install in 'Joint BC LlW 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this tans accordance with the following standards: and cutting Derail Reports available as output from Thawal software, AN$I/TPI 1', YVTCA 1'- WaodTruro Council of America StandardDesign RespwsiWlities, HANDLING,INSTALLINGAND'BRACING,METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 3414232 PLATE CONNECTED WOOD TRUSSES'. (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Fax Al (760) 341-2293 Madison Wiscosain 33719: The American Forest and Paper Association (APPA) is loafed act 1 l 1 19th Street NW, Ste 800, Washington, Dt.20036. TOTAL 40.00 pelf, Segn M4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C2 Qty: 1 Drw : RG X -LOC 'REACT BIER RHO'D TC 2" SPF 1650E-1.52 .Plating spec t ANSI/TPI -.1995. UPLIFT REACTIONS) r I p- 2-12 502 5.50• 1.50• HC 2x4 BPF 16508-1.52 THIS Damn I9 Tuns COMPOsIve RESULT OPSupport '1 -58-1b 2 12- 3-12 507 5.50• 1.50• NEB 234 HF STUD MULTIPLE LOAD CASES. Support 2 -58 lb ma nag=RZffi T8 shown are based ONLY Loaded for 10 PSP -non -concurrent SCLL. PLATE VALUES PER ICSO RESEARCH REPORT 81607. This truss in designed using the the truss material et each bearing End verticals designed for axial loads"ouly. Drainage ,must be provided to avoid ponding. UBC -97 Code. T S SWO Extensions above or below the trues profile A Company You Can Tiussl' Bldg enclosed - Yee, Importance Factor - 1.00 TC PORCH ARL atm. Csi: (if 'any) re4dire additional consideration Truss Location - Had Sona. 1-2 -544 0.00 0.43 0.43; (by others) for horis. loads on the bldg, 75-110 St Charles plc: ate -11A surrieane/Ocean Line - No � Category - C 2-3 -5 0.00 0.43 0.43 O.C.Spadng 2- o- o Palm Deserts; CA. 9221, Bldg Length - 40.00 ft, Bldg Nidth - 12.54 ft BC Dead 10.00 psf Design Spec UBC -97 Phone 7150) 341-2232 Mean roof .height - 11.67 ft, mph - 80 Be PORCH AZL '8= CSI Fax # (760) 341-2293 UBC Special Occupancy, Dead Load - 17.0 psf 4-5 -2. 0.00 0.20 0.20 Seqn T6.4.12 - 0 5-6 552 0.06 0.io 0.15 NSB PORCH CBI NSB PORCH CBI. '1-4 -451 0.11 9-6 -679 b.61 ' 1-5 608 0.91 3-6 -146 0.04_ 2-5 136 0.04 MAX DEFLECTION (span) L/999 IN mOQ 5'-6 (LI9B) t- -0.03" D. -0.031 T- -0 i 63.4 - --"Joint Locations -- = . 6-34 1 tel0- 0- 0 4 0- 0-0 6-3.4 12-" 2 6-3-4 5 6=3-4 3 12- 6= 8 6 12- 6- 8 3-7-93.47 t t 1 2 3 0.25 3,7.9 S�� 10 to 4. 5 6 64.4 6�� i 6/ 9/2004 6-3-4 12434 All plates°are 20 gauge Truswal Connectors unless prsceded by"NW'for HS 20 gauge or "H" for 16.9auge, positioned' per Joint Detail Reports available from Trusmisoftware, unless noted. Scale: 13132!' 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contracton Eng. Jo b:.F-J. WO: 84821 ® This design is for an individual budding eastpmcat not truss systaa It hastens based on speaficatons provided by the comptment rruottficntrer Chk: STEV and done in accordance with the current versions of TPI sad APPA design standards., No ren aidbility is assumed for dnnensioml accuracy. Dnnensions Dsgnr. MIKE R U R KS arc to be verified by the =npanent manufacturer mmNa building designer prior to fabrication The bWl� damper e that &e loada TC Live 20A0 psf DurFaes L=1 Z 5 P=125 T S SWO uo7ised on this desiga'aiat ar «ceed the loading imposed by the laser builitiag code and the perticaler application. The deign essrsrhes tliai the top chard A Company You Can Tiussl' i, >.�suy braced by the wane o<. nese sheat) and the:ba aMara v l,. ty braeea sy Brigid sheathing material dimly a,mehod,, unless other`vise notes Bracing shown is for lateral support of eonponents numbers only m reduce budding length. This c rnpanent shall not be.placcd in ifty TC Dead 10.00 psf Rep Mbr and 1.15 75-110 St Charles plc: ate -11A eavironmmt that will cam the rnoistiue e®tcnt of the wood to pw6ed`I9% and/or cause connector plate cone sio . Fabricate, handle, install ,.lout ac uva 0.00 psf O.C.Spadng 2- o- o Palm Deserts; CA. 9221, � � this � i, ce with the following standards: and cutting Detail available as output from Trumal sem; 'ANSMI I'; WT CA 1' - Wood Truss Council of Ammica Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone 7150) 341-2232 PLATE CONNECTED WOOD -TRUSSES. - (HE&91) aod.TM3-91 SUMMARY SIEEr by rel. The Trusa Plate fagetaee (TPtj is located ar D atofrto Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Shut, NW, Ste 800,,Washington, DC 10036, TOTAL 40.00 psf Seqn T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C3 Qty: 6 Drw : RO a -LOC REAM SIZERZOID TC 2x4 SPP 165OP-1.58 Web bracing required at each location shown. UPLIFT REACTION(S) s 1 6- 6-12 9463 -5.50• 3.15• 2x4 SPP 2100,-1.BB 4-6 ® See standard details (TE01087001-001). Support 1 -29 lb 2 54- 1- 4 1929 5.50- 2.76- SC 2x4 SPF 165OF-1.58 Plating spec t ANSI/TPI - 1995 Support 2 -16 lb MG Rs0D1RMMNTa aboon are basad ONLY 2x4 SPP 210OF-1.88 13-15, 15-17 THIS DESIGN IS TER COMPOSITE RESULT OF This truss is designed_ using the ut the truss material at each bearing WHO 2x4 HP STUD KMTIPLB LOAD CASES. uSC-97 Code. Palm DesertCA: 92211 2x4 SPP 1650,-1.513 12-3 PLATS VALUES PBI ICBG RESEARCH REPORT 91607. Bldg Enclosed - Yee, Importance Factor - 1.00 Tc FORCE AAL AND CSI CAUTION - persons installing trusses should Loaded for 10. PSP non -concurrent BOLL. Truss Location - End Zone 1-2 S99 0.08 0.49 0.55 retain a local engineer for proper lifting, Drainage must be provided to avoid ponding. Hurricane/Ocean Line - No , Bay Category- C 2-3 595 o.OS 0.47 0.55 handling and bracing per TPI/HIB-91. Bad verticals designed for axial loads only. Bldg Length - 40:00 ft, Bldg Width - 54.79 ft 3-4 -4649 0.24 0.29 0.52 Extensions above or below the truss profile Mean roof height - 11..67 Pt, mph - 80 4-5 -7152 0:48 0.23 0.66 (if any) require additional consideration USC Special. Occupancy, Dead Load - 17.0 psf 5-6 -8057. 0.50 0.28 0.66 (by others) for horix. loads on the bldg. 6-7 -7627 0.65 0.35 0.99 7-8 -6027 0.40 0.28 0.68 8-9 -3467 O:10 0.32 0.41 9-10 -4 0..60 0.32 0.32 BC P_OR_Cs AXL sim CSI 1-12 0 0.00 0.28 0.28 2-13 4154 0.58 0.17 0.75 3-14 4714 0.61 0.11 0.92 4-15 1925 0.94 0.10 0.84 5-16 8047 0.76 0.11 0.86 6-17 7189 0.68 0.150 0.78 7-18' 5498 0.81 0.12 0.93 8-19 3026 0.30 0.29 0.59 WEB FORCE CBI WEB FORCE. Cat 1-11 -127 0.06 6-15 -116 0.05 1-,12 -628 0.59 6-16 -5540.25 2-12 -438.0.09 7-16 654 0.21 3-12 .4274 0.93 7-17' -1425`0.85 3-13 1345 0.47 8-17 1084,0.36 4-13 -2489 0.93 8-18 -2387 0.90 4-14 844 0.29 9-18 1463 0.50 5-143024 0.58 9-19 -3479.0.94 5-15 355 0.12 10-19 =156 6.04 4TB-d'r I I26-0 8.8-12 5-11-11 5-11-11 5-14-11 5-11-11 5-11-11 5.11-11 5-11-11 - 5.11-11 66-12 1246-7 18-6-1 24512 30.58 38-5.1 42.4.11 486.8 54-4-0 1 2 3 4 5 6 7 8 9 10 025 11 12 13 14 15 16 17 18 19 66-12. 6-9.14 841-14 6.9-14 66-14 8.9-14 8.9-14 66.14 66-12 13.4-10 20-2-9 27-0-7 33-I&S 40-83 476,2 544-0 NAE DEFLECTION (Open) s L/556 IN MM 15-16 (Lrvs) L- -1.03' De -1.031 T- -2 !QE DHPLECTION'(Cant) : 1/221 IN MM 11-12 (LIVE) L- 0.361 Drs 0.361 T- 0 -- - Joint Locations - -1 0- 0- 0 11 0- 0--0 2 6- 6-12 12 6- 6-12 3 12- 6- 7 13 .13- 4-10 4 18- 6- 1 14 20- 2- 9 5 24- 5-12 15 27- 0- 7 6 30- 5- 6 16 33-10- 5 7 36- 5- 1. 17 40- 8- 3 8 42- 4-11 i8 47- 6-. 2 9 48- 4- 6 19 54- 4-.0 10 54- 4- 0 T c gip,�� 1 1 SHIP MM o 1� sm of cad 0� 6/9/2004 All plates are 20 gauge Truswal Connectoreunless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per'Joint Detail Reports available from Tntawal software, unless noted. Scale.4132" a 1' YI',r4lWI G Read all notes on this sheet and give, a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84621 ® This design is for an individual building component not tons system. It has been based on specifications provided by the component manufacturer Chk: STEV and done in accordance with the current venom of TPI and APPA design[ standards. No responsibility is assumed for. dimensional accuracy. Dimensions -fimmsa Dsgnr: MIKE arc to be verified by the component mom and/or building designer prior to fabrication. The building designer most ascertain that the loads T R U S S W O R KS unlined on this design mat or excaed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC lJvs 20.00 psf DurFets LQ1.25 Pa125 A Company You Can Trussl is laterally braced by the roof or flow sheathing and the bosmn chord's locrally braced by a rigid sheaibmg material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This ebinponau shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles p1. ste-11A environment that will cause the moisture content of the wood m exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install '[oust SC Live 0.00 f ps O.C:S pacing 2 -til- o Palm DesertCA: 92211 and brace this arise in accordance with the following atandatdv: and Cutting Derail Reports available as output fian`Itusavat eoflnvate', 'ANSVTPI 1','WTCA I'- Wood Truss Council ofAmerica Standard Design Responsibilities,'HANDLING INSTALLING AND BRACIWMETAL BC Dead 10.00 psf Design Spec USC47 Phone (760) 341-2232 PLATE'CONNEMI) WOOD TRUSSES'- (HIB -91) and wB•91 SUMMARY SHEET' by TP6. The Truss Plate Institute (TPI) is located atD'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Papa Association(AFPA) is located at 1111 19th'Street, NW. Ste 800; Washington, DC 20036. TOTAL 4040 psf Selin T8.4.12- 0 Td FORCE ARI. MM COI 1-2 352 0.05 0.35 0..40 2-3 349 0.05 0.35 0.40 3-4 -4585 0.22 0.29 0.51 4--5 -7106 0.44 0.24 0.68 5-6 =8021 0.59'0.29 0.88 6-7 -7603 0.53 0.26 0.79 7-8 4011 0.32 0.22 0.54 6-9 .-3460 0.10 0.32 0.41 9-30 -4 "0..00 0.32 .0c32 EC FORCE 11EL END CEI T-12 0 0.00 0.20'0-.20 2-13 4094 0..57 0.17 0.74 3-14- 6665 0.62 0.11 0.73 4=15 7884 0.75 0.10 0.85 _ 5-16 8018 0.76 6.10.0.67 6-17 7168 6..66 0.10 6.78- 7-18 5485 0.61 0.12 0.93' 8-19 3020 0.31 0-.280.59, NSE FORCE CBI 918E FORCE, CSI. 1-11 -108 0.05 6-15 -1U2 0.05 1-12 =382 0.23 6-'16 =547 0.94 2-12 -379.0.08 7-16 650 0:22 3-12 -4270 0.93 7-17 -1416 0-:84 343 13Z,t 0.46 6-17 1079 0.37 4-13 -2436 0.29 8-18 -2380 0:91 4-14 823 0.29 9-16 1459 0.50 5-14 -993 0.57' 9-19 -3492 0.95' 5-15 344 0.12 10-.19 -150 0.04 T 4 1-0-0 Z-" 1 UPLI1rf REAMION(3) : Support 1 -27 Ib support .2 46 lb This truss is designed using the: USC -97 Code. Bldg enclosed - Yes, Importance Factor 1. 1.00 Truss Location - end Zone Hurricane/Ocean Line --No , sxp Category - C Bldg Length - 40.00 ft,.Bldg Width - .54.29.ft Mean roof, height - 11.67 ft, mph = 8o UBC Special Occupancy, Dead Load - 17.0 psf 5.1-6 541-11 54141 5.11-11 5-1141 5.11-11 541-11 5.11-11 5-11-11 5-1-6 114-1 174-11 23-0.6 29-0-0 34-11-11 40-11-5 4641-0 52-10-10 1' 2 3 4 5 6 7 8 9 10 Or 25 52-10.10 STUB 11 12 13 14 15 16 17 18 19 5.1_-6 6-0-14_i 6.0_14 6-914 6-0-14 6.9-14 6.8--14 6-0-14 5-14 1141-4 1849-3 25-7-1 32-4-15 39-2-13 46-0-12 52-10-10 T T 3-7-9 441-0 - 1 1 SKIP NAR'DHtLUMON'(spas) t L/.574 IN'MNK 15-16 (LIVB) L- -0.99' D- -0.99" T - MAR DH_8L8_CTIO_N (cant) : L/212 ZN N®[ 11-].2 (LIVH) L-. 0.29- D- 0.29" T- ' n -- Joint Locations - �10- 0- 0 11 0- O -a 2 5- 1- 6 12 5 1- 6 3 11- 1- i 13 11-11- 4 4 17- 0-11 14 18- 9- 3 5 23- 0- 6 15 25- 7- 1 6 29- 0- 0 16 .32- 4-15 7 34411-11 ,17' 39- 2-13 8 40-11-`5 18. 46- 0-12 9 46-i1- 0 19 .52-10-10 10 52-30.10 10 GN,11� � ,o Dot N 1 6?9�i2004 All plates are 20 gauge Truswal ConnectroorTs:,Iunless preceded by'MR" for HS 20 gauge or "H" -for 16 gauge, positioned pef Joint Detail Reports available from Truswal software, unless, noted. Seale: 3%32" _ V WARNING Read.all.notes on this sheet and give a copy of it to the.Enectittg Contractor. Eng. Job: EJ. WO: 84621 TRU S SWO R KS This design is for an individual building component not truss systen. It has been based on specifications provided by the corpponcnt manufactu c and dale accordance with the current versions of TPI and AFPA design dards. No responsibility s assumed for dimwsionad accuracy. Dimensions are to be verified by.the can orient m®ufact rer and/or building design prier to fabrication. The building designer moot asoetain that the loads ChIC STEV Dsgnr: MIKE Company You Can Truss] 75-110 St. Charles p1. -Ste -11A Palm Dese . CA. 92211 rtr Phone (700),341-2232- Fax Al (760) 341-3293 uRlmed on this design meet or exceed the loading imposed by the local building code and the particular application; The design assume tharthe top chord is laterally lkaced by the -f or floor sheathing and the bottom chords laterally .braced by a rigid sheathing,mateiial directly estached, unless otherwise noted Bracing show is for lateral support of components menbers only to reduce buckling length. This component WWI not be placed in any aivireeroeat that will cause the moianre cwtem of the wood W ext eei1199G and/or cease connector plate cenosion. Fabricate,.handle install and brace this trues in'acootdance w tb the following standards: joint and Cutting Detail Reports available as output from Tnawal software, 'ANSI/1'PII','WTCAI'- Wood TrussCamcilofAmericaStandardDosignRespansibilitics,'IiANDI:II•1GIN$TALLINGANDBRACINGMETAL PLATE CONNECTED' WOOD.TRUSSES' - (BIB -91) andmia-91 sumwRY Sim r by TPI. The Truss )'late Insdprte (7 P ).is.located at D'Onoffio Drive; Mad-won,Wisrnnain53719. The Amerism Forest and Paper Association (APPA) is located at 1111 19th Street 1VVN, Ste 800, Washington, DC20036. TC11w 20.00 psf TC Dead 10.00 pef BC Lave 0.00 pef ,BC Dead 10.00'.psf TOTAL 40.06 psf DurFacs LA7.25 P=125A Rep Mbr Bnd 1.15 O.C.Spaaing 2.0-0 Design Spec USC -87 Satin T8A.12 - 0 9" Job Name: CHERRY PLAN -PGA WEST Truss ID: C5 Qty: 1 brwo: ter E -LOC REACT '8288 RSQ!D 1 1- 0-14 -1988 :5.50• 2.47- 2 48- 7:- 6 1910 5.50' :1..75- t0 R8=RE1QM6 shown are basad. ONLY t the truss .material at each hearing TC FORCE A4L MW CBI 1-2 -74 0.00 0.17 0.17 Z-3 -78 0.00 017 0.17 3-4 -3556 0.14 0:43 0.37 4-5 -6785 0.44 0.28 0.72' 5-6 -7708 0.53 0.2Z 0.74 6-7 -7951 0.57 0.74 0.•81 7-8 -7191 0.45 0.20 0.65 8-9 -5519 0.33 0.14 0-.57 9-10' -3077 0.08 0.15 0.33 041 -4 0.00 0.75 0.25 TC 2x4 SPF 165OF-1.58 Web bracing required at each location shown. UPLIFT RRRCTION(S) ,: 2x4 SPP 2100E-1.88 5-8 ® See 'standard details (TE01087001-001). Support 1 -30 lb HC .2x4 SPF 16508-1.58 P1aEing specs ANSI/TPI - 1.995 Support Z -23 lb 2*4 SPF' 210OF-1.88 15-17, 17-19 THIS DESIGN I8 TIM CWPOSITE RESULT O8 This truss is designed using the NEB 2x4 HF STUD MULTIPLE LOAD CASES. DSC -97 Code-. Loaded for 10 POF non -concurrent BOLL. PLATE VALUES PER.'ICSO RBSEARCH REPORT 01607. Bldg Enclosed = Yee," Importance. Factor .- 1.00 End verticals designed 'for`aki'al loads only. Drainage must be .provided to°avoid ponding. Trues Location - End gone Bmtensicis above or below the truss profile Hur=icaie/Ocean Line - No , Sicp Category - C (if any) require additional consideration Bldg Length - 40.00 ft,. Bldg Width a 54.29 ft (by others) for horiE. loads on the bldg. Mean roof height - 11.67 ft, mph 80 UBC Special Occupancy, Dead Load - 17.0 psf 8C FORCE AM BI® CBI 7-13- 0, 0.00 0.11 0.11 3.-14 3071 0.46 0.11 0.57 4-15 5791 0.86 0.11 0, 98 MAX DEFLECTION (span) s 5-16 7408 0.11. 0.10 0.81 1/581 IN'NAd 16-17 (LIVE) 6-17 8015 0.77 0.10 0.87 L- -0.98° D- -0.98° T. - 7-18 7766 0-.75 0:09 0.84 MAX DEFLECTION (cant) t 8-19 6758 0.65 0.09 0.74 L/210 IN .NMI 12-13 (LI") 9=Z0 5045' O.D5 0.09 O.BS - L- 0.06° D- 0:06° T-. 0-21 2711 0.40 0.10 0.50 wEB FORCE c04 vo cOI -1�� - Joint Locations - 1-17 -96.0 04 17 161RCE 6-17' 161 0.06 0- 0- 0 :12. O- 0_-0 2 1-13 7-13 404 0 07 -265 0.06 9-17 76Z 7-18- -765 0.09 0.34 1-0.14 -� � � �ip P � �� 1- 0-14 13 1- 0-14 3 5- 2 14 6- 1- 4 t 4 3-13 -3451 0.96 '8-18 755 O.Z6 1.0-14 r7tl � t1T 0- TO -10- 4 15 12- 2- 9 5 16 3: 6 16 18- 3-13 3-14 1437.0.50 8-19 -1545 0.88 6 21- 8- 8 37 ;24- 5- 1 4-14 -2568.0.99 9-19' 1136.0.39 - 7 27- 1-10 18 30,. 6- 5 4--15 990 0.34 9-20 -?365 0.85 12 3 4 5 6 7 6 9 10 11 8 32- 6-12 19 36- 7-10 5-15 -1349 0.77 '483 10-20 1486, 0.51 _ 9 37-11-14 20 42- 8-14 5x16 6.17 10-11 -32160.92 0:2.5. ' 10 43- 5- 0 21 48-10- 2 6-16 -407 0.18 11-21 -135 0.04 11 48-10- T 4-0.0 1 2-7.6 5-s ) 48-10.2 4-8 2.4 T 7S]IT 31 l SHIP 9=4 MV840 4-6 4-8 1211, 14 15 16 17 18 19 20 21 1-0-14 5-0.6 6-1-0 6=1.4 6-1-4 6-1.4 9-1-4 6-1-4 6.164 1-0-14 6.1-4 12-2-9 193.13 24-54 30-" 36-7-10 42-8-14 48-10-2 All plates are`20 gauge'Truswal Connectors unless preceded,by "W"'for HS 20 gauge or "H" for 16 gau9e, poskioned per Joprt Detall, Reports available. from Tnrswal WARNMU Read all notes on this sheet and give a copy of itto the Erecting Contractor. Thu design is for. an individual building can cut not tn� system. It has been based on specifications :provided .bythe-�Poeem mmtuE9ct aer and dose in accordance with the curtest versions offill and AFPA design standards. No responsiMlity is assumed for dimearional,accuracy. Dimensions T R U S S W d R KS a"to be Verified by the component manuf-t ua and/or building designer prior to fabrication. The building desigoer,mun ascenatn that the loads util zed on this design mea or exceed the leading imposed by the local building code and the particular application. The design assume that the,top chord A Company You Can Trust is latetalfy braced by.the roof or floor, sheathing and the bottom diad u lataslly braced bq.a rigid sheathing motaiat dirxtlyamehed unless otherwise noted Bracing shoim is for tateral,suppoit of caropwwb members only,to reduce buckling length. This couupasem shall not be placed in any p- I�. sle-11 A environment thetwill cause the moisture content of the wood to exceed 19% and/or terse connector plate corrosion Fabricate, handle, install 75-110 St. Charles . and brace this truss in'aowrdmrce with the following standards: 'Joint and <lunng Ueutput il Reports available as oufrom wal Trussoftwwe', Palm basalt, CA. pl. s AN31lPPI 1', VTC -A 1' - Wood Truss_Cou rcd of Anieried StandardDesign Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Phone (760) 341.2232 PLATE CGIVNFC[ BD W606 TRUSSES' - (HIB 91) and f=01,SUNIMARY SHEET by TPI. The True Plate Institute (TPI) is'located at 170nofrio Drive, • Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forst and Paper Association(AFPA) is located at 1111 19th street, NW, Ste:800, Washington, DC 20036. unless noted. Eng. Job: EJ. Chk: STEV Degrin MIKE TC Uve 20.00 pat' TC Dead 10.00 psf BC.Lhre 0.00 pat BC Dead 10.00 pat MAO pit !10•or 0101 CL t rooh 6/912004 Seale: 3132"=,1' WO: B4621 DurFaes L-1.25 0-1.2 Rep Mbr Bnd 1.15 O.C:Spacing 2- 0- 0 Design Spee UBC47 Seen T6.4:12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C6 MY: 1 Drw : RO A -LOC REACT alas R89 -D TC 2x4 Opp .16508-1.5E Web bracing required at each location shown. UPLIFT REIICTION(S) � 1 9- 9- 3 1792 5:50• 2.56• BC 2x4 SPF .16507-1.52 See standard details (TX01087001-001). support 1 -49 lb 2 54-,i- 4 1792 5.50• 3.56• 2x4 SPF 210OF-1.88 11-13, 13- 5 Plating spec s ANSI/TPI - 1995 support 2 -43 lb RO REOVIRMMTB Shown are based ONLY WEB 2x4 UP STOP THIS DESIGN I8 THE.COMPOSITE RESULT OF This truss is designed using the the trues material at each hearing PLATB VALUEB'PER IC80 RBSELRCR`REPORT #1607. NDLTIPLB LOAD CASES. UBC -97 Code.