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06-0829 (OFC) Truss Calcsi SUMMIT STRUCTURAL ENGINEERING THIS SUBMITTAL HAS BEEN REVEIWED FOR GENERAL COMPLIANCE WITH THE DESIGN NCEPT. 10 E P14 "TAKEN p „EVI A RES T 4 a 0 MAK ORRECTIONS D DR 0 23 ,�S, TRUSS Zo®o A Company You Can Truss! = w�3 cr °d JUNUN LL a- 13 2006 Q z � U BY }'pQO 75-110 ST. C YESPLACE SUITE 11 A PDD `� 8 PALM DESERT, CA 92260 JOB No.: PHONE: 760-341-2232 FAX: 760-341-2293 MANUFACTURING YARD: PROJECT: 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 i NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Management, Inc. National Vesting, Inc. I Accredited Quality Assurance / Control Agency IAS AA -583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit ReportNumber: A_ 8 67 Audit Date/Arrive/Depart: Orifi nation Date.=Ok- 3• Revision Ilro: •C • . AF #13 Fabricator's Name: S15S-c,U oR�S Location: %�Apalnq � Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... 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? ......................... Product Check Yes / No Yes _,� No Yes Ji No Yes —� No Yes _� No Yes No Yes No Yes No Yes No Yes No L--- CATEGORY i CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" Plate Placement ANSI / TPI 2002 Plate Size r.. ICC ES Plate to Wood Tolerance is within 1132"' Label Legibility - Labels on Site - Stamps 2Labels CATEGORY: YES NO REMARKS Changes In Supervisory Personnel, Production Process Per AC -98 Any Test Performed or Witnessed t/ Per AC -98 i Is There Product Tractability ✓ Per AC -98 Any "CAR" Reports From Last Audit 1/ Per AC -98 Any Shut Downs or Disruptions In Production t/ Per AC -98 Any Samples Taken j/ Per AC -98 Any Test / Measuring Equipment That Requires Calibration v Per AC -98 Does the Final Product meet UBC / IBC and National Standards?� Required Signatures AZ Fabricator Q.C. Supervisor Auditor for National I spection Association P.O. Box 3426 E -Mail: 1Agillette@vcn.com I (307) 685-6331 Qffice Gillette, Wyoming 82717-3426 Cellular Plione: (307) 689-5977 (307) 685-6331 Fax Page One of nvo #00 0-0 L l LL ssjOO4 0 8.4151 £OJvoi n 11 000£ a soi .ID ,\ O r 'yb •',�� 1 o L to Ol JQ• `af) ti� �s� gib° sass �W .> �V en �`D6�6� esJ0��Y m P 0 I.Il���IEI iao�ra■as� O w w w w w 0 8.4151 £OJvoi n 11 000£ a soi .ID ,\ O r 'yb •',�� 1 o L to Ol JQ• `af) ti� �s� gib° sass �W .> �V en �`D6�6� esJ0��Y O m P 0 a O w w w w w h N N N N Wl N N )0 a a a a N N a \ )0 N \ O rl r1 O 0 P a 014 rl O o r 0 r 0 0 h � t1 L .,1 U N I N .1 a N U Ir I a) v ro ro II a W w w x > ro> (a a H u ro ro s a \ v w rLw \ x u u u u '0 u u u 3 ❑ ❑ O O u O 0 a O w w w w w h N N N N N a a a a a \ F 0 0 0 0 0 O o o o o o a 014 O o r 0 r c 0 h N d c N a a a a) v ro ro w w x > ro> (a a H u a \ a ❑ a ❑ � N❑a a �I u u a w z m m u a ❑ m 0 N ❑ ❑ F 0 F m 014 W Q a U � a W � � a U � N � a H w U) 0 a D4 o a N (y) -' r) 0) N N r n (U) _1 N 1 1 �J 1 �$ N 'i li �4 I P P N M p JJ N O O c i r r 0 U {L N N N 0) C 0 �>H O I mu aw x a�>1 U4 Q� o4N� + w '\7Ar FD0 o o� o ❑ L t% I i N ro r a � W-, IJob Name: plaza estado Truss ID: A01 QW: 1 Drwa: I RG X -LOC REACT SIZE REQ'D 1 2- 8-12 2673 5.50" 3.46" 2 41-11- 0 2413 HGR 3.46" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing RG HANGER/CLIP NOTE 2 •HGUS28- iupport Connection(s)/Hanger(s) are not designed for horizontal loads. >EE SIMPSON CATALOG rOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 396 0.05 0.30 0.35 2-3 593 0.04 0.30 0.34 3-4 -3793 0.11 0.56 0.67 4-5 -842 0.00 0.56 0.56 5-6 -328 0.00 0.43 0.43 6-7 -8165 0.27 0.31 0.58 7-8 -7945 0.24 0:50 0.74 8-9 -5065 0.10 0.47 0.57 9-10 339 0.00 0.27 0.27 BC FORCE AXL BND CSI 1-12 ' 0 0.00 0.27 0.27 2-13 5467 0.77 0.14 0.91 3-14- 8097 0.78 0.10 0.89 4-15 ' 8490 0.82 0.15 0.97 5-16 6872 0.64 0.10 0.74 6-17 6331 0.58 0.10 0.67 - WEB FORCE CSI WEB FORCE CSI 4-6 654 0.51 6-13 -4968 0.99 1-11 -107 0.02 7-14 -1277.0.51 1-12 -352 0.07 . 7-15 -1016 0.28 2-12 -526-0.10 8-15 1630 0.53 3-12 -3535 0.96 8-16 -2007 0.95 3-13 1135 0.37 9-16 1645 0.57 4-13, 1655 0.57 9-17 -4583 0.88 4-6 -3619 0.95 10.17 -201 0.04 TC 2x6 HF 1650F -1.5E Web bracing required at each location shown 2x4 SPF 165OF-1.5E 1-5 ® See standard details (TX01087001-001 revl) 2x4 HF STUD 14-5 Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF 2x4 SPF. 165OF-1.5E 11-13 MULTIPLE LOAD CASES. WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, 2x4 SPF 1650F-1.SE 13-6, 9-17 THEY ARE BASED ON 1.5" HANGER NAILS FOR PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing is required (by others) to Drainage must be.provided to.avoid ponding. prevent rotation/toppling. See SCSI 1-03 End verticals designed for axial loads only and ANSI/TPI 1. Extensions above or below the truss profile Flat top chord has not been designed for (if any) require additional consideration drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No.Exp Category = C Bldg Length = .40.00 ft, Bdg Width = 20.00 ft Mean roof height = 18.42 ft, mph = 80 . CHC Special Occupancy, Dead Load = 12.6 psf Designed for 5.0 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 9 live loads. D.F. = 1.33 Horiz. reaction = 5.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -398 lb Support 2 -358 lb HORIZONTAL REACTIONS) support 1 228 lb support- 2 228 lb ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 74.00 0- 6- 0 74.00 42- 1-12 0.5 BC Vert 14.00 0- 6-- 0 14.00 42- 1-12 0.0 ..Type... lbs X.Loc LL/TL TC Vert 200.0 0- 7- 0 0.45 TC Vert 200.0 2- 6- 0 0.45 TC Vert 215.0 22- 6- 0 0.45' TC Vert 215.0 _26- 6- 0 0.45 TC Vert 240.0 27- 6- 0 0.45 TC Vert 240.0 33- 6- 0 0:45 TC Vert 100.0 39- 8- 0 0.45 0 6-0 11 12 13 1441-7-12 41 7 12 15 16 17 t 0-5-8 rz �1 10 , -2-2- 2 9-3.4 i 6-4=4 8-1-0 8-1-0 7I`-� STUB 2-2-12 1 11-6-0 17-10-4 25-11-4 34-0-4 41-7-12 STUB cc ti 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. MAX DEFLECTION (span) L/761 MEM 14-15 (LIVE) LCtlE L= -0.62" D= -0.76" T= -3E MAX DEFLECTION (cant) L/269 MEM 11-12 (LIVE) LC L= 0.10" D= 0.08" T= Joint Locations 1 .0-.0- 0 10 41- 7-12 2 2- 2-12 11 0- 0- 0 3 6- 6- 0 12 2-2-12 4 11- 6- 0 13 11-'6- 0 5 17-10- 4 -14 17-10- 4 6 17-10- 4 15 25-11- 4 7 23-11- 7 16 34- 0- 4 8 30- 0-10 17 41- 7-12 9 36- 0-15 5/18/2006 Scale: 3/32" = 1' 2-22-2126-4-4 2-2-12 4 L6 18-" 6-16-13, 6.16 3 6-06 0-5 5-6-13 i 17-10-41k, 23-11-7. 30-0-10 36-0-15 41-7-12 12-0-10 11.7.2 - This design is for an individual building component not truss system. N has been based on specifications provided by the component manufacturer 1 2 3 4 l 56 7 I l 8 9 10 TRUSSWORKS arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 4.00 0.38 TC Live 20.00 psf e DurFacs L=1.25 P=1.25 Tooq ulllizetl 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 4-10 3� 215# 215# 240# 240# 100# T 6-10-0 200# 24-12 Rep Mbr Bnd 1.00 4 4 8 8 4-12 3 4 6-10-0 4 3-4 Desert, PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC T . SHIP 3-0-3 1 'ANSI/TPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, -1a-0 Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. , _ 24 7-12 44, MX/5-16 4-6 4-10 2-0-0 5-1 B1. W:508 B2 W:508 R:2673 R:2413 U:-398 U:-358 0 6-0 11 12 13 1441-7-12 41 7 12 15 16 17 t 0-5-8 rz �1 10 , -2-2- 2 9-3.4 i 6-4=4 8-1-0 8-1-0 7I`-� STUB 2-2-12 1 11-6-0 17-10-4 25-11-4 34-0-4 41-7-12 STUB cc ti 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. MAX DEFLECTION (span) L/761 MEM 14-15 (LIVE) LCtlE L= -0.62" D= -0.76" T= -3E MAX DEFLECTION (cant) L/269 MEM 11-12 (LIVE) LC L= 0.10" D= 0.08" T= Joint Locations 1 .0-.0- 0 10 41- 7-12 2 2- 2-12 11 0- 0- 0 3 6- 6- 0 12 2-2-12 4 11- 6- 0 13 11-'6- 0 5 17-10- 4 -14 17-10- 4 6 17-10- 4 15 25-11- 4 7 23-11- 7 16 34- 0- 4 8 30- 0-10 17 41- 7-12 9 36- 0-15 5/18/2006 Scale: 3/32" = 1' VVAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design is for an individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds fir: sb g TC Live 20.00 psf e DurFacs L=1.25 P=1.25 ulllizetl on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl: ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion., Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Desert, PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Phone (760) 341-2232 'ANSI/TPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32682 Job ;game: plaza estado Truss ID: A02 Qty: 10 Drw : RG X_ LOC REACT SIZe REQ'D TC 2x6 HF 165OF-1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 1 2- B-12 2673 5.50" 3.16" 2x4 SPF 165OF-1.SE 1-5 ® See standard details (TO1087001-001 revl). apply when truss not supported in a hanger. 2 41-11- 0 2413 HGR 3.46" 2x4 HF STUD 14-5 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : RG REQUIREMENTS shown are based ONLY BC. 2x4 SPF 210OF-1.BE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -398 lb n the truss material at each bearing 2x4 SPF 165OF-1.SE 11-13 MULTIPLE LOAD CASES.- - Support 2 -358 lb , RG HANGER/CLIP NOTE WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTIONS) 2 *HGUS28 Design Spec CBC -01 2x4 SPF. 1650F -1.5E 13-6, 9-17 THEY ARE BASED ON 1.5" HANGER NAILS FOR support 1 228 lb upport Connections)/Hanger(s) are PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 228 lb not designed for horizontal loads. Loaded for 10 PSP non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED,, THE This truss is designed using the EE SIMPSON CATALOG Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor = 1.00 prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. Truss Location = End Zone TC FORCE AXL BUD .CSI and ANSI/TPI 1. Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C 1-2 396 0.05 0.30 0.35 Flat top chord has not been designed.for (if any) require additional consideration Bldg Length = 40.00 -ft, Bldg Width = 20.00 ft 2-3 373 0.04 0.30 0.34 drifting snow unless noted otherwise.' (by others) for horiz. loads on the bldg. Mean roof height = 18.42 ft, mph = 80 3-4 -3793 0.11 0.56 0.67 CHC Special Occupancy, Dead Load = 12.6 psf 4-5 -116 0.00 0.56 0.56 ----------LOAD CASE #1 DESIGN LOADS --------------- 5-6 -174 0.00 0.43 0.43 Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 -8165 0.27 0.31 0.58 TC Vert 74.00 0- 6- 0 74.00 42- 1-12 0.5 7-8 -7945 0.24 0.50 0.74 BC Vert 14.00 0- 6- 0 14.00 42- 1-12 0.0 8-9 -5065 0.10 0.47 0.57 ..Type... Ila X.Loc LL/TL 9-10 10 0.00,0.27 6.27 TC Vert 200.0 0- 7- 0 0.45 TC Vert 200.0 2- 6- 0 0.45 BC FORCE AXL BND CSI TC Vert 215.0 22- 6- 0 0.45 1-12 0 0.00'0.27 0.27 TC Vert 215.0 26- 6- 0 0.45 ' 2-13 2831 0.41 0.22 0.63 TC Vert 240.0 27- 6- 0 0.45 3-14 - 8697 0.78 0.10 0.88 TC Vert 240.0 33- 6- 0 0.45 - 4-15 8490 0.82 0.15 0.97 TC Vert 100.0 39- 8- 0 0.45 ' 5-16 6674 0.64 0.10 0.74 6-17 4039 0.39 0.10 0.49 WEB' FORCE WEB FORCE mMAX DEFLECTION (span) /-6 CSI 263 0.51 CSI 6-13 -/968 0.99, 2-2-12 m 6-4-4 -� ea 6-1-3 6-1-3 6-0-5 5-6-13 L/761 MEM 14-15 (LIVE) LC 1-11 '-107 0.02 7-14 -430 0.40 2-2-12 7 ✓t .�. 17-10-4 n 2 ^2Z -11-72Z-11-730 36 .41-�-i? L= -0.62" D= -0.76" T= .MAX DEFLECTION (cant) 1-12 -352 0-:07 7715 -941 0.27 18-0-0 12-0-10l 11-7-2 - L/339 MEM 11-12 -(LIVE) LC 2-12 -526 0.10 '8-15 1521 0.53 '1 2 3 4 I I 56 7 8 9 10 - L= 0.08" D= 0.08" T= 3-12 -3535 0.96 8-16 -2007 0.64 3-13 8850.31 9-16, 1645 0.57- 10 I Joint Locations 4-13 .1655 0.57 9=17 -4583 0.88 4.0 3$ -0•$$ 1 0- 0- 0 10 41- 7-12 4-6 -3619 0.95 . 10-17 -201.0.01 T 3.4 2 2 2- 6 ' 0 11 0- 0- 0 3 6- 6- 0 12 2- 2-12 4-10 215# 215# 240# 240# 100# T 4 11- 6- 0 13 11- 6- 0 np#I 24-12 8-8 5 17-10- 4 14 17-10- 4 6 17-10-.4 15 25-11- 4 6-10-0 200# 3-4 4-12 3-4 T 6-10-0 7 23-11- 7 16 34- 0- 4 3-4 . SHIP 8 30- - 0-10 17 41-' 7-12 9 36- 0-15 IO 10-0 L 0_6- STU yti0 P 18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS u(Ilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 755-110 St. Charles pl. ste-11A' environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead Phone (760) 341-2232 'ANSI/TPI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32683 38 16" Job dame: plaza estado Truss ID: A03 Qty: 4 Drw : RG X_ LOC REACT SIZEREQ'D TC 2x6 HF 165OF-1.SE Web bracing required at each location shown. Required bearing widths and bearing areas 1 2- 8-12 2722 5.50" 3.53" '2x4 SPF 1650F -1.5E 1-5 ® See standard details (TX01087001-001 revl), apply when truss not supported in a hanger. 