- 4441.9 9.6-7 Drainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent SCLL. Alfa Enclosed - Tae, Importance Factor - 1.00 TC FORCE Atm WID CEI End verticals designed for axial loads only. Truss Location s Rod Sone 1-2 3 0.00 0.22 0.22 Extensions above or below the truss profile Hurricane/Ocean Line - No , Exp Category - C 2-3 -2395 0.07 0.24 0.31 All plates aro 20 gauge Truswal Connectors unless preeeded.by'"MX" for HS 20 gauge or "H" for 18 gauge, positioned per JOInt,Datall Reports available from Trusw_al software, unless noted: Scale: 3132" =1' (if any) require additional consideration Bldg Length a 40.00 ft, Bldg Width - 54.29 ft 3-4 -5396 0.33 0.26 0.59 (by others) for horis. loads on the bldg. bean roof height - 11.67 ft, mph - 80 4-5 -6720 0.53 0.33 0.86 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is mourned for dimauional accuracy. Dimensions Deg ' UEC Special Occupancy, Dead Load.- 27.0 psf 5-6 -6677 0.51 0.31 0.82 �; x.99 6-7 -5426 0.33 0.27 0.60 DarFaea tP, 25 P=1.25 ,. 7-8 -3182 0.08 0.32 0:40" Rep Mbr and 1:15 - rnvuonment that will cause the nwisture content of the wood m exceed 19% and/or cause cormector,plate cemsice. Fabricate, handle, instal ..and lees tbra truss in accordance with the following standards: 'Joint and Cutting nervi Reports availableas Tnuwal software', '8-9 -4 0.00 0.32 0.32 Palm Desed .CA. 92211. Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' '11111-91 SUMMARY SHEE hna,'HANDLING INSTALLING AND BC FORCE AEL UM C8I 0-11 1898 0.28 0.06 0.37 1-12 4837 ,0.47 0.-09 0.56 2-13 6431 0.62 0.10 0.72 3-14 6909 0.67 0.10 0.77 4-15 6376 0.62 0.10 0..72 5-16 4960 0.74 0.12 0.87 6-17 2785 0.29 0.29 0.58 WEB FORCE CSI IM FORCE CBI 1--10 51 0.02 5-14 -309 0.14 2-10 -2560 0.84 6-14 447 0.15 2-11 1441 0.50 6-15 -1166 0.70 3-11.-2742 0.91 7-15, 913 0.32. 3-12 965 0.34 7-16 -2114 0.83 4-12 -1241 0c.71 8-16 1314 0.46 4-13 4480.16 9-17 -3202 0.90 5-13 -252 0.11 9-17 -149 0.04 34-0 5.11-11 5.11=11 541-11 5-11-11 5-11.11 541-11 5-11-11 3-0-0 8-11-10 14-11-5 2040-15 26.10-10 3240-4 3841-15 44-9.9 1 2 3 4 5 6 7 8 8 Or .25 NAE DEFLECTION '(span) ,s_ L/678 Iit MM 13-14 (Llan) '.L- -0.78• D- -0.78• T- ----- Joint Locations ----- 1 0- 0- 0 10 0- 0- 0 2 3- 0- 0 11 3-10- 3 3 8-11-10 12 10- 8- 2 4 14-11- 5 13 17- 6- 0 5 20-10-15 14 24- 3-14 6 26-10-10 15 31- 1-12 7 32-10- 4 16 37-11-11 8 38- 9-15 17 44- 9- 9 9 44- 9- 9 T 3 5$ T-8 4.4 5-0 3.4 6$ 4-10 tat T wc� -�y -0T2-8-0 4-6-0 SHIP �� ° L44 6.E 4.4 NIMS-18 Sat MX15-16 4-6 Ss 4-8 e 4441.9 9.6-7 i STUB 10 11 12 13 14 15 18 17 3.103 8.9-14 8.8-14 6-0-14 6-9-14 6.9-14 8-0.14 3-103 104-2 173-0 243-14 31-1.12 37-11-11 44-" Lo O 619/2004 All plates aro 20 gauge Truswal Connectors unless preeeded.by'"MX" for HS 20 gauge or "H" for 18 gauge, positioned per JOInt,Datall Reports available from Trusw_al software, unless noted: Scale: 3132" =1' WARMING Read. all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84621 This design is for an individual building component not mus rfl m It has been based an Specifications provided by the component maaufscmier Chk: STEV and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is mourned for dimauional accuracy. Dimensions Deg ' KS are to be by the oornpon onpor designer prior to tiem. The daigna ascertain that she keds �; x.99 T R U SS WO R z n this d d bythi a and utilised oo this deign meet or exceed the larding impeded by.the local building cede and the particular application. The deign asoma tfiat the Osp chord e d the lar application. he d TC pe, DarFaea tP, 25 P=1.25 A Company You Can Trusst u launfly braced by the roofer floor sheathing and the boron chord is laterally braced by a rigid sheathing motorial directly attached, unless otherwise noted. Bracing shown is for lateral support of corrporretm menbes only to reduce budding length. This component shall not be placed in any TC Dead 10.00 pef Rep Mbr and 1:15 75-110 St Charles p1, ate41.10 rnvuonment that will cause the nwisture content of the wood m exceed 19% and/or cause cormector,plate cemsice. Fabricate, handle, instal ..and lees tbra truss in accordance with the following standards: 'Joint and Cutting nervi Reports availableas Tnuwal software', SC Live 0.00 f pe O.C:S peeing z - o - o Palm Desed .CA. 92211. Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' '11111-91 SUMMARY SHEE hna,'HANDLING INSTALLING AND Fax # (760) 341-2293 - (HIB -91) and s located at D'Onofrio Drive, Madison. Wisconsin 53719. The Amerirmt Forest and Paper Asso"on (AFPA) ii located st j I HAM 1M Street, NW,.Ste 800, Washingux,, DC 70636. TOTAL 40.00 pSf Seqn T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C7 Qty: 1 Drw : MG a=LOC RR&C1' SIZE RHp;n TC 2x4 "SPP 1650Y-1.58 web bracing required at each location shown. UPLIFT REACTSON(S) r 1 13- 9-11 1630 5.50• 2.33-• BC 2x4 SPP 1650F-1.51 ® See standard details (T3:01087001-001). Support 1 -64 lb 2 54- 1- 4 1.630 5.50• '2.33• WEB 2x4 HP STUD Plating spec r ANSI/TPI - 1995 Support2 -58 lb MG RBOttIRMONTS Shorn are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THS COMOSITE RESULT OF This truss isdesignedlusing the the truss material at each bearing Loaded for 10 PSP non -concurrent BCLL. MMTIPLE LOAD CASES. UBC -97 Code. End verticals designed for axial loads only. Drainage smut be provided to avoid ponding. Bldg Enclosed - Yes, Importance Factor - 1:00 TC PORCH AXI. situ CBI Extensions above or below the truss profile. Trues Location - and sone 1-2 4 0.60 0.94 0,24 (if any) require additional consideration Hurricane/Ocean Line - No , Exp Category - C 2-3 -3324 0.12 0.23 0.35 (by others) for horis. loads on the bldg. Bldg Length - 40.00 ft, Bldg Width - 54.29 ft .3-4 -5146 0.30 0.27 0.57 Mean roof height - 11.67 ft, mph80 -17.0 -5 4-5 555 0.35 0.18 0.63 USC Special Occupancy, Dead Load - psf 5-6 -4718 0.25.0.25 O.SO 6-7 -2845 0.07 0.32 0.39 _ 7-8 -4 0.60 0.32.0..32 SC - PORCH ASL END CSI 9-10 2618 0.39 0.12 0.51 0-11. 4674. 0.70 0.11 0.81 1-125567 0.83 0.11 0.95 2-13 5417 0.. 81 0.11 0.92 3-14 4370 0.65 0.11 0.78 4-15 9501 0.26 0.29 O.SS MM PORCH CSI N® PORCH CSI 1-9 -124 0.05 5-12 206 0.07 2-9 -2991 0.97 5-13 -858 0.51 2-10 1246 0.43 6-13 712 6.25 3-10 --1617 0.92 6-14 -1793 0.92 3-11 674 0.23 7-14 1138 0.39 4-11 -554 0-26 1-15 =2876 0.97 4.12 199 0.07 8-15 -149 0.04 T 14 "T 11 3-10 3-10 4-11.2 5-11-11 5.11-11 5.11-11 S41-11 5-11-11 5+11.11 4-11-2 10-10-13 16-10-7 22-10.2 28.9.12 34-9-7 4041-1 1 2 3 4 5 6 7 8 0� 40.1-1 1341-15 1 STUB 8 10 11 12 13 14 15 & 6-7-10 1-14 6-914 8-9-14 8-9-14 6.9-14 e-7-10 134-8 20-M 27-1-4- 33-11-3 404-1 NAEDEFLECTION (span) : L/844 IN /®r 11-12 (LIVE) L- -0.57° D- -0.570 To ..... Joint Locations - - 1 - 0- 0- 0 9 0- 0-0 2 4-11- 2 10 6- 7-10 3 10-10-13 11 13- 5- 8 4 16-10- 7 12 20- 3- 6 5 22-10- 2. 13 27- 1- 4 6 28- 9-12 14 33-11- 3 7 34- 9- 7' 15 40- 9- 1 8 40- 9- 1 �" y0 -SHIP 441-0 I SHIP 1 1 4 �C o �a Zvi 1 6/9/2004 All plates am, 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge, or -H' for 18 gauge, positioned per Joint Detail Reports available from Truawal software, unless noted. Scale: 118" m V WARNING Read all notes on this sheet and -give a copy of it to the Erecting Contractor. tang: Job: EJ. WO: 84621 ® T R U S S W O R KS A Company You Can TruSSI This design is toman individual building compweot not truss system It has been bared on specifications provided try the component marmfi cvser and done in accordance with the current versions of TPI and AFPA design standards. No tespmdW;itypssimn ised for enai dimooal aocwacy. Dinumsions art to be verified by the component manufacturer and/or bmlding deigaer prior to fabrication. The budd;ag designer must ascertain that the loads uh7ired on this design meet or exceed the loading imposed by the local building code and the particular application. The deign assume that the top chard 1s laterally braced by the motor floor sheathing and the baton chord is laterally braced by a rigid sheathing material directly attached, unles othawiat noted: Bracing shmnis'for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in my Chk: `STEV Dsgnr: MIKE TC Live 20.00 psf TC Dead 10.00 pef Durleace Ler125 PD7.25 Rep Mbr Bnd 1.15 75-110 St Charles pl. stn -11A Palm Desert, CA- 92211Responsibilities,� Phone. (760) 341-2232 Fax #(760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause cormector plate corrosion. Fabricate, handle, install ��in accordance withthe followingsumda,dL 'Joint and CutangDetail _ tta+' ,tput>�"Trtswalsotlware, ANSUTPI 1', VTCA 1' - Wood Truss Council ofAmeria Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES- 0101 9l) and'tU"I,SUMMARY-SHEET by TPI. The Truss Plate Institute (Tpl) is located at D dno6io 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 P� BC Dead 10.00'psf TOTAL 40.00 pelf o.CSpacing 2-0.0 Design Spec UBC -97 Seqn T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C8 Qty: 1 brw : MG x -LOC RSACr SIZE R80'D TC 2x4 SPF 165OF-1.5R Web bracing required at each location shown. UPLIFT R2ACTION(S) r 1 17-10- 4 1468 5.50- 9:10- Sc 2x4 SPF 16508-1.52 ® See standard details (T7[01087001-001). Support 1 -75 14 2 .54- 1- 4 1468 5.50- 9'•10- WEB 2x4 RF STUD Plating epee a ANSI/TPI - 1995 Support 2 -69 lb -RSOUIRSMMS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT 01607-. THIS DESIGN I8 THE COMPOSITE RESULT OF This truss is designed using the the truss material at each basking Loaded for 10 POP non -concurrent BOLL. MULTZPL2 LOAD GASES. UBC -97 Code. End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Bldg Enclosed "- Yes, importance Factor - 1.00 TC FORCE AEL BtwD COX 'Sato -ions above or below the truss'profile Truss Location - End Sone 1-2 -1177 0.02 0.40 0.42 (if any) require additional consideration Hurricane/Ocean Line - No , Sup Category - C 2-3. -3586 0,.11 0.39'0:50 (by others) for horis. loads on the bldg. Bldg Length -" 40.00 ft, Bldg Width a 54.29 ft 3-4" -4431 0.22 0.26',0.49 Mean roof height a 11.67 ft, mph 80 4-5 -4010 0.18 0.22 0.40 UBC Special Occupancy, Dead Load - 17.0 psf' 5-6 -2508 0.05 0.32 0.38 .. 6-7 -4 0.00 0.32 0.32 JC FORCE AEL BND COI 8-9 .4 0.00 0.12"0.12 9-10 2938 0.44 0.10 0.54 0-11 4219 0.63 0.10 0.73 1-12 4459 0.67 0.11 0.77 Z-13 3758 0.40 0.29 0._69 3-14 2217 0.24 6.29 6.53 was FORCE. CBI WEB FORCE COX 1-8- -_1460 0.62 4-12 -553, 0.33 1-9 1722 0.60 5-12 513 0.18 Z-9 -2106 0.77 5-13 -1470 0.77 2-10 978 0.32 6-13 961 0.33 3-10 -830 0.37 6-14 -2549 0.97 3-11 375 0.13 7-14 -149 0.04 4-11 81 0.02 8-10.4 5.11_11 { 5-1� 5-11_11- 511_11 5.11-11� 6-108 12-9-14 1841-9 2441--3 304-14 36-88 1 2 3 4 5 B 7 0 MAS DEFLECTION (span) s L/999 IN MRM 11-12 (LIVE) L- -0.381 D- -0.38- T. -0 -1_- Joint Locations - 0- 0- 0 8 0- 0--0 2 6-10- 4 9 2- 7- 1 3 12- 9-14 10 9- 4-15 4 18- 9- 9 11 16. 2-13 5 24- 9- 3 12 '23- 0-11 6 30- 8-14 13 29-10-10 1 36- 6- 8 14 •36-.8- 8 3$ 5s 3.4 s.a 3.10 1.5-3 T o �c 44;4T 7 3.7.9 " l' 1 SHIP 28 4.8 5-6 3.4 s6 is.34 38.8:9 17-7-8 . 1 SSB B 9 10 11 12 13. 14 2-7-1 6-9-14 841-14 88-14 88-14 8.9-14 O 2-7-1 94-15 16-2-13 23-0-11 29.10.10 36-88 Z J ,`4 6/912004 All.plates are 20 gauge Truswal Connectors unless preceded by'NDr for HS 20 gauge or 'H" for 16 gauge, positioned per Joint Detail Reports avallable from Truswal software, unless no1/d. Scale: 1/8' a 1' � WARNING Read all notes on this sheet: and give a: copy of it to the. Erecting Contractor. Eng..Job:.EJ. WO: 84621 This design is for an individual building component not tnns system It bas been bated on specifications provided by the component manufacturer CW STEV and done in accordance with the content versions of TPI'and AFPA design standards. No responsibilityis assumed for dimensional awmacy. Dimrntiens T R U S S WO R KS ate m be vaified bythe component manufacnoer and/or building designer prior to fabriation. The budding designer most asecrtin that the lords Dsgnr: MIIM utilised on this deaigameet 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 DurFaes" Ce+125 Pm125 A Company You Can Trussl is laterally braced liythe 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 laieral support of components members only reduce buckling length: Thiscompmmt shall not be placed in any TC Dead 10.00 pef Rep Mbr and 1.15 75-110 St CharlesI. ste-11 A enwooment that will cause the moisture content of -the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, bundle, install BC Live 0.00 psf O.C.Spaeing 2.0- 0 p and brace this truss in accordance with the following standards joint and Cutting Detail Reports available as output firm Truswal software', Palm Desert, CA. 92211 'ANSI/IPI 1', VTCA F, Wood Turas council of America standard Design Respcmaibilities, 'HAtMUNG INSTALLING AND BRACING METAL BC Dead 10.00 psi Design Spec UBC -97 Phone_ (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -9 1) and -WoII 91 SUMMARY SHEC'P by TPI. The Titus, Plate Institute (TPR is located at D'Onofrio'Drive, Fax # (7'60) 341-2293 Madison, Wisconsin 53719. The American Forest and Papa Association (AFPA) is located at 1111 l9th Straet, NW, Ste 800, Washington; DC�20036. TOTAL 40.00 psf Seqn T6Al2 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C9 Qty: 1 Drwg: r 'A E -.IAC REACT8118 MID 1 91-10-12 1307 5:50- 1.87'. 2 54- 1- 4 1307 5.50- 1-.87- A RXQVIRMCONTS .shown are based, ONLY the trues material at each bearing TC FORCE AIL. BNn COI 1-2 3 0.000.21 0.21 2-3 -1990 0.03 0.29 0.32 3-4 -3313 0.09 0:39 0.38 4-5 -3302 0:09 0.25 0.35 5-6 -1172 0.04 0.33 0.36 6'-7 -4 0.00 0.33 0.33 sc FORCE AIL HND COI '8-9 1155 0.11 0.16 0.26 9-10 2887 0:30 025 0.55 0-11 3498 0:38 0.35 0.63 1-12 3148 0.34 0.29 0.63 2-13 1933 0.21 0.29 0.50 Was FORCs CSI WHO FORCE COI 1-8 60 0.02 4-11 -244 0.15 2-8 -1679 0:55 5 -it 346 0.12 3-9 1211 6.43 5-12 -1149 0.90 3-9 -1172 0.52 6-12 785'0.27 3-30 560 0.19. 6-13,-2223 0.89 1-10 -286 0.10 7-13 -149 0.04 -TC 2x4 SPF 16508-1.58 web bracing required at each location shown. UPLIFT RBACTION(8) t BC 2x4 SPF 16508-1.51 ® Sea standard deta la M01087001-001). Support 1 -83 ,ib WEB 2x4 BY STUD Plating spec : ANSI/TPI - 1995' Support 2 -77 lb -PLATS VALUNS PER ICBO R18EARCS REPORT41607. TRIS DBBIt3N IS THE COMPOSITE REBDLT OF This truss is designed going the Loaded for 10 PSP non -concurrent BCLL. WLTiPL1 LOAD CASES. DBC -97 Code. End verticals designed for axial loads only. Drainage mist be provided to avoid ponding. Bldg Enclosed - Yee, Importance Factor a 1.00 Extensions above or below the truss profile Truss Location - End Sone (if any) require additional consideration Hurricane/Ocean Line - No , Bacp Category - C (by others) for horis. loads on the bldg. Bldg Length - 40.00 ft, Bldg width - 54.29 ft xean;roof height - 11.67 ft, mph - 80 DBC Special Occupancy, Dead Load - 17.Vpof 2-9-12 5.11-11 5-11_11 2-9-12 8-" 144-1 1' . 2 3 5-11-11 5.11-11 20-8-11 26.8-6 4 5 025 - MAX DEFLBCTION_(span) Y U999 IN MW16-11 (LIPB) L- -0.24• D- -0.240 T- -0 --- Joint' Locations - - 1 D -O- 0 8 0- 0-0 2 2- 9-12 9 5- 4- 7 3 8- 9- 6 10 12- 2- 5 4 14- 9- 1 11 19- O- 3 5.11_11 5 20- 8-11 12 25-10- 2 322-0 6 26- 8- 6 13 32- 8- 0 7 32- 8- 0 -e 6 7 it1 &Rcu/T.►_ - I NO ' &M W�� a I "W'S1111111111110s; 1; z FAA 4-0 3.8 32-8-0 21_-1-0 �g �8 8 10 11 72 13 5.4-_7 11444 6.8-14 8.9-14 6.944 54-7 12-2-5 19-0.3 2510-2 52.8.0 T- 4$ SHIP 6/9/2004 All plates ars 20 gauge Truswal Connectors preceded by "NW for HS 20 gauge or "H" for 19 gauge, positioned per Joint Detail Reports available from_ Truswal software, unless noted. Seale: 5t32" = 1' /unless rl ASWrY G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 84621 This design is for an individual building component not tows system. It las been based on specifications provided by the cbttrponent nanufactum Chk: STEV and done in accordance with thecorrrnt versions of TPI and AFPA design standards. No tesponsibiliry is assumed for dimensional accuracy. Dimmsims Ds r. MIKE n arounlto bdone verified by the eomorpooeot teanufazNrar and/or building deagna prior to Wriwhon. The building designer must ascertain that the loads 9 TC Litre 20.00 psf DurFaee L=1.25 Pa1:25 T R U S S W O R KV =" this design mat weed the loading imposed by the local building code and the parbedar application The design asnmms that Oat top chord A Company You Can TrUSSI is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Mbr noted Bracing shown is for lateral support of components mambas only,to reduce buckling length. This cornponmt shall not be placed in any TC Dead 10.00 psf Rep Bnd 1.15 75-110 St. Charles pl. Ste -11 A en"'O'snan that will cause the moisture content of the woad to exceed 19% and/or cause connector platecorrosion. Fabricate, handle,' install 'Joint Cutting BC Live 0.00 f O.C. 2- 0- 0 8paein g Palm Desert, CA. 92211 and braoathis truss in accoadancc with the following standards: and Detail Report available as output from Truswal sofiware', ANSVTPI I', VTCA 1' - Wood Thus Council of America Standard Design Responsibilities, 'HANDUNG INSTALLING AND'BRACING METAL BC Dead 10.00 psf Design Spec USC -97 Phone 760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (SISAL) and'EIIB-91 SUMMARY SHEET' by TPI: The Tnwa Plate hutitute (TPlyislocated at D'Onofrio Drive Fax# (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 pat Satin TGA' - 0 Job Name: CH O 2 -IAC REACT BIEN RBO'D 1 28- 3-12 1050 5.50• 1.50• 2 54- 1- 4 1050 5.50- 1.50- 0 RBQUIRBt®t'1.'8: shown are based tale trues material at each bears Te FORCE "L WW Cox 1-2 3 0.00 0.21 0.21 2-3 -1527 0.02 0.30 0:31 3-4 -2179 0.04 0.30 0.33 4-5 -1638 0.,02 0.33 0.35 5-6 . -4 0.00 0.33 0.33 BC PORCR' AIL END Cox 7-8 739 0.07 0.17 0.24 8-9 1980 '6.30 0.11 0.41 9-10 2177 0.31 0.13 0.46 0-11 1483 0:49.0.13 0.35 IBB PORCB CBI [BB PORCB CBI 1-7 61 0.02 4-9 79 0.02 2-7 -1231 0.37 4-10 -637 0.50 2-8 1023 0.35 5-10 505 0.17 3-8 -692 0.25 5-11 -1705 0.86 3-9 237'0.,08 6-11 -149 0.04 PLAN -PGA WEST Trus., TC 2" SPY 1650Y -1.5E BC 2x4 SPY 16508-1.59 WEB 2x4 RP STUD OaTLY PLATS VALUES PSR ICBO RSSSARCE REPORT #1607- ng 1607ng Loadad for 10 PSP non -concurrent BCLL. and verticals designed for axial loads only Bxteneions above or below the truss profile (if any) require additional consideration (by others) for horis. loads on the bldg. I4 aT l l 2.4_8 541-11 2-6 B-4.1 1 2 3 ID: C10 Qty: ® Web bracing required at each location shown. Bee atandard details (TE01087001-001). Plating spec v ADtSI/TPI - 1995 THIS DESIGN IS TEM COMPOSITE RZMMT OF NDLTIPLS LOAD CASKS. Drainage must be. provided to avoid ponding. 5-1_ 1-11 5-1 14-3-11 20-34 0�_ 4 1 UPLIFT REACTION(8) t support 1 -87 lb Support 2 -81 lb This truss is designed using the VW -97 Code. Bldg Enclosed a Yes, Importance Factor a 1.00 Truss Location " Bad Zone 8urricane%Ocean Line a No „ Rxp Category e C Bldg Length a 40.00 ft, Bldg Width 54.29 ft Mean roof height d 11.67 ft, mph' 80 UBC Special Occupancy, Dead Load 17.0 pat NAE DEFLECTION (open) r L/999 I'N'N= 6-9 (LIVR) Le -0.11- D. -0.11- Te .