2 41-11- 0 2412 HGR 3.46" 2x4 HF STUD 14-5 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 210OF-1.BE THIS'DESIGN IS THE COMPOSITE RESULT OF Support 1 -402 lb n,the-truss ruateiial at each bearing .2x4 SPF -1650F-1.SE 11-13 MULTIPLE LOAD .CASES. Support 2 -354 lb RG HANGER/CLIP NOTE WEB - 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTION(S) 2 .-HGUS28 2x4 SPF 1650F -1.5E 13-6, 9-17 THEY ARE BASED ON 1.5" HANGER NAILS FOR support 1 . 229 lb upport Connections)/Hanger(s) are WEDGE 2x4 SPF 165OF-1.5E 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 229 lb not designed for horizontal loads. PLATE VALUES PER ICBO RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the EE SIMPSON CATALOG Loaded for 10 PSF non -concurrent BCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES Drainage must be provided to avoid ponding. Heel plates analyzed for eccentricity. Bldg Enclosed = Yes, Importance Factor = 1.00 End verticals designed'for axial loads only. Permanent bracing is required (by others) to Truss Location = End Zone TC FORCE AXL BND CSI Extensions above or below the truss profile .prevent rotation/toppling.. See SCSI 1-03 Hurricane/Ocean Line = No , Exp Category = C .1-2 482 0.07 0.39 0.46 (if any) require additional consideration and ANSI/TPI 1. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 433 0.05 0.39 0.44 (by others).for horiz: loads on the bldg. Flat top chord has not been designed for Mean roof height = 18.42 ft, mph = 80 3-4 -3790 0.11 0.56 0.67 drifting snow unless noted otherwise: CBC Special Occupancy, Dead Load = 12.6 psf 4-5 -116 0.00 0.57 0.57 -------LOAD CASE #1 DESIGN LOADS --------------- 5-6 -174 0.00 0.43 0.43 Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 -8161 0.26 0.31 0.58 TC Vert 74.00 0- 0- 0 74.00 42- 1-12 0.5 7-8 -7944 0.24 0.50 0.73 BC Vert 14.00 0- 0- 0 14.00 42- 1-12 0.0 8-9 -5064 0.10 0.47 0.57 - . ..Type... lbs X.Loe LL/TL 9-10 10 0.00 0.27 0.27. TC Vert 200.0 0- 7- 0 0.45 TC Vert 200.0 2- 6- 0 0.45 BC FORCE AXL BIND CSI TC Vert 215.0 22- 6- 0 0.45 1-12 -401 0.00 0.31 0.31' TC Vert 215.0 26 6- 0 0.45 2-13 2824 0.39 0.28 0.67 TC Vert 240.0 27- 6- 0 0.45 3-14 8093 0.78 0.10 0.88 TC Vert 240.0 33- 6- 0 0.45 4-15 8488 0.82 0.15 0.97 TC Vert 100.0 39- 8- 0 0.45 5-16 6673 0.64 0.10 0.74 . 6-17 4039 0.39 0.10 0.49 WEB FORCE CSI WEB FORCE CSI ml �I MAX DEFLECTION (span) 4-6 271 0.52 7-14 -434 0.40 2-8-12 6 4 4 6-1-3 6-1-3 6-0-5 5 6-13 L/757 MEM 14-15 (LIVE) LC 2-12, -595 0.11 .7-15 -940 0.27. 2-8-12 �+ ^ `� 18-4-4 24-5-7 30-6-10 36-6-15 42-1-12 L= -0.62" D='-0.76" T= - _ MAX DEFLECTION (cant) 3-12 73555 0.96 8-15 1523 0.52 18-6-0 -- 12-0-10 - 11-7-2 - L/279 MEM -11-12 (LIVE) LC 3-13 915 0.32 5-16-2007 0.64'1 2 3 4 56 7 8 9 10 L= 0.12" D= 0.07" T= 4713. 1654 0.56 9-16 1644 0.57 . '4-6 -3616 0.95 9-17 -4582 0.88. Joint Locations 6-13 -4967 0.99. 10-17 -201 0.94 4.00 0.38 -0.38 .1 0-.0- 0 10 42- 1-12 3-4 � � 2 2- 8-12 11 0- 0- 0 T 215# 215# 240# 240# 3 7- 0- 0 12 2- 8-12 oo# 6� ,aa# T 4 12-'0- 0 13 12- o- Q 200# 24-12 3-4 8 8 4-12 3-0 5 18- 4- 4 14 le- 4- 4 6 18- 4- 4 15 26- 5- 4 6-10-0 2� T 6-10-0 7 24- S- 7 16 34- 6-' 4 SHIP 8 .30- 6-10 17 42- i-12 5-5 3-0-3 9. 36- 6-15 =0-8-06- 4 0 7-12 3-4 MX/5-16 4 6 4-103 1 t r'TECl B1 82 '�tr.Q, d 2-"' W. W:508 R:2722 R-2412 V� U:402 U:-354 Q 42-1-12 Q �i 1 11 12 13 14 15 16 17 I 0-5-8 2-8-12 12 6-4-48-1-0 8-1-0 7-7� l �v IP Q 18-4-4 26-5.4 34-6-4 42-1-12 STUB 2-8-12 12-0-0 VIP 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ®VVAKNINU T R U S S WO R KS 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads uill(zed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk' sb Dsgnr: Sb Wo: pd01186 'TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p C.C.Spacing 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead Phone (760) 341-2232 ANSIfTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responslbilitles,'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 11111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32684 38" 19" IJob Name': plaza estado Truss ID: A04 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.SE Web bracing required at each location shown. + + + + + + + + + + + + + + + + + + + + + + 1 2- 8-12 2722 5.50" 3.53" 2x4 SPF 165OF-1.SE 1-S ® See standard details (TX01087001-001 revl). Designed for 3.0 K lbs drag load applied 2 41-11- 0 2412 HGR 3.46" 2x4 HF STUD 14-5 Plating spec : ANSI/TPI - 1995 evenly along the top chord to the chord RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 210OF-1.HE THIS DESIGN IS THE COMPOSITE RESULT OF @ ea. bearing (unless noted), concurrently n the truss material at each bearing 2x4 SPF 165OF-1.SE 11-13 MULTIPLE LOAD CASES. ' 'with dead + 0 %•live loads. D.F. = 1.33 RG RANGER/CLIP NOTE WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, Horiz. reaction = 3.0 K lbs. ea. bearing. 2 •HGUS28 2x4 SPF 1650F-1.SE 13-6, 9-17 THEY ARE -BASED ON 1.5" HANGER NAILS FOR - Connection (by others) must transfer equal upport Connections)/Hanger(s) are WEDGE 2x4 SPF 165OF-1.SE 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY load to each ply (or add-on) shown. not designed for horizontal loads. PLATE VALUES PER ICBG RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE + + + + + + + + + + + + + + + + + + + + + + EE SIMPSON CATALOG Loaded for 10 PSF non -concurrent BCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Required bearing widths and bearing areas oR ADDITIONAL INSTALLATION NOTES Drainage must be provided to avoid ponding. Heel plates analyzed for eccentricity. apply when truss not supported in.a hanger. End verticals designed for axial loads only. Permanent bracing is required (by others) to UPLIFT REACTIONS) TC FORCE AXL BUD CSI Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 Support 1 -402 lb 1-2 482 0.07 0.39 0.46 (if any) require additional consideration and ANSI/TPI 1. Support 2 -354 lb 2-3 491 0.05 0.39 0.44 (by others) for horiz. loads on the bldg. Flat top chord has not been designed for HORIZONTAL REACTION(S) 3-4 -3790 0.11 0.56 0.67 This truss is designed using the drifting snow unless noted otherwise. support 1 , 229 lb 4-5 -522 0.00 0.57 0.57 CBC -01 Code. support 2 229 lb 5-6 -227 0.00 0.43 0.43 Bldg Enclosed = Yea, Importance Factor = 1.00 ----------LOAD CASE #1 DESIGN LOADS --------------- 6-7 -8161 0.26 0.31 0.58 Truss Location = End Zone Dir L.Plf L.Loc R.Plf R.Loc LL/T 7-8 -7944 0.24 0.50 0.73 Hurricane/Ocean Line = No , Exp Category = C TC Vert 74.00 0- 0- 0 74.00 42- 1-12 0.5 8-9 -5064 0.10 0.47 0.57 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC Vert 14.00 0- 0- 0 14.00 42- 1-12 0.0 9-10 203 0.00 0.27 0.27 Mean roof height = 18.42 ft, mph = 80 ..Type... lbs X.Loc LL/TL CSC Special Occupancy, Dead Load = 12.6 psf TC Vert 200.0 0- 7- 0 0.45 BC FORCE AXL END CSI TC Vert 200.0 2- 6- 0 0.45 1-12 -401 0.00 0.31 0.31 TC Vert 215.0 22- 6- 0 0:45 2-13 3807 0.53 0.19 0.72 TC Vert 215.0 26- 6- 0 0.45 3-14 8093 0.78 0.10 0.88 TC Vert 240.0 27- 6= 0 0.45 4-15 8488 0.82 0.15 0.97 TC Vert 240.0 33- 6- 0 0.45 5-16 6673 0.64 0.10 0.74 TC Vert 100.0 39- 8- 0 0.45 6-17 4671 0.42 0.10 0.52 WEB FORCE CSI WEB FORCE CSI 2-8-12 Q 6.4-4 q 6-1-3 6-1-3 6-06 0-5 5-65133 MAX DEFLECTION (span) 4-6 463 0.52 7-14 -846 0.79 -� m m - L/757 MEM 14-15 (LIVE) LC 2-12 -595 0.11 7-15 -940 0.27- 2-8-12 v ^ 1h � 18-4-4 -" 24-5-7 30-6-10 36-6-15 42-1-12 L= -0.62" D= -0.76" T= - 3-12 -3555 0.96 . 8-15 1523 0.52 - 18-6-0 12-0-10 11-7-2 MAX DEFLECTION (cant) : 3-13 915 0.32 8-16 -2007 0.79 1 .2 3 4 .56 7 8" 9 10 L/279 MEM 11-12 (LIVE) LC 4-13 1654 0.56 . 9-16 1644 0.57 L= 0.12" D= 0.07" T= 4-6 -3616 0.97 9-17 -4582 0.88. 6-13 -4967 0.99 10-17 -201 0.04 F4.00 r0' 38 -0.38 Joint Locations T 3� � T 1 0- 0 10 42_ 1-12 2 2- 8-12 11 0- 0- 0 6-6 215# 215# 240# 240# 100# 3 7- 0- 0 12 2- 8-12 o # 4 12- 0- 0 13 12- 0- 0 200# 24-Q2 3� 8-8 4-12 3� 5 18- 4- 4 14 18- 4- 4 6-10-0 6-10-0 6 18- 4- 4 15 26- 5- 4 2-4 T SHIP 7 24- 5- 7 16 34- 6- 4 I 5-5 3-0-3 8 30- 6-10 17 42- 1-12 1 =0-8-0 J 1 > 9 36- 6-15 4 0 B1 7-12 3-4 MX/5-16 4-6 4-10 B2 �+ 0 P FCt , 2-6-0 R:272 R:241 Le R:2722 R:2412 U:402 U:-354 5 O 42-1-12 11 12 13 14 15 16 17 0-5-8 cc Q 2-8-12 9-3-4 6-4-4 8-1-0 8-1-0 7-7 8 1, -i � STUB 2-8-12 12-M 18-4-4 26-5-4 34-6-4 42-1-12 1 �® 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' 38" 19" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm DesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from TmSW21 software, 'ANSI/TPI Standard Design Responsibilities, 'BUILDING SAFETY INFORMATION' BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA I'. Wood Truss Council of America COMPONENT - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32685 38" 19" Job Name: plaza FORCE CSI estado Truss ID: A05 Qty: 3 Drw : RG x -LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 2- a-12 2749 5.50" 3.56" 2x4 SPF 165OF-1.SE 1-5 ® See standard details (TX01087001-001 revl). Support 1 -402' -lb 2 42- 4- 8 2426 5.50" 3.48" 2x4 HF 'STUD 16-5 Plating spec : ANSI/TPI - 1995 Support 2 -353 lb RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTIONS) n the truss material at each bearing 2x4 SPF. 210OF-1.BE 15-21 MULTIPLE LOAD CASES.' support 1 228 lb. - 18-6411 12-0-10I 9-6-10 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 228 lb TC FORCE AXL END CSI .2x4 SPF 165OF-1. 5E 15-6,.20-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 482 0.07 0.39 0.46 WEDGE 2x4 SPF 1650F-1.SE 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 433 0.05 0.39 4338 0.65 0.44 PLATE VALUES PER ICBG RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -3852 0.11 0.56 12-21 - 0.68 Loaded for 10 PSF non -concurrent BCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -116 0.00 0.57 0.57 Drainage must be provided to avoid ponding.' Heel plates analyzed for eccentricity. Hurricane/Ocean Line = No , Exp Category = C 5-6 -174 0.00 0.44 0.44 End verticals designed for axial loads only. Permanent bracing is required (by others) to Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -8326 0.28 0.32 T 0.59 Extensions above or below the truss profile prevent rotation/toppling. See SCSI 1-03 Mean roof height = 18.42 ft, mph = 80 7-8 -8159 0.25 0.50 8-8 10-14 4-10 0.75 (if any) require additional consideration and ANSI/TPI 1. CBC Special Occupancyy, Dead Load = 12.6 psf B-9 -5357 0.12 0.49 0.60 (by others) for horiz. loads on the bldg. Flat top chord has not been designed for ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 -312 0.00 0.26 0.26 drifting snow unless noted otherwise. Dir L.Plf L.Loc R.Plf IR.Loc LL/T 0-11 -120 0.00 0.31 0.31 - TC Vert 74:00 0- 0- 0 74.00 42- 7- 4 0.5 1-12 -3773 0.22 0.00 0.22 10-14 3-4 3-6 BC Vert 14.00 0- 0- 0 14.00 42- 7- 4 0.0 �_GQ�ffQ� �Y 0 R1 W: ..Type... lbs X.Loc LL/TL BC FORCE AXL -BND CSI TC Vert 200.0 0- 7- 0 0.45 3-14 -401 '0.00 0.31 R:2426 C! J 0.31 TC Vert 200.0 2-.6- 0 0.45 4-15 2866 0.40 0.28 0.68 TC Vert 215.0 22- 6- 0 0.45 5-16 8255 0.79 0.10 42-7-4. 16 17 0.89 cc J , TC Vert 215.0 26- 6- 0 0.45 6-17 8698 0.84 0.15 9-3-4 6-4-4 12-" 18-4-4 0.99 - TC Vert 240.0 27- 6- 0 0.45 7-18 6927 0.67 0.11 0.78 TC Vert 240.0 33- 6- 0 0.45 8-19 4356 0.26 0.22 0.48 TC Vert 100.0 39- 8- 0 0.45 9-20 3761 0.36 0.10 0.47 - - 0-21' 229 0.00 0.10 0.10 ' WEB FORCE CSI WEB FORCE CSI WO: pd01186 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer - 6 -6 0-11 292 0.53 -2138 0.33 7-17' 8-17 =920 0.26, 1401 0.51 -$_12 -4 6-1-� -1�-0s 62 2-14 -596 0.11 8-18 71959 0.61 2-8-12 v ^� � 16-4-4 m 24-$-7 30-6-10' 3-14 -3604 0.98 9-18 1589 0.55 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf 36-6-15 PalmDesertCA. 92211 Desert, 3-15 933 0.32 9-19 -230 0:05 - 18-6411 12-0-10I 9-6-10 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 4-15 1689 0.58 9-11 -4420 0.91' 2 3 4 I 56 7 '8 S. 1002 ' 4-6 -3675 0.97 11-19 645 0.22 6-15 -5080 0.84 12-20 4338 0.65 F4.001 ' 7-16 -469 0.44 12-21 -2376 0.44 0 38 -0.38 -0.38 3-4 T 4-10 2,$# 2,$# 2400 240 #n4 100# 4W-0 T 6-10-0 200# 412 00## 3-4 8-8 10-14 4-10 6-10-0 2 d I SHIP 5 Il =11-:2-6 i1-8-4 11 4 10-14 3-4 3-6 44 34 24 �_GQ�ffQ� �Y 0 R1 W: a-1 z w 508 O R:2749 R:2426 C! J U:-402 U:-353 < 13 14 15 42-7-4. 16 17 18 � 2A21 cc J , 2-8-12 2-8-12 9-3-4 6-4-4 12-" 18-4-4 8-1-0 26-5-4 8-1-0 v 34-6-4 MAX DEFLECTION (span) : L/734.MEM 16-17 (LIVE) LC Ir -0.65" D= -0.79" T= MAX DEFLECTION (cant) .L/272 MEM 13-14 (LIVE) LC Ir 0.12" D= 0.08" T= Joint Locations 1 0-10- 0 12 42- 7- 4 2 2- 8-12 13 0- 0- 0 3 7- 0- 0 14 2- 8-12 4 .-12- 0- 0 15 12- 0- 0 5 18- 4- 4 16 18- 4- 4 6 .18- 4- 4 17 26- 5- 4 7 24- 5- 7 18 34= 6- 4 8 30- 6-10 19 36- 6-15 9 36- 6-15 20 39-10- 8 10 39-10- 8 21 42- 7-'4 11 39-10- 8 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIITPI 1','WTCA 1' • Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 321586 4" 0" Job dame: plaza MAX DEFLECTION (span) estado Truss ID: A06 Qty: 1 Drw : LC Chk: sb RG X_ LOC REACT SIZE REQ'D TC 2x6 HF 1650F-1. 5E Web bracing required at each location shown. + + + + + + + + + + + + + + + + + + + + + + 1 2- 8-12 2749 5.50" 3.56" 2x4 SPF 1650F -1.5E 1-5 ® See standard details (TX01087001-001 revl). Designed for 6.0 K lbs drag load applied 2 2- 8-12 13 0- 2 42- 4- 8 2425 5.50" 3.48" 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 evenly along the top chord to the chord 4- 4 RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 210OF-1.BE THIS DESIGN IS THE COMPOSITE RESULT OF @ ea. bearing (unless noted), concurrently 6-10-0 n the truss material at each bearing WEB 2x4 HF STUD MULTIPLE LOAD CASES. with.dead + 0 $ live loads. D.F. = 1.33 7- 4 it 39-10- 8 2x4 SPF 1650F-1.513 15-6, 20-12 IF HANGERS ARE INDICATED ON THIS DRAWING, Horiz. reaction = 6.0 K lbs. ea. bearing. TC FORCE AXL BND CSI WEDGE 2x4 SPF 165OF-1.5E THEY ARE BASED ON 1.5" HANGER NAILS FOR Connection (by others) must transfer equal 1-2 476 0.06 0.39 0.45 PLATE VALUES PER ICBG RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY load to each ply (or add-on) shown. 2-3 771 0.05 0.39 0.43 Loaded for 10 PSF non -concurrent BOLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE + + + + + + + + + + + + + + + + + + + + + + 3-4 -3851 0.11 0.56 0.68 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTIONS) 4-5 -978 0.00 0.57 0.57 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Support 1 -402 lb 5-6 -371 0.00 0.44 0.44 prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. Support 2 -353 lb 6-7 -8326 0.28 0.32 0.59 and ANSI/TPI 1. Extensions above or below the truss profile HORIZONTAL REACTIONS) 7-8 -8158 0.25 0.50 0.75 Flat top chord has not been designed for (if any) require additional consideration support 1 228 lb B-9 -5356 0.12 0.49 0.60 drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. support 2 228 lb 9-10 -676 0.00 0.26 0.26 This truss is designed using the - ----------LOAD CASE #1 DESIGN LOADS --------------- 0-11 -120 0.00 0.31 0.31 -CBC-01 Code. - Dir L.Plf L.Loc R.Plf R.Loc LL/T 1-12 -3773 0.22 0.00 0.22 Bldg Enclosed = Yes, Importance Factor = 1.00 TC Vert 74.00 0- 0- 0 74.00 42- 7- 4 0.5 Truss Location = End Zone BC Vert 14.00 0- 0- 0 14.00 42- 7- 4 0.0 Sc FORCE AXL BUD CSI Hurricane/Ocean Line = No Exp Category = C ...Type.:. lbs X.Loc LL/TL 3-14 -396 0.00 0.25 0.26 Bldg Length =. 40.00 ft, Bldg Width = 20.00 ft TC Vert 200.0 0- 7- 0 0.45 4-15 6249 0.57 0.14 0.71 Mean roof height = 18.42 ft, mph = 80 TC Vert 200.0 2- 6- 0 0.45 5-16 8872 0.81 0.10 0.91 CBC Special Occupancy, Dead Load = 12.6 psf TC Vert 215.0 22- 6- 0 0.45 6-17 8697 0.84 0.15 0.99 TC Vert 215.0 26- 6- 0 0.45 7-18 7556 0.69 0.10 0.78 TC Vert 240.0 27- 6- 0 0.45 8-19 7218 0.66 0.06 0.71 TC Vert 240.0 33- 6- 0 0.45 9-20 7045 0.64 0.09 0.73 TC Vert 100.0 39- 8- 0 0.45 0-21 6000 0.55 0.08 0.63 WEB FORCE CSI WEB FORCE CSI 6-6 748 0.53 7-17 -1095 0.31. 0-11 -2138 0.33 B-17 1729 0.56 2-14 -591 0.11 B-18 -1959 0.99 3-14 -3601 0.98 9-18 1589 0.55 3-15 1271 0.41 9-19 -242 0.05 4-15 1690 0.58 9-11 -4420 0.98 4-6 -3674 0.97 11-19 660 0.22 6-15 -5081 0.84 12-20 4337 0.65 7-16 -1487 0.60 12-21 -2376 0.44 � NT 2-8-12 m m 6 4 4 m 6-1-3 6-1-3 6-0-5 2-8-12 � v^ 18-4-4 m 24 30-6-10 36-6-16 18-6-0l 12-0-10 I '9-6-10. 1 2 3 4 56 7 8 9 1092 4.00 038 -081 -0 8 212 Toq 4 10 3 4 215# 215# 240# 240#-0 100# 6-10-0 20 0# 412 4.4 8 8 10-14 4-10 2-4 - 5-5 =0-8-0 ' MAX DEFLECTION (span) : WO: pd01186 L/737 -MEM 16-17 (LIVE) LC Chk: sb L= -0.65" D= -0.79" T= - and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' MAX DEFLECTION (cant) : TRUSSWORKS L/281 HEM 13-14 (LIVE) LC L= 0.12" D= 0.08" T= Joint Locations A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 1 0- 0- 0 12 42- 7- 4 2 2- 8-12 13 0- 0- 0 Rep Mbr Bnd 1.00 3 7- 0- 0 14 2- 8-12 BC Live 0.00 psf 4 12- 0- 0 15 12- 0- 0 T 5 18- 4- 4 16 18- 4- 4 Phone (760) 341-2232 6 18- 4- 4 17 26- 5- 4 Design Spec CBC -01 7 24- 5- 7 18 34- 6- 4 6-10-0 8 30- 6-10 19 36- 6-15 SHIP 9 36- 6-15 20 39-10- 8 I,-s� 10 39-10- 8 21 42- 7- 4 it 39-10- 8 10-14 4-4 3-8 4-6 3-4 2-4 B1 508 4-12 w 508 R:2749 R:2425 U:402 U:-353 42-7-4 13 14 15 16 17 18 2,M1 2-8-12 9-3-4 6-4-4 8-1-0 8-1-0 v 2-8-12 12-" 18-4-4 26-5-4 34-6-4 + GAA OryO • Q T All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/18/2006 Scale: 3/32" = 1' 43" 19" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr: sb g TC Live '20.00 psf DurFaes L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from TruSW21 software, Phone (760) 341-2232 'ANSIrTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 883 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32687 43" 19" Job Name: plaza estado G X-LGC REACT SIZE REQ'D 1 2- 8-12 2749 5.50"3.56" 2 42- 4- 8 2426 5.50" 3.48" G REQUIREMENTS shown are based ONLY the trussmaterial at each bearing TC FORCE AXL BND CSI 1-2 482 0.07 0.39 0.46 2-3 433 0.05 0.39 0.44 3-4 -3852 0.11 0.56 0.68 4-5 -116 0.00 0.57 0.57 5-6 -174 0.00 0.44 0.44 6-7 -8326 0.28 0.32 0.59 7-8 -8159 0.25 0.50 0.75 8-9 -5357 0.12 0.49 0.60 9-10 -312 0.00 0.26 0.26 10-11 -120 0.00 0.31 0.31 L1-12 -3773 0.22 0.00 0.22 BC FORCE AXL BND CSI .3-14 -401 0.00 0.31 0.31 A-15 2866 0.40 0.28 0.68 .5-16 8255 0.79 0.10 0.89 A-17 8698 0.84 0.15 0.99 .7-18 6927 0.67 0.11 0.78 .8-19 4356 0.26 0.22 0.48 .9-20 3761 0.36 0.10 0.47 ?0-21 229 0.00 0.10 0.10 WEB FORCE -CSI WEB FORCE CSI 6-6 292'0.53 7-17 -920 0.26 0-11 -2138 0.33 8-17 1481 0.51 2-14 -596 0.11 8-18 -1959 0.61 3-14 -3604 0.98 9-18 1589 0.55 3-15 933 0.32 - 9-19 -230 0.05 4-15 1689 0.58 9-11 -4420 0.91 4-6 -3675 0.97 11-19 645.0.22 6-15 -5080 0.84 12-20 4338 0.65 7-16 -469 0.44 12-21 -2376 0.44 Truss ID: A07 TC 2x6 BF 165OF-1.SE 2x4 SPF 165OF-1.5E 1-5 2x4 HF STUD 16-5 BC 2x4 SPF 1650F -1.5E 2x4 SPF 210OF-1.BE 15-21 WEB 2x4 HF STUD 2x4 SPF 165OF-1.SE 15-6, 2 WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. T 6-10-0 T MO. ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, 0-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Heel plates analyzed for eccentricity. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSI/TPI 1. Flat top chord has not been designed for drifting snow unless noted otherwise. m N 2 8-12� tv, m m 6-4-4 T T 6-13 6-1-3 6-0-5 2-8-12 v ^ � 1874-4 51245-7 30-6710 36-6-15 18-6-012-0-10 I 9-6-10 II 1 2 3 4 56 7 8 9 -002 4.0 - 03 -0� -0�.38 R:Z749 U:-402 3-4 22.GQ ' Q 33=11A 3tL-g-n It 42-7-4 13 14 15 16 17 18 2021 l 2-8-12 9-3-4 6-4-4 8-1-0 8-1-0 L 1 2-8-12 12-" 18-4-4 26-5-4 34-6-4 '+ (TD of mI N N r•f f�f m N a Drwg: UPLIFT REACTION(S) Support 1 -402 lb Support 2 -353 lb HORIZONTAL REACTION(S) support 1 . 228 lb support 2 228 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.42 ft, mph = 80 CBC Special Occupancy, Dead'Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 42- 7- 4 0. BC Vert 14.00 0- 0- 0 14.00 42- 7- 4 0. ..Type... lbs X.Loc LL/TL TC Vert 200.0 0- 7- 0 0.45 TC Vert 200.0 2- 6- 0 0.45 TC Vert 215.0 22- 6- 0 0.45 TC Vert 215.0 26- 6- 0 0.45 TC Vert 240.0 27- 6- 0 0.45 TC Vert 240.0 33- 6- 0 0.45 TC Vert 100.0 39- 8- 0 0.45 MAX DEFLECTION (span) : L/734 MEM 16-17 (LIVE) LC L= -0.65" D='-0.79" T= - MAX DEFLECTION (cant) : L/272 MEM 13-14 (LIVE) LC L=. 0.12" D= 0.08" T= Joint Locations 1 0- 0- 0 12 42- 7- 4 2 2- 8-12 13 0- 0- 0 3 7- 0- 0 14 2-.8-12 4 12- 0- 0 15 12- 0- 0 T 5 18- 4- 4 16 18- 4- 4 6 18- 4- 4 17 26- 5- 4 7 24- 5- 7 *18 34- 6- 4 8 30- 6-10 19 36- 6-15 6-10-0 9 36- 6-15 20 39-10- 8 SHIP 10 39-10- 6Y212-7' 4 I, 6� 11 39-10- 8 B2 W:508 GAA R:2426 wyo• Gtio U:-353 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 �oOV �O A P 8/2006 Scale: 3/32"= 1' 44" 20" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be -rifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0:00 psf O.C.Spacing 2-0-0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, s Phone (760) 341-2232 'ANSUTPI 1','MCA 1' - Wood Tru s Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 83719. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32688 44" 20" IJob Name: plaza estado Truss ID: A08 Qty: 7 Drwq: I G X -LOC REACT SIZEREQ'D 1 2- 8-12 2701 5.50" 3.50" 2 42- 4- 8 2426 5.50" 3.48 G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 395 0.05 0.30 0.35 2-3 373 0.04 0.30 0.34 3-4 -3855 0.12 0.56 0.68 4-5 -116 0.00 0.56 0.56 5-6 -174 0.00 0.44 0.44 6-7 -8330 0.28 0.32 0.59 7-8 -8161 0.25 0.50 0.75 8-9 -5358 0.12 0.49 0.60 9-10 -312 0.00 0.26 0.26 LO -11 --120 0.00 0.31 0.31 L1-12 -3774 0.22 0.00 0.22 BC FORCE AXL BND CSI L3-14 0 0.00 0.27 0.27 A-15 2873 0.42 0.22 0.64 LS -16 8260 0.80 0.10 0.90 L6-17 8701 0.84 0.15 0.99 L7-18 6929 0.67 0.11 0.78 LB -19 4357 0.26 0.22 0.48 L9-20 3762 0.36 0.10 0.47 W-21 228 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI L6-6 285 0.53 7-16 '-456 0.43 ?0-11 -2138 0.33 7-17 -921 0.26 1-13 -107 0.02 .8-17 1482 0.51 1-14 -351 0.07 B-18 -1960 0.62 2-14 -527 0.10 9-18 1589 0.55 3-14 -3583 0.97 9-19 -230 0.05 3-15 904 0.31 9-11 -4421 0.91 4-15 1690 0.58 11-19 646 0.22 4-6 -3678 0.97 12-20 4339 0.65 6-15 -5082 0.84 12-21 -2377 0.44 TC 2x6 HF 1650F -1.5E 2x4 SPF 1650F -1.5E 1-5 2x4 HF STUD 16-5 BC 2x4 SPF 165OF-1.5E 2x4 SPF 2100F -1.6E 15-21 WEB 2x4 HF STUD 2x4 SPF 165OF-1.SE 15-6, 20-12 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Heel plates analyzed for eccentricity. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Flat top chord has not been designed for drifting snow unless noted otherwise. Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensiona above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 22�-1-3 2-2-12 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. T I T I 17-10-4 6-02�6-1 23-11-7 30-0-10 36-0-15 Chk: sb rD N m v Dsgnr: sb 18-0-0I 12-0-10 l 9-6-10 1 2 3 4 56 7 8 9' 1002 4.00 00 -03 -038 UPLIFT REACTION(S) : Support 1 -399 lb Support 2 -357 lb HORIZONTAL REACTIONS) support 1 227 lb support 2 227 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.42 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0. BC Vert 14.00 0- 6- 0 14.00 42- 7- 4 0. ..Type... lbs X.Loc LL/TL TC Vert 200.0 0- 7- 0 0.45 TC Vert 200.0 2- 6- 0 0.45 TC Vert 215.0 22- 6- 0 0.45 TC Vert 215.0 26- 6- 0 0.45 TC Vert 240.0 27- 6- 0 0.45 TC Vert 240.0 33- 6- 0 0.45 TC Vert 100.0 39- 8- 0 0.45 LO 4-,0 3 4 2,5# 215# 240# 240#-0 100#6- 200# 24-12 3-4 8-8 10-14 4-10 6-110-0 1 3� SHIP �-10-0 z,-6.1 2-4 7-12 3-4 3-6 4-6 2-4 3 4 B2 MITf�T 81 4-12 W:508 W.508 Q 2-M .51 R:2701 R:242 U:-399 U: - C40 42 -1-4 0-0-p 113 14 1s 16 17 18 2(21 STUB 2212 9-3-4 6�� 8-1-0 8-1-0 Q,�m �_ �rQ �P 2-2-12 11-6-0 17-10-4 25-11-4 34-0-4 9 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 Tru swal software, unless noted. MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/327 MEM 13-14 (LIVE) LC Ir 0.08" D= 0.08" T= Joint Locations 1 0- 0- 0 12 42- 1- 4 2 2- 2-12 13 0- 0- 0 3 6- 6- 0 14 2- 2-12 4 11- 6- 0 15 11- 6- 0 5 17-10- 4 16 17-10- 4 6 17-10- 4 17 25-11- 4 7 23-11- 7 18 34- 0- 4 8 30- 0-10 19 36- 0-15 9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 11 39- 4-.8 y �0 �P 5/18/2006 Scale: 3/32" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bind 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32689 44" 17" 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 Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf ste-11 A Charless 75-110 St. Charles environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf pl. 9pl. Palm Desert Desert, and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING BC Dead 7.00 psf Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/327 MEM 13-14 (LIVE) LC Ir 0.08" D= 0.08" T= Joint Locations 1 0- 0- 0 12 42- 1- 4 2 2- 2-12 13 0- 0- 0 3 6- 6- 0 14 2- 2-12 4 11- 6- 0 15 11- 6- 0 5 17-10- 4 16 17-10- 4 6 17-10- 4 17 25-11- 4 7 23-11- 7 18 34- 0- 4 8 30- 0-10 19 36- 0-15 9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 11 39- 4-.8 y �0 �P 5/18/2006 Scale: 3/32" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bind 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32689 44" 17" IJob Name: plaza estado Truss ID: A09 Qtv: 1 Drwq: I GX-IAC REACT SIZE REQ'D 1 2- 8-12 2700 5.50" 3.50" 2 42- 4- 8 2425 5.50" 3.48" .G REQUIREMENTS shown are based ONLY the truss material at each bearing TC- FORCE AXL END CSI 1-2 391 0.05 0.30 0.35 2-3 670 0.03 0.30 0.33 3-4 -3853 0.12 0.56 0.68 4-5 -989 0.00 0.56 0.56 5-6 -375 0.00 0.44'0.44 6-7 -8329 0.28 0.32,0.59 7-8 -8159 0.25 0.50 0.75 8-9 -5356 0.12 0.49 0.60 9-10 -680 0.00 0.26 0.26 0-11 -120 0.00'0.31 0.31 1-12 -3773 0.22 0.00 0.22 BC FORCE AXL BUD CSI 3-14 0 0.00 0.23 0.23 4-15 6322 0.57 0.11 0.69 5-16 8935 0.81 0.11 0.92 6-17 8699 0.84 0.15 0.99 7-18 7542 0.69 0.10 0.78 8-19 7210 0.66 0.06 0.71 9-20 7040 -0.64 0.09 0.73 0-21 6000 0.55 0.08 0.63 WEB FORCE CSI WEB FORCE CSI 6-6 750 0.53 7-16 -1492 0.60' 0-11 -2138 0.33 7-17 -1104 0.31 1-13 -108 0.02 8-17 1742 0.57 1-14 -347 0.07 8-18 -1959 1.00 2-14 -525,0.10 9-18 .1589 0.55 3-14.