- 1= Joint Locations e "� 0- 0- 0 7 0- 0- 0 2 2- 4- 6 a 5- 9- 5 3 8- 4- 1 9 12- 7- 3 5.11_11 4 14- 3=11 10 19- 5- 2 26.0 5 20- 3- 6 it .26- 3- 0 6 26- 3- 0 5 6 3.4 3-0 28-1-0 STUB 7 8 B 10 11 5 �-14I 6-91414 5.9-5 12-7.3 19-54 26.1-0 y� O' Q% TTo i 3-7-9 1 1 SHIP L) SraTE Of 6/ 9.12004 All plains 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 Truewal software,unless noted. Scale:, Me" a V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: ,EJ. WO: 84621 ® This deOp it for an individual building component not truss system. It has been booed on specifications provided by the component mmmfwtur r Chk: STEV and done in acoordtma with the current versions of TPI and AFPA design standards. No responsibility is auumed for dimensional aocurecy. Dimension .ner Dg gnr. MIKE T R U S S WO R KS to be verified by the component manufacturer and/or building dm* prior to fibtication. The building designer must ascertain that the toads Te Live 20.00: psf DurFacs (piss P=1.25 utiliret zed an this des;goerexceedtheloadmtp sg,naedbythelsealbuilldingcodeandAbe>�cularapplicatien. The design assum.that the top chord A Company You Can Taws! is laterally braced by me roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material ditecay,anaehea unless otherwise noted Bracing shown is for.lateral support otcomponents members only to reduce buckling length. This compcment shall not be placed in any TC Dead 10.00 psi Rep Mbr Bnd 1.15 75.110 St. Charles pl., ate -11A envimmnent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate conmion. Fabricate, handle. install - BC Live o:oo pet o:Cspaang 2- o- o Palm Desert, CA. 92211 and brace this truss in eccordama with the following standards: 'Joint and cuWng Detail Reports available as output from rruawal software, Phone (760) 341-2232 ANSI/[PI L, WTCA (' - Wood Twists Council of America Smnderd Design Resp msibilities HANDI1NGQdSTALL[NG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-- ut-91 SUMMARY Sm3ET by BC Dead 10.00 psf Design Spee UBC -67 Fax # (760)341-2293 (wB--91) and TPI. TheTruss Plate Institute (TPI) is located at DOnofrio Drive, Madison,.Wisconsin33719: The American Forest and Paper, Association (AFPA) is located mol 1 19th Street, NW,i'Ste 800, Washington, DC 20036: TOTAL 40.00 psf Satin T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: C11 Qty: 1 Drw : 'RO x -LOC Asko SIZE REOID TC 2x4 SPY 16507-1.58, plating open t ANSI/TPI - 1995 UPLIFT REACTION(S) 1 42- 0-12 Soo 5.50• 1:50• BC 2z4 SPF 16507-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 --64 lb 2 54-.1- 4 500 5:50• .1.50• USE 2x4 BF STUD KULTIPLE LORD CASE8. Support 2 -58 lb Me RapolasieatrrS shorn are basad ONLY Loaded for 10 PSY tion -concurrent BOLL. PLATS VALUES PER ICBG R88EARCR REPORT #1607. This truss in designed using the the truss material at:.each bearing Bad verticals designed for axial loads only. Drainage.muet be provided to avoid ponding. UHC -97 Code. Extensions above or below the truss profile Bldg Enclosed . yes, importance Factor . 1.00 TC FORCE AIL HND COI (if any) require additional consideration Trues Location . End Zone 1-2 -495 0.00 0.43 0.43 (by others) for Noris. loads on the bldg. Hurricane/Ocean Line . No , Exp Category," C 2-3 -4 0.00 0.43 0.43 Bldg'Lengt:h . 40.00 ft, Bldg Width . 54.29 ft !dean roof height o 11.67 ft, mph 80 BC FORCE ArL saD CSI. UBC Special Occupancy, Dead Load . 17.0 psf 4=.5 -2 0.00 0.20 0.20 5-6 534 0.05 0.20 0.25 Iran FORCE COI Was FORCE Cox 1-4 -457 0.20 2-6 -614 0.57 1-5 567 0.20 3-6 -139 0.04 2-5 -141 0.04 t t 8_0-8 Or 25 SA II -11 � 12-" 3 3-7-9 4�" S lip 12-64 ; 41-10-0 EJB 4 5 8 5s-aB' -2 � X8204 � All plates are 20 gauge Truswal Connectors unless p. ad by "Mx" for HS 20 gauge or "H" for i8 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.. ® WAL NINU Read all notes on:this sheet and,give a copy of it to the Erecting Contractor. This design is for m individual building canpanent not truss, system. It has been based on specifications provided by the canponent nusufwturer and done in ams. dmce with &e current versiom of TPI and APPA design sundatd�., No respOnnUity is amuraW'for dimensional =ur"7. Dmoensions T R U S S WO R KS � m be verified by the corttponentmanufacanet andfa building designer prior fabrication. The building designer must watain that the loads uol(md on this design meta exceed the loading iapaned by the local building cc&and the particular. application. The derign assunxs that the top chord A Company You Can Trussl is laterally.brs«a by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly atwhed unless otherwise nosed Bracing shown is for lme+nl support of components membas only:m reduce buckling length. This component shall not be placed in soy 75-110 St Charles p1. Ste -11A environment that will came the moisture contentof.the wood to exceed 19% and/or cause cormator plate corrosion. Fabricate; handle, install Palm Desert, C CA. 92211 end baxx tho trues in accordance with the following standards Joint and Cutting Detail Reports available as output Cion .Tnxsssal software', ANSMI I', VTCA I'- Wood Truss Council of America Standard Deign-Responsibitities nWDLING INSTALLING AND BRACING METAL Phone (760).341-2232 PLATE CONNECTED W006 TRUSSES' - (HIB -91) and HB -91, SUMMARY SHEET by TPI. The Truss Plate Institute (TPI)'is located atDYOnofrio Drive, Fax. # (760) 341-2293 Madison, Wisconsin -53719. The AmericanTorest andPaper Association (AFPA) is located at 11 l l 19th Strew, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: STEV Dsgnr.,MIKE TC Live 20.00 psf TC Dead 10.00 pat BC Live 0.00 put BC Dead 10.00 psf TOTAL 40.00 psf MAX DRMCTION (span) r L/999 IN 1®S5-6 (LIVE) L. -0.,04• D" -0.04- T" -0101- 6_64 01- X = aoint.Lodations ..... 106 0- 0- 0 4 0- 0. 0 2 6- 6- 6 5 5- 8- 2 3 12- 6- 0 6 12- 6- 0 U 1`d•�1� �r 1` X11'1 T � �PQ1.tifc s�aTE of 0 2pp4 6/9/2004 Scale• am =V WO: 04621 DurFace L=1.25 P=1.25 Rep Mbr and 1.15 O.C.Spocing 2- 0- 0 Design Spec UBC -87 Seqn T8.412 - 0 CHERRY PLAN -PGA WEST Truss ID: C12 RO x -LOC REACT SIZE M'D TC 2x4 SPF 16508-1.58 1. 42- 0-12 500 5.50• 1.50•' EC 2X4 SPF 16508-1.5E 2 54- 1- 4 500 5.50• 1.50• WES 2*4 HF STUD _WO REOUXASIMti'S shown are based ONLYGEL SLR 2x4 UP STUD =, the truce material at each bearing Drainage must be .provided to avoid ponding. End verticals designed for axial loads only.. TC FORCE Aar. END C91 Extensions above or below the trues profile 1-2 =495 '0..00 0.43 0.43 (if any) requireadditional consideration 2-3 -4 0.00 0.43 0.43 (by others) for Noris. loads on the bldg. BC FORCE Aar. END CSI 4-5 -2' 0.00 0.20 0.20 5-6 534 P. 0.20 0.25 -- SEB FORCE Csi tree FORCE CSI 1-4 -457 0.20 2-6 * -614 0.57 1-5 567 0.20 3'-6 -137 0.04 2-5 -141 0.04 Plating spec s ANSI/TPI - 1995 THIS DESIGN IS TSI COMPOSITBRESULT OF MULTIPLE LOAD CASTS. PLATS VALUES P_IR ICBO RRSBARCE REPORT 01607. Loaded for 10 PSF non -concurrent BCLL.. 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. 1 UPLIFT REACTION(S) t Support 1 -64 lb Support 2 -58 lb This truss is designed using the UBC -97 Code. Bldg Enclosed • Yes, Importance Factor • 1.00 Truss Location . End Zone Hurricane/Ocean Line • No , Exp Category - C Bldg Length . 40.00 ft, Bldg width 54.29 ft Mean roof height . 11.67 ft, mph. . 60 USC Special Occupancy, Dead Load;" 17.0 psf MAX DEFLECTION (span) r L/999 IN MEN 5-6 (LIVB) L- -0.04" D. -0.040 T-0 Joint Locations -e.-- S." 12.8.0 1 0- 0- 0 4 0- 0= 0 2 6- 6- 6 5 5- 8- 2 3 12- 6- 0 6 12- 6- 0 2 3 Or 25 34 GAR�� `'p rn -UF U1 Lu_ �v f "_0 4-" SIP 34-7 3-74 a LU LA Lu Ffl 111 t s -a -a 344 12.6-0 SUN 1� 41.10.; TYPICAL PLATE: 1.5-3 STUB 4 5 6 6/9/2004 541-2 All plates are 20 gauge Truswal Connectors unless preceded by "Wrior HS 20 gauge or "H' for -1s gauge, positioned per Joint Detail Reports available from r tewal software, unless noted. Scale: 8/8" =1' WARNING Read all notes on this sheet and give a copy of it`to the.Erecting Contractor. Eng. JOb:,.EJ. WO: B4621 ® This design ie.for an individual' building component not truss rystern. It has been based on specifications provided by the component manufacuuer Chk:' STEV and done in aaardaaae with the current vasions of TPI and AFPA design standards: No rapozWbilityis assumed for & msional accmxy. Dimensions DS nr. MIKE amtp�e�;6edbythe�,nnentmanu,�rtrandirbuildingde prier.tnfas;caao4. Thebuildingdesignermustascer�nthatdieloa� g TC Live 20.00 pelf DurFaea L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the Iaadingunposad 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 botemn chord is laterally braced by a rigid t6ead ng material directly asaehed, unless otherwise noted Bracing shown b.for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 pelf Rep Mbr Bed 1.15 T5-110 St Charles pl. ste-11A environment that ovill cause the moisture content of the wood to exceed 1-9% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 f ps O.C.Spacing 2-0-0 Palm Desert, CA. 92211' and brace lana taw m accordance with me fouow ling standards: )matt and cutting Derail Reports available as output from Tnawal softwaW 'ANSVIPI' 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL: BC Dead 10.00 p8f Design Spee USC -97 Phone .60) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (M&91) and 71113-91 SUMMARY SHEET by TPI. The Taw Plate Institute (TPI) is located at D'Onofrio Drive, Fax # ( 6O) 341-2293 Madison, wiscon in 53719. The American Forest and Paper Association (APPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 pSf Segn TGAA2 . 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: D1 I --TAC REACT SIZERSQ'D 1 2-10-12 1053 51.50- -1.51• 1 18- 9- 4 1053 5:50- 1.51• RO REQUIRSKENT9 shown are based ONLY the truss material at each bearing TC FORCE AILEND CSI 1-2 4 0.00 0.33 0.33 2-3 -.2146 0.04 0.41 0.45 3-4 -2426 -0.05 0.48 0.53 4-5 -5 0.00 0.48 0.48' SC. .FORCE AIL ,meq CSI 6-7 'r636 0.16 0.26 0.43 7-8 2702 0.27 0.42 0.70 8-9 2082 0.21 0.41 0.63 WED FORCE CSI MSB FORCE CEI 1-6 -96 0.04 3-8 -317 0.21 2-6 =1867 0.52 4-8 496 0.17 2-7 688 0.24 4-9 -2226 0.76' 3-7 -633 0.42 5-9 -183 0.04 TC 2x4 SPF 1650F-1.58 BC 2x4 SPF 1650P -1.5E WED 2x4 HP STUD 3x4 SPF 1650F-1.52 4-9 GBL BLR 2X4 HF STUD .Loaded for 10.PSV non -concurrent BCLL. 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+1 indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the memberat 631intervals. 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.. T "-oT �.61 il 4-7-0 4.7-0 1 r2 ®web bracing required at each location shown. See standard details (73:01087001-001). Plating Spec r ANSI/TPI - 1995 THIS DESI037 I9 THE COMP08_ITB ,RESULT OF MULTIPLE'LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT $1607. Drainage must be provided to avoid ponding. and verticals designed for axial loads only. Extensions above or below the truss profile (if -any) require additional consideration (by others) for horis. loads on the bldg. 7.3-0 7-" 1140-0 19-11-0 3 4 0� 1 7-" _1 28-0.0 5 3=8 3.8 28.4-0 2.8� STUB 6 7 8 9 77-0_0 83-0 9.8-0 7-0-0 168.0 26.4.0 urwg- UPLIFT REACTION(8) Support 1 -87 lb Support 2 -81 lb This trues is designed using the UBC -97 Coda. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - *o , Rxp Category - C. Bldg Length - 40.00 ft, Bldg Width - 29.00 Pt Mean roof height - 11.41 ft, mph - s0 UBC Special Occupancy, Dead Load - 17.0 psf Ta T 4 SHIP Ma DEFLECTION (span) t L/999 IN MM 8-9 (LIVE) L- -0.201 D- -0.201 T- -0 -- Joint Locations - -1 0. 0- 0 6 0- 0--0 2 4- 7- 0 7 7- 0- 0 3 11-10- 0 8 16- a- 0 4 19- 1- 0 9 26- 4- 0 5 26- 4- 0 TYPICAL PLATE: 1.5-3 6/9/2004 All plateware 20 gauge Truswal Connectors unnlesss� pre�cedad by'NIV for HS 20 gauge or'H' for 18 gauge, positioned per Joint Detail Reports available from Trumal software, unless noted. Scale: 3118- =1' Wi4n.l An►GT Read all notes on this sheet and give a copy of it to the. Erecting Contractor. Eng.. Job:.EJ. WO: 84821 ® Than design is for an individual building component not erre rystem. It has been based m specificmions provided by the component manufacturer Chk: STEV and done in accordance with the current versions of TPI and AFPA design stasdads. No responsibility is assumed for dimwional'acrmacy. Dimensieas TRUSSWORKS aembeveri ed the tmanuf�n°a�orbuil� b3 canponen ng designer prior b fabrication• The binldisg desigdx mustatoatain that the loa& nr.MIKE unlized,onthis design moot a exceed the loading imposed by the local building code and the particular application. The design aroma elms the top chord TC Live 20.00 psf DUrFees L=125 P=125 A Company You Can TrusBl u haeroly braced by the roof w floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly anached, unless otberwise -Dead noted Bracing shown is for lateral support otownponenm members only to reduce budding length. This component shall not be place in any TC 10:00 p8f Rep Mbr Bnd 1.15 75-110 St Chanes pl. stn -11A envirannxnt tb"'ill cause the moisture cvntmt of the wood to exceed 19% and/or cause connector ate corrasion. Fabricate, handle, install brave in 'Joint BC Low o.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 Phone(760) 341-2232 and ttiia,tt,ua accordmn« with thdfoQgwing standards: and cutting Detail Reports available n output from'Tnerwal software, ,ANsiri I I,, wr'CA I, - wood.Tnua Council of America Standard Design Rtsponn'bilit m UkNDLQVG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' MB SUMMARY Mnofrio BC Dead 10.00 psf Design Spec USC -97 Fax # 0) 341-2293 - (11111-91) and -91 SHEET by TPI. The Truss Plate I stitutc (TPI) is located at Drive, Madison, Wisconsin 53719. The American Foust and Paper Association (AFPA) is located at 1111 19th Strut, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Sean T6.4.12 + 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: D2 QW: 1 Drava: 0 x -LOC REACT BIER Rap•D 1 2-10-12 1053 5.50• 1.51• 1 28- 9- 4 1053 5.50• 1.51- o RB=RR30NTS shorn are .based ONLY the trues material at each Dearing ?CFORM A2L END COX 1-2 4 0.00 0.33 0.33 2-3 -2146 0.04 0.41 0.45 3-4 -2426 0.05 0.48 0.53 4-5 -5 0.00 6.48 0.46 BC FORCE ARL RN? C91 '6--7 -1636 0.16 0.26 0.43 '7-8 2762 0.27 0.42 0.70 B-9 2082 0.21 0.42 0..63 LIES FORCE C81 WEB FoRCs cor 1-6 -96 0.04 3-8 -317 0.21 2-6 -1867 0.52 4-8 496 0.17 2-7 688 0.24 4-9 -2226 0.76 3-7.633 0.42' 5-9 -183 0.04 TC 2x4 SPH 16507-1.59 Web bracing required at each location shown. UPLIFT REACTION (9) : BC 2x4 SPH 16507-1.58 ® Hae standard details (72:01087001-001). Support 1 -87 7b WEB 7x4 BF STUD Plating Spec r ANSI/TPI - 1995 Support 2 -81 lb 7x4 SPH 16507-1.53 4-9 THIS DESIGN I8 THE COMPOSITE RESULT 07 This truss is designed using the PLATE VALUBS PSR ICBO RESEARCH REPORT #1607. KULTIPLE LOADS CASES. USC -97 Oode. Drainage must be provided to avoid ponding. Loaded for 10 POF non -concurrent SCLL. Bldg Enclosed " Yeo, Importance Factor " 1.00 End verticals designed for axial loads only. Truss Location - End Zone, Extensions above or below the truss profile Hurricane/Ocean Line No , Ecp,_Category_- C (if any) require additional consideration Bldg Length a 40.00 ft, Bldg Width " 29.00 ft (by others) for horiR. loads on the bldg. Mean roof height " 11.41 ft, mph a 80 UBC Special Occupancy, Dead Load- 17.0 pof T 44;-oT �11 47-0 -1 7-" -i 7.1.0 73-0-i 4=7-0 11-10-0 19-1.0 26-4.0 1 2 3 4. 5 0� N= DEFLECTION (span) r 16/999 IW I= 8-9 (LIVE) _16= -0.20" D" -0.20- T" -0 " Joint Locations "1 0- 0- 0 6 0- 0��0 2 4-7-0 7 1-0-0 3 11-10- 0, 8 16- 8- 0 4 18-'1- 0 9' 26- 4- 0 5 26- 4- 0 r ,� o * Q G1�g9 'AID - 3-8 3-8 I 26.4-0 2-8-0 STUB 6 7 8 8 7-0-0 7-0-0 941-0 16.8-0 941-0 28.4.0 6/9/2004 6/ 9/2004 All plates are 20 gauge Truawal Connectors unless by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detall.Reports avallable from Tnrswal software, unless noted. Scale: 3119",- 11 rpAreTceded r►'.fj"I Y G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B4621 T R U S S WO R KS A Company You Can Trussl This design is for an individual building component not truxi system. It 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 dimanionalaceruacy.. Dimensions are to be v .fed by the component mmmfacturer.a :dlor building designer prior to fabrication._ The building designer must ascertain that the looda utilised 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 Imelly braced by the roof or floor sheathing and the bottom chard is laterally braced by a rigid sheathing material directly attached ml exs otherwise noted. Bracing shown is for lawal,support of components members only to reduce buckling length. This,componemt shall not be placed in any Chk: STEV Dsgnr. MIKE TC Lha 20.00 psf TC''Dead 10.00 psf burFaee Ler12s �1 2s Rep Mbr.Bnd 1.15 75.110 SL Cherries pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax;#.(760) 341-2293 rnvimm ec" that wiu cause the moisture content of the wood to exceed 19% wWor taupe connector plate corrosion. Fabricate, handle: install and brace this S Mimuss in accordance with the following standards: joint and (ruing Detail Repeats available a9 output num Th awal software', AN'.'WI'CAI'-Wood Truss Council ofAnusiraStand" Design Responsibilities,ILKJDM NGINSTALCINGAMBRACING'METAL PLATE CONNECTED WOOD TRUES'- (H]B-91) and'His-91 summARY smEET by TPI.The Tnua plate institute (TYn is located at DDnonio Drive, Madison, Wisconsin.53719.. The American Forest and Paper Association (AFPA) is located at 1111 19th Stmt, NW, Ste 900, Washington, DC 20036: BC Live O.OD psf BC Dead 10.00'psf TOTAL 40A0 pef O:C.Spadng 2- 0- 0 Design Spec UBC47 Satin T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: D3 Qty: 5 Drwa: )RD x -Loc REACT 8122REO'D 1 4-10-12 1142 3.50 . 1.50' 228- 9- 4 976 5.50" 1.50• R80VIRea0DZT6 shown are based ONLY in the truss material at each bearing TC FORCE A2L BCD CBI 1-0 -82 0.01 0.05 0.05 1-3 -81 0.01 0.31 0.37 3-4 -2098 0.03 0.41 0.45 4-5 -1991 0.03 0.49 0.52 5-6 -5 0.00 0.49.0.49 BC FORCB AXL BMD -CSI 1-6 6 0.00 0.11 0.21 8-9 968 0.09 0.22 0.31 9-10 2291 0.34.0.19 0.51 0-11 1885 0.19 0.18 0.47 113BFORCB CSI 1® FORCE Cox 1-7 -108 0.05 4-9 -388 0.10 1-8 111 0.03 4-10 -326 0.34 2-8 .116 0.03 6-10 310 0.11 $-8 -1272 0.35' 5-11 -2021 0.69 3-9 1146 0.43 6-11 -177 0.04 TC 2x4 SPF 16508-1.58 BC 2x4 SPS 165OF-1.58 MBB 2x4 EF STUD 2x4 BPF 16508-1.58 5-11 PLATE VALUES PER IC80 RESEARCH REPORT #1607. Drainage Reset be provided to avoid ponding. T 4$-0T 1 2-2-12 22-12 ®Nab bracing required at each location shown. See standard details (TE01087001-001). Plating spec s ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent'BCLL.. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horis. loads on the bldg. 1TV. 7.3-0 7_1-0 7-3-0 11-10-0 19-1-0 26.4-0 1 2 3 4 5 6 0� - UPLIFT R13ACPION(S) r Support 1 -95 ib Support 2 -74 lb This truss is designed using the. UBC -97 Code. Bldg Enclosed - Yee, Importance Factor - 1.00 Truss Location - End 2oae Hurricane/Ocean Line - NO Etep Category - C Bldg Length - 40.00 !t, Bldg Width 99.00 ft Mean roof "height - 11.41 ft, mph - 80 UBC Special Occupancy, Dead Load a 17.0 pef_ 26.4-0 1 2." STUB 7 8 9 10 11 22-12" 8-0-7 8-0_7 8-0-7 2-2-12 104-3 18.3.8 26-4-0 SURE DEFLECTION (Span) . L/999 IN MEN 9-10 (LIVE) L- 0.13- D- 40.13" Ti- -0 27' MAS DEFLECTION (cant) s_ L/999 IN NXX 7-S (LIVE) L- 0.02- D. 0.02.