-3579 0-.97 9-19 -243 0.05. 3-15 1254 0.41 9-11. -4420 0.99 4-15 1690 0.58 11-19 664 0.22 4-6 -3676 0,97 12-20 4337 0.65 6-15 -5082 0.84 12-21 -2376 0.44 TC 2x6 BF 1650F -1.5E Web bracing required at each location shown. 2x4 SPF 1650F -1.5E 1-5 ® See standard details (TX01087001-001 revl). 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 ' BC 2x4 SPF 2100E -1.8E THIS DESIGN IS THE COMPOSITE RESULT OF WEB - 2x4 HF STUD MULTIPLE .LOAD CASES. 2x4 SPF 165OF-1.5E 15-6, 20-12 IF HANGERS ARE INDICATED ON THIS DRAWING, PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED -ON 1.5" HANGER NAILS FOR Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals designed for axial loads only. Permanent bracing is required (by others) to Extensions above or below the truss profile prevent rotation/toppling. See SCSI 1-03 (if any) require additional consideration and ANSI/TPI 1. (by others) for horiz. loads on the.bldg. Flat top chord has not been designed for This truss is designed using the drifting snow unless noted otherwise. CBC -01 Code.. Bldg Enclosed = Yes, Importance Factor = 1.00 - Truss Location = End Zone 7 23-11- 7 18 Hurricane/Ocean Line = No , Exp Category = C 6-10-0 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft support 2 227 lb Mean roof height = 18.42 ft, mph = 80 9 36- 0-15 20 CBC Special Occupancy, Dead Load = 12.6 psf LOADS -------------- di 1P c,11 2-2-12 6-4-4 6-1-3 6-1-3 6-0-5 2-22-212 17-104t�i 2323 30-0-10 36-0-15 ry 18-" I 12-0-10 I 9-6-10 6-0. 1 2 3 4 56 7 8 9 1402 4.0 F0 All -0�38 200 4-4 4-1'0 3-4215# 215# 240# 240#-0 100# • 2412 4-4 8-8 1014 4-10 T 6-104 2004 3-4 1=0-10-0 0-6-0 - 13 14 STU22 B1 W:508 R:2700 U:-399 15 16 99-3-4 6-4-4 11-6-0 17-10-4 + + + + + + + + + + + + + + + + + + + + + + Eng. Job: EJ. Chk: sb Dsgnr: sb Designed for 6.0 K lbs drag load applied (LIVE) LC evenly along the top chord to the chord L= -0.64" D= -0.79" @ ea. bearing (unless noted), concurrently MAX DEFLECTION (cant) with dead + 0 8 live loads. D.F. = 1.33 L/238 MEM 13-14 Horiz. reaction = 6.0 K lbs. ea. bearing. L= 0.11" D= 0.08" Connection (by others) must transfer equal O.C.Spacing 2- 0- 0 load to each ply (or add-on) shown. 1 0- 0-- 0 12 + + + + + + + + + + + + + + + + + + + + + + 2 2- 2-12 13 UPLIFT REACTIONS) : Design Spec -01 3 6- 6- 0 .14 Support 1 -399 lb . T 4 11- 6- 0 15 5 17-10- 4 16 Support 2 -357 lb 6 17-10- 4 17 HORIZONTAL REACTIONS) 7 23-11- 7 18 support 1 22.7 lb 6-10-0 6 30- 0-10 19 support 2 227 lb SHIP 9 36- 0-15 20 ----------LOAD CASE #1 DESIGN LOADS -------------- 10 39- 4- 8 21 Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0. BC Vert 14.00 '0- 6- 0 14.00 42- 7- 4 0. ..Type... lbs X.Loc LL/TL TC Vert 200.0 0- 7- 0 0.45 TC Vert 200.0 2- 6- 0 0:45 TC Vert 215.0 22- 6- 0 0.45 TC Vert 215.0 26- 6- 0 0.45 TC Vert 240.0 27- 6- 0 0.45 ' TC Vert 240.0 33- 6- 0 0.45 TC Vert 100.0 39- 8- 0 0.45 B2 W:508 R:2425 U:-357 v v 17 18� 2021 ¢♦� 8-1-0 8-1-0 m ma aQ• _ 25-11-434-0 4 + N m ro rn r., a *, ♦ ��� r.ac vim• All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/18/2006 Scale: 3132" = 1' ® T R U S S WO R KS MAX DEFLECTION. (span) : Eng. Job: EJ. Chk: sb Dsgnr: sb L/741 MEM 16-17 (LIVE) LC DurFacs L=1.25 P=1.25 L= -0.64" D= -0.79" T= - MAX DEFLECTION (cant) : noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any L/238 MEM 13-14 (LIVE) LC rte s 75-110 St. Charles ste 11A L= 0.11" D= 0.08" .T= O.C.Spacing 2- 0- 0 Joint Locations and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 1 0- 0-- 0 12 42- .1-. 4 Phone (760) 341-2232 2 2- 2-12 13 0- 0- 0 Design Spec -01 3 6- 6- 0 .14 2- 2-12 . T 4 11- 6- 0 15 5 17-10- 4 16 11- 6- 0 17 -SO -,'4 6 17-10- 4 17 25-11- 4 7 23-11- 7 18 34- 0- 4 6-10-0 6 30- 0-10 19 36- 0-15 SHIP 9 36- 0-15 20 39- 4- 8 I1-8-4 10 39- 4- 8 21 42- 1- 4 11 39- 4- 8 B2 W:508 R:2425 U:-357 v v 17 18� 2021 ¢♦� 8-1-0 8-1-0 m ma aQ• _ 25-11-434-0 4 + N m ro rn r., a *, ♦ ��� r.ac vim• All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/18/2006 Scale: 3132" = 1' ® T R U S S WO R KS VVAKNINU 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabiication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: sb Dsgnr: sb WO: pd01186 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 rte s 75-110 St. Charles ste 11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. 9pl. PalmDesert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead CBC Phone (760) 341-2232 'ANSI/TPI 1','WTCA I'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 7.00 psf Design Spec -01 Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32690 43" 19" Job Name: plaza estado Truss ID: A10 Qty: 2 Drw : RGx-LOC REACT SIZE REQ'D TC 2x6 HF ' 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 2- 8-12 3187 5.50" 1.91 2x4 SPF 1650F-1.SE 1-5 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 42- 4- 8 2867 5.50" 2.05" 2x4 HF STUD 16-5 MULTIPLE LOAD CASES. max O.C. from to RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 0- 0- 0 42- 7- 4 In the truss material at each bearing WEB .2x4 HF STUD THEY ARE BASED ON 1.5" HANGER -NAILS FOR BC 120.00" 0- 0- 0 42- 7- 4 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTIONS) : TC FORCE AXL BND CSI Loaded -for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 1 -402 lb 1-2 413 0.03 0.18 0.21 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 2 -360 lb 2-3 386 0.02 0'.18 0.20 Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + HORIZONTAL REACTION(S) 3-4 -4638 0.04 0.36 0.40 Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. support 1 270 lb. 4-5 -149 0.00 0.36 0.36 prevent rotation/toppling. See BCSI 1-03 Concentrated loads MUST be distributed to support 2 270 lb 5-6 -216 0.00 0.31 0.31 and ANSI/TPI 1. - each ply equally. On multi -ply with hangers, This truss is designed using the 6-7.. -9908 0.31 0.00 0.32 End verticals designed"for axial loads only. use 3" nails min. into the carrying member. "CBC -01 Code. .7-8 -9593 0.09 0.26 0.35 Extensions above or below the truss profile For more than 2 ply, use additional fasten- Bldg Enclosed = Yes, Importance Factor = 1.00 8-9 -6301 0.04 0.26 0.30 (if any) require additional consideration ers as indicated from the back plys, or use Truss Location = End Zone 9-10 -390 0.00 0.15 0.15 (by others) for horiz. loads on the bldg. any other approved detail (by others). Hurricane/Ocean Line = No , Exp Category = C 0-11 -137 0.00 0.20 0.20 Flat top chord has -not been designed for - IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-12 -4446 0.13 0.00 0.13 drifting snow unless noted otherwise. AMOUNTS SHOWN MUST BE INSTALLED FROM THE Mean roof height = 18.42 ft, mph = 80 2 -PLY! Nail w/10d BOX, staggered (per NDS) FRONT AND BACK FACE EQUALLY (TOTAL NAILS = CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI in: TC- 2 BC -.2 WEBS- 2 **PER FOOT!** DOUBLE -THE AMOUNT SHOWN). -------LOAD CASE #1 DESIGN LOADS --------------- 3-14 0 0.00 0.17 0.17 + + + + + + ... + + + + + + + + + + + + + + Dir L.Plf. L.Loc R.Plf R.Loc LL/T 4-15 3479 0.25 0.13 0.39 TC Vert 92.50 0- 6- 0 92.50 42- 7= '4 0.5 5-16 9820 0.73 0.09 0.82 BC Vert 17.50 0- 6- 0 17.50 42- 7- 4 0.0 6-17 10226 0.76 0.11 0.87 ..Type... lbs X.Loc LL/TL 7-18 8135 0.61 0.08 0.69 TC Vert 200.0 0- 7 0 - 0.45 B-19 5128 0.38 0.05 0.43 TC Vert 200.0 2- 6- 0 0.45 9-20 4411 0.33 0.08 0.41 TC Vert 215.0 22- 6- 0 0.45 0-21 270 0.00 0.08 0:08 TC Vert 215.0 26-'6- 0 0.45 TC Vert 240.0 27- 6- 0 0.45 WEB FORCE CSI WEB FORCE CSI TC Vert 240:0 33- 6- 0 0.45 _ 6-6 283 0.35 ' 7-16 -455 0.06 .. m N v TC Vert 100.0 39- 8- 0 0.45 0-11 -2514 0.20 7-17 -1078 0.10 2-2-12 6 4 4 6-1-3 6-1-3 6-0.5 1-13 -129 0.01 8-17 1754 0.30 -� � 6 6 1-14 -360 0.03 B-18'-2289 0.26 2-2-12 R 17-10�m 23-11-7 30-0-10 36-0-15 r' ry v MAX DEFLECTION (span).: 2-14 .-604 0.06 9-18 1862 0.32 18-0-0 I 12-0-10 1 9-6-10F$-0. L/999 HEM 16-17 (LIVE) LC 3-14 -4277 0.48 9-19 -275 0.03 '1 2 3 4 S6 7 8 9 1002 L= -0.43" D= -0.53" T= - 3-15. 1055 0.18 9-11-5179 0.50. 2-FLYS MAX DEFLECTION (cant) : 4-15 2004 0.34 11-19 779 0.83 REQUIRED F-4.00 L/500 MEM 13-14 (LIVE) LC 4-6 -4419 0.63 12-20 5111 0.88 0.38 -0.38 -0.38. L= .0.05" D= 0.06" T= 6-15 -5988. 0.90 12-21 -2808 0.26 T 3-4 � 33 215# 215# 240# 240# Joint Locations 3$ 100# 1 0- 0= 0 12 42- 1- 4 2�0# 3-10 2 .2- 2-12 13 0- o- o 200# 7-10 -1 3� 7 8 4-12 4 6, 3 6- 6- 0 14 2- 2-12 6-10-0 6-10-0 4 11- 6- 0 15 11-. 6- 0 3-4 SHIP 5 17-10- 4 16 17-10- 4 1 z1-6-41 617-10- 4 17 25-11- 4 T(I-10-0 7 23-11- 7 18 34- 0- 4 6-12 3-4 3-4 3-4 2 4 8 30- 0-10 19 36- 0-15 2-4 B1 3� B2 9 36- 0-15 20 39- 4- 8 3-10 W:50 �!'^ 10 39- 4- 8 21 42- 1-.4 2-0-0 3-1 B1 CN 11 39- 4- e R:3187 R:2 Q r . U:-402 U:- 42-1-4 ,�y f(�,J�•yO Jr i ST 2113 14 15 16 17 18 2021 T G - 2 9-3-4 6-4-4 8-1-0 8-1-0 -"I m m �. .cc C 2-2-12 11-" 17-10-4 25-11-4 3;4-0-4 ml ry a �Q�0 DoE% 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ® T R U S S W O R KS are VVAKN INU 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 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 dimensional accuracy. Dimensions to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: sb Dsgnr: sb w0: pd01186 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl P y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 6- 0 pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32691 95" 11" Job Name: plaza estado Truss ID: A11 Qt : 2 Drw : RGx-LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 2- B-12 2750 5.50"1.97 2x4 SPF 1650F-1.SE 1-4 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 42- 4--8 2872 5.50" 2.06" 2x4 HF STUD 14-4 MULTIPLE LOAD CASES. max o.c. from to RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 0- 0- 0 42- 7- 4 n the truss material at each bearing WEB 2x4 HF STUD THEY ARE BASED ON 1.5" HANGER NAILS FOR BC 120.00" 0- 0- 0 42- 7- d PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) TC FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 1 -346 ib 1-2 67 0.00 0.13 0.13 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 2 -362 lb 2-3 -4683 0.05 0.35 0.39 Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + HORIZONTAL REACTION(S) 3-4 -149 0.00 0.35 0.35 Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. support 1 240 lb. 4-5 -217 0.00 0.31 0.31 prevent rotation/toppling. See BCSI 1-03 Concentrated loads MUST be distributed'to support 2 239 lb 5-6 -9947 0.32 0.00 0.32 and ANSI/TPI 1. each ply equally. On multi -ply with hangers, This truss is designed using the 6-7 -9620 0.09 0.26 0.35 End verticals designed for axial loads only. use 3" nails min. into the carrying member. CBC -01 Code: 7-8 -6314 0.04 0.26 0.30 Extensions above or below the truss profile For more than 2 ply, use additional fasten- Bldg Enclosed = Yes, Importance Factor =.1.00 8-9 -391 0.00 0.15 0.15 (if any) require additional consideration ers as indicated from the back plys, or use Truss Location = End Zone 9-10 -137 0.00 0.20 0.20 (by others) for horiz. loads on the bldg. any other approved detail (by others). Hurricane/Ocean Line = No , Exp Category = C 0-11 -4454 0.13 0.00 0.13 Flat top chord has not been designed for IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER Bldg Length = 40.00 ft, Bldg Width = 20.00 ft drifting snow unless noted otherwise. AMOUNTS SHOWN MUST BE INSTALLED FROM THE Mean roof height = 18.42 ft, mph = 80 BC FORCE AXL BND CSI 2 -PLY! Nail w/10d BOX, staggered (per NDS) FRONT AND BACK FACE EQUALLY (TOTAL NAILS = CBC Special Occupancy, Dead Load = 12.6 psf 2-13 3530 0.17 0.26 0.43 in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** DOUBLE THE AMOUNT SHOWN). -------LOAD CASE #1 DESIGN LOADS --------------- 3-14 9060 0.74 0.13 0.86 + + + + + + + + + + + + + + + + + + + + + + Dir L. Plf L.Loc R.Plf ]R. Loc LL/T 4-15 10256 0.77 0.12 0.88 TC Vert 92.50 2- 6- 0 92.50 42- 7- 4 0.5 5-16 8154 0.61 0.08 0.69 BC Vert 17.50 2- 6- 0 17.50 42- 7- 4 0.0 6-17 5138 0.38 0.05 0.43 ..Type... lbs X.Loc LL/TL 7-18 4418 0.33 0.08 0.41 - TC Vert 200.0 2- 6- 0 0.45 B-19 240 0.00 0.00 0.08 TC Vert 215.0 22- 6- 0 0.45 TC Vert 215.0 26- 6- 0 0.45 WEB FORCE CSI WEB FORCE CSI - TC Vert 240.0 27- 6- 0 0.45 4-5 253 0.35 6-15 -1083 0.11 TC Vert 240.0 33- 6- 0 0.45 8-10 -2518 0.20 7-15 1764 0:31 TC Vert 100.0 39- 8- 0 0.45 1-12 -379 0.03 7-16 -2296 0.26 � ' z-12 -4213 0.48 8-16 1867 0.3z 4 6-0 5-0-0 6-4-4 m 6-1-3 6-1-3 6-0-5 " Y 2-13 951 0.16 B-17 .