• T- 0 05' -- Joint Locations - A a- 0'- 0 7 0- 0- 0 2 2- 2-12 8 2- 1-12 3 4- 7- 0 9 10- 3- 3 4 11-10- 0 10 18- 3- 9 5 19-1- 0 11 26- 4- 0 6 26- 4- 0 T v 3-1-4 4-B 0 SHIP 1IT foh Vo 0�O 6/ 9/2004 All plates are 20 gauge Truswal Connector} unless preceded by 'NW for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detall Reports available trom'Truswal software, unless noted, Scale: X16" q 1' WARNING Read all notes on, this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 64621 ® This design is for an individual building component not truss, system It kiss baa baud on specifications provided by the ca. eat tnaeuIsctser Chk SM and dame in accordance with the current versions of TPI and AFPA design standards. No responsibility u assumed for dunetuional wcum y. Ihaxnsions MIKE are toeeverifieabytheeo�eafmaaa> �Aorbwldagdesignerpriorta,>br;emoo. Timbuildiogdesignermanase�rtbatthel� nr. � - TC Live 20:00 psf Durf nes l e125 N125A TRUSSWORKS utilized on iMs design mat or exceed the lmding,huposed by the local building code and die particular application The design assumes that the top chard Company"You Can Truss! is laterally braced bor toy roof or flow sheathing and the bosun chord is laterally braced by a rigid sheathing matesial directly attached unless otherwise noted Bracing shown is for lateral support of wsrnponents rnembets only to reduce buckling length. This componont'shall not be placed in any TC Dead 10.00 psf Rep Mbr End 1.15 75-110 St Charles pl. rte -11A environment that will cause the tnastu t content of the wood to exceed 19% andlor cause connector plate cons on. Fabricate handic ivalall. following 'Joint BC Lire coo psf O.C.Spacing 2- a o Palm Desert, rii�, 92211 � �e �s tress nt;a000rdana with the standards: and Cutting Detail Reports avanlable.as output fran,'fruewal software', ANSUTPI I','WTCA i' - Wood Truss Council ofAmaica Standard Design Responsibilities, 'HANDLINQINSTAU JNG AND BRACING METAL BC Dead 10.00 psf Design Spec OBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HI$91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPR is located at D Onohio Drive, -Fax,# (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Papa Association (AFPA) is located at 11 f 119th Street, NW, See 800, Washington; DC 20036, TOTAL 40.00 pSf %qn T6A.12 - 0 [Job Name- CHERRY PLAN -PGA WEST Truss ID: D4 Qty: 1 Drwa: r -Loc RSttCT BisR aBQ-D 1 0- 2-12 1160 5:50• 1.66- 2 28- 9- 4 1160 5.50- 1.66! MG RRQUXRMV=8shown are based ONLY the truss material at each bearing TC FORCR AEL MM CSI 1-2 5 0.00 0.47 0.47 2-3 -3017 0.08 0.47 0.55 3-4 -2797 0.06 0.48 0.55 A-5 =5 0.00 0.48 0.48 SC FORCE AEL END CSI• 6-7 2616 0.26 0:38 0.65 7-8 3307 0.49 0.36 0.76 8-9 2333 0.14 0.39 0.63 MO 'FORCE CSI WHO Fox® CSI. 1-6 -178 0.08 3-8 -.586 0.39 '2-6 -1766 0.92 4-8 659 0.23 2-7 534 0.19 4-9 -2500 0.86 3-7 -333 0..22 8=9 -179 0.04 TC 2x4 SP; 1650;-1.58 SC 2x4 8PF 1650;-1.58 WHB 2x4 OF STUD 2x4 SP; 165OP-1.5B 6-2, 4-9 GBL BLit 2x4 HF' STUD Loaded for 10, POP non -concurrent SCLL. 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 ysf live load and 10 pef 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.(Cambination axial.plus beading). This trues 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. T 46-0T 12S0 1 7.3-0 T-3-0 2 ®Web bracing required at each location shown. Bee standard details (TE01087001-001). Plating specs ANSI%TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OP MMTIHLB LOAD CASES. PLATS VALUES PER ICEO RESEARCH REPORT 01607. Drainage must be provided to avoid ponding. /tad verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horis. loads on the bldg. T -M 7-M 7-" 146-0 21-941 29-0-0 9 4 5 3.8 3-8 29-0-0 UPLIFT REACTION(8) support 1 -87 lb Support 2 -81 lb This truss is designed using the UBC -97 Code. Bldg Baclosed - Yes, Importance Factor - 1.00 Truss Location - End gone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 29.00 ft Mean roof height - 11.41 ft, mph80 UBC Special Occupancy, Dead. Load - 17.0 Def T T 46:0 3-1.4 SHIP 11 MAX DSYLBCTION (span) : L/999 IN MM 7-8 (LIVE) L. -0.251 D--0.25- T- - -1 - Joint Locations = 0- 0- 0 6 0- 0--0 2 7- 3- 0 7 9- 8- 0 3 14- 6- 0 8 19- 4- 0 4 21- 9. 0 9 29- 0- 0 5 29- 0- 0 This design is for an Individual building component not teas system It hes been based on specifications provided by the comet manufacturer Chk: STEV 53 '0 GOB �. OR V10S 6 9 9 _o 9-8-0----1 9-8-0 , 9-8-0 1 u zoos 9-6-0 19.4.0 2941-0 N TYPICAL PLATE: 1.5.3 10 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detall Reports available from Truawal software, unless noted. Scale: 5/32" - T WARNTNG Read all notes on this sheet and give a copy of it to theBrecting Contractor. Eng. Job:.EJ. WO: 84621 This design is for an Individual building component not teas system It hes been based on specifications provided by the comet manufacturer Chk: STEV wilt the current version of TPI r nd APPA derigs dimensional eccurM. Dimensions and done standards. No responsibility is assumedfor in aomented Dsgnr. MIKE R U S S WO R KS by the component manufacturer anrdance me to be verified building designer prior to fabrication, The building designer must ascertain that the loads TC Live 20.00 psf DurFacs La1.25 P-125 T utilized o ibis design meet or exceed the loading imposed by,the loacode and building coand the particular application. The design assumes that the top chord A Company You Can Truss/ is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid shadning material directly.trached, unless otherwise noted. Biasing shown is for lateral support of oompo nerds members only to reduce buckling length. This component shall not be placed in my TC Dead 10.00 psi Rep Mbr 8nd 1.15 75-110 St, Chanes pl. sts-11A environment that will cause the moistme content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate; handle, install sc Live 0:00 psf o.c.spaeing z -:o- o Palm Desert, CA. 92211 and brace this t� in �o�an« with dee following standards: 'Joint and Cutting Demi _Reports awdlable as output freer Traawwal software; 'ANSLrM Phone (760) 341-2232 1', VTCA r - Wood Truss Council of Ameria'Standard Design ResponsiM7ities,-HAMUNG INSTALLING AND BRACING METAL PLATE CONNECTED T[111-91 SUMMARY SHEET TPI. SC Dead 10.00 pat Design Spee USC -0 Fax # (760) 341-2293 WOOD TRUSSW -(MB-91) and.by The Truss Pine Institute (TPI) is located at Mnofrio Drive, Madison.Visconsin 5-3719. 'lhe Amerism f rest and Papm..Association (AFPA)'is located 'st I I 119th Street, Nw, Ste*, Washington,'DC,20036. TOTAL 40.00 pit Segn TBA.12-- 0. Job Name: CHERRY PLAN -PGA WEST Truss ID: D5 Qty: 10 Drw RO x -Loc REACT 81xB MID TC 2x4 SPF 165OF-1.5B Web bracing required at each location shown. UPLIFT RBACTION(S) t 1 0- 2-12 1160 5.50• 1.66• BC, 2x4 SPF 16508-1.58 ® See standard details (TX01087001-001). Support 1 -87 lb 2 28- 9- 4 1160 5.50• 1.66' WEE 23:4 HF STUD Plating spec t ANSI/TPI - 1995 Support 2 -81 lb IRG RBpUIRSKENTS shown are basad ONLY 9x4 SPF 16507-1.55 6-2, 4-9 THIS DESIGN IS TBS COMPOSITE RESULT OF This truss is designed using the In the truss material at each,.bearing PLATE VALUES PER.ICSO 229HAA CH REPORT 91607. MULTIPLE LOAD CASES. USC -97 Code. 5 29-- Drainage must be provided to avoid ponding. Loaded for 10 PSP non -concurrent BCLL. Bldg Enclosed - Yea, Importance Factor - 1.00 Tc FORCE AXL am CSI 75-110 St. Charles pl..ste-11A End verticals designed for axial loads only. Truss Location - End Sona 1-2 5 0.00 0.47 0.47 Perim Desert, GA. 92211 rt, Phone (760) 341-2232 Extensions above or below the truss profile Hurricane/Ocean Line - NO , Exp Category.- C 2-3 -3017 0.08 0.47 0.35 (if any) require additional consideration Bldg Length - 40.00 Pt, Bldg Width -. 29.00 ft 3-4 -2792 0.06 0.48 0.55 Fax # (760) 341.2293 (by others) for horis. loads on the bldg. Mean roof height . 11.41 ft, mph - 80 4-5 -5 0.00 0.48 0.40 USC Special Occupancy,.Dead Load - 17.0 psf BC FORCE ARL MM CSI 6-7 2616 0.26 0.3E 0.65 7-83307 0.49 0.26 0.76 8-9 2333 0.24 0.39 0.63 1718 FORCEC82, Was PORCH COI-. 1-6 -178 0.08 3-8 -586 0.39 2-6 -2766 0.92 4-b 659 0.93 2-7 .534 0.19 4-9 -2500 0.86' 3-7 -333 0.22 5'-9 =179 0.04 T OT 112-0-0 yf1 73.0 7_3.0 73.0 7-" 1441-0 73-0 143.0 21-9.0 29-0-0 1' 2 .3 4 5 O.25 3-8 3-8 29-0-0 8 7 8 8 9.8-0 9.8-0 9.8-0 04-0 19-4.0 29-0-0 MAX DEFLECTION (span) .t L/999 IN NSM 7-8 (LIVE) L- -0.25• D- -0.25- T- -0 -- Joint Locations -1 - 0- 0- 0 6 0- 0--0 2 7- 3- 0 7 9- 8- 0 -3 14- 6- 0 8 19- 4- 0 4 21- 9- 0 9 29- 0- 0 5 29-- 0- 0 n0ted. Bracing shown is for lateral support of cmnponerrer members only to reduce bucidinilesgth. This component ahall'not be placed in any TC Dead 10.00 paf Rep Mbr Bnd 1.15 0 T , 1 I SHIP 11 C 'IS rE of CP J 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by -MX- for HS 20 gauge or -H- for 16 gauge, positioned per Joint Detail Reports available from Truslltal software, unless noted. Seale: St32- a 1' ►YARNING Read all notes on this sheet'and give a copy of it.to'the Erecting Contractor. Eng. Job.EJ. WO: 64621 ® This design is for an individual building component not truss sy am It has been based on spec;ficatiaa provided b y the component manufacturer Chk STEV and done m accordance with the currant versions of TPI andAFPA design standards. No respormbi'lity is assumed for dimensional accuracy. Dimension Degnr. MIKE T R U S S WO R "`alito be verified by the compo ant manufaoner and/or building designer prior oto fabrication. The building desrignc must ascertain that the loads TC Live 20.00 psf DurFacs Ler1.25 P=1.25 KS azed on -this design mat or exceed the loading imposed by the local brrildms Code and the particular application. The design assumes that the top chard A Company You Can Trussi is laterally braced by roof or floor.shcathing end the bottom chord is laterally braced by a rigid sheathing material dsoerly attached, unless otherwise n0ted. Bracing shown is for lateral support of cmnponerrer members only to reduce bucidinilesgth. This component ahall'not be placed in any TC Dead 10.00 paf Rep Mbr Bnd 1.15 75-110 St. Charles pl..ste-11A envwomnern that will cause &a moi;tme content of the wood to exceed 19% and/or cause cmmactor plate corrosion. Fabricate, handle, install brace Desai( BC Live 0.00 f ps o.c.spae(ng 2• o- o Perim Desert, GA. 92211 rt, Phone (760) 341-2232 and thixtmw in accordance wiih the following standards: Joint and Cutting Reporn'evsilable.a, output frmat Truawal software, 'ANSMI 1' VTCA 1' - Wood Tnres Council of America Standard Design Responsibilities. MANDLING INSTALLING AND BRACING METAL PIATE SC Dead 10.00 paf Design Spee UW47 CONNECTED WOOD TRUSSES'- (HIB -91) and:UB-91 SUMMARY SfMErr by TPI. The Teas Plate Institute (TP1 ),is90eated at DbOoofrio Drive, Fax # (760) 341.2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf St1gn T6,412 - 0 [Job Name: CHERRY PLAN -PGA WEST Truss ID: D5DRAG Qtv: 1 Drwa: o x -LOC REACT SIZE MID 1 0- 2-12 1071 S.50■ 1.53- 2 14- 0- 4 207 6.50• 1.50- 3 28-10- 4 3076 3.50■ 1.54• 0 REQUIREMENTS shown are based ORLY the truss material at each hearing ITC FORCE AEL EBD CEI 1-2 716 0.00 0.52 0.52 2-3 -2541 o.01 0.52 0.55 3-4 -2395 0.03 0.54 0.57 4-5 -726 0.00.0:54 0.54 BC FORCE AZL EM CSI 6-7 5205 0.38 0.41 0,.79 7-0 4435 0..60 0.40 0.99 7-8 4242. 0.66 0.40 0.99 8-9 5341 0.45 0.45 0.89 NEB FORCE CEI was FORCE Cox 1-6 -177 0.08 3-8 -1290 0.85 2-6 -2911 0.81 4-8 1097 6.36 2-7 1099 0.35 4-9 -1595 0.93' 3-7 -1231 0.81 5-9 -175 0:04 TC 2x4 SPF 16508-1.53 BC 2x4 SPF 2100F-1.89 2s4 SPF 1650F-1.52 7-8' WEB '3x4 EF STUD 2x4 SPF 1650F-1.58 6-2, 4-9 Loaded for 10 PSF non -concurrent BCLL. Install interior support(s) before erection. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for hori:. loads on the bldg. T 0T 2-0 0 11 74-0 74-0. ®web bracing required at each location shown. Sea standard details (TIO1087001-001). Plating spec a ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICSO RESEARCH REPORT 01607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. + +.+ + + + + + + +--+ + + + ++ +.++ + + + Designed for 5.8 E lbs drag load applied evenly along the top Chord to the chord ea. hearing (unless noted), concurrently with dead + 0 6 live loads. D.F. - 1.33 Boris. reaction - 5.8 I lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown'. + + + + + + + ♦ + + + + + + + + + + + + + + 74_0 7-3-0 14$0 21.0 1. 2 3 4 0.2 7_-3.0 '26-0-0 5 6 7 6 6 9.8-0 6-6-0 941-0 6-6.0 16.4-0 29-0-0 UPLIFT RBACTION(S) r Support 1 -86 lb Support 3 -801b This truss is designed using the UBC -97 Code. Bldg Enclosed - Teo, Importance Factor - 1.00 Trues Location - End Zone Hurricana/Ocean Line -.No , Exp Category - C Bldg Length - 40.00 ft,. Bldg Width - 29.00 ft mean roof height - 11.4.1 ft, mph - 80 DEC Special Occupancy, Dead Load - 17.0_psf T T 4�6-0 SHIP -- Joint Locations - -1 0- 0- 0 6 0- 0--0 2 7- 3- 0 7 9- 8- 6 3 14- 6- 0 8 19- 4- 0 4 21- 9- 0 9 29- 0- 0 5 29- 0- 0 1a OF /\j ® ^Q04 OVER 3 SUPPORTS 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for He 20 gauge'or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: SW Is V II AR Y.11 Y G Read all notes on.this sheet and give a copy of it to the Erecting Contractor. Eng. Job; EJ. WO: 84621 ® This design is.for an individual bwlding oornponent not Iran system. It has hem bawd on specifications provided by the component manufacturer Chk: STEV and done in asowdmcemith the curves versions of TPI and APPA desigi standards. No respondbility u assumed for dimanioaal accuracy. Dimensions Dsgnr. MIKE �'RUSSWORKS wetobeverifedbytheco ponentmanufae�a�,orbuild gdesignerpriWto�;eadea ThebuildingdesignQmustascettainthatthel�a at�adonthisdesignmeeti;raceedtheloadingimposedbythelocalbuildingcodeandtheparticuularapplication.11mdesigtai tlatthe top chord TC Live 20.00 psf DurPeG6 1: 125 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the batt® chord's laterally braced by a rigid dimthing material directly attached, unless otherwise noted. Bracing showo is for lateral rapport ofcoarMpnnmts membaa only to reduce buidding length. ibis compxnem sball not beplaeed in any TC Dead 10.00 pef Rep Mbr Snd, CIS 75.110 St. Charles pl. ste-11A eavaomnmt that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion: Fabricate, handle, install brace.mis following BC Live 0.00 pef O.C.Spacblg 2- 0- 0 Desert, Palm .Desert CA. 93211 Phone (760) 341.2232 and truce m accordance with the rtandut5:,'Joint and Cut" Detrol Reports available as output from Truawal software', 'ANSVrPI'1','WTCA 1' - Wood,Truss Council of America Standard Design Responsibilities, WANDLING INSTALLING AND. BRACING METAL PLATE CONNECTED WOOD -91) UM SUMMARY limn BC Dead 10.00 psf Design SPee UBC -97 Fax,# (760) 341.2293 TRUSSES' - (HIB and -91 by. TPI. The Truss Flute hsstitute (TPI) is located atD'Onofrio Drive. Mamma, Wiso=Hn 53719. The American Forest end Paper Association (APPA) is located at 1 i 1"1 19th Street NW, Ste goo, Washington, DC -20036. TOTAL 40.00 pat Satin TBA.12.- 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: D6 Qty: 1 Drw : RG a -IAC REACT Bias R8O-D 'TC 2x4 SPP 165OP-1.58 Plating Spec r ANSI/TPI - 1995 UPLIFT RSACrION(S) 1 0- 2-12 494 5.50• 1.50- BC 2x4 SPP 1650P-1.52 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 =24 lb 1 14- 0- 4 1224 5:50• 1.75• N88 2x4 BF STUD WILTIPL2 LOAD CASES. Support 2 -31 lb 3 28- 9- 4 1353 5.50• 1.93• 2x4 SPP 16508-1.52 2-10 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 3 -61 lb 4 41- 0- 4 349 1.511• 1.50- BRO BLS 2X4 BY STUD Loaded for 10 PSP non -concurrent BCLL. Support 4 -17 lb a RSQOIREIntrs sbcrn are based ONLY Install interior support(s), before erection. Nark all .interior bearing locations. This truss is designed using the the trues material at each bearing End verticals designed foraxial loads only. Drainage must be provided to avoid ponding. UBC -97 Code. Extensions above or below the truss profile Madison, Wisconsin 53719. The American Forest and Paper Associstiom (APPA) is located at 1711 19th Street, NW, Ste 900, Washington, DC 20036. Bldg Sncloeed - Yes, Importance Factor " 1.00 TC FORCE ARL BBD CSI (if any) require additional consideration Trues Location - End Zone 1-2 -711 0.00 0.49 0.50 (by othere)'for horiE. loads on the bldg. Hurricane/ocean Line - No , Exp Category - C 2-3 398 0.05 0.49 0.54 Bldg Length - 40.00 ft, Bldg Width - 41.08 ft 3-4 398 0.04 0.39 0.43 Mean roof lisight - .11.53 Et, mph 80 4-5 -396 0.60 0.39 0.39 ,. UBC Special Occupancy, Dead Load - 17.0 pe! 5-6 770 0.09'0:50 0:59 6-7 -265 0.00 0.50 0.50 BC FORCE ARI. BPD CEI 8-9 -4 0.00 0.20 0.20 9-10 731 0.07 0.33 0.30 0-11 452 0.02 0.23 0.26 1-12 -401 0.00 0:30 0.10 2'-13 261 0.62 0.23 0.26 MAX DEFLECTION (Span) r 3.14 17 0.00 0.23 0.23 L/999 IN MM 13-14 (LIVE) L- -0.05• D- -0.05" T- -0 9188 FORCE COI "BE FORCE CSI' 7-14 '96 0.05 4-10 -820 0.82 -1 - Joint Locations -- BE 4 -348 0.20 4-11 -183 0.04 or 0- o a 0- 0-0 1-8-437 0.19 5-11 702 0.24 1 6- 9- 9 9 6- 9- 1-9 751 0.26 5-12 -792 0.21 3 14- 0- 4 10 14- 0- 4 4 2-9 116 0.03 6-12 -1059 0.83 4 20= 4-12 1-1 21- 4-12 2-10 -1123 0.75 6-13 167 0.06 5 27- 2- 5 12 28- 9- 4 3-16 -389 0.08 7-13 274 0.10B-8� 7-2-11� 6.4-8 6-" "-9 7-1-1 6 33--11-15 13 34- 9- 6 649.9 1440-4 20412 27-2S 33-11-15 41-1-0 7 40= 9- 8 14 40- 9- S 2 s s 6 ARCH/ 0.25 GA T 4 -s -0T 12-0-0 1 8 9 10 11 12 13 14 641-9 7-2-11 7-4-8 7.4.8 6-0-2 6-3-10 6.8-9 144" 21412 2844 3449.6 41-1-0 �3y12¢a� SHIP Was ,6 71E STATE OF 1 P 6/9/2004 OVER 4 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by"MX' for HS 20 gauge or "N" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8' a 1' WARNING' Read.all notes on this -sheet and give a copy of it to the Erecting Contractor. Eng. Job: AJ. WO: 84621 This design is form individual.bui)ding component not truss system. It has been based on specification provided by the component manufact ar Chk: STEV and done in accordance with the current versions of TPI and AFPA design standards. No respmu Ixility. is assumed for dimensional securmy. Dimensions Dagnr. MIKE RU arc to be verified by the component manufacturer and/or building desigoc prior to fabrication. The bwl&, * designer mug ascertain tbat the loads TC Live 20.00 psf Dur>=ass L=1.25 P=1 ss T S SW O R KS udlizad an this design mat or exceed Uro loading imposed by the local building code and the particular application. The design assume that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is tetaally braced by a rigid sheathing material directly attached unlessotherwise noted. Bracing shown is for buccal support of eamponems_menbers only to reduce buckling length. This component shall not be placed m any TC Dead 10.00 psf Rep Mbr and 1.15 75-110 St. Charles pl. Ste -11A envnann ent that will cause the moisture content of the wood to «`Des 19%,sad/or cause connecter plate corrosion. Fabricate, handle, installBC and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Rep"Availake as output from Truswal software',. Lhre o:oo per o.0 spaung 2- o- o Palm Desert, CA. 92211 ANSI/[PI.1.'. WTCA I'- Wood Truss Council of Design Rapmnsibilities .'HANDLING INSTALLING AND,I3RACOIG METAL BC Dead 10.00 p8f Design Spee UBC -97 Phone(760) '341-2232 (HIB PLATE CONNECTED WOOD TRUSSES' - -91) and UB -91 SUMMARY SHEFr by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # 0) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Associstiom (APPA) is located at 1711 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL 40.00 psf Satin T8A.