-275.0.03' 1 m 'MAX DEFLECTION (span) 3-13 2037 0.35 B-30 -5189 0.51 4-6-0 9-6-0 15-10 21-11-7 28-0-10 34-0-15 m - L/999 MEM 14-15 (LIVE) LC 3-5 -4459 0.64 10-17 781 0.14 �_ 6 -0 -6-0 L= -0.4211 D= -0.54" T= - 5-13 -5989 0.90 11-18 5120 0.89 6-14 -434 0.06 11-19 -2812 0.26 2-PLYS 1 2 3 45 6 7 8 01 Joint Locations REQUIRED 4.0 03 -0� -0.3g, 1 0- 0- 0 11 40- i- d 2 4- 6- 0 12 0- 0- 0 3�3 9-.6-.0 13 9- 6- 0 4 15-10- 4 ld 15-10- d 3-8 215# 215# 240# 240#321 100# 5 15-10- a 15 23-11- a 200# 3-10 6 21-11- 7 16 32- 0-'4 6-10-0 3-10 1 3 7-8 4-12 4-6 6-10-0 7 28- 0-10 17 34- 0-15 8 34-0-15 18 37- 4- 8 2.4 SHIP 9 37- 4-'8 19 40- 1= a 1 I,-8-41 10 37- 4_ 8 B1 3-8 6-12 3-4 3-4 3-4 3-4 2-4 B2 W:508 3-10 W:508 v PjrE�t . R:2750 11:28 U:-346 U:- 40-1-4 G y� g� ' 2-s�' ,2 13 1a 1s 16 1819 s 6� 6-4-4 86-,� 8-18-1 0 o m STUB 9-6-0 15-10-4 23-11-4 32-0-4 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content,of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 6- 0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, + 'ANSUTPI 1% WTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-01) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ is located at 581 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20016. TOTAL 44.00 psf Seqn T6.5.30 - 32692 96" Job Name: plaza WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. est do Truss ID: Al2 Qty:. 1 Drw : This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb RG x -LOC REACT SIZE REQ'DTC 2x6 HF 165OF-1.5E Web bracing required at each location shown. + + + + + + + + + + + + + + + + + + + + + + 1 2- B-12 2308 5.50" 3.31" 2x4 SPF 1650F -1.5E 1-4 ® See standard details (TX01087001-001 revl). Designed for 6.0 K lbs drag load applied 2 42- 4- 8 2430 5.50" 3.48" 2x4 HF STUD 14-4 Plating spec : ANSI/TPI - 1995 evenly along the top chord to the chord a nd brace this truss in accordance with the following st2nd2rds:'Joint and Cutting Detail Reports' available as output from Truswal software, RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 210OF-1.HE THIS DESIGN IS THE COMPOSITE RESULT OF @ ea. bearing (unless noted), concurrently Fax # (760) 341-2293 n the truss material at each bearing WEB 2x4 HF STUD MULTIPLE LOAD CASES. with dead + 0 9 live loads. D.F. = 1.33 2x4 SPF 165OF-1.5E 13-5, 18-11 IF HANGERS ARE INDICATED ON THIS DRAWING, Horiz. reaction = 6.0 K lbs. ea. bearing. TC FORCE AXL END CSI PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Connection (by others) must transfer equal 1-2 380 0.00 0.20 0.20 Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY load to each ply (or add-on) shown. 2-3 -3898 0.12 0.55 0.67 Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE + + + + + + + + + + + + + + + + + + + + + + 3-4 -1035 0.00 0.55 0.55 Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S) : 4-5 -388 0.00 0.45 0.45 End verticals designed for axial loads only. Permanent bracing is required (by others) to Support 1 -354 lb 5-6 -8370 0.28 0.32 0.60 Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 Support 2 -372 lb 6-7 -8187 0.25 0.50 0.76 (if any).require additional consideration and ANSI/TPI.1. HORIZONTAL REACTIONS) 7-8 -5369 0.12 0.49 0.60 (by others) for horiz. loads on the bldg. Flat top chord has not been designed for support 1 204 lb 8-9 -700 0.00 0.26 0.26 This truss is designed using the drifting snow unless noted otherwise. support 2 204 lb 9-10 -120 0.00 0.32 0.32 CBC -01 Code. ----------LOAD CASE #1 DESIGN LOADS _______________ 0-11 -3781 0.22 0.00 0.22 Bldg Enclosed = Yes, Importance Factor = 1.00 Dir L.Plf L.Loc R.Plf R.Loc LL/T Truss Location = End Zone TC Vert 74.00 2- 6- 0 74.00 42- 7- 4 0.5 BC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C BC Vert 14.00 2- 6- 0 14.00 42- 7- 4 0.0 2-13 6600 0.44 0.34 0.79 Bldg Length =. 40.00 ft, Bldg Width = 20.00 ft ..Type... lbs X.Loc LL/TL 3-14 9193 0.84 0.14 0.98 Mean roof height = 18.42 ft, mph = 80 TC Vert 200.'0 2- 6- 0 0.45 4-15 8730 0.84 0.15 1.00 CBC.Special Occupancy, Dead Load = 12.6 psf TC Vert 215.0 22- 6- 0 0.45 5-16 7486 0.67 0.11 0.78 TC Vert 215.0 26- 6- 0 0.45 6-17 7181 0.65 0.06 0.71 TC Vert 240.0 27- 6- 0 0.45 7-18 7020 '0.64 0.08 0.72 TC Vert 240.0 33- 6- 0 0.45 8-19 -6000 0.55 0.08 0.63 TC Vert 100.0 39- 8- 0 0.45 WEB FORCE CSI WEB FORCE CSI 4-5 752 0.53 6-15 -1141 0.32 8-10 -2142 0.34 7-15 1795 0.58 1-12 -343 0.06 7-16 -1967 0.62 2-12 -3497 0.96 8-16 1594 0.55 2-13 1203 0.39 8-17 --250.0.05 3-13 1722 0.60 8-10 -4430 1.00 3-5 -3717 0.96 10-17 682 0.22 5-13 -5085 0.83 11-18 4346 0.65 6-14 -1519 0.61 11-19 -2381 0.44 MAX DEFLECTION (span) : L/745 NEM 14-15 (LIVE) LC TL= -0.64" D= -0.80" T= 4-" 5-0-06-4 m 6-1-3 6-1-3 6-0-5 Q'� q 44-" 99-0-0 15-10 2121 28-0-10 34-0 15 �+ r+ �+ 1 0-00- 0Locations- 1- Q 6 - 0 -6 2 4- 6- 0 12 0- 0- 0 1 2 3 45 6 7 8 Wei 3 9- 6- 0. 13. 9- 6- 0 4 15-10- 4 14 15-10- 4 4.0 0� -0� .38 5 15-10- 4 15 23-11- 4 6 21-11- 7 16 32- 0- 4 T 3� � T 7 28- 0 -SO 17 34- 0-15 8 34- 0-15 18 37- 4- 8 4-10 215# 215# 240# 240# 100# 9 37- 4- 8 19 40- 1- 4 200# 4 6 10 37- 4- e 6-10-0 4-12 4-4 8-8 10-14 4.10 6-10-0 2-4 SHIP 1 I,_" I1-8-41 B1 4-10 7-12 4-4 3-8 4-6 3-4 2-4 B2 W:508 3 4 12 W:508 3208 240 `f"t U:-354 U:-37 `AF? ao-,-a 4-6-0 12 13 6-4-4 8-1-0 8-1-0 14 15 16 1819. 9 6-0Q, Y W 4C O STUB 9-0-0 15-10-4 23-11-4 32-0-4 i�T_�' 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' 44" WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB nr: sb g TC Live 20.00'psf DurFaes L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 a nd brace this truss in accordance with the following st2nd2rds:'Joint and Cutting Detail Reports' available as output from Truswal software, Phone (760) 341-2232 'ANSItTPI 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32693 44" Job Name: plaza estado Truss ID: A13 Qty: 1 Drw : RGx-LOC REACT SIZE REQ'D TC 2x6 HF ' 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) ' 1 0= 2-12 1717 5.50" 5.50^ BC 2x4 SPF 1650F-1.SE ® See standard details (TX01087001-001 reel). Support 1 -304 lb 2 31- 1- 8 1936 5.50" 2.77" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -343 lb RG REQUIREMENTS shown are based ONLY 2x4. SPF 1650F -1.5E 15-9 '2x6 _ THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material at each bearing BRG BLK HF 165OF-1.SE _ .MULTIPLE LOAD CASES'. - CBC -01 Code. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Phone (760) 341-2232 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND -CSI Loaded for 10.PSF non -concurrent BCLL. THEY ARE BASED ON -1.511 HANGER NAILS FOR Truss Location = End Zone 1-2 -142 0.00 0.36 0.36 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No Exp Category = C 2-3 -238 0.00 0.21 0.21 Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -3591 0.04 0.25 0.30 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 18.42 ft, mph = 80 4-5 -5193 0.10 0.54 0.65 and ANSI/TPI 1. .End verticals designed for axial loads only. CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -4110 0.07 0.58 0.64 Flat top chord has not been designed for Extensions above or below the truss profile ----------LOAD CASE #1 DESIGN LOADS --------------- 6-7 -260. 0.00 0.30 0.30 drifting snow unless noted otherwise. (if any) require additional consideration Dir L.Plf L.Loc R.Plf R.Loc LL/T 7-8 52 0.00 0.26 0.26 - (by others) for horiz. loads on the bldg. TC Vert 74.00 0- 0- 0 74.00 31- 4- 4 0.5 8-9 -2977 0.17 0.00 0.17 BC Vert 14.00 0- 5- 8 14.00 31- 4- 4 0.0 ' ..Type... lbs X.Loc LL/TL BC FORCE AXL BND CSI TC Vert 400.0 16- 0- 0 0.45 0-11 3418 0.51 0.11 0.62 TC Vert 400.0 22- 0- 0 0.45 1-12 5185 0.77 0.12 0.90 TC Vert 100.0 25- 6- 0 0.45 2-13 4999 0.75 0.12 0.87 3-14 3499 0.32 0.29 0.61 4-15 2951 0.44 0.09 0.53 MAX DEFLECTION (span) 5-16 96 0.00 0.08 0.08 L/999 MEM 11-12 (LIVE) LC L= -0.30" D= -0.38" T= - WEB FORCE CSI WEB FORCE CSI ' BB 1 -1717 0.19 5-12 216 0.07 Joint Locations 1-10 1424 0.59 5-13 -1118 0.60 1 0- 0- 0 9 30-10-12 1-3 884 0.29 6-13 960 0.33 2 6- 6-12 10 0- 0- 0 5-8 1-3 -1667,0.28 100 0.03 6-14 6-8 -220 0.05 -35390.73 CP 3 6- 6-12 11 6- 6-12 a 12- 8-15 12 14- 8-12, 3-10 -3661 0.96 8-14' 595 0.21 7-0-4 m 6-2-3 6-1-3 6-0-5 4-11 -1774 0.96 9-15 3422 0.51. m cp 5 18-10- 2 13 22- 9-12 7-0.4 13-2-7 19-3-10 25-3-15 m N N 6 2a -lo- 7 14 za-10- 7 4-12 165 0.04 9-16 -1898 0.35 - 7 28- 2- 0 15 28= 2- 0 7-3-0 12-0-10 9-6-10 2-6-0 8 28- 2- 0 16 30-10-12 1 4 5 6 78 9 4.0 03 -038 -0.38� T T 4-612 10-10 400# 400# 100# 3-8 7-8 5-12 4-6 3-5-12 48 1 ..5P8y _11-4 U:-3 %44 3-12 3-8 3-4 3-4 3-4 4 8 2-4 7 4 TIE 31-4-4 10 7-0-4 8-2-0 11 12 13 15 16 m N - -4 15_ -4 8.1-0 23-3-4Nle N ry IN 6-10-0 SHIP 11 -8-4 t B2 W:508 R:1936 U:-343 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/18/2006 Scale: 1/8" = 1 CLO 67" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to he verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI Is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA: 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Phone (760) 341-2232 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPAI Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32694 67" Job Name: plaza estado G X -LOC REACT SIZE REQ'D TC 1 0- 2-12 1704 5.50 5.50" BC 2 31- 1- 8 1943 5.50" 5.50" WEB G REQUIREMENTSshown are based ONLY the truss material at each bearina TC FORCE 'AXL BUD CSI 1-2 -1411 0.12 0.26 0.37 2-3 -563 0.03 0.22 0.25 3-4 -7168 0.29 0.15 0.44 4-5 -6095 0.10 0.54 0.64 5-6 -4670 0.06'0.57 0.64 6-7 -658 0.00 0.31 0.31 7-8 52 0.00 0.40 0.40 8-9 -7640 0:41 0.06 0.48 BC FORCE' AXL BND CSI 0-11 3386 0.51 0.11 0.61 1-12 5127 0.77 0.12 0.89 2-13 4917 0.73 0.12 0.86 3-14 4013 0.56 0.09 0.66 4-15' 2744 0.41 0.08 0.49 5-16 59 0.00 0.13 0.13 WEB FORCE CSI BB 1 -1704 0.19 1-10. 1411 0.84 9-16 53 0.22 BB 2 -1943 0.12 LI -3 1047 0.29 LS -8 -1788 0.41 1-3 4200 0.93 3-10 -3627 0.95 4711 =2150 0.95 WEB FORCE CSI 4-12 673 0.22 5-12 1060 0.42 5-13 -1216 0.65 6-13 1022 0.34 6-14 -1176 0.30 6-8 -5535 0.85 8-14 2831 0.92 9-15 3237 0.48 Truss ID: A14 2x6 HF 1650F -1.5E 2x4 SPF 1650F -1.5E 2x4 HF STUD 2x4 SPF 1650F -1.5E 1-3, 6-8 15-9 BRG BILK 2x6 HF 165OF-1.5E PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSI/TPI 1. Flat top chord has not been designed for drifting snow unless noted otherwise. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1. Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 Mean roof height = 18.42 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5".HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 00 ft Drwg: + + + + + + + + + + + + + + + + + + + + + + Designed for 6.0 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 6 live loads. D.F. = 1.33 Horiz. reaction = 6.