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: D7 Qty: 1 Drw : O a -DOC REACT SIZE RE4'D TC 2x4 SPF 1650P-1.53 Nab bracing required at each location shorn. UPLIFT REIICTION(S) :. 1 0- 2-12 367 S.so• 1. so: BC 1x4 SPF 16509-1.58 ® See standard details (72:01087001-001). Support 1 -94 lb 2 :i4- 0- 4. 2112 5.50• 3.07• NSB 2z4 BF STUD Plating epee s ANSI/TPI - 1995 Support 2 -75 lb 3 41- 0--4 930 1.50• 1.50- 2x4 SPF 1650F-1.58 2-10, 6-13 THIS DESI@r IS THE COMPOSITE RESULT OF Support 3 -35 lb _ RBOVZRBK3Wre shown are based ONLY BRO SIX 2z4 BF .STUD MULTIPLE LOAD CASES. Thio truss is designed using the the truss material at each bearing GBL BLE 2x4 HF STUD PLATS VALUES PER ICBO RESEARCH REPORT $1607. UBC -97 Code. and bran this truss in acoordence with the following standards: loin and Cutting Detail Reports available as output from Tnuwal software', ANSMI 1', VTCA V- Wood Truss Council of America Standard Design Responsibilities, U4NDL@1G INSTALLING AND BRACING METAL BC Dead 10.00 p8f Design Spee U8C-97 Nark all interior bearing locations. Loaded for 10 P89, nou-concurrent BCL&. Bldg Enclosed - Yes, Importance Factor - 1.60 'TC FORCE Aar. Bsn cal Drainage must be provided to avoid ponding. Install interior support(s) before erection. Truss Location - Had Zone 1-2 -424 0.00 0.49 0.49 End verticals designed for axial loads only. Gable verticals are 23c 4 web material spaced Hurricane/Ocean Line - No , EMP Category - C 2-3 1604 0.24 0.47 0::71 Extensions above or below the truss profile at 16.0 • o.c. unless noted otherwise. Bldg Length - 40.00 ft, Bldg Width 41.08 ft 3-4 1604 0.74 0.41 0.65 (if any) require additional consideration Top chord supports 44.0 - of uniform load Mean roof height - 11.53 ft, mph - 80 j-5 .-1386 0.02 0.35 0.37 (by others) for hdris. loads on the bldg.. at 20 pot live load and 10 put dead load. UBC Special Occupancy, Dead Load - 17.0 pat S-6 -1831 0.03 8.52 0.55 - _ Additional design considerations may be '6-7 -36 0.00 0'.54.0.54 required if sheathing in attached. [+) indicates the requirement for lateral Bc 'FORCE AzL mw bsi bracing (designed by others) perpendicular 8-9 -4 0.00 0.18 0.18 to the plane of the member at 63 -intervals: 9-i0 422 0.00 0.31 0.31 Bracing is a result of wind load applied o -ii e45 0.67 0.31 0.38 to member.(Combination axial plus .bending). 1-12 1917 0.17 0.48 0.65' This truss requires adequate sheathing, as 2-13 1636 .0:15 0.48 0.64 designed by others, applied to the trues face providing lateral support for webs. in MAX DRFLRCTION (span) r tin FORCE COX WHO FORCE CsI the truss plane and creating shear wall L/999 IN MEN 12-13 (LIVE) 7-13 787 0.32 4-10 -2546 0.98 action to resist diaphragm loads. Le -0.24• D- -0.24- T- -0 1133 -929 0.43 4-11 773 0.27 .3 1-9 -330 0.14 5-11 -674 0:39 - -- Joint rotations - 1-9 445 0.36 5-12-: 161 6.07 0--0 1 - 0- 0 B 2-9 9 66'0.69 6-12 370 0.13 6- 6 -9-9 9 6-9-9 2 6 2-10 -1711 0.92 6-13 -1757 0.71 3 14- 0- 4 10 14- 0- 3-10 -400 0.09 4 20- 4-12 11 22-11- 5 641-9 7.2-11 5 27- 2- 5 12 31-10- 7 6.48 8.9-9 6.9-9 7-1-1 6 33=11-15 13 40- 9- 8 tib 14-0-0 20.412 47-2-5 33-11-15 41-1-0 7 40- 9- 8 T 4.6-oT 12-64 1 1 2 3 4 5 6 7 Or 25 a 41-1-0 �s 16 9 10 11 12 13 ; 6-" -i 7-2-11 -1 841.1 8-11-1 - I .9-2-9 . 8-9-9 140.4 22-11.5 31-10-7 414-0 J rrPicAL PLAT: 1.53 6/9/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: -IM* a V rI f1lt I G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. Wo: eml This design is form individual bmldiag component not tux system. It has been based on specifiatims provided by the oomponent manufnetuce r Chk: STEN and done in accordance with the current versions of TPI mid AFPA designptanderds. No responsibility is assumed for dimensional accuracy. Dimensions. Dsgnr: MIKE ane to be verified by:ttie component manufacturer Th and/or building designer prior to fabrication. e building designer must ascertain that the loads TC Live 20.00 PO DurFees L=125 Pa 125 T R U S S W O R KS utilized an this design mat 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 Iaterellybraced by the roof or floor sheathing and the barter on chord is laally 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. TTI. component shall nes be placed in any TC Dead L10.00 psf Rep Mbr Bnd 1.15 75-110 St Charles pl. ste-11A eu*oun sit ttia vnlI rause the moisture content of the wood to exceed 19% and/or cause camector plate corrosion. Fabricate,' handle, install. Bowe 0.00 psf o:Cspaetrtg 2-0-0 Palm Desert, CA. 92211 and bran this truss in acoordence with the following standards: loin and Cutting Detail Reports available as output from Tnuwal software', ANSMI 1', VTCA V- Wood Truss Council of America Standard Design Responsibilities, U4NDL@1G INSTALLING AND BRACING METAL BC Dead 10.00 p8f Design Spee U8C-97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and IUB -91 SUWAARY SHEET by TPI. The Truss Plate Institute'(TPn is located at DOnofrio Drive, Fax # (760) 341-2293 Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Slim NW, Ste 800, Washington; DC 20036. TOTAL 40.00 psf Seqn TSA,12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: DS Qty: 5 Drw : LRO x -LOC nano SIZERSQ'D TC 2x4 SPF 16507-1.58 Web bracing required at each location shown. UPLIFT REACTION(8) s 1 5- 1-12 1617 5.50- 9.31• BC 2x4 SPP 16507-1.52 ® See Standard details (TE01087001401). support 1 -76 lb 2 41- 0- 4 1437 1.50• 1.50. ME 2x4 NF STUD Plating spec t ANSI/TPI - 1995 Support 2 -66 lb -RRQVIR8I�RTB shown ere based =MY 1t6-riel 2x4 SPS 16508-1.52 3-11, 11-5 THIS DESIGN I8 THE COMPOSITE RESULT OF This true* is designed using the ttte £eves at each bearing 75-11 O St Charles pl. Ste -1.1A eavitomnestthe will causerie nroistim content of the wood to exceed 19% and/or cause connector place corrosion- Fabricate, handle, instal with 'Joint cutting Repom 7-14 MULTIPLE LOAD CASES. UBC -97 Code. Palm. Desert, CA. 92211 ERG BLE 2x4 87 STUD PLATR VALUES:PSR ICBO ASSBARCB REPORT #1607. Bldg Enclosed- Yes, Importance Factor - 1.00 TC FOMcs AEL Bern CSI Drainage must be provided to avoid ponding. Loaded for 10 PBi non -concurrent BOLL. Trues Location =-Eud.Zone 1-2 -77 0.00 0.04 0.04 Madison, Wisconsin 53719. The Amxr(can Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC,20036' TOTAL 40.00 pSf Rod verticals designed for axial loads only. Burricane/Ocean Line - No Rxp Category - C 2-3 -76 0.00 0.33 0.33 Extensions above or below the trues profile Bldg Length - 40.001t, Bldg Width - 41.08 ft 3-4 -3852 0.16 0.32 0.50 (if any) require additional consideration Bean roof height - 11.53 ft, mph - 80 4-51 -3856 0.18 0.30.0.48 (by others) for horiz. loads.on the bldg. UBC Special occupancy, Dead Load - 17.0 pet 5-6 -4784 0'.30 0.37 0.67 6-7 -3452 0.10 0.57 0.67 7-8 .-49 0.00 0.69 0:69 BC FORCB AIL SM CSI 9-10 0 0.00 0.22 0:22 0.11 1061 0.10 0.49 0.39 1-12 4831 0.72 0.19 0.91 2-13 4465 0.66 0.23 0.68 3-14. 2839 0.26 0..47 0.73 was PORcs Cori NRB FORCE CSI 8-14 1319 0.52 4-11 -408 0.09 en 2 -1437 0.64 5-11 -1074 0.69 1-9 -_102 0.04 5-19 114 0.03 -1-10 113 0.03 6-19 422 0.14 2-10 168 0.05 6-13 -1140 0.74 .3-10 -1736 0.41 7-13 ,991 0.34 3-11 2970 0.44 7-14 -3061 0.96 T 4+0T 4J2 1 MAX DEFLECTION(span) : L/840 119 MM 11-12 (LIVE) L- -0.510 D- -0.51- T- -1 MAX DRPLSCTION (cant) a L/367 IN MW 9-10 (LIVE) L. 0.070 D. 0.07- T- 0 ----- Joint Locations ----- 1 0- 0- 0 8 37.10- 8 24-12 �. B.®. 6 -Me." � 6_"� 7-1-�_{ 2 2- 2-12 9 0- 0 0 3 3-10- 9 10 2- 2-12 2-2-12 10-8-3 17-5.12 24-3-5 31-0-15 38-2-0 4 10- 8- 3 it 10- 8- 3 5 17- 5-12 12 20- 0-10 6 24- 3-. 5 13 28-11- 9 1 2 3 4 5 8 7 8 7 31- 0-15 14 37-30- 8 °� ,��p p�iCHlTfer 1.5�-10 '�k' O GAq 15:4 3-4 3-10 7� T v�5 �yG 10=12 SHIP ° -4 CZ 1.5-3 4-12 6.8 3.4 3-8 3.6 TIE V 36-2-0 Wi 2-11.0 STUB 9 10 11' 12 13 14 O z�� 20-.-10 z�;� -1. �i-0 ( 3vN 1 6/9/2004 All, plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H' for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scals: 1/8" =1' WAMINGi Read all notes on this sheet and give. a copy of it to the Erecting Contractor. Eng: Job:.Ed. WO: 84621 This design is for an individual building cornponent not was; system, It has been based on specifications provided by the component mandlimeer Chk: STEV and done in accordance with the current versions of TP1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions nr. MIKE �w.beverifiedbytires t,�ufae�and/er.buildingd�gnerpriortoftbt;�ton. hebuilding designer mnata,e�;nthat die lead, TC Live 20.00 paf DurFacs La125 Pw125 TRUSSWORKS unlined on this design.. or exceed the loading, imposed by the local boding code and the particular application The designa sumes that the top chord A Company You Can Truss[ p y is lewdly b� by the t°Of or floor sheathing and the bottom chord is laterally braced by a rigid sheathing m�,al directly attached, unless otherwise noted Braein shown is for lmeral or is members only to reduee budding i 8 ruPPat catmoOea Y a8 ength. this cartponmt shall cot be pissed in any TC Dead 10.00 ps/ Rep Mbr Bnd 1:15 75-11 O St Charles pl. Ste -1.1A eavitomnestthe will causerie nroistim content of the wood to exceed 19% and/or cause connector place corrosion- Fabricate, handle, instal with 'Joint cutting Repom Jac Live 0.00 paf o.C.Spacing 2- o- o Palm. Desert, CA. 92211 and lmuce this truss in accordance tete following standards: and Detail available as onalm fiern Tnawat software, ANSVTPI 1; "V rTA 1' - Wood Truss Council of Amesica Standard Design Ropoamwiines, 'iL4IVDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -87 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (M41) and'MB-9tSUMMARY SHEET by TPI. The Truss Plate burtitrrte (TPI) is located ar bYOnoftio Drive, Fail (7'60) 341-2293 Madison, Wisconsin 53719. The Amxr(can Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC,20036' TOTAL 40.00 pSf Segn'T8.4.12 - 0 Job Name: CHERRY PLAN IRG x -LOC- REACT 9188 RBQ`D TC 1 5- 1-12 1617 5.50• 2.31• BC 2 41- 0- 4 1437 1.50- 1.50• WEB _ RRQVrRmcnrrS shown are based ONLY the truss material at each bearing TC FORCE ARL NOW CSI' i-2 -77 0.00 0.04 0.04 2-3 -76 0.00 0.33 0.33 3-4 =3852 0.18 6.32 0.50 4-5 -7856 0.18 0.30 0.48 5'-6 -4784 0.30 0.37 0.67' 6-7 -3452 0.10 0.57 0.,61 7-8 -49 0.00 0.69 0.69 BC .FORCE AIL Inn C91 9-10 0 0.00 0.29 0.72 .0 -ll 1061 0.10 0.29 0.39 1-12. 4831 0.72 0.19 0.91 2-13 4425 0.66 0:23 0.88 3-14 7839 0.26 0.47 0.73 OW FORCE COI lean FORCE CSI 8-14 L119 0.52 4-11 -408 0.09 BB '2 -1437 0.64 5-11 -1074 0.69 1-9 -102 0.04 5-12 114 0.03 1-10 113'0.03 6-12 422 0.14 1=10 168 0.05 6-13 -1140 0.74 3-10 -1730 0.41 7-13 991 0.34 3-11 7970 0.44 7-14 -3061 0.96 Truss, ID: D9 2x4 SPP 16508-1.58 2x4 BPP 16507-1.58 2x4 E7 STUD 2x4 SPF 16507-1.58 3-11, 11-5 7-14 BRO BLE 2x4 H7 STUD Drainage must be provided to avoid ponding. 2-2=12 �.3 8.8-9 2-2-12 10-83 1 2 3 4 4" �1 ®'nab bracing required at each location shown. See standard details (TE01087001-001). Plating spec s ANSI/TPI - 1995 THIS DESI@J.IS THE COMPOSITE RESULT OF MULTIPLELOAD CASES. PLATS VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PHP non -concurrent BCLL. and verticals designed for axial loads only. Extensions above or below the truss ,profile (if any) require additional consideration (by others) for horia. bade on the bldg. -� 17-5-12 24-3-5 5 6 0�5 1 Drwg: UPLIFT RSACTION(8) t Support 1 -76 lb Support 2 -66 lb This truss is designed using the DBC -97 Code. Bldg Enclosed - Yea, Importance Factor - 1.00 Truss Location -'End Sone Hurricane/Ocean Line -_No , Rxp Category - C Bldg Length - 40.00 ft, Bldg Width - 41.08 ft Mean roof height - 11.53 ft, mph - 80 OBC Special Occupancy, Dead Load - 17.0 pat MAX DEFLECTION (span) t L/840 IN MEK 11-12 (LIVE) Lg--q.51- D- -0.51• T- -1 MAS DEFLECTION (cant) r L/367 IN MU 9-10 (LIVE) :L- 0.07- D. 0.07• T- 0 .- Joint .Locations ..... 1�� 0- 0- 0 8 37-10- 8 6-" 74-1 � 2 2- 1-12 9 0- 0- 0 3 3-10-9 .10 2- 2-12 31-0-15 38-2.0 4 10- 8- 3 11 10- e- 3 5 17- 5-12 .12 20- 0-10 6 24- 3- 5 13 28-11- 9 7 8 1 31- 0-15 14 31-10- 8- 2-11.0 STU13 9 10 11 2-2-12 1 8.5-7 2-2-12 10.8.3 9-0-7 20-0-10 12 8-10-15 28-11-9 13 14 9-2-7 i 38-2.0 yti p. GARS � v' y0 SHIP -6 TIE V �101�se1 0� 619/2004 All plates aro 20 gauge Tmewal Connectors unless preceded by "LW for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from,Truswal software, unless noted. Scale: 1/8' 01' WARNMG Read all notes on •this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84821 This design is Foran individual building ooirpcoent not trussystem It has bean based on specifications provided by the oomponent ntenufacturer Chk: STEV and done in accords= with the current versions of TPI and AFPA design standards. No t spoambiliV is anwned for dimensional accuracy. Dimensions arc m hue varfiad by die aompme u maoufacaaer and/or building designer prior to fabrication. The building designer must ascertain dot the loads Dsgnr: MIKE TC Live 20.00 pef TC Dead 10.00 pet Durleaes LP1.25 Pa7.25 Rep Mbr and 1.15 TR U S S W O R KS A Company You Can Trussl rdrhred onthis design retest or exceed the loading imposed by the local building code and the particular application The deign assume that the;tap chord is beerally braced by the rod or floor sheathing and the bottom chord is latendly braced by a rigid sheathing material directly suarhed, rmlas otherwiu noted. Bracing shown is for lateral support croon entemunbers only to reduce buckling length. This cornponent -ball not be placed in any 75-.110 St Charles I. SWAM p Palm Desert CA. 92211 Phone -(760) 341.2232 Fax #'(760) 341-2293 environment that will cone the Moisture content of the wood to exceed' 19% and/or cause connector plate corrosion. Fabricate, handle, install a"4 bene dila truss is accordance with the following standards: 'Joint and Cutting Derail Reports available m output tram Tnswat wtiward, AmLerpi Vj 'WTCA I"- Wood Truss Council of America Standard Deign Reapaw'bilides,'HANDLING INSTALLING AND BRACING, METAL. PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and U B-91 SUMMARY SHEffr by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio, Wve, PA) is located at 1111 1:Smeet, NW, -Ste goo, Washingtat, DC 20036. Madison, Wisconsin 53719. The American Forest Paper Association (AF9th BC Live 0,00 par BC Dead 10.00 par TOTAL 40.00 Per O:C:Spacing 2- 0- 0 Design Spec USC -97 Satin TBA.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: D10 Qty: 1 Drwa: o x -Loc Vim= SIZE RBQ-D TC, 2x4 SPF 1656F-1.58 1 5- 1-12 1617 5.50' 2.31• Sc 2X4 SPF 16508-1'.53 2 41- 0- 4 1437 1.50- 1.50' NSB 2z4 HF STUD 0 REQQIRMONTB shown are based ONLY 2x4 SPF 1650E-1.58 3-11, 11-5 the trues material at each bearing 7-14 Tc FORCE 1-2 -77 2-3 -76 3-4 -3852 4-5 -3856 5-6 -4784 6-7 -3452 7-8 -49 B FORCE' 9-10 0 0-11 1061 i-12 4831 -13 4426 -14 2839 ArL min c'8I 0.00 0.04 0.04 0.00 0.330.33 0.18 0.32 0.50 0.18 0.30 0.48 0:30 0.37 0..67 .0.10 0.57 0.67 _ 0.00 0.69'0.69- Y AEL 8111) CEI 0.00 0.22 0.22 0.10 0.29 0.39 0.72 0.19 0.91 0.66 6.23 0.88 0.26 0.47 0.73 IBB FORCE CSI was FORCECEI 8-14 1319 0.52 4-11 -408 0.09 SB 2,-1437 0.64 5-11 -1074 0.69 1-9 =102 0.045=12 114 0.03 1-10 113 0.03 6-12 422 0.14 2-10 168.0:05' 6-13 -1140 0.74 3-10 -1730 6.41 7-13 991 0.34 3-11 2970 0.44 7-14 -3061 0.96 SRO BLR 2x4 BY STUD GBL Skit 2x4 BY STUD Gable verticals are 2x 4 web material spaced at 16.0 • o.c. unless noted othiandse. Top chord supporta 24.0 - of uniform load. at 20 pot live load and SO pet dead load. Additional design considerations may be required if sheathing is attached. 1+1 indicates the requirement -for lateral bracing (designed by others) perpendicular t6 the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination aerial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truse plane and creating shear wall action to resist diaphragm loads. T 1 ®Web bracing required at each location shown. Bee standard details (TE01087001-001). Plating spec t ANSI/TPI - 1995 TSIB.DSSIGN IS .TSS COMPOSITE RESULT OF MULTIPLR LOAD Chang. PLATE VALUES PER ICBO RSSEARCS REPORT #1607. Loaded for 10 PSF non -concurrent SCLL. Drainage must be provided to avoid ponding. Had verticals designed for axial loads only. Extensions above or below the truss profile (if any) regtiiie additional consideration (by others) for horis. loads on the bldg. UPLIFT RSACTION(S) t support 1 -76 lb Support Z -66 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yee, Importance Factor - 1.00 Truss Location - End Zone Eurricane%Ocean Line - No , BRp Category - C Bldg Length - 40.00 ft, Bldg Width - 41.08_ ft Mean roof height - 11.53 ft', mph - BO UBC Special occupancy, Dead Load - 17.0 pot MAX DEFLECTION (open) t L/840 IN MEN 11-.12 (LIVE) L- -0.51• D- -0.51- T- -1 MAX DEFLECTION (cant) t L/367 IN MM 9-10 (LIVE) L- 0.07- D. 0.07- T- 0 0.25 -6 TIE - - Joint Locations -- ell 1�� 0- 0- 0 8 37-10-8 2-2-12 6-94 8.9-8 6-0-9 8-8.0 7.1.1_ -� --� --� -� 2 3 2- 2-12' 9 3-10- 9 9 10 0- 0- 0 Z- 2-12 -� .�+ d+' 2-2-12 10-8-3 17-4.12 24-7-5 31-0r15 38.2-0 4 10- 8- 11 10- 8- 3 5 17- 5-12 12 20- 0-10 Truswal "MX" "H" 6 24- 3- 5 13 28-11- 9 1 2 3 4 5 6 7 8 7 31- 0-15 14 37-10- 8 0.25 -6 TIE 38.2-0 ell E ev I of STUB 9 10 11, 12 13 14 2-2_ 12 i 8-5-7 8-4-7 8.10-15 9-24 -i 2,242 10-83 20-0-10 28-11.9 382.0 TYPICAL PLATE: 1.5.7 tLX IN Truswal "MX" "H" d 9/2004 All plates are 20 gauge Connectors unless preceded by for HS 20 gauge or for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless n . Scale: l/8" a 1' WARNING Read all notes on this sheet:and give a.copy of it to the Erecting Contractor. Eng.,Job:.EJ. WO: 84621 This design is for an individual building component not coos "scan. It has ban baud on specifications provided by the component manufacturer Chk: $TEV and done in accordance with the amerce versions of TPI -and AFPA deign standards., No responsibility is assumed for dimensional secutscy, Dimensions Dsgnr MIKE T SSW O KS are to be verified by the component mnnufectwa and/or building designer prior to fabrication. The building designer must ascertsn that the loads TC Live 20.00 par DurFaee W125 PD1 2s RU R utilised on this design mod or exceed the loading imposed by the local building code and the partiadar application. The design assures clot theerchord A Company You Can. Trussl m latcsally braced by the roof or floor sheathing and the bottom chord is,lateraily braced by a rigid sheathing material directly ;cached, unlessotherwt'se noted Bracing shown is for lateral support of ootnpooatts members only to to&= budding length: This component shall not be placed in arty TC Dead 10.00 psf Rep Mbr Bnd 1.15 75110 St Charles I. ate -110 9211 eovuortmeut this will cause the moisture content of -the wood to.exe«d 19% am ilor cause connector plate corrosion: Fabricate; handle, install and brace this truss .)Raccordm« with the following etanderdp: 'hint mnd,Catiiag'I)euil availabk as output trom Tnunra(soRwace', sc ave 0.00 psi - ocC pacing. z- o- o Palm. Des@rt, CEA. 341-2232 .Repass ANSI/TPI I','WTCA 1' -Wood Truss Council of AmericaStandard Design RupondbiliiiM 7 4DLQdG INSTALLING AND BRACING NEPAL SC Dead 10.00 psf Design Spec USC -97 Phone(760) 'IB w PLATE CONNECTED WOOD TRUSSES'- (FIIB-91) and. -91 SUMMARY SHESC by TPI. The ToPlata Institute (TPI) is lo«ted at 17Gnofrio Drive, Flikill 0) 341-2203 Madison; Wisconsin 53719. The -American Forest wid Papa Association (AFPA) is located at.I t I 119th Street NW, Ste 800, Washington, DC 20036. TOTAL 40.00 pot Sega T8.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: E1 Qtv: 7 Drwa: A Z -LOC R81tM SIZE RBQ'D 1 6- 8-12 665 5.50• 1.50" 2 22-30-12 658 3.50• 1.50" 'A PJ30MRMMTS shorn are based OMLY . the truss material at each bearing 'A H11ltOEa/C4.IF MOTE 2 80826 pport Connection OO /Ranger(a) are of designed for horizontal loads. a SIMPSON CATALOG R MWITIONAL ZNSTALLIMCK NOTES SC FORCE --AIL !DID CSI 1-2 -964 0,01 0.79 0.80 2-3 -6 0.00 0.79 0.79 BC FORCR AEL 'BED CSI 4-S -2 0.00 0.54 0.54 5-6 1158 0.11 0.54 0.65 WEE FORCE CBI USE FORCE CBI 1-4 -659 0.29 2--6 -1223 0.97 1-5 957 0.33 3-5 -168.0..04 2-5 -.355 0.17 TC 2x4 BPH 16508-1.58 Be 2x4 SPF 165OF-1.58 WEB 23:4 HF STUD 2x4 SPY 16508-1.58 2-6 Lumber shear allowables are per NDB: This truss is designed using the UBC -97 Code. Bldg Unclosed -,Yes. Importance Factor - 1.00 Trues Location - and Zone Rurricane/OceaD Line - Ho , 8xp Category. -.0 Bldg Length - 40.00 ft, Bldg Width - 23.04 ft Mean roof height - 11.34 ft, mph - 80 DHC Special Occupancy, Dead Load= 17.0 psf 2-7-10 T 1 Plating epee s ANSI/TPI'- ,1995 Required bearing widths and bearing areas THIS DESIGN 18 TER COMPOSIT& RESULT OF apply when truss not supported in a hanger. MULTIPLE LOAD CASES. UPLIFT RBAC1'ION(8) r PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -76 lb Drainage saint be provided to avoid ponding. Support 2 -69 lb and verti'cale designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 8-10_5 7-8-3 8-10-5 18.8 2 3 O. 5 l , 641-0 STUB 5 6, 5.Q.4 11�d 5-0- 16.6.8 All plates are 20 gauge Truawal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail 48-0 SHIP MAE-DEFLRCTION (open) n L/673 IN MIN 5-6 (LIVE) L- -0.29" D- -0:29• T- - ... Joint Locations - - -1 0- 0- 0 4 0- 0-0 2 8-10- 5 5 5- 0- 4 3 16- 6- 8 6 16'- 6- 8 Truswataoftware, unless noted. V%. �Q 6/9/2004 Scale: WO: 84821 DurFace L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0.0 Oesign'Spec UBC -97 T6.4.12 - 0 WARNING Read all notes on this sheet and give a,copy of it to the Erecting Contractor. Eng. Job:.EJ. ® . This design is for an in&vidW building component not tnut rp o rn. tt has been based on gxcifcatiwu provided by the component manuficurer Chk: STEV and done in accordance with the cursm versions of TPI end AFPA design standards. No respormNI ty is sssmned far & nendorW =wsq. Dimatsians TRU SSWO R KS "the be ver;fied by the component numufaetmer andlor building designer prior to fehsiatioc. Th06arldag designer must axamin that the loads nr. MIKE realized on ibu design meet ad exceed the loading imposed by the loaf building code and the particular application. The design am= that the tap chord TC Live 20.00 pSf A Company You Can TrUSSI is laterally braced by the roof err floor sheathing and the bottom chard is laxrally braced by a rWddmW_ing material dkwdy amehed unless otticwiae noted Bracing shown is for.laterei support of components rgembas only to reducubuddinS lengtR This oomponmt shall not be placed in any TC Dead 10.00 psf 75-110 St. Charles p1. ste-11A environment that will cause the smiswte content of the wood to exceed: 19%and/ar cause connector late corrosion. Fabricate, hag install P and brace dais ']aunt BC Live (►.00 par Desert, Palm Dost' CA. 92211 suss 6' eaaardance with the following standards: and Cutting Devil Reports available aaoutpuNfran Truswsl software', Phone (760) 341-2232 sANSV[P['t';'WTCA I' - wood Truss .council of America standard Design Responn'6ilitiee,'HANDLING INSTALI..INIG AND BRACING ICTAL PLATE CONNEMD WOOD TRUSSES'- (Ii10-91) and IM91 SUMMARY SNBEr' by TPI. The Truss Plate Institute (TPG is located at DVaofrio Drive, BC Dead 10AO pSf Fax #: (760) 341.2293 Madison, Wisconsin 53719: The American'Forest'and Paper Association (AFPA)js l0eated it 1111.19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 pef �Q 6/9/2004 Scale: WO: 84821 DurFace L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0.0 Oesign'Spec UBC -97 T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: E2 Qtv: 1 Drwa: RG x -Loc RRACT SIZE REQ'a TC 2x4 BPF 16505-1.58 1 0- 2-12 925 5.50• 1.50• BC: 2x4 8P8 1650F-1.58. Z 22-10-13 918 3.50- 1.50• WEB 2x4. HF STUD MG REQUIRS1oWrre shown are based ONLY 2x4 BPF 16505-1.58 5-2, 3-7 the trues material at each bearing GBL BLB 4x4 ,3F STUD me SANGM/CLIP Nate Drainage 'must be provided -to avoid ponding. 2 •U220 End verticals designed for axial loads only. upport Connection(O /Hanger(a) are Extensions above or below the truss profile not designed for horizontal loads. (if any) require additional consideration ran Br"SON CATALOG (by others) for boric. loads on the bldg. R AN.TIOae1L INBT.TION NOTES TC FORCE ASL Into COX '1-2 6 0.00 0.53 0.53 - 2-3 -7170 0.04 0.54 0.58 3-4 -6 6.00 0.54 0.S4 BC FORCE ASL END CSI 5-6 1010 0110 0.70 0.90 6-7 1881 0.19 0.70 0.89 Was FORCE CSI Was FORCE CBI 14S -194 0.09 3-6 337 0-.15 2-5 -2109 0.77 3-7 -1986 0.73 2-6 223 0.11 4-7 -188 0.04 7 7-83 ®Web bracing required at each location shown. See standard details (TE01087001-001). Plating space ANSI/TPI - 1995' THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATS VALUES PER ICSO RESEARCH REPORT $1607. Gable verticals are.2x 4 web material Spaced at 16.0 • o.c. unless noted otherwise. Top chord supports 24.0 • of uniform load at 20 psf live load and 10 pot dead load. Additional design considerations may required if Sheathing is attached. 1+3 indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 631intervals. Bracing is a result of wind load applied to member. (Com bination axial plus bending). This trues requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the trues plane and creating shear wall action to resist diaphragm loads. 00:25 PIP a 00 .:: -1 M1111 44 7-8_3 15-4-5 7-84 29.0-8 3.8 34 Required bearing widths and bearing areas apply when trues not supported in a hanger. UPLIFT RRACTIOM(S) i Support 1 -86 lb Support 2 -80 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yee, Importance Factor - 1.00 Truss Location - Sad -.Sone Burricane/ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 23.04 ft Mean roof height - 11.34 ft, mph a 80 UBC Spatia- Occupancy, Dead Load 17.0 pat MAX DEFLECTION (span) r L/990 IN MEN 6-7 (LIVE) L- -0.27" Do: -0.27''T= . - Joint Locations - 1 0- 0- 0 5 0- 0-�0 2 7- 8- 3 6 11- 6- 4 3 15- 4- 5 7 23- 0-'8 4 23- 0- 8 1 29a-8 ; 5 6 7 �� 11_8-d11_g3� ` 11.414 23-" J TYPICAL PLATE: 1.5-3 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 18'gaugs, positioned per Joint Detall Reports.avallable.from Truswal software, unless noted. Scale: Tt32"'=T WARNING Read alLnotes on this sheet and give a copy of it to the Erecting Contractor. Eng: Job: XJ. WO: 84821 ® This design is for am individual building component not truss rjd=. It has been based on specifications provided by the component mmmfww= Chk: 8TEV and done in accordance with the current versions of TPI and AFPA design standard!. No resporss'bility is assumedfor dimensional accuracy. Dimensions Dsgnr MIKE WORKS Oto be verified by the component mmu&cemerand/or.luilding designer prior to fabritanon The building designer mug ascertain that the loads TC Lin 20A0 pef OurFace L-1.25 P=125 TRUSS unused on this design med or exceed the loading imposed by the local building code and the particular awlcation. The design assumes that the top chord A Company You Can Tru881 is laterally braced by the roof or floor sheathing and the bottom chord is laterally bread by a rigid sheadd material directly attached, unless otherwise noted Bracing shown is for lateral support of oomponow members only to reduce budding l x%* This component shall.not be placed in any TC Dead 10.00 pal' Rep Mbr Bnd 1.15 75-110 St. Charles pL stn -11A environment that -" cause the moisture content the wood: to exceed 19% and/or cause come" plate corrosion. Fabricate,. handle, install 'Joint ec Lhro 0.00 psf o.cspacmg 2- o- 0 rts Palm Desert, %A. 92211 � &°Ce th" e15f m accordance with the following standards: and Cutting Derail Reports ava0abk as output fiom Truswal software, 'ANSVPPIJ', VTCA I' - Wood Truss Council of Anxrica.Standard Deign Responsibilities, HANDLING INSTALLING AM. BRACING METAL BC Dead 10.00'pef Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES - (IIIB 91) and TUB -91 SUMMARY SHEET' by The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # 60) 341-2293 Madison, Wisconsin 33719. 'The American Forest andPaper-Association (APPA) is located at 1111 19th Stmt, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Selin T6A:12 - 0 Job Name: CHERRY P utoi a -Loc REA= 8IEE *ZQ,D 1 0- 2-12 925 5.50- 1.50• 2 22--10-12 918 3.50- 1.50- RO REGVIRENENTS shorn are based ONLY the _truss material at each bearing MG RAN=R/CLIP NOTE 2-V210 upport Connection(s)/Hanger(o) are. not designed for horizontal loads. EE 821psoa CATAtAO R ADDITICK" INSTALLATION N07.79 TC PORCH• AXL END Cox 1-2, 6 0.00 O.S3 0.53 2-3 -21.70 0.040.64 0.58 3-4 4 0.00 0.54 0.54 'Be FORCE AEL END CSI 5-6 2010 0.20 0.70 0.90 6-.7 1861 0.19 0.70 0.89 wan FORCE CSI wtEE FORCE CSI 1-5 =194 0.09 ,3-6 337 0.15 "-2109 0.77 3-7-198i 0.73. 2-6 733 0.11 4-7 -188 0.04 Truss ID: Tc 2x4 SPP 165OP-1.58 Be 2x4. SPF 1650F-1-.58 WBB 3x4. HP STUD 2x4 SPP 16507-1.58 5-2, 3-7 PLATE VALUES PER ZCBO RESEARCH REPORT 0160.7. Sad verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional conaideratioa (by others) for horix. loads on the bldg. 4."T 2�" 1 7.8-3 7-8-3 1 2 ®No bracing required at each location shown. Xeee.standard details (TE010870.01-001). Plating spec r ANBi/TPi - 1995 THIS D88ION IS TBH;COMPOSITE RESULT OF KULTIPLE LOAD CASBS'. Drainage must be provided to avoid ponding. 025 - 4 Drwg: Required bearing widths and bearing areas apply when truss not supported is a hanger. UALIYT'Rah idii(S) - - support 1 -86 ib Support 3 -80 lb This truss in designed wising the USC -97 Code. Bldg Enclosed = Yee, Importance Factor. - 1.00 Truss Location - End;Sone Hurricane/Ocean _Line- No ,.Exp Category- C Bldg Length - 40.00 ft, Bldg Width a 23.04 ft .Mean roof height ,° 11.34 ft, mph - SO _. Use Special Occupancy, Dead Load - 17.0 psf. 74-3 � r -ea � 154-5 23-0-8 § 4 3,8 g$ 5' 7 23-0.8 NAE, DRYLECTION (span) : L/990 IN Nm6 6-7 (LIVE) L- =0:27- D- -0.27- T- an Joint_ Locations 'a --- �10-6-0 5 '0-0 0 2 7- 8- 3 6 ll- 6- 4 3. 15- 4- 5 7 23- 0--8 4 23- 0- 8 4.8-0 SHIP SrRre of J 6/9/2004 All plates are 20 gauge Truswal Connectors unless preceded by'Mx' for HS 20 gauge or -H• for 16 gauge,. positioned per Joint Detail Reports available from Truawal software, unless noted. Scale: 7132" er T WARNING Read ail notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.F.J. WO: 84621 This design is for an.individual building not truss system It has "been based on apecificatiom provided by the eetnponew manufacturer Chk• STEV and da is in accordance with the current versions of 7PI and APPA design standards.. No responability is assuned for dimensiosaf accuracy. Dimensions are to be verifiedbythetom,�u�trrand/erbu;>ding"Perpriorte�;�iob. Thebndingde,;gnermna intbaathele� TC Live 20.00 pef DurFaea 1:=1.25 pm1.25 TRUSSWORKS nn d«teo� or exceed �e loemng a_ pcaed by.the local building code and the particular application. The design assume; the top chord A Company You Can Ttvssl is lateral) sheathing bottom chord is Isteially braced,by a rigid sheathing material directly attached, unless otherwise. noted Bracing shown'is for )ateral.suppon of ooprponcr a Members only to reduce buuiding length. This component shall not be.placed in any TC Dead 10.00 p8f Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A cnwenmeM that will cause the moisture content of the wood to exceed 19% and/or cause connector plate con ision: Fabricate, handle, install and bran accordance Joint Detail Repos able frau Truswai "are', BC Live 0.00 paf o.C.Spaetng 2- 0- o Palm Desert, CA. 92211 this truss in with ihe.Nlowing standards: and Cutting ava m output soft ANS I/PPI1`,WTCA1'-WoodTnusCouncilol'AmaicaStandardDesign Responsibilities,' HANDLiNGINSTALLINGANDBRACING METAL SC Dead 110.00'paf Design Spec USC -07 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (11I33-91) and'► -91 SUMMARY SHEET' by TPI: The Truss Plate Institute (M is locamd at D'Gnotrio Drive, Fax # ( 60) 341-2293 Madison, Wisconsin 53719. no American Forest and Paper Association (AFPA) is located at l l l 1 19th Street NN, Ste 800; Washington,= 20036. TOTAL 40:00 psf Segn T8:412 - 0 Job Name: CHERRY a ,R -LOC REACT slag. RRQ'.D 1 0- 2-12 925 5.50' 1.50- 2 22-10-12 918 3.5G' 1:50' 0 REQUIREMENTS shm orare based ONLY the truss material at each bearing d HJ UMM/CLIP NOTE 2 •x210 pport Oonnectlon(s)/Hauger(s) are of designed for horizontal loads. R 82UPSON CATALOG R ADDITIONAL INSTALLATION NOTES TC FORCE AXL eNm CRI 1-2 6 0-.00 0.53 0.53 9-3 -2170 0.04 0.54 0.58 7-4 -6 0.00 0.54 d.54 sc PORCH ARL am CSI 2010 0.20 0.70 0.90 6-7 1881 0.19 0.76 0.89 NRB FORCE. Cox w88 FORCE Cox 1-5 -194 0.09 3-6 337 0.15 2-5 -2109 0.77 3-7 -1986 0.73 24 293 6.11 4-7 -188 0.04 TYPICAL PLATE: 1.5.3 kN-PGA WEST TC 2x4 SPF 1'650P-1.58 HC 2X4 SFF 16509-1.58 WEB 4x4 BY ,STUD 2x4 SPP 16507-1.5R 5-2, 3-7 OHL BLR 2x4 BY STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below°the truss profile (if any) require additional consideration (by others) for horis. loads on the bldg. Truss ID: E4 7-B- 7-93 1 2 ®Web bracing required at each location shown. See standard details (Tx01087001-001). Plating spec r ANSI/TPI - 1995 THIS DESIGN 28 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. gable verticals are 2x 4 web 'material spaced at 16.0 ' o.c. unless noted otherwise. Top chord supports 24.0 - of uniform load at 26 pef live load and 10 pef dead load. Additional design considerations may be required if sheathing is attached. I+I indicates the requirement for 'lateral bracing (designed by -others) perpendicular to the plane of the member at 63 -intervals. Bracing in a result of wind load applied to member.(Combinatioa axial plus beading). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the trues plane and creating shear wall action to resist diaphragm loads. 7 -es 15.4.5 3 Or.25 1 Required bearing widths and bearing areas apply when t1i166 not supported in a hanger. UPLIFT RRACTION(S) r Support 1 -86 lb Support 2 -80 lb This trues ie designed using the OBC -97 Code. Bldg Enclosed a Yes,- Importance Factor - 1.00 Trues Location - Rad Sone Rurricane/Ocean LineNo , Exp Category - C Bldg Length - 40.00 ft, Bldg Width.- 23.04 ft Mean roof height - 11.34 ft, mph 80 UBC Special Occupancy, Dead Load - 17.0 psf 23-0-8 4 480 1 SHIP 5 23-0-9 11.� 114" 6 MAX DEFLECTION (span) n L/990 IN NEW 6-7 (LIVE) L- -0.27" D- 4.27- T- -0 Joint Locations .4 - 0- 0- 0 5 0'- 0-� 0 2 7- 8- 3 6 11- 6- 4 3 15- 4- 5 7 23- 0- 8 4 23- 0- 8 -rte 0 6/9/2004 All plates ars 20 gauge Truswal Connectors unless preceded by "Mx' for HS 20 gauge or "N" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Seale: 7/32"'=1' all notes on this skeet and give a copy of it to the Erecting Contractor. Eng. Job- EJ. WO: 84621 ®WARNINGRead TRUSSWORKS Ibis design is for an individual building component not truss system. It has been baud on specifications provided by the component manufacturer and dome in accordance with the cummt versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimasions r "ob`�fiedbytbec�,poneatmanufactuerandorbuildingdesigaerpriortofabicanm. ThebuildingdesignermustaB�mind,�loads Chk: STEV DSgnr:MIKE TC Live 20.00 psf TC Dead 10.00 pelf DarFaes Lwl.25 Pe1.25 Rep Mbr Bnd 1.15 A Company You Can Trussl uD'li2ed on this design.. or exceed the loading imposed by the local building node and the pattitular application. The design i stwnesth6t the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally lasted by a rigid sheathing material directly attached, unless odnerwise noted Bracing shown is for tacral support of components mernbers only to reduce buckling length. This component shall nes be plated in any 75-110 St. Charles p1, Ste-11Apsf Palm Desert, CA. 92211 Phone (760) 341-2232_ Fax # (760) 341-2293 environmern that will coax the moisture canton of the wood to exceed 19% and/or cause connector plate corrasion. Fabricate, handle. install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output irdm Truswal softwmd, 'ANSI/TPI 1, 'WTCA V- Wood Truss Council of America Standard Design Responsibilities, %ANDLQJG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - OELB-91) and 71111-91 SUMNIARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFP A) is locatedit 1111 19th Street, NW, Ste 900, Wavfiington DC 20036. BC Live 0.00 BC Dead 10.00 psf TOTAL 40.00 psf o.C:Speding 2- 0- 0 Design Spec UBC -97 Sean T6.4.12 - 0 lJob Name: CHERRY PLAN -PGA WEST Truss ID: G1 DRAG Qtv: 1 Drwa: I x -LOC RFACr $122 R80'D TC 2x4 8PF 1650F -1.5H 0- 2-12 561 5.50• 1.50• BC 2x4 8PF- 2100F-1.82 10; 4-12 546 1:50• 1.50• WEB 2x4 HF STUD PX=RBXMTB shown are based MILY SRG BLE 2x4 BF STUD the truss material at each bearing GBL 'BLE 2x4 KF STUD TC F01tC8 AA:L E}m CBI 1-2 766 0.00 0.29 0.29 2-.3 -2407 0.33 0.12 0.44 .SC. rrORCB AA:L saw CEI 4-5 ':1881 0.13 0.76 0.90 NEB FORCE CEI 1188 FORCE CEI 3-5 499 0.26 2-4 -1899 0.55 NO 2 -545 0.21 2-5 -1848 0.51 1-4 -122 002 TYPICAL PLATE: 1.5.3 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 214.0 " of uniform load at 20 pef live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. DO indicates the requirement for lateral. - bracing (designed by others) perpendicular to the plane of the :member at 63aintervals. Bracing is a result of triad Ioad applied to --heir. (Combination axial plus bending). Thistruss requires adequate sheathing, as designed by others, applied to the truss face.providing lateral support for webs is the truss plane and creating shear wall action to resist diaphragm loads. ®Web bracing required at each location shown. See standard details =01087001-001). Plating spec s ANSI/TPI - 1995 THIS DESIGN I8 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.. -PLATS VALUES PER ICBO RESEARCH REPORT 41607. Parma -Oat bracing is required (by others) to prevent rotation/toppling. Bee BIH -91 and ANSI/TPI 1=1995 or ANSI/TPI 1-2002. + + + + + + + + + + + + + + + + + + + + + + Designed for 3.1 E lbs drag load applied evenly along the top chord to the chord ® ea. bearing (unless noted), concurrently with dead + 0 8 live loads'.