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) : Support 1 -302 lb Support 2 -344 lb HORIZONTAL REACTION(S) support 1 . -175 lb ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 31- 4- 4 0. BC Vert 14.00 0- 5- 8 14.00 30-10-12 0. ..Type... lbs X.Loc LL/TL TC Vert 400.0 16- 0- 0 0.45 TC Vert 400.0 22- 0-.0 0.45 TC Vert 100.0 25- 6- 0 0'.45 7-0-4 ' m 6-2� 6-1� 6-0� ml 'CP 7-0-4 13-2-7 19-3-10 25-3-15 7-3-0 -12-0-10 9-6-10 2 6-0 1- 4 5 6 8 9 4.00 F0.38 -038 -0.38 T 4-6 T 10-14 400# 400# 100# 7 MX/8-20 6-10-0T 3-8 8 10-14 4-6 6-10-0 3-5-12 SHIP' B1 �0-9-0 2 W:5 8 0-114 0-11 411$'508 R: 4 11:1943 Z 3-12 3-8 3-0 3-4 4-8 U:-3Q�-4 TIE 4-8 1.5-3 �O.siiilTfj�� 31-4-4 y 10 11 12 13 �1516� Q `� 7-0.4 15-2-4 23-3-4 Nlry mlry cmLlYm s Q � OFG!► 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. MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L= -0.29" D= -0.37" T-- Joint = Joint Locations 1 0- 0-0 9 30- 5- 4 2 6- 6-12 10 0- 0- 0 3' 6- 6-12 11 6- 6-12 4 12- 8-15 12 14- 8-12 5 18-10- 2 13 22- 9-12 6 24-10-'7 14 24-10- 7 7 28-'2- 0 15' 28- 2- 0 8 28- 2- 0 16 30- 5- 4 MO �P 5/18/2006 Scale: 1/8" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 32695 66" 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 individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf T R U S S W O R KS utilized'on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 17.00 psf 75-110 St. Charles pl. ste-1.1 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf Palm Desert, CA. 92211 antl brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead Phone (760) 341-2232 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1.03) and'8CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, 7.00 psf Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at -1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L= -0.29" D= -0.37" T-- Joint = Joint Locations 1 0- 0-0 9 30- 5- 4 2 6- 6-12 10 0- 0- 0 3' 6- 6-12 11 6- 6-12 4 12- 8-15 12 14- 8-12 5 18-10- 2 13 22- 9-12 6 24-10-'7 14 24-10- 7 7 28-'2- 0 15' 28- 2- 0 8 28- 2- 0 16 30- 5- 4 MO �P 5/18/2006 Scale: 1/8" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 32695 66" Job Name: plaza estado RGX-LOC REACT SIZE REQ'D 1 0- 2-12. 1704 5.50"5.50" 2 31- 1- 8 1942 5.50" 5.50" RG REQUIREMENTS shown are based ONLY in the truss material at each bearing TC FORCE AXL END CSI 1-2 -142 0.00 0.36 0.36 2-3 -238 0.00 0.20 0.20 3-4 -3557 0.04 0.25 0.30 4-5 -5126 0.10 0.54 0.64 5-6 -4006 0.06 0.58 0.64 6-7 -238 0.00 0.31 0.31 7-8 52 0.00 0.24 0.24 8-9 -2743 0.03 0.18 0.21 BC FORCE AXL END CSI 0-11 3386 0.51 0.11 0.61 1-12 5126 0.77 0.12 0.89 2-13 4917 0.73 0.12 0.86 3714 3382 0.31'0.29 0.60 4-15 2714 ,0.40 0.08 0.48 5-16 59 0.01 0.06 0.07 WEB FORCE CSI WEB FORCE CSI BB 1 -1704 0.19 4-12 162 0.04 140 1411 0.59 5-12 235 0.08 9-16 32 0.22 5-13 -1145 0.62 BB 2 -1942 0.12 6-13 981 0.34. 1-3 872 0.29 6-14 -279 0.06 5-8 -1782 0.26 6-8 -3433 0.98 1-3 100 0.03 8-14 724 0.25 3-10 -362,7 0.95 9-15 3238 0.48 4-11 -1747 0.95 Truss ID: A15 TC' 2x6 HF 1650F -1.5E BC 2x4 SPF 165OF-1.5E ' WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 15-9 BRG BLK 2x6 HF. 165OF-1.5E - PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent SCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. _ Flat top chord has not been designed for drifting snow unless noted otherwise. ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration. (by others) for horiz. loads on the bldg. . . 31-4-4 10 11 12 13 JA 1516 7-04 � 8-2-0 � 8-1-0 � tlm�1 m 7-0-4 15-2-4 23-3-4 N N N 3 Drwa: UPLIFT REACTIONS) : Support 1 -302 lb Support 2 -344 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location =End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.42 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 31- 4- 4 0. BC Vert 14.00 0- 5- 8 14.00 30-10-12 0. ..Type... lbs X.Loc - LL/TL TC Vert 400.0 16- 0- 0 0.45 TC Vert 400.0 22- 0- 0 0.45 TC Vert 100.0 25- 6- 0 0.45 1 6-10-0 �R9:1I� 0-9-0 0 11_8_&,2508 ' -11-4 R:194; U:;34±4 wj.ov ' . �°0*4. MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L= -0.29" D= -0.37" T= Joint Locations 1 0- 0- 0 9 30- 5- 4 2 6- 6-12 10 0- 0- 0 3 6- 6-12 11 6-'6-12 4 127 8-15 12 14- 8-12 5 18-10- 2 13 .22- 9-12 6 24-10- 7 14 24=10- 7 7 28- 2- 0 15 28- 2- 0 8 28- 2- 0 16 30- 5- 4 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1l8" = 1' 7-04 m q 7-0.4 m R� 7-3-0 6-2� 6-1_-3 13-2-7 19-3-10 12-0-10 6-0-5 25-3-15 9-6-10 ��m oP r^ N m 2-6-0 1 This designis for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer 4 5 6 8 9 4.00 038 -038 -0�. are to be verified by the component manufacturer and/or building designer priorto fabrication. The building designer must ascertain that the loads 4-6 TC Live 20.00 psf DurOacs L=1.25 P=1.25 T 10-10 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 16=0=0 400# 22A�O 400# 100# 6-10-0T 3-8 7-8 5-12 MX/8-20 4-6 -5-12 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. Palm Desert, CA. 92211 W.1}0-11 4 BC Dead Phone (760) 341-2232 'ANSIrTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'BCSSUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, R. 4 3-12 U:-3'?4 TIE 3-8 3-4 3-4 3-4 4-8 1.5-3 . . 31-4-4 10 11 12 13 JA 1516 7-04 � 8-2-0 � 8-1-0 � tlm�1 m 7-0-4 15-2-4 23-3-4 N N N 3 Drwa: UPLIFT REACTIONS) : Support 1 -302 lb Support 2 -344 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location =End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.42 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 31- 4- 4 0. BC Vert 14.00 0- 5- 8 14.00 30-10-12 0. ..Type... lbs X.Loc - LL/TL TC Vert 400.0 16- 0- 0 0.45 TC Vert 400.0 22- 0- 0 0.45 TC Vert 100.0 25- 6- 0 0.45 1 6-10-0 �R9:1I� 0-9-0 0 11_8_&,2508 ' -11-4 R:194; U:;34±4 wj.ov ' . �°0*4. MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L= -0.29" D= -0.37" T= Joint Locations 1 0- 0- 0 9 30- 5- 4 2 6- 6-12 10 0- 0- 0 3 6- 6-12 11 6-'6-12 4 127 8-15 12 14- 8-12 5 18-10- 2 13 .22- 9-12 6 24-10- 7 14 24=10- 7 7 28- 2- 0 15 28- 2- 0 8 28- 2- 0 16 30- 5- 4 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1l8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This designis for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer priorto fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurOacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof orfioor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead Phone (760) 341-2232 'ANSIrTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'BCSSUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC'20036. TOTAL 44.00 psf Seqn T6.5.30 - 32696 66" Job Name: plaza estado Truss ID: A16 Qty: 1 Drwg: RGX-LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTIONS) ' 1 9-11-12 1539 5.50" 2.21" BC 2x4 SPF 1650F-1.SE ® See standard'details (TX01087001-001 revl). Support 1 -275 lb 2 31- 1- 8 1509 5.50" 5.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -265 lb RG REQUIREMENTS shown are based ONLY BRG BLK 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) In. the truss material at'each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. support 1 127 lb. Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the TC FORCE AXL END CSI Drainage must be provided to avoid ponding. THEY -ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1-2 484 0.00 0.32 0.33 Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 2-3 -2170 0.02 0.50 0.51 prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 3-4 -3029 0.02 0.51 0.53 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 4-5 -762 0.00 0.29 0.29 + + + + + + + + + +.+ + + + + + + + + + + + End verticals designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width'= 20.00 ft 5-6 54- 0.00 0.40 0.40 Designed for .6.0 K lbs drag load applied Extensions above or below the truss profile Mean roof height = 16.69 ft, mph = 80 6-7 -6990 0.44 0.04 0.48 evenly along the top chord to the chord (if any). require additional consideration CBC Special Occupancy, Dead Load = 12.6 pelf @ ea. bearing (unless noted), concurrently (by others) for horiz. loads on.the bldg. ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI with dead + 0 9 live loads. D.F. = 1.33 Dir L.Plf L.Loc R.Plf R.Loc LL/T 8-9 5807 0.82 0.08 0.89 Horiz, reaction = 6.0 K lbs. ea. bearing. TC Vert 74.00 9- 9- 0 74.00 31- 4- 4 0.5 9-10 4791 0.67 0.11 0.79 Connection (by others) must transfer equal BC Vert 14.00 9- 9- 0 14.00 30-10-12 0.0 0-11 3462 0.49 0.09 0.58 load to each ply (or add-on) shown. ..Type... lbs X.Loc LL/TL 1-12 2176 0.31 0.06 0.37 ++++++++++++++++++++++ TC Vert 400.0 16- 0- 0 0.45 2-13. 49 0.00 0.11 0.12 TC Vert 400.0 22- 0- 0 0.45 TC Vert 100.0 .25- 6- 0 0.45 WEB FORCE CSI WEB FORCE CSI, 7-13 48 0.18 3-10 -1415 0.76 - Be 2 -1509 0.09 4-10 1189 0.39 MAX DEFLECTION (span) 2-6 '-1421 0.41 d-11 -1095 0.30' - L/999 MEM 9-10 (LIVE) LC 1-8 126 0.03 4-6 -4691 0.92 _ L= -0.10" D= -0.14" T= - 2-8 -2361 0.94 6-11 2637 0.66 - 2'-9 1382 0.45 7-12 2593 0.84 ' Joint Locations 3-9 -1750 0.98 N v 1 0- 0- 0 8 0- 0- 0 _ 3-5-7 � 6-1-3_ � 6-0� 3-3-9 m ,� 2 3- 5- 7 9 5- 5- 4 3-5-7 9-6-10 15-6-15 18-10-8 m m N N 3 9- 6-10 10 13- 6- 4 '6-15 4 15- 6-15 11 15- 9.6-10 94-10 2-6-0 5 18-10- 8 12 18-10- ,8 1 2 3 25-9-01 -4 56 7 6 18-10- 8 13 21- 1-12 7 21- 1-12 p 400# -0.38100 -0.38 2-4 s o - Tu -7v 4-6 T T X/8.20 T 3 4-0-15 09-0 3 8 ' I 111HIP82 1I 1 0-11-4 W:508 11:1509 3-6 4-0 3-10 3-10 1.5-3 U:-265 3-8 B1 W:508 11:1539 �T U:-275 21-7-4 174 99-y�8 9 10 11 12 13 U Q STUB 5-5-4 8-1-0 Nle 3-3-9 2-8-12 -%I%. 5-5-4 13-6-4 `� 18-10-8 21-7-4 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal softwkrp° `a n7` noted. Scale: 7/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design is for an Individual building component not truss system. It has been based on specifications provided'by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: Sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 2-0-0 75-110 St. Charles pl. ste-11 A psf O.C.$ acin and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibiiities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32697 24" Job Blame: plaza estado Truss ID: A17 Qty: 3 Drw : RGX-LOC T REACT SIZE REQ'D TC 2x6 HF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 9-11-12 1436 5.50" 2.06" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -277 lb 2 31- 1- 8 1365 5.50" 1.96" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -264 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 8 0.00 0.32 0.33 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -2055 0.02 0.50 0.51- and ANSI/TPI 1. End verticals designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2556 0.02 0.51 0.53 Extensions above or below the truss profile Mean roof height = 16.69 ft, mph = 80 4-5 -178 0.00 0.29 0.29 (if any) -require additional consideration CBC Special Occupancy, Dead Load = 12.6 psf 5-6 54 0.00 0.18 0.18 (by others) for horiz. loads on the bldg. ----------LOAD CASE #1 DESIGN LOADS --------------- 6-7 -2037 ,0.12 0.00 0.12 _ Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 74.00 9- 9- 0 74.00 31- 4- 4 0.5 BC FORCE AXL Biro CSI BC Vert 14.00 9- 9- 0 14.00 31- 4- 4 0.0 8-9 1593 0.15 0.24 0.39 ..Type... lbs X. Loc LL/TL 9-10 2757 0.25 0.29 0.54 TC Vert 400.0 16- 0- 0 0.45 0-11 2342 0.21 0.29 0.50 TC Vert 400.0 22- 0- 0 - 0.45 1-12 2017 0.30 0.07 0.38 TC Vert 100.0 25- 6- 0 0.45 2-13 -4 0.00-0.06 0.06 WEB FORCE CSI 2-6 -1127 0.19 1-8 126 0.03 2-8 -2123 0.85 2-9 753 0.26 .3-9 -878 0.50 3-10 -267 0.14 WEB FORCE CSI 4-10 353 0.12 4-11 -124 0.03 4-6 -2365 0.68 6-11 353 0.12 7-12 2340 0.83 7-13 -1333 0.25 MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC L= -0.09" D= -0.14" T= Joint Locations 1 0- 0- 0 8 0- 0- 0 2 3- 5- 7 9 5- 5- 4 oov 3 9- 6-10 10 13- 6- 4 3-5-7 6-1-3 6-05- _ 3-3-9 m 4' 15- 6-15 11 15- 6-15 3-5-7 9-6-10 15-6-15 18-10-8 m m N N 5 18-10- 8 12 18-107 8 6 18-10- 8' 13 21- 7-'4 9-6-10 9-6-10 2-6-0 7 21- - 1 2 3 4 56 7 �Pr 0� 38400# 400# -0.381001 -0.3� r��Q C Q lr TT _ 4-0 23-8 T WO: pd01186 3-4"§-0-15 11 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer T 3-4-8 HIP and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 29. 3-4 3-8 3-4 3-4 3-10 2-4 B1 82 TRUSSWORKS W:508 W:508 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise R:1436 R:1365 U:-277 U:-264 Rep Mbr Bnd 1.00 21-7-4 99-g-8 9 10 11 12 13 STUB 55-5-4 88-1-0 b 3-3-9� 2-8-12� 5-5-4 13-6-4 18-10-8 21-7-4 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds fir: sb g TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utllizetl on this design meet or exceed the loading Imposed by Me local building code and particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 Charless 75 110 St. Charles pl. pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 pSf O.C.Spaeing 2-0-0 Palm Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1% WTCA t'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 2003x. TOTAL 44.00 psf Seqn T6.5.30 - 32698 23" Job Name: plaza estado Truss ID: A18 Qty: 1 Drwg: RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650£-1. SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1202 3.50" 1.72" U:-739 2x4 HF STUD - 8-3 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -739 lb 2 9- 5-12 1201 3.50" 1.72" BC 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support' 2 -739 lb RG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTIONS) n the truss material at each bearing GBL BLK 2x4 HF STUD THEY,ARE BASED -ON 1.5" HANGER NAILS FOR support 1 102 lb. and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 102 lb TC FORCE AXL END CSI Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 1-2 -2949 0.26 0.51 0.78 May use adequate staples for gable blocks. HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 2-3 -1873 -0.24 0.21 0.45 environment that will cause the moisture content of the wood to exceed 19%,andlor eause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf End verticals designed for axial loads only. Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -592 '0.16 0.19 0.35 Gable verticals are 2x 4 web material spaced Extensions above or below the truss profile Truss Location = End Zone 4-5 -1195 0.08 0.04 0.12 at 16.0 " o.c. unless noted otherwise. (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C 44.00 psf ' (by others) for horiz. loads on the bldg: Bldg Length = 40:00 ft, Bldg Width = 20.00 -ft BC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + ... + Mean roof height = 16.38 ft, mph = -80 6-7 4019 0.42 0.57 0.98 Designed for 6.0 K lbs drag load applied CBC Special Occupancy, Dead Load = 12.6.psf 7-8 4544 0164 0.11 0.75 evenly along the top chord to the chord 8-9 6000 0.84 0.01 0.85 @ ea. bearing (unless noted), concurrently with dead + 0 6 live loads. D.F. = 1.33 WEB FORCE CSI WEB FORCE CSI Horiz. reaction = 6.0 K lbs. ea. bearing. 8-4 -1204 0.51 4-7 969 0.32 Connection (by others) must transfer equal 2-7 189 0.06 5-8 2288 0.74 load to each ply (or add-on) shown. 2-4 -2143 0.53 5-9 -1156 0.24 ++++++++++++.+++++. ++++ .. 2-9-0 t . 34 I0-4-0 1 4-0-5 4-0-5 4� 3-0-15 T 7 7-1-4 2 34 a -A MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.09" D= -0.02" T= - Joint Locations 2-6.4 1 0- 0- 0 6 0- 0- 0 2 4- 0- 5 7 4- 0- 5 9-7$ ,3 7- 1- 4 8 7- 1- 4 4 7- 1-4 9 9- 7- 8 5 5 9- 7- 8 038 10'. B1W: W:308 W: 308 R:1202 R:1201 U:-739 9-7-0 U:-739 6 7 8 9' 4-04-05 3-0-15 2-6-4 w� 4-0-5 7-1-4 9-7-8 TYPICAL PLATE: 1.5-3 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" =11' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb T R U S S W O R KS utllized,on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19%,andlor eause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSIRPI 1%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onefric Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32699 10'. Job Name: piaza WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. estado Truss ID: A19 Qty: 3 Drwg: RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI = 1995 UPLIFT REACTION(S) 1 0- 1-12 423 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -80 lb , 2 9- 5-12 423 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -109 lb RG REQUIREMENTSshown are based ONLY Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTION(S) . n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.511. HANGER NAILS FOR support- 1 102 lb• ' and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR .MULTI -PLY support 2 102 lb TC' FORCE AXL BND CSI End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE. This truss is designed using the - 1 -2 -426 0.00 0.57 TOTAL 0.58 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 2-3 -112 0.00 0.65 0.65 (if any) require additional consideration Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -629 0.00 0.09 0.09 (by others) for horiz. loads on the bldg. Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL END CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 329 0.05 0.37 0.42 Mean roof height = 16.38 ft, mph = 80 6-7 103 0.00 0.13 0.13 CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI 6-3 -175 0.75 4-7 -442 0.08 4-6 723 0.25 2-9-0 I0-4-0 B1' W:308 R:423 U:$o 3- 7-1-4 I 2-6-4 7-1-4 ^ 9-7-8- 7-3-0 I 2-4-8 1 23 4 400 0� I�A 5 6 7 77-1� 2-6-4 �• 7-1-4 9-7-8 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= -0.10" D= -0.14" T= Joint Locations . 1 0- 0- 0 5 0- 0- 0 2 7- 1- 4 6 7- 1- 4 3 7- 1- 4 7 9- 7- 8 4, 9- 7- 8 w JJJ T .2-9-0 •`�L� SHIP 1-6-14 B2 �p0� W:308 O R:423 C� U:-109 �� M 5/18/2006 Scale: 15/32" = 1' WO: pd01186 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. DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC -01 24" Seqn T6.5.30 - 32700 I 1 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 Individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: Sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise A Company You p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf pl. Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm 'ANSI/TPI1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC -01 24" Seqn T6.5.30 - 32700 I 1 Job fame: plaza estado 1 Truss ID: A20 Qty: 1 Drwg: RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 423 3.50^ 1.50" 8 2x4 HF STUD 8-3 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 ' -80 lb 2 9- 5-12 423 3.50" 1.50" BC 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -109 lb RG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTIONS) n the truss material at each bearing GBL BLK 2x4 HF STUD THEY ARE BASED ON 1.5" HANGER NAILS FOR support 1 102 lb• and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 102 lb .TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 1-2 -789 0.00 0.13 0.13 May use adequate staples for gable blocks. HANGERS MUST BE RE-EVALUATED (BY OTHERS). . CBC -01 Code. 2-3 -57 0.00 0.13 0.13 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead End verticals designed for axial loads only. Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -74 0.00 0.06 0.06 Gable verticals are 2x 4 web material spaced Extensions above or below the truss profile Truss Location = End Zone 4-5 -557 0.00 0.09 0.09 at 16.0 " o.c. unless noted otherwise. (if any) require additional'consideration Hurricane/Ocean Line = No , Exp Category = C (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI Mean roof height = 16.38 ft, mph = 80 6-7 715 0.11 0.07 0.18 CBC Special Occupancy, Dead Load = 12.6 psf 7-8 581 0.09 0.02 0.11 8-9 103 0.01 0.01 0.02 WEB FORCE CSI WEB FORCE CSI 8-4 -296 0.08 4-7 145 0.05 2-7 42 0.01 5-8 - 640 0.22 - 2-4 -704 0.18 '5-9 -403 0.07 2-9-0 .10.4-0 4-0.5 3-0-15 R 7 2-6_4 4-0-5 7-1-4 ^ 9-7-8 7-3-0 2-4-8 1 2 34 5 400038 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.01" D= -0.02" T-- Joint = J _wA T 2.9-0 SHIP .7L 1-6-14 Joint Locations 1 0- 0- 0 6 0- 0- 0 2 4- 0- 5 7 4- 0- 5 3 7- 1- 4 8 7- 1- 4 4 7- '1- 4. 9 9- 7- 8 5 9- 7- 8 TYPICAL PLATE : 3-44-0-5 J _wA T 2.9-0 SHIP .7L 1-6-14 D3" 2-4 B1 B2 W:308 W:308 R:423 R:423 J Ui-80 9-7-8 U:409 6 7 8 9 �P 4-0� 3-0� 2-6-4 � 7-1-4 9-7-8 TYPICAL PLATE : 3-44-0-5 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead Phone (760) 341-2232 'ANSI/TPI1','WTCA i'. Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafrio Drive, Madison, 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32701 D3" Job Name: plaza estado Truss ID: A21 Qty: 1 Drwg: RG x -LOC REACT SIZE REQ'D TC 2.4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 2- B-12 582 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -86 lb 2 10-10-12 383 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -124 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTION(S) In the truss material at each bearing Loaded for 10 PSF non-concurrent.BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR - support 1 159 lb 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: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Reel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 159 lb TC FORCE AXL BND CSI End verticals designed for axial loads- .only. GIRDERS. IF 2.5" GUN HAILS ARE USED, THE This truss is designed using the 1-2 -189 0.01 0.12 0.14 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 2-3 -194 0.01 0.21 0.22 (if any) require additional consideration DurFacs L=1.25 P=1.25 Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -58 0.00 0.21 0.21 (by others) for horiz. loads on the bldg. Truss Location = End Zone p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.15 Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL BND CSI O.C.$ aein 2- 0- 0 P g Palm Desert, CA. 92211 Bldg Length = 40.00 ft,'Bldg Width = 20.00 ft 5-6 0 0.00 -0.22 0,.22 'ANSI/TPI I-,'WTCA I'- Wood Truss Council of America Standard Design Res pons ibilitie s, 'BUILDING COMPONENT SAFETY INFORMATION' - Mean roof height =- 17.03 ft, mph = 80 6-7 307 0.02 0.22 0.24 (BCSI 1-031 and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at S83 D'Onofrlo Drive, Madison, CBC Special Occupancy, bead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI TOTAL 44.00 psf Seqn T6.5.30 - 32702 1-5 -123 0.02 3-6 -356 0.19 ' 1-6 186 0.05 ' 3-7 -364 0.18 2-6 -249 0.05 4-7 -140 0.05 MAX DEFLECTION (span). : L/999 MEM 6-7 (LIVE) LC L= -0.06" D= -0.09" T= - MAX DEFLECTION (cant) : L/999 MEM 576 (LIVE) LC 2-22-212 4-3-4 4-1-8 L= 0.01" D= 0.00" T= 2-2-12 676-0 10-7-8 ' Joint Locations 1 0- 0- 0' 5- 0- 0- 0 1 2 3 4 2 2- 2-12 6' 2- 2-12 3 6- 6= 0 7 10- 7- 8 400 4 10= 7- 8 4-4-8 3-4 T 0-10-0 _ 1r 4-4-8 15" 01" 2 0 0 I 61 W:508 W:508 R:582 R:383 R: U:-86' 10-7-8 U:424 00-6 5 6 7 31-5-12 . 22-2- 8-4-12 �. STUB 2-2-12 10-7-8 STUB 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.$ aein 2- 0- 0 P g Palm Desert, CA. 92211 antl brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 'ANSI/TPI I-,'WTCA I'- Wood Truss Council of America Standard Design Res pons ibilitie s, 'BUILDING COMPONENT SAFETY INFORMATION' - 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-031 and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at S83 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32702 15" 01" Job Name: plaza estado Truss ID: A22 Q : 2 Drw : This'design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 2- 8-12 582 .5.50" 1.50" . BC 2x4 SPF .165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -86 ib - 2 10-10-12 383 5.50 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -124 lb ' RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTION(S) EC Live 0.00 psf P n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.511HANGER NAILS FOR support 1 159 lb CBC Phone (7 0) 341-2232 1','WTCA t' -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- jSCSI 1-03) and'BCSI SUMMARY SHEETS' by *TCA and TPI. The Truss Plate Institute (TPM) Is located at 583 D'Orofrlo Drive, Madison, psf Design Spec -01 Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 159 lb Seqn T6.5.30 - 32703 TC FORCE AXL BND CSI .End verticals designed for. axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE .USED, THE This truss is designed using the 1-2 -189 0.01 0.12 0.14 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 2-3 -194 0.01 0.21 0.22 (if -any) require additional consideration - Bldg Enclosed = Yes, Importance Factor =.1.00 3-4 -58 0.00 0.21 0.21 (by others) for horiz. loads on the bldg. Truss Location = End Zone Hurricane/Ocean Line- No , Exp Category = C BC FORCE AXL BUD CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 0 0.00 0.22 0.22 Mean roof height = 17.03 ft, mph = 80 6-7 307 0.02 0.22 0.24 CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI - 1-5 -123 0.02 3-6 -356 0.19 1-6 186 0.05 3-7 -364 0.18 - 2-6 -249 0.05 4-7 -140 0.05 MAX DEFLECTION (span) : - L/999 MEM 6-7 (LIVE) LC L= -0.06" D= -0.09" T= - MAX DEFLECTION (cant) : . L/999 HEM 5-6. (LIVE) LC 2-22-2122 44-3-4 4-14-1_ 8 L= 0.01" D= 0.00" T= 2-2-12 6-6-0 10-7-8 Joint Locations 1 0- 0- 0 5 - 0- 0- 0 1 2 3 4 2 2- 2-12 6 2- 2-12 3 6- 6- 0 7 10- 7- 8 400 4 10- 7- 8 : 4-0-8 3-4 T U-10-0 1.