-D.F. - 1.33 Noris. reaction - 3.1 E lbs. ea. bearing., Connection (by others) must transfer equal load to each ply (or add-on) shown. + + . + + + + + + + + + + + + + + + + + + + 5-1-0 2 0 UPLIFT REACTION(S)r support 1 -58 lb Eng. JOb:.EJ. Support 2 =56 lb ® This truss is designed using the Chk: STEV UBC -97 Code. Bldg Enclosed - Tom, Importance Factor - 1.00 Trues Location - End Sone T R U S S WO R KS .Hurricane/Ocean Line - No Exp Category - C. MIKE Sldg Length 4 40.00 it, Bldg Width - 10.46 ft TC Live 20.00 psf Kean roof height - 10.54 ft, mph - 80 USC Special occupancy, Dead Load - 17;0 psf A Company You Can. Trussl ---------LOAD CASE 41 DESIGN LOADS ----- ;; ---------- - --'---------- Dir Dir L.Plf- L.Lpc it. Plf A. Loc LL/TL TC Vert 60:00 0-,--0- O 60.00 10- 5- 8 0.67 BC Vert 30.00 0- 0- 0 30.00 10- 2- 0 0.00 SC Vert 10.00 30- 2- 0 10.00 10- 3- 8 0.00 MAX DEFLECTION (span) a L/366 IN URN 4-5 (LIVE) L- -0:'33• D. -0.33" Ta -0 -- Joint. Locations ---■- -10-0-0 4 0-O- 0 2 5- i- 0 5 10- 2- 0 3 10- 2- 0 10-5.8 5 10-" 10." IE V 6/9/2004 All plates am 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H' for 16 gauge, positioned per JoInt Detall Reports virallableirom Truswal software, unless noted. Scale: 15132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.: Eng. JOb:.EJ. WO: 84621 ® This design is for an individual building componeatnot trust system. It has been based on specifications provided by the component manufacturer Chk: STEV and done in accordance with the current versions of TPA and APPA design standards. No responsibility is assumed for dimeoeional.aecuracy. Dimensions T R U S S WO R KS be a>ti m be verified by the component martafaencer aadior balding designer prior m fabricanoa The building designer must ascertain the loads MIKE TC Live 20.00 psf DurFaes 1?7.25 P=125 anlired on _this design,med or exceed the load ng imposed by the local building code and the particular application. The design assumes Orta 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 munched, unless otherwise noted. Bracing shown is for, lateral support of emrpmelts menbes only to reduce buckling length. This component shall not be placed in toy TC Dead 10.00 psf Rep Mbr and 1.00 75-110 Charles 2L, sbe-11A environment dua will cause the moisture content of the wood m exceed 19% and(or cause connector plate corrosion.. Fabricax, handle, install 'Joint ec Live o.00 pelf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 Desert, and brace,this truss -in accordance with the following suandards: and Cutting Detail -Reports available a: output fiom'Truawal software, es Phone (760) 341-2232 "'ANSLrrPI.V,'WTCA I'- Wood Truss Council of America Standard Design Responwblttits,.'HANDI.ING INSTALf:ING AND SRACiNG,METAL PLATE CONNECTED WOOD:TRUSSES' Donofrio SC Dead 10.00 psf Design Spec USC -97 Fax Al (760) 341-2293 - (HIB -91) and 7OB-91 SUMMARY SHE& by TPI: Rhe Truss P18W listheses (TP t) is located at Drive Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th,Strect, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 0 Job Name: CHERRY PLAN -PGA WEST Truss ID: G2 Qty: 4 Drw : RG x -LOC REACT SIZE. REO'D TC 2x4 'SPY 165OP-1.56 Plating epee :.ANSI/TPI- - 1995 UPLIFT REACTION(S) 1 0- 2-12 476 5.50- 1.S0- BC 2X4 SPP 21007-1.8E THIS DESIGN IS THE COMPOSITE RESULT OFSupport . 1 -58 lb -1 5 '10- 45 456 1.50- 1.50• N88 2x4 HIP STUD MULTIPLE LOAD CRESS. Support 2 -56 lb MG RNMRE111"S abown are based COLY ERG BL11 2x4 BF STUD PLATE VALUES PER IC80 EBSBARCH REPORT 81607. This truss is,designed using the the truss material at each bearing Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. UBC -97 Code. prevent rotation/toppling. See HIB -91 and Bldg Rsdloped - Yes, Importance Factor - -1.00 TC FORCE ASL m® Cel ANSI/TPI 1=1995 or ANSI/TPI 1-5002. Truss Location - End Sone 1-2 4 0.00 0.29 0.29 Hurricane/Ocean Line - No Bxp Category - C 2-3 -67 0.00 0.33 6.33 Bldg Length - 40.00 ft, Bldg /width - 10.46 ft. Mean roof height - 10.54 ft, mph 80 BC FORCE AIL Bra) CSI DEC Special Occupancy, Dead Load - 17._0 psf 4S 962 0.05 0.74 0.79 . ---------- LOAD G88 $1 D88I@r LOADB---_'___________ - -- - Dir L.PIf L.Loc R.Plf R.Loc. LL/TL was FORCE -Csx MBB FORCE Cel TC Vert 60.00 0- 0- 0 60.00 10- 5- 8 0.67 3-5 324 0.21 2-4 -982 0.55 SC Vert 30.00 0- 0- 0 30.00 10- 2- 0 0.00 B8 3 -456 0:4o 24 -916 0.51 SC Vert 10.00 10- 2- 0 10.00 10- 3- 8 0.00 ;1-4 -112 0.02 - 1 5" 5.1-0 10+5-8 2 3 O.25 10-" 4 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail 5 104-8 10-5-8 -NM DEFLECTION (span) : L/366 IN MES 4'-5 (LIVE) L- -0.33• D. -0.33• T. -0 -1--= Joint Locations e- 0- 0- 0 4 0- 0-0 2 5- 1- 0 5 10- 2- 0 3 10- 2- 0 after 1-2 1210 SHIP 1 6�i.. SrArE 6'TIE available from Truswai software, unless noted. Eng. Job: EJ. Chk: STEV Dagnr. MIKE TC Wve 20.00 psf TC Dead 10.00 psf BC Live 0.00 Psf BC Dead 10.00 pet TOTAL 40.00 pef 6/912004 Scale: IN=" = V WO: BU21 DurFacs'L `125 P=1.25 Rep Mbr and 1.00 O.C.Spacing 2- 0- 0 Design Spec USC -97 Seqn T6.4.12 - 0 WARNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design is for an individual building compcmeM not toms system. u bas been based _os speciflcationi provided by the compound manufecnrer and done in accordance with the c rrent.versions of TPI and AFPA design standards No responsibility is assumed for dimensional accur-I.:Dimnsious. TR C �, w /O �(� me to be verified by the componnt nmufacamr im&or bwl&ng &sipa prior to,f"csdon. The building designer must ascertain that the loads 21ind v r r ^ on" detigs meet or exceed the loading imposed by the local building code and the particular applimtioa. The derign assumes that the top chord A Company You Can Truss! is laterally braced by the roof orfoor sheathing andthe bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for laical support of components members only to reduce buckling length. This con pomcut shall not be placed in my 75.110 St. Charles pl. ste-11A n' meanest that will cause.the moisture content of the wood ro exceed 1"6 and/or case connector plate corrosion. Fabricate, handle, install Palm Desert, CA_ 92211 and brace this truss in accordance with the klowiog standards: 'Joint and cutting Retail Repan available as output from Tnowal software', 'ANSV[P11','WTCA Phone (760) 341-2232 I' - Wood..Tnm Council of Asrmiea Standard Design Rcipnsib ilities, IIANDL LNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 1111B-9t'SUMMARY SHEET' by TPI. The Trust Plate Institute (T p is located at D'Ooofrio Drive, Fax:# (7.60) 341-2293 Madison, Wisconsin 53719: The American Forest and Papa Association (AFPA) is located at 11 11 19th Sttxt, NW; Ste 400, Washington, DC 20036. Eng. Job: EJ. Chk: STEV Dagnr. MIKE TC Wve 20.00 psf TC Dead 10.00 psf BC Live 0.00 Psf BC Dead 10.00 pet TOTAL 40.00 pef 6/912004 Scale: IN=" = V WO: BU21 DurFacs'L `125 P=1.25 Rep Mbr and 1.00 O.C.Spacing 2- 0- 0 Design Spec USC -97 Seqn T6.4.12 - 0 IJob Name: CHERRY PLAN -PGA WEST Truss ID: G3 Qtv: 1 Drwa: I MG E -LOC 'REACT ETLE 'REO'D 1 0- 2-12 476 5.50• 1.50• 2 10- 4-12 456 1.50• 1.50- R319MRBImtTO shown are based ONLY the truss material at -each bearing TC FORCEARL WW Chi 1-2 4 0.00 0.29 0.29 2-3 -67 0.00 0.33 0.33 Ec FORCE ARL WD CEI 4-5 962 0.05 0.74 0.79. WEE FORCE CBT W= FORCE :CET' 3-5 324 0.21 2-4 -982'0.65 BE 2 -456 0.20* 2-5 -916 0.51 1-4 -122 0.02 TC 2x4 SPF 165OF-1:53 BC 2x4 SPF 21008-1.88 MRs 2x4 HF STUD BRO HIL 2x4 Har BTUD OBL BLL 2x4 " S=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 pef live load and 10 psf dead load. :Additional design considerations may be required if sheathing is attached. 1+1 indicates the requirement for lateral bracing (designed by others), perpendicular to the place of the member at 63 -intervals. Bracing is a result ofrind load applied to mebrber:(Ccmbination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for rebs in the.truss plane and creating shear rail action to resist diaphragm loads. Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS TSE COMPOSITE RESULT OF DWLTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Drainage'mnst be provided to avoid 'ponding. Permanent bracing, is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995 or. ANSI/TPI 1-2002. 5.1a -i 5-1-0 025 5.4'8 70.58 UPLIFT RSACTION(S) : Support 1 -58 lb Eng. JOb:.EJ. support 2 -56 lb This truss is designed using the Chk: STEV UBC-97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 DE MIKE Truss Location - End Zone TRU SSWORKS Eurricane/ocean Line - No , Exp Category - C g nf: Bldg Length - 40.60 ft, Bldg width - 10.46 ft TC Live 20.00 psf Mean roof height - 10,54 ft, mph - 80 UBC Special Occupancy, Dead Load=: 27.0 yisf A Company You Can Truss! ----------LOAD CABS N1 DESIGN LOADS ---------------r Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00.= 0- 0- 0 60.00 10- 5- 8 0.67 BC vert 30.00 0- 0- 0 30.00 10- 2- 0 0.00 Sc Vert 10.00 10= 2. 0 10.00 10- 3- 8 0.00 10-5-8 I i 4 5 10-� 10-" 2-1-0 SHIP 1-4,10 N&I DEFLECTION (span) r L/366 IN mm 4-5 (LIVE) L. -0.33• De -0.33• T- -0 --_ - Joint Locations -- i 0- 0- 0 4. 0- 0-0 2 5- 1- 0 5 10- 2- 0 3 10- 2- 0 0 TYPICAL PLATE: 1.5.3 6/9/2004 All plates are 20 gauge Truswal Connectors unless precede_ d by "MX" for FIS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truawal software, unless noted. Scale. 15W C 1' WARNING all notes on this sheet and give a copy of it to the Ersecting Contractor. Eng. JOb:.EJ. WO: 84621 .Read This design is far an individual building component not truss rystem It his been based oo specifications provided by the component manufacturer Chk: STEV and done in accordance with the current versions of TPI and AFPA design standards. No responsibility isassumed for dimensional accuracy. Dimensions DE MIKE TRU SSWORKS -utilized verified by the `ter"°°nen`�,"`a<°�'and orb��gde=,lpncr,priorto�;tadnn The building designer must ascertain that the loads g nf: TC Live 20.00 psf DurFacs Le1.25 Pe125 n�liaedonthisdesgnmedorexeaddieloading bythelsealbaildingcc&andthe��rappli�;en. The design aa.arnesthat the tVchard A Company You Can Truss! is laterally braced by the roof or floor sheath ng d the bottom chord is laterally braced by a rigid sheathing material directly amiched, unless otherwise acted. Bracing shown is for lateral supportof components mambets only to reduce budding teugth. This componxm shall not be plated in rm)r TC Dead 10.00 pef Rep Mbr End 1.00 75-110 St. Charles pl. Ste -11A environment that will cause dna mo content of the wood to exceed 19% and/or cause connecmr plate connsien. Fabriate, handle install - and brace this truss in accordance with the following standards: Jomtand tlrmng Detail Reports available as output from Truswal sofivare', BC Lhre 0.00 pef o.C.Spacing 2-0.0 PalmDesert CA. 9221.1 Desert, Phone (760) 341-2232 'ANSI/F11','WiCAi'- Wood Trusa Council olAmerica Standard Design Roponsibilities,'AANDUNdINSTALLINrAMBRACINGMTAL PLATE CONNECTED WOOD TRUSSES'- 71113-91 SUMMARY SHEET TPI.'Tbe BC Dead 10.00paf Design SpecUBC-07 Fax # (760) 341-2293 (HI13-91) and by Truss. Plate Institute (TPI) islocate! at D'Onotrio Drive, Madism. Wisconsin 53719. The American Form and Paper Association'(AFPA).is located at 1111 19th Strew. NW, Ste 800, Washington, DC 2006, TOTAL 40:00 psf Segn T8.4.12 - 0 1. 2x'I''0ST ATTACP::- TO EACH TRUSS PANEL POINT AND OVERHEAD PIJ'RL.]N-p OF— 4-' 2. 2xx, 9i HJ- 011#20: PURLINS ;V -0-O.0 3. 2v" i-'! I -IF OR 921 CT)NTINUOUS STIFF—Et"IER ATTACHED TO POST - 4. 1.11"'FRUSS 01 FROM END WALL AS NOTED ON TRUSS DESIGN. 5 EVI END TOP CHOM-; (TYPICAL) G. CG.MMON TRUS' 7. HE' .:,.)RNER 8. iso i;ONT[NUOU ""FERAL 3R. -I.0 I NG. 9 SE ION A LATER,ikl, STABIL:'-.- 01,'ROOF SyS,1!,t-'..N,I 'IS PER DESM'N I ft P S E'r B ACK AS �,,oTED 0114 TRUSS DESIGN. 1'11P TRUSSES 24" O.G. (TYPICAL) SECTION B ADEQUATE ;,0N%1, -EC ON BY OTHR R;�-: , '1 Yff CAL). DA -1 E INAIIVIING Read all notes on this sheaf and give n coag of i? to the Eec:!nq Co.iilrjcfor. Th,; i$ lor L., ndividal bw1ding componaru, 11 r,as ue,a Lased on piolplilgo by Jh4 co,nj,anl M=. :WWW and done 0 assumed 1w cim, zuwacy. bi,,nonsoils are 10 componij.,j arld'o, U.Ju.10 diis-ullw Pl.o� lo T6. •budo",J) 0.", — n— "r..I� MAI trio N)A" .Wd by jr�, I,! and :Da DO410mchold is lalwally �,Aci,u by nolod 81-,V G L)EETAIL, 1/21/98 HIP rN TK,,Uw2_ 11&6w/\!. -S[[ ms cor,1100.11 0:14 IAUSCOM MANUAL* by Tittiiwal. C:iAUWICONTROL . STANUMI, MEi.., PLATE CONNECTED VVOCII ;RUSSES', :QST88). -H-ANVL1NG.!:j STALLING ANb BRACING METAL ?!AAE CONNECTED WLKIC" I --'SSES -(H;8-91)and-Mp91 The :1?19. 1-1-k"Wwwan fmag and A6Cii1lOn V.. -PA) Is localaO al 1250 Connocticul Ave. NW. Ste 200. DC 20036, SUPPC'RT R_-QUIRED EVERY 4'-C:" .'AA)0MUM, u TYPIC.::- JACK WITH VARY'll.-.-' CP CHORD LENG" . C '.' '.DER (ONE M(�RF P!_Y ). WEDGE OR BEVELED TOP PLATE UNDER " JACK TOP CHORD 4 EXTENSIONS. FOR WEC.-GG, 'JSE (2) 10d TOE -":A!'.3 _A. FOR TOP PLA':.;, iN;AlL. W/10d CHORD!:': G!RDER. HIP TRUSSES 'SEAF, NG SUPPORT FOR TOP U- (DRDS OF ENF JACKS lVIHERE THEY CROSS SUPPORTING MEMBERS. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY SE 7011 -NAILED TO THE SUPPORTING MEMBER WITH (2)104 NAILS. >. FOR REACTIONS GREATER THAN 300#, THE" DETAILS BELON ,';!AY USED TO PROVIDE ADEQUATE, BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUTIS DETERMINED BY'. HE REQUIRED -BEARING AREA (OR LENGTH) AS SHOWN ON THE ! :- IV!DJAL TRUSS DEIGNS. 4. FOR Ef.CH DETAIL BELOW THE TOP CHORD MAY BE TOE-NP,._.=D 70 THE SUPPORTING MEMBER WITH (2) 10d NAILS. b. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITOiv';i,L CONNEC"ION CONSIDERATIONS IF THEY EXCEED THE'VALUc TF;E TOE - h!: CONNECTION. 6, OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE 2UILDiNG DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELAT'? G -0 SYSTEM THAT TIRE NOT SHOWN HERE. �3ETAIL --OPTIONS 0 CONNECT+ON OF LATERAL BP ACE IS EaSEO'OP:_RACE FORCES' DE rERMINED BY THE BUIL GING DESIGNEP NOTE: BE E E) LEDGER MAY BE USED INSTEAD OF DETAILS SHOVVN ABOVE. LEDGER t, .Y BE ATTAc-HED TO EITHE%' 7AC'E OF TRUSS V. ITH 1Od NAILS. SPACING OF NAILS IS DEPENDENT ON LOAD -'IG CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. t , THIS DETAIL IS PROVIDEO.AS A SUGGECT :D SOLUTION THE APPLICATION ®40 SHOWN ONLY. IT IS NOT INTEMDED TO 7"H;1 LACE OR S4 --RCEDE ANI' SIFMILAI DETAIL THAT MAY HAVE BEEN PROVIDE -0 "3Y THE BUILT G DESIGNER. IT IS { y THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEA :CY OF THIS,DETAIL t cFr a,' IN RELATION TO ANY SPECIFIC PROJECT. AS TO ITS APf :DATION AND INTEN' TT-.' -wAr S%wg)rvw APPLIED TO THIS OR ANY'SIMILAR ISSUE. TRUSWAL SYSTa.1S ASSUMES NO RESPONSIBILITY FOR FIELD. INSPECTION ORWORKMANs :iF QUALITY. END ,i= LATEPAL BRACE. (BRACE MAY OVERLAP WITH TRUSS CHORD - NAIL ;CHORD TO FACE OF BRACE WITH (2) 10d) L; 13 . EL CL;-. ON TOP CF )r�D OF TRUSS O .,ECD,`DARY" CHORD !damY,EF. NOTE OF T?. JS M.L;S-1 ALLOW Fr-,- THis. . 1 Y' `,9 \��6 C 982 ��r •� - 12/31/06 ` �• D AT E` ?519p9 v 1� a\P/�y RET: W - A 9 ��V3 JACK/ RAFTER 8TXA.'QARQ .„ TAUS, � -_ _IF�RIV�A S�'Y�IE) TRUSS: PLATES AND LURABER A.S SHOWN, OR ?ER INDIVi-::JAL TRUSS DESIGNS. (3-4 ALT,) 2-'c' CONNEC T IOii DETAIL "A" (TOP OHORD TC HIP GIRO_ER) j .), ,:;K TOP CHORE) C•' NS OVER GIRDER +" TLP CHORD. (2) 1 O or Id NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED. OR r'.DEQUATE MECHANICAL "iANGER PER MANU!:. CATALOG. OPTIONAL EXTENSION 3-4 •f A :lAl- B HIP GIRDER CHORD: CONNECTION DETAIL "B" (BOT CHORD TO HIP GIRDER) (2) 10d or 16d NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE- NAILED,.OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NOTE: IF !DE JACK BOT(Olvt CHORDS ARE USED (INSTEAD OF WEDG: _S AT THE'WALL), THEY MAY BE ATTACHED TO THE BOTTOM OF THE FIRST END JACK AS PER DETAIL "B". I LUMOrK J: jJACK TOP CHORD: 2.`:4; #2 OR BETTER DF -L, 91!92 OR SEiI! ER CAN S -P -F, ', OR BETTER S -P -F. #2 OR BETTER HEM -FIR, OR 165OF NISR ANY SPECIE :ACK BOT CHORD: .:i4; #2 OR BETTER ANY SPECIE, OR 1650F MSR ANY 3 P CIE ;CORNER RAFTER: 2i 6; SELECT STRUCTURAL•ANY SPECIE, OR 165OF NISR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DE i.'LS, O !- 2'X8 i,2 OR BE""TER ANY SPECIE. TOP CHORD LENDT H' MAY VARY FROM 6" MINIMUM.TO 81_011 MAXIMUM, Vti17 H EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM ElEYOND. !-TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE iiiP GIRDER ONLY' 1-730TTOFT Ch -ORD LEiGTH MAY -VARY FROM 6" i',AINIMUn,1 TO 8'-0" MAXIMU ;. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH faAY VARY FROM 4/12 MINIMUMT.O V12 MAXIMUM. BOTTOM, CHORD PP ,`H MUST BE FLAT (0112). _ 6 RAFTER MAY BP SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (.?•. ") FCi;? OVERHANG UP ':'O 34" (24" @ 45 DEGREES) MAX. -:dIS DETAIL .PPL.'E TO 45 DEGREE HIPSETJACKS AN1D CORNER RA°"T":RS ON Y! cOW GTION 6ETAIL c (fOi_ �HORDTO 1=<r`.r=TER) JACK TOP CHOR D MUST BE SING_'__ I ,- BEVELED OR DOUBLESEVELL J 10d or': 3d NAILS, THF OUGH EACH J, c'!' •: T.C. INTO RAFTER, TOE -N. -,:-_D, PER SCI-iEDULE BELS"N. OR ADEQUATE MECH�:JIC.AL HANGER PER i',i:''.NILIF. CATALOG. Pc._! •iG REQUIRED: 2'-0" & 4'-E)" JACK T.C. (2) NAIL•`_' 6'-0" JAC '.:-.C. (3) NAIL:': 8'-0" JAC., ;:INE FACE OF - RAFT` ONLY) (4) NAIL" TC Live a ^'f DtwFecs L=1. S P=1 5, DESIGNED FOR 10 PSF NON-CONCU; TRENT BOTTOM, IRD LIVE LOAD. TC Deed 1 Rep Mbr Bnd 1.15 PLATES 8 NAILS DESIGNED FOR GREEN LUMBER VAI i'ES. BC Live r."I ' 7,O.C.Spacing 2- 9! 0 WIND LOADED FOR 75 MPH, EXPOSURE "C"• MAXIMUM BC Deed t '.!r, p,:f 0esignSpec UDC -9: NO POINT LOADS, MECHANICAL UNITS. HVAC, SPRINP ; S. OR OTHER _ ITEMS CAUSING.ADDITIONAL LOADS -_%N THE STANDP...• :�fZSIS 44M IR 4 n ;+s 0EFL RArlorta4n rc: U1B0 ALLOWED, WITHOUT SPECIAL DESIG`:. THIS DETAIL -IS PROVIDED AS A SUGGESTED SOLUTION TU APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO RErLACE OR'SUPE'. CEDE ANY SIKL.AR t Eur ® DETAIL THAT MAY HAVE BEEN PROVIDED '1Y THE BUILDIN -ESIGNER. IT !S E THE RESPONSIBILITY OF OTHERS TO VER'F'r THE ADEQUAC OF'THIS DETAIL a C« " IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPUC TION AND INTENT ill "-a� sysr ms APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYST i.:5 ASSUMES NO RESPONSIBIUTY FORTIELD INSPECTION OR WORKMANSHIP QUALITY. 1—PLY OR MORE GIRDER if0 J No. C 45982 m LLt P? Exp. 31 6 -{ C/Vl1.O��Q' OF CALIF 13 A C (l B RAFTER 1' — f" is :.:> e - DATE: O/"1.x'2002 REF-: EJ -1, DES: L.M. Optional :""',! 3GENERAL GABLE e�T`AILS FOR VIND LOAD SRACt . Max. 12" eave unless noted -on drawing. Gable End Truss z: as. i'n a r,nineering andard (whaler) -brace along back face of gable, braced with o +or-45degree diagonal 2x_ (typ.)'braced to roof Connector pla n are for example ,7nlySae actual truss design for required p'afe sizes and orra,:: cion. Structural g f•", - eS roil1,°genera11y,h ve diagonal and vertical members other that1hose shown .�., Gar tre_s rs continuous bean g Pzrept as maybe noted on indrvidual design dr�wnigs 1 — Ird,•cates st - d,members that.reguire bracing: EN€��.�CE) VIEW -- --—„_,.._ I ,1) ALL GAF' _F `_BRACING DESIG':V AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILiT OF THE BUILDING DESIGNER, PER THE LATEST -VERSION OF ANSIJTPI REFERENC EL 5Y THE MODEL 3UILDING CODES. 2) TRUSWAL S":STEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL V;DICATE ANY NEED FOR WIi•-`;= BRACING, AND THE REQUIRED BRACE'INTERVAL LENGTH,.--',-- DESCRIBE:. ABOVE TH!_ E -,ACE INTERVAL ON THE DRAWING IS BASED.ON THE LOADING AND WIND SPEED INDICATED ON THAT DRACNING:ONLY, AND THAT -BRACING IS REQUI ED TO (PREVENT THE CABLE STUDS FROM` BUCKLING DUE TO WIND PRESSJRE"Ac L;IVG ON THF.-- FACE H6-FACE OF THE CABLE TRUSS AND AXIAL STRESSES CAUSED BYTHE !NDICA1_ED APPLIED VERTICAL LOADS. ,LOADS ACCOUNT, FOR 12" EAVE.MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THER'EFORE IS NOT EXPOSED rO '�^�IND LOAD APPLIED rO THE FACE OF THE TRUSS, THE BRACE SPACING_ INTERVAL MAY 3E INCREASED TC °ONLY ACCOUNT FOR. THE LID LIMIT OF 5'�, OR COMPRESSIC.1 I MEINIBERS (i.e. TCR 2X_ LUMBER, THE rOAX.,BRACE INTERV L IS 6!-3'). 4) IT IS ASSU:: I=D THAT THE Gk' -.BLE TRUSS RESTS ON A CONTINUOUS B.EA:z;i:G WALL EXCEPT AS M,40' BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGP: 5) SHEATHING - ,= PLYWOOD, CSB, vVOOD BOARD SIDING, HARDBOARD SIDIPIG, SHEETRO..K, S I UCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLAC;dD ON, ONE OR BOTH FACES cF A REGULAR (" (014 -STRUCTURAL) GABLE END. 6) LATERA!_ LO.,;DS IN LINE' WITH THE CHORDS (SHEAR / DRAG LOADS).HAVE NOT BEEN CONSIDEREE UNI LESS INDICATED ON THE DRAWINGS AND ARE THE RESP ?',isISILITY 0 THE BUILDING i:ESIGNERTO.TRAiJS.FERTHROUGH'RESISTINGDI4PHRAGr`r�. —i fid blucl< . e;,veen asses nailing c/ diagonal ^.;ace, atlacl,etl'.r., .heti :?g and truS..;; .nra<':h en, typ. Trus'. �dacinp2 per ';zsigns. WALL/ 'BE RTT6 ; SUPP 1"RT SID! i' _W 7) ALL iTEP: S 1-E LISTED UNDER'REGULAR GABLE EEND TRUSS REQU! ,._EME::' S APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ;ANY MATERIALS LISTED IN #5 MUST gr_ ACCOUNTED F -DR, E.. -AER IN STANDARD DEAD LOAD PSF LOADING, OR.BY ADDITIONAL -LOADS. ADD:77101': '%L LOAD ARE INDItCATED Y "LOAD CASE #1” CHART ON THE i-ESIGN DRAWING 4) STRUETURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED 'IND'.":':S BRACING IS SEPE R ATE FROM THE GABLE_ BRACING UJTERV'AL. SEE P _:FERE: s -_-ED STAId7ARD DRAk'.'INGT,(01087001-001. 10) TRUSS MAY O'vtMAY NOT'BE CONTINUOUS BEARING, AND IS APPF':'EG OR THE " CONDITION(S)1KIDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. NOTCHING FOR ON STRUCTURAL THIS DETAIL IS PROVIDED ASA SUGGES ? SOLUTION T. HE APPLICATh3m SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SU ED ANY SIMILAR DETAIL THAT MAY HAVE SEERPROVIDED 0,'THEBUILDING DESIGNER. IT IS IS til THE`RESPONSWIUTY OF OTHERS TO VER FY THE ADEQJ. ,CY OF THIS DEETr!L IN RELATION TO.ANY SPECIFIC,PROJECT, Q,S TO ITS APPL L'=: ION AND INTENT APPLIED TO THIS OR ANY SIMILAE? ISSUE. TRUSWAL SYS ' :'uiS ASSUMES NO - RFSPnNSII3ILITY'FOR FIFLD INSP:=CTIOtr "R WORKMANS4P" OU'ALITY: (ERS IS ALLOWED ON REGU'ILAR GABLE END TRUSSES AND END TRUSSES IF NOTED -01I APPROVED DESIGNS. No. C�45 2 Z�� n d Exp. / 1/06 t xc �j C I V, L 04T -i 3 2�l2602 �CPFCALI��Q� REF: G2. 1 TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 CCIM031600'. 9/15103 Users of Truswal engineering: TX01087001N The TrusPlus,"" engineering software will correctly design the location requii-er ients for pei r ianer a Goniil tuous i'a ei al bra inig \, CLLj) ol.-I r'i-le, 1 100, ":7 rIX which, it is required to, redl.loe buck -Jing length. Sealed engineering dre:`Pdngs ftom Truswal will show the required number .and approximate- locations -of braces for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace-ItTM or a Ix or 2x member .(attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed; connected with a minimum of (2)10d box nails, and braced to the building per the building designer (See ANSI/TPI current version). The following are other options ' (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the edge of the memher (Lip to ?x6 web member only) with 10d common or box ficins a W o.c. 'If only ui ie bzr�aca Is .regl_!il'e.d, of• i"nay be, na ll`:e d tC? both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. For 2x8 and •(' .iii a.,_ t.., ,.�Y'C { r'"}/'7 ..-::r .a�=r ��:> •. , iii_; �..,. .. •_1e? ..t hrdone r e5iC, .1 car C,r 2. % SC.'.. h (cidr.,-Gi1) Gi' "1[=3 sante si, o. cid Sial1 1:! 11'al grc+de aS fl-leIl"larilber 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 minimum of 2,,6 scabs are required for any member exceeding 14'-0" in langth. Scab(s) mi_lst extend a minimum of 90% of the members length. 3. Any member requiring more than two .braces must use perperluicuiar bracing or a combination. of scabs and °T" braces, or any other approved. method, as specified. and approved by the building designer. 1. EXAMPLES 90% L 11_9070/1 ��i�:;c?":o �'C,'ri^i":;'1:'I I •�lls`,;!'�i,l �^Li�11,1'i(aC;r li c(,I�r�? Clrc lb 2. c; lmsafficelwirnwrftrace-new.lei 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 CnNNF..C- .. NU •!� :L u.LC `�'-1.. i' -l- :J'V%!i LjJ7. n1l:7 I 9 IS ::1��_v:'2t,.�'�'USI� THAT Tlit; APPROVAL: OF THE !-. C1' ?,':C 3- c- r Ali' > ;: i k �.._ Ii _.T }} C 1 .li: 1. ';1:;1`:l'•.ia U'S'IING Til -ESE DETAILS'. BFt-IRING REQU11"ir_';'lEP41'S S1101tti ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS `C:ai.USSES @ 24." 0-C. (TY'P . ) F TIT K A+- BLOCK \ul)41 M, BLOCK BLOCK T04 CY'OR BOT TOP PLATES CHORD O STUDS @ A L 16" 0_. C. SECT. TRUSS A -A (TYP . (TYP.) PROCEDURE: 1: TOE -NAIL BLOCK TO TRUSS P7ITH 1-• 16d COMI\.ON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -WAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. "id;) 1;.* lL 'i 'P - - - -i S's, 'a :: .i� %i .. 1-- .. - 0, .11 "l` •.li'ij :.::7�.-h TRUS's, IN'TC, `r �' l'J:T'.f �. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 'THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR 'DETAILS AND SPECIFICATIONS. TRUSS CON ?EC`i'ION TO INTERIOR BEARING WALLS ' X ` B:T2ACING 1.'T OF S S }_.,L._,o or: ~ END VFR'7'IClll, RU1? t-- ------ — �S z THROUGH TO BEARING. . "C R (FESS/ . u %, - 7 O WALL MUST BE AT HEIGHT SPECIFTED ON THE DESIGN DRAWING OR w -► -C m E2 D7 ?%iLIS'P B'E SHIMMED TO THE CORRECT HEIGHT. � m p. 121 !06 m 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 M.A.X. OF 16' INTERVALS ALONG WALL. SOF CAQI ()% '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 FIALLS ti'NLl'_, I'E.PPFE? DICV,,LAI, 'i C1 TRUSS W I.LL P7-_RALLt:L TO TRUSS - - -- - ; — -- 2X4 BLOCKING BOT CHORD - BOT CH 2X ► i SEC. i `1'O,? %I,1:'rI: +< <I I C .` TOP PT_,1:TF i -- �! 1--1611 CO2*iON NAIL OR. 1-1.6d COMMON NAIL, OR � 4 O.C. .� _Cii1'.^C?N Sr1'C (CT: t C.)i�'a.Y7 GTx�iPSON STC (OF: >✓OU LV . TRUSS CLIP 7 _.' . L.y._._ ) TRUSS CLIP FILE NO. CD -1 ®®®� DATE: 9/10/92 TRUS%MREF.: DES. BY:' L..M. " CK. BY: ®®®$y"jEm STANDARD PRESSURE BLOCKING DETen.o_. --- -- rN� D VlEk�l- SIDE VIED._ ! C—=--' i I`.'' -_1J V RC OLV� MCV Ct-,T V I Fl r11YV BOTTOM CHORD O;= HIP G USE (60 1 0 BOX NAILS PER BLOCK AS SHOWN, TW':-)i'.IAILS PLACED AT 4" FROM EACH END OF BLOCK, AND TVV- NAILS EVENLY SPACED IN THE CENTER OF THE BLO(,;C. MAXIMUM �.,UP?ORT REACTIONS'. LBS. PER.JACI4 'TRUSS I'.I17CK :?X4.(1 BOX NAILS TO BLOCK) 2X6'(3 BOX :', .%ILS T O BLOCie,_j CURATION: 1.0^ 1.15 1.25 1.00 1.':2: 1.25 $ PINE. GF -L ',=:+1 FIR S—F—F 132. h12 103 90 152 152 129 140 121 131 104 113 198 2" 168 1;13 158 1C:: 135 1 t �5 248 410 198 s .169 'REA(.;TIONS ARE EITHER UPWARD OR DOWNWAF<I .. USE .(2) 10d BOX NAILS THPOUGH BOTTOM CHORD OF END JACK INTO END OF TRESSUP,E ' BLOCK FOR 2X4, USE (3) 10d BOX NAILS FOR Xc , LUMBER. SEE TABLE AT LEFT, MESS9` c7 o. C 5982Lu m ccJ X0.12 6 �D C jV,�. OFCALW LGCG , HO; D UAfis _bislf.:Uuu REF:'; pEi_ _ THIS DETAIL IS PROVIDED AS A SUGGESTED LD SOLUTION TO HE APPLICATION SHOWN ONLY, IT ISNOT INTENDED TO REPLACE OR SUF EDE ANY SIfi1'lILAF It1 r a p b r r�� t wgr DETAIL THAT MAY HAVE BEEN PROVIDED FY THE BUILDIN ESIGNER. IT i5 THE RESPONSIBILITY OF OTHERS TO VERIFY THE AOEQVl. r OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT. A; TO ITS APP.- i ioN AND iNT PaT APPLIED TO THIS OR ANY SIMILAR ISSUE. 'i':iUSWAL SYS-.--M,iS ASSUMES 11"0 RESPONSIBILITY FOR FIELD INSPECTION 'X-l'A(ORKMANSI? = QUALITY. USE .(2) 10d BOX NAILS THPOUGH BOTTOM CHORD OF END JACK INTO END OF TRESSUP,E ' BLOCK FOR 2X4, USE (3) 10d BOX NAILS FOR Xc , LUMBER. SEE TABLE AT LEFT, MESS9` c7 o. C 5982Lu m ccJ X0.12 6 �D C jV,�. OFCALW LGCG , HO; D UAfis _bislf.:Uuu REF:'; pEi_ _ DUTCH HIPSET DETAILS T - _i!i-'-R ri?. A TkISS.-TLATE OR (2) i6d vAl-s (2) 116d, -NAILS VND-)RAILED JACK CP.r'T.ON 1 A, �y ii , h �� i� � �� ii `� �=I n C A DfITCH HIP CMDER B 2x NAILER (BY OTHERS) C END JACYS 1211' R.AFTER BLOCin!NG FOR DIACON_'AL Bi ?CE DIA50NAL BPACE (2) i6d NF1 Ll c 11 TPUSS PLATE OR () 164 NAILS (2) l6d NAILS END -NAILED TOE -NAILED - I I J,ACY, OPTION 2 - DIACONAL BRACES "X" ARE REQUIRED AT C-ENTERLINE AND AT 10'-0" O.C. FROM CENT-ERLINE. (2)166 R1,11,S. T'_*�oujR_--'17) FOP LACE BRACE "Y", AT7/,C)4�FD I ITH �ND NA -d -ill -'D INTO TRUlSS T',* Cit;0P.D. BLOCY'11,11; * L ' T TO? OF D:_..;0 ..1, z,), -'tAC E AND IN BETTWEI-EN TRUSSES EACii 111"DTAL-1. i -F OFFSET FROM RID�-_-, OR A DOU!,M: Bl,.QCI' MAY BE USED PROVIL—E A FIT WITH D,IAG.QNAL.. BRACE. DUTCH HIP GIRDER, JACKS, AND HIP.RAFTER ?!QUIRE SPECIFIC DESIGN CONSIDERATION', OR OTHER DETAILS NOT SHOWN. S 50 ps- �l T.^, TAI. LOAD, kND TS E.. c0'M"`C_ljC)Ns FOP WINE] AND 1,0-' S ON T';Fl i h' i.11;iil_; NOSE "'V -, I- ? I Sof E & No. C -5982 m Exp. t2/ j /06 FILE No. DUTCH HIPSET-DETAILS DATE: 1991 TRUSYM r*' cr c qv. I M ClK, BY. N IvAllwAl MA s Y s r E m COL.QRADO SPRINGS, CO 8050.7 (800) 322-4045 FAX:(719) 598-8463 o,i, rnn RE: Toe -nailed connections To Whom It May Concern: It is permissible to use toe -nailed connections between short-s,pan trusses and girder trusses instead of mechanical hangers. The connection must be, done based on the indicated reaction force at that bearing location, and using the chart below (based on DFL green lumber, non -snow Load conditions, and 10d or REACTION # TOE -NAILS REQUIRED a#-204# 3--10dor16d 205# - 272# ivi 0 k 4—iOdor1 d I trust that this information is helpful and clear. If there are any further questions or comments, please do not hesitate to contact a Tru.swai Systems engineer at your convenience. A D ! .011 FRAMiNG DETAILS FOP. VALLEY For el:arter +!.Ir-nki,ike 10I,ptr FILL meynbr:re mv; r.n�=cr.l[ve Lslidls- 1,wrpq- (I) Valley ratern riot to ti.y.c6IA ZV-G" c1cIX . ... .......... ... (I) 14alUng per UDC except as 'noted 'OL 1 r; v4- 13 H19TA I[,: (A) 2xi post to 1/2 Valley-wifith purlin W CHORD OF TRUSS TO BE SHEETED Of I.ATERALLY BRACED PER TRUSS DESIGN VALLEY FRAMING I-, N UTIIERS)- . 2r4 VaRgjr rafters with 3-1'9e' too-nalls to ridge typical — ----------- C SECTIOM A. -A ?'ruyfd* volid block between iriisse:x to vzqyport ridge If necessary. 7 ZTWJNWAL COWWro" tf rue 1:."). .34;; NW wubvm "0016. .0 )IMS ovdw**4 WA;.' u< Mhl Data Convell'-101'.r.1 p'l-aming 06VII'MrAM Km of mAtff of Paul F—I 11 A futh. t*) I I VL �.*A AN $6— Ref:.*: 5- 5-1 De s. 19y: 4 v r1k. BY3- .......... -Wtq supported a (n) 27A.post to bearing, End or Gia ,'C:- t) - L�.'� �I\L ;� (C) 2--1 post to truss wh,--rc -4oyrn ay�� J -\J!-/ fI h (D) 2 --*4 post to 2�lx4'-0" purlin W CHORD OF TRUSS TO BE SHEETED Of I.ATERALLY BRACED PER TRUSS DESIGN VALLEY FRAMING I-, N UTIIERS)- . 2r4 VaRgjr rafters with 3-1'9e' too-nalls to ridge typical — ----------- C SECTIOM A. -A ?'ruyfd* volid block between iriisse:x to vzqyport ridge If necessary. 7 ZTWJNWAL COWWro" tf rue 1:."). .34;; NW wubvm "0016. .0 )IMS ovdw**4 WA;.' u< Mhl Data Convell'-101'.r.1 p'l-aming 06VII'MrAM Km of mAtff of Paul F—I 11 A futh. t*) I I VL �.*A AN $6— Ref:.*: 5- 5-1 De s. 19y: 4 v r1k. BY3- .......... -Wtq supported a MINIMUM Itt:J1C OF I,UMBF11 SI'IALL BE: Conatructl,r: Gracie llem-Fir-or L'uug-Fir 1 2 xc or qulLec !;p to 5'•�tl" 11-2. 4m 4. 5. T-34 /— _— 6:r3.. tI-1.6x3. "1' I;;: to—16'-0" _- 11-3.2x4.5. T-44 ' A - 0" to 4!'-C 13 - 4'-1" to 8'-G' C - 8'-t" to 12'-(3" 1) - 12'- 1 " to, 16, - i'' L•' - 1G' -I" to 20'-1'•" 1e - 20'- i to 2.1' U" NF.EL NOT REQUIRE.'; ?'O,, 6ND OVi.' -1.60, 'T-31 11 - 1. 6x3,'r--3 1 Fj- 1. 6s3, T-31 Il''.4x-%.5, T-:14 t 3u' -o" 10-5 LGADI_?" D•I] mGf t LLWL/1•-oot = 37 : tP. TYPICAL DETAILS 1;0:'i sji"Al 1'A.IJIII(:AF::'? jm TOP CHORD OF TRUSS T,"') 5 SHEETED OR 2 31,K 1� LATERALLY BRACED PER Ti ---SS DESIGN ,L UNDER VALLEY FRAMING :>Y ETHERS. OF�J F TRUSS- Note:15t incre..-� .in allow -'1>ie unit st ._sses used -.--jrshort d-..I:ion $til 1. 1' -use s 2' 0" T _%I is _•_j_ � ji r-1.. �� •— � 11 ---1-- 1.-- � I I ! l II' Bowring Partition, ic::m, or Girdcr <4; Gr.ble 1'nd Truss P ut N (Ty;)ical 2't •1 'r Vnlicy PAcmLc••I I 2x3 MIN Top Chur•d of 'T'r•uaa File No. �'.y 1lc hi la �� TRUSnA,t COHN CTOP3 1 e•s.-f�• a a -s a -"I 20 v ,y 1. " v......e tlyq lvd<.I•e O1;WN.'r-t E loMn p.. .V o 12 •. ! I'• f vale r. p.gv!'np w,. :�: 4�. a1 10'•c15" •. C 1. on. r— i- �ate: 11}' 1!:l72 R-)�20�11t Rl) R 1wUGl.d Oy pA•-R) IO w,dn P. wn 10'Y �i". �I Iw•In r•:p.<Iw M. .'b .1 a5''. L) ^: �k+KV.,nIn•- Rl(: $ 1k a. By: t) 11:7 It. l'p' 11 Mfrle. t- kofw 0f P • • fWl . f,�c,., /I 500o;ce n.ci.a nosh U-4 Io'. d „d IW!•I C -,n ., ..�.—tet rosmow'w0:na.. •n.. e.wan.ae,e7nL...dw..a:dn'.::.,.,u,..cw•..,..a»....-,�nlo,.�I c.,....,,. ,.�.,, ou....... , - --"- ! Cut to may elope of rs. 'fl I'J p,%t. Bottom Ci:uru of Vn11ey '1'r": P01TS INOIC.1I LII OF PLATE IM 1-1-- b. r 1-- SIu. a M Ir.!v.v� p.a..l .r••an a. M.c :w.-r.I r. iwaT 115vM -0•.'o•,un Il q..Ic<a .r..d As mina r.:C �. a 6 wil LATERI'L LOADS IN LINE G117_14 THE CHORD. -'.-_iA'vE NOT BEEN CONSIDERED. THESE DS AND THEIR REQUIRED CONNEr7'.-'-,'VS ARE mERF-SPONSIBILITY OF THE J.'.;_ DING DESIGNE'R. IF THE ."LIN SPACING ON TPFE. APPRO DESIGN IS hi"ORE THAN T:.,. DETAIL MEN -;=E_TAILSH'ALLCMAI)ROL. PA. NEL TOf"' Burmm CAP rRUS'.-i % It PIGGY -BACK CONNECTION WIND SPEED < loompill, 24 .. O.C.(KAX.). ATTACH TOP CHORD SECTION OF TO EACH PURLIN W11H 3 ONE FACE. FOR WIND SP 16"O.C.(KAX;) - TICAL LO:'U.', ONLY) 4X2 PURL'- .- Z, TWO(2) IS,, 14ALLS ALONG LAT TRUSS. ATIACH CAP 00n,' I CHORD TOE _NATI.rWO NAILS F� .100 HPV, ATiACII PURI NOTE: THE PIGGY BACK 807-1-0M TRUSS .-_-_,_SICN MUST BE_-,-:SICNED WITH A MAXIMUM PURLIN SPADING AS F;0 WIND SPEEDS LESS THAN 100 MPH - PUitt_INS @ 24"O.C. ARE REQUIRED. - WIND SPEEDS MORE THAN 100 MPH = PW'!.'I%AS 5 16"0.1,' "'x . ARE REQUIRED. SECTJC'`,'!.- BOTTOM CHORD OF CAP TRUSS 2-16d NA T, --P CHORD OF flOrTOM TRUSS TOE -NAIL nc.rrom CHORD OF TIlE ViGCY BACK (CAPTRUSS) I'D EACH LATERAL BRACE WITH 3-16d FROM ONE FACE) REFER---,.*) THE APF.7-.- "PRIATE T:?L73WAL DESIG.E,�:DJR THE RE_ _` !J;RED WEB COMFIG. IN BOT;', JJHE SLOPJf_"3 AND FUJ'z;ECTIOJNJ OF THE ilf? TRUSS, - -'.;D CAP TYHISS 3-16d TOE NAII_'_ (2 FROM ONE cl:;C�-'- 1.5- ToP CHORD OF .S(;T.TOM TRUSS CHORD OF CAP 12IISS , 'c? r,— X." VVAHAIINU-nead all notes on it'lo "."jp Coniraofor. TW-. (or- individual building coinponard not bus cysism. It hos b-AW91.1 VPoco k4d= VMViC. lampOn.ni n aro, No LA C. 598 j !,':;!-tpabaylsss5.-, aimonslonal ai 12 0 y 0s,-, -.op ml. b--ifisdby" mrrPorMM msrsrfaeC wr errdlot u¢laig cl.,*c p ;. fbdxd... Th. '. : ng JWw_—%t T RU.vyl-IL oddflnopiutv.�: al nhvgmWric Uut0i*tzpdwdistd.mQybmadbythemcfwflawshenthftmdmabottanichc:-.i-, e!Iybmc8dby.,!, " .1"...thbnals—tod. .pp - 61 .pwms r -10-d- ..91 ngN. Tw, it 1 be pl—d in mH embanmaM tlrm T <mrse the -ib- -!-t .1 In. -11, 1 -.d 0% endl.f I,- Piet -I-- 4415 Dr. 1-4., lr!uall and brbrat..No u— b, ..cwd,,A6 'Xi DETAILS* 1�) f" V^i !'-wood I.." C�';",'l co a co 80907 1 afAoiorica Standerd Design R-ponsibililiez, 'HMDLINZ;IIJSTALLiT4U?%14DB14ACil.FnETALPLATF.COI,;I ':TSDVV000MUS S -E-8, I -Dila-9I I end I It El -s 1, SUMMARY smEEr Iffy TPI. the Luis Pinta t, -tiw (I PR 1, 1�_ r�.tJ .1 W- 1. - _-� Wm—in fi- . TrusPlu.-; 5.0 Ver: T6.3. 5 Stmat 300. wd*v., 203 3-16d TOE NAII_'_ (2 FROM ONE cl:;C�-'- 1.5- ToP CHORD OF .S(;T.TOM TRUSS CHORD OF CAP 12IISS , 'c? r,— X." No LA C. 598 j Z Ex 12 0 y OF CALNF01"�' ,-.r 000E(sl Sl"_401,IG DA7 E " bEIC O.L. IBC! IRC ,IID " : 52 9 I . I (2) ',3d TOENAIL I :'F. 2X4 stipf"oll" TRUSS 72" O.C. TYP. 1 �_ 5 PIGGYB,,,.;" `TAI P I C G Y 1"3 A 3 1/2"X8"X1/'2" IDLYWOD CUSS[: AT EACH END OF TRUSS (AND 6'-0" &C. FOR Sr, -%,NS 36' AND LARGER) ATTACH 4VIFH (4) 1.51" LONG 8d NAILS. Ll`�J- 2M AS AN ALTERNATE WITH !6d EACH 2X4. C IlTINUOUS SUPPORT "RACING. 3 ATTACH TO THE TOP SIDE TOP CHO:tRD, OF TRUSS SUPPOR,l,!.-\IG) PIGGY .'.'-,Ks WITH ('-2) 10d NAILS - ALli-P.NATE DETAIL DSL REQUIRES BRACE V�5,-IEN VERTIC/'-. EXCEEDS 5'-C,"' 2 BRACES , A— - 10'-0" ETC, PIGGYB,,,.;" `TAI P I C G Y 1"3 A 3 1/2"X8"X1/'2" IDLYWOD CUSS[: AT EACH END OF TRUSS (AND 6'-0" &C. FOR Sr, -%,NS 36' AND LARGER) ATTACH 4VIFH (4) 1.51" LONG 8d NAILS. Ll`�J- 2M AS AN ALTERNATE WITH !6d EACH 2X4. C IlTINUOUS SUPPORT "RACING. 3 ATTACH TO THE TOP SIDE TOP CHO:tRD, OF TRUSS SUPPOR,l,!.-\IG) PIGGY .'.'-,Ks WITH ('-2) 10d NAILS - ALli-P.NATE DETAIL STANDA6iD E30TTOM CHORD FALSE FRAME !.TTAILS THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY -JP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FO : 3-i" Cs.c . MAX. SPACING AND 10 PSF MAX. CEILING L^AD., WITH THE CCE'TIONS - SPECIFIC 1 RUSS DESIGN IS StEPARATE FROM THIS UE TAIL - USE d?' C R BETTER (14507 FOR MSR) MATERIAL: FOR FALSE FRAME CHt"`.'-;DS - USE S i-ANDARD OR STUD (90UF FOR MSR) MATERIAL FOR FALSE FRAME WEBS. - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. - IF FAL aE :- :AME CHORD IS THE SAME SIZE AND GRADE AS THE STRU :'.TUBAL CHORD, ` fEN VERTICAL'; MAY BE LOCATED -WITHIN + OR - 12" OF THE :'ANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN T-0" - USE A. TPiU SW'AL 20 GUA!,E 2.5-3 MIN. PLATE AT THE HEEL CONNECTION, USE T RUS'(VAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH V'_`TICAL WEB. ALL IPLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. - IF NC6DED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WiT:7 A TRUS y-VAL 20 GUAGE:3-4 MIN. PLATE AT ANY CONVENIENTLOCATION, Ci A TRUSvVhL 20 GUAGE 5-5 MIN, PLATE AT ANY VERTICAL (JOINT SPLICE) APPL;:' R-QU[RED BRACING (SEE BELOW). OPT!0N.=.L PLANT SHELF MAYBE USED (SEE PICTURE ABOVE) UP TO:n" MAX. FALSE FRAMES -MAY BE SIMILARLY .APPLIED TO FLAT BOTTOM GHORCI TRUSSES 'LATERA! BRACING IS NC: RNf; �.LLY REQUIRED ON THE STRUCTURAL E :°i t'TOM CHORD G"- THE ORIGINAL TS-: . =- _. w__7_.. 4<�•;` PiOR`F=4r?,�RK DRIVE SF- .t_IIiF 701 COLORADO SI?F;li'1G 7, CO 80907 (800) 322-4045 FAX:(719) 593-8403 8./3'100 To whorn it niay concern; It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: Ceiling loading is 10 PSF or less. * Trusses are spaced 24" o.c. or less. False Frame verticals are spaced 6'-0" o.c. or less. No additional paint loads or uniform loads are present on the false frame that would cause the loads to exceed LJ,Q PSF for any reason. The joint(s) to repair does not have, a. support boarinCj dii"et-tiy underneath the joint. splits, cracks, etc. The joint fits tightly (within all TPI tolerances). AM lumber in the false frame is 2x4 or 2)c3. R'epa'ir as follows - 1. Gut , M," CDD APA Group 'l plywood (car egr_rivalerrt 0.7R) gusset, Jr-vJ,.*Jtl Dy &` lone, or large,,. . 2. Apply gusset to the face of the truss at each joint with a missing plate. if one Iti.74"v' ... 1, CI�v:J rlr"i �J I I. v:J :'.�iJ I_ ..i, i Ji ��.... �..� I �. i_� 1.'. �i h!at' both faces of the joint are'unplated, then thegusset is required on each face. 3. use (3) 8d nails into each member, from each face (see detail below). Typical Joint False frame refers only Q�OFESS/O To non-structural members oQ Nq� c !� S �r ;r0 C� :Slil lc� Cruel. --- ----- —I r- �" -S lu Nq Ctl2 —p Exp12/3 411 fir/