( 1-5-3 4.4-8 B1 B2 W:508 W:508 R:582 R:383 U:-86 10-7-8 U:424 0-6� S. 2-2-12. 6 8-4-1 72 ' 31-5-12 -� -� STUB 2-2-12 10-7-8 STUB 5/18/2006- /18/2006-All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' All WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: ..EJ. WO: pd01186 This'design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 ' T R U S S W O R KS utilized on this design meet or exceed the loading *Imposed by the local building code and the particular application. The design assumes that the top chord A Com You Can TrussI Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise an p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install EC Live 0.00 psf P O.C.$ acin 2-0-0' P 9 pl. Palm Desert, CA. 92211 a and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 'BUILDING BC Dead 7.00 CBC Phone (7 0) 341-2232 1','WTCA t' -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- jSCSI 1-03) and'BCSI SUMMARY SHEETS' by *TCA and TPI. The Truss Plate Institute (TPM) Is located at 583 D'Orofrlo Drive, Madison, psf Design Spec -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32703 15" D1" Job Name: plaza estado Truss ID: A23 Qty: 1 Drw : and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions RGx-LOC are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads REACT SIZE 'REQ'D TC 2x6 HF 165OF-1.SE Web bracing required at each location shown. + + + + + + + + + + + + + + + + + + + + + + ' 7 5-1 10 St. Charles ste-11 A 1 2- 8-12 2700 .5.50"3.50" Palin Desert, CA. 92211'ANSI/TPI 2x4 SPF 1650F -1.5E 1-5 ® See standard details (TX01087001-001 revl). Designed for 6.0 K lbs drag load applied Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2 42- 4- 8 2425 5.50" 3.48" 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 evenly along the top chord to the chord. RG REQUIREMENTS shownare based ONLY BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF @ ea. bearing (unless noted), concurrently n the truss material at each be. WEB 2x4 HF STUD MULTIPLE LOAD CASES. with dead + 0 % live loads. D.F. = 1.33 2x4 SPF 1650F -1.5E 15-6, 20-12 IF HANGERS ARE INDICATED ON THIS DRAWING, Horiz. reaction = 6.0 K lbs. ea. bearing. TC FORCE AXL BND CSI PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY -ARE BASED ON 1.5" HANGER NAILS FOR Connection (by others) -must transfer equal 1-2 391 0.05 0.30 0.35 Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY load to each ply (or add-on) shown. 2-3 670 0.03 0.30 0.33 Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE + + + + + + + + + + + + + + + + + + + + + + 3-4 -3853 0.12 0.56 0.68 Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTIONS) : 4-5 -989 0.00 0.56 0.56 End verticals designed for axial loads only. Permanent bracing is required (by others) to Support 1 -399 lb 5-6 -375 0.00 0.44 0.44 Extensions above'or below the truss profile prevent rotation/toppling. See BCSI 1-03 Support 2 -357 lb 6-7 -8329 0.28 0.32 0.59 (if any) require, additional consideration and ANSI/TPI 1. _HORIZONTAL REACTION(S) . 7-8 -8159 0.25 0.500.75 (by others) for horiz. loads on the bldg. Flat top chord has.not been designed for support 1 227 lb . 8-9 -5356 0.12 0.49 0.60 This truss is designed using the drifting snow unless noted otherwise. support 2 227 lb 9-10 -680 0.00 0.26 0.26 CBC -01 Code. ----------LOAD CASE #1 DESIGN LOADS --------------- 0-11 -120 0.00 0.31 0.31 Bldg Enclosed = Yes, Importance Factor = 1.00 Dir L.Plf L.Loc R.Plf R.Loc LL/T 1-12 -3773 0.22 0.00 0.22 Truss Location = End Zone TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0.5 Hurricane/Ocean Line = No , Exp Category = C BC Vert 14.00 0- 6- 0 14.00 42- 7- 4 0.0 BC FORCE AxL BND CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft ..Type... lbs X.Loc LL/TL 3-14 0 0.00 0.23 0.23 Mean roof height = 18.42 ft, mph = 80 TC Vert 200.0 0- 7- 0 0.45. 4-15 6322 0.57 0.11 0.69 CBC Special Occupancy, Dead'Load = 12.6 psf TC vert 200.0 2- 6- 0 0.45 5-16 8935 0.81 0.11 0.92 TC Vert 215.0 22- 6- 0 0.45 ' 6-17 8699 0.84 0.15 0.99 TC Vert 215.0 26- 6- 0 0.45 7-18 7542 0.69 0.10 0.78 TC Vert 240.0 '27- 6- 0 0.45 8-19 7210 0.66 0.06 0.71 TC Vert 240.0 33- 6- 0 0.45 9-20 7040 0.64 0.09 0.73 TC Vert - 100.0 39- 8- 0 0.45 0-21 6000 0.55.0.08 0.63 ' WEB FORCE CSI WEB FORCE CSI 6-6 750 0.53 7-16 -1492 0.60 0-11-2138 0.33 7-17 -1104 0.31 1-13 -108 0.02 8-17 1742 0.57 1-14 -347 0.07 8-18 -1959 1.00 2-14 -525 0.10 9-18 1589 0.55 3-14 -357.9 0.97 9-19 -243 0.05 3-15 1254 0,.41 9-11 -4420 0.99 4-15 1690 0.58 11-19 664 0.22 4-6 -3676 0.97 12-20 4337 0.65 6-15 -5082.0.84 12-21 -2376 0.44- 2-212 6-4-46-1-3 6-13 6-0-5 c6 6-1 y, -+ 2-2-12 v+ 17-10-A 23-11-7 300-10 36-0-15 m ry 18-M12-0-10 I 9-6-10 �-6-0 I. 1 2 3 4 56 7 8 9 1002 400038 -0� -0� 2G2ff:A 11=" 4-10 3 215# 215# 240# 240#-0 T 100# 4 4 8 8' 10-14 4-10 6-1I0-0 I1-6-41 SHIP 200# 2412 6-10-0 2-4 3-4 =0.-10-0 2-4 7-12 4-4 3-8 4-6 2.4 3-4 2-M 51 W:508 4-12. R:2700 . U:-399 13 14 15 16 .4 17 18 2021 STU42-1 2- 2- 2 9-3=4 6-4-4 8-1=0 8-1-0 2-2-12 11-6-0 17-10-4 25-11-4 34-0-4 l m Nle 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 fror B2 MAX DEFLECTION (span) : L/741 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/236 MEM 13-14 (LIVE) LC L= .0.11" D= 0.08" T= Joint Locations 1 0- 0- 0 12 42- 1- 4 2 2- 2-12 13 0- 0- 0 3 6- 6- 0 14 2- 2-12 4 11- 6- 0" 15 11- 6- 0 5 17-10- 4 16 17-10- 4 6 17=10- 4 17 25-11- 4 7. 23-11- 7 18 34- 0- 4 8 30- 0-10 19 36- 0-15 9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 .11 39- 4- 8 Eng. Job: EJ. Chk: sb Dsgnr: sb TC Live 20.00 psf TC Dead 17.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 44.00 psf co ' 5/18/2006 Scale: 3132" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32704 13" L9" VVAKNINU 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrussI Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 7 5-1 10 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install pl. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palin Desert, CA. 92211'ANSI/TPI 1','WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. B2 MAX DEFLECTION (span) : L/741 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/236 MEM 13-14 (LIVE) LC L= .0.11" D= 0.08" T= Joint Locations 1 0- 0- 0 12 42- 1- 4 2 2- 2-12 13 0- 0- 0 3 6- 6- 0 14 2- 2-12 4 11- 6- 0" 15 11- 6- 0 5 17-10- 4 16 17-10- 4 6 17=10- 4 17 25-11- 4 7. 23-11- 7 18 34- 0- 4 8 30- 0-10 19 36- 0-15 9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 .11 39- 4- 8 Eng. Job: EJ. Chk: sb Dsgnr: sb TC Live 20.00 psf TC Dead 17.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 44.00 psf co ' 5/18/2006 Scale: 3132" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32704 13" L9" Job Name: plaza WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. estado Truss ID: A24 Qty: 7 Drw : RG x -Loc REACT SIZE REQ'D TC 2x6' HF 165OF-1. 5E Web bracing required at each location shown. UPLIFT REACTION(S) : ' 1 2- B-12 2701 5.50" 3.50" 2x4 SPF 165OF-1.SE 1-5 ® See standard details (TX01087001-001 revl). Support 1 -399 lb 2 42- 4- 8 2426 5.50" 3.48^ 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 Support 2 -357 lb RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION S) .^. the truss material at each bearing - 2x4 SPF 2100£-1.BE 15-21 MULTIPLE LOAD CASES.- support 1 227 lb. Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32705 WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 227 lb TC FORCE AXL BND CSI 2x4 SPF 1650F -1.5E 15-6, 20-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the " 1-2 395 0.05 0.30 0.35 PLATE VALUES PER ICBG RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 373 0.04 0.30 0.34 Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -3855 0.12 0.56 0.68 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -116 0.00 0.56 0.56 Permanent bracing is required (by others) to Drainage'must be provided to avoid ponding. Hurricane/Ocean Line = No Exp Category = C 5-6 -174 0.00 0.44 0.44 prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -8330 0.28 0.32 0.59 and ANSI/TPI 1. Extensions above or below the truss profile Mean roof height = 18.42 ft, mph = 80 7-8 -8161 0.25 0.50 0.75 Flat top chord -has not been designed for (if any) require additional consideration - CBC Special Occupancy, Dead Load = 12.6 psf 8-9 -5358 0.12 0.49 0.60 drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. "----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 -312 0.00 0.26 0.26 Dir L.Plf L.Loc' . R.Plf R.Loc LL/T 0-11 -120 0.00 0.31 0.31 TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0.5 1-12 -3774 0.22 0.00 0.22 BC Vert 14.00 0- 6- 0 14.00 42- 7- 4 0.0 ..Type... lbs X.Loc LL/TL BC- FORCE AXL BND CSI TC Vert 200.0 0- 7- 0 0.45 3-14 0 0.00 0.20.27 7 TC Vert 200.0 2- 6- 0 0.45 4-15 2873 0.42 0.22 0.64 TC Vert 215.0 22- 6- 0 0.45 5-16 8260 0.80 0.10 0.90 - TC Vert 215.0 26- 6- 0 0.45 6-17 8701 0.84 0.15 0.99 TC Vert 240.0 27- 6- 0 0.45 7-18 6929 0.67 0.11'0.78 - TC Vert 240.0 33- 6- 0 0.45 8-19 4357 0.26 0.22 0.48 TC Vert 100.0 39- 8- 0 0.45 9-20 3762 0.36 0.10 0.47 0-21 228 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI 6-6 285'0.53 7-16 -456 0.43 0-11 -2138 0.33 7-17 -921 0.26 1-13 -107 0.02 B-17 1482 0.51- 1-14 -351 0.07 8-18 -1960 0.62 2-14 -527 0.10 9-18 1589 0.55 3-14 -3583 0.97 9-19 -230 0.05 3-15 904 0.31 9-11 -4421 0.91 4-15 1690 0.58 11-19 646 0.22 4-6 -3678 0.97 12-20 4339 0.65 6-15.-5082 0.84 12-21 -2377 0.44. T 6-10-C T M F4.00 038 -0� .-038 3-0 22A-0 '262ffA--4 31-94 39-S-0' I R:2701 U:-399 B2 W:508 R:2426 U:-357 Q• WD 0-6-0 113 14 15 16 42-1-0 17 18 2021 ' 1 vj �5 STUB 9-3=4 6-4-4 8-1-0 8-1-0 2-2-12 11-6-0 17-10-4 25-11-4 34-0-4 +lam ml NI a � � STATE�F�'P� 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,- ess MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/327 MEM 13-14 (LIVE) LC L= 0.08" D= 0.08" T-- Joint = Joint Locations. 1. 0- 0- 0 12 42- 1- 4 22- 2-12 13 0- 0- 0 3. 6- 6- 0 14 2 2-12 4 11- 6- 0 15 11- 6- 0 5 17-10- 4 16 17-10- 4 6 17-10- 4 17 25-11-,4 7 23-11- 7 18 34- 0- 4 8. 30- 0-10 19 36- 0-15 .9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 11 39- 4- 8 5/18/2006 Scale: 3132" = 1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb 2-2-12 ,, 6 4 4 6-1� 6-1-3 6-0� �;�� m N I c6 NT 2-2-12 v 6 1h � 17-10-4m .. 23-11-7 30-0-10 36-0-15 ^1 r^ ry 18-0-0 I 12-0-10 I 9-6-10 6-0. 1 2 3 4 56 7 8 9 'ldmj F4.00 038 -0� .-038 3-0 22A-0 '262ffA--4 31-94 39-S-0' I R:2701 U:-399 B2 W:508 R:2426 U:-357 Q• WD 0-6-0 113 14 15 16 42-1-0 17 18 2021 ' 1 vj �5 STUB 9-3=4 6-4-4 8-1-0 8-1-0 2-2-12 11-6-0 17-10-4 25-11-4 34-0-4 +lam ml NI a � � STATE�F�'P� 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,- ess MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/327 MEM 13-14 (LIVE) LC L= 0.08" D= 0.08" T-- Joint = Joint Locations. 1. 0- 0- 0 12 42- 1- 4 22- 2-12 13 0- 0- 0 3. 6- 6- 0 14 2 2-12 4 11- 6- 0 15 11- 6- 0 5 17-10- 4 16 17-10- 4 6 17-10- 4 17 25-11-,4 7 23-11- 7 18 34- 0- 4 8. 30- 0-10 19 36- 0-15 .9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 11 39- 4- 8 5/18/2006 Scale: 3132" = 1 04" L711 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb SU1lO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bird 1.00 75-110 Charles pl. ste 11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$ acin 2-0-0 P 5 Palrri'Uesert, CA. 92211 es and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avails bio as output from Truswal software, 7.00 Phone (760) 341-2232 'ANSI/TPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BC511-03) and'BCSI SUIJMARY SHEETS' by WTCA and TPI. The Truss Plate Ins:iwte (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead pSf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32705 04" L711 Job Name: plaza FORCE estado WEB Truss.ID: A25 Qty: 1 Drw : RG x -LOC REACT SIZE REQD TC 2x6 HF 1650E-1. SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 2- B-12 2749 5.50^ 3.56^ 0.26 2x4 SPF 165OF-1.5E 1-5 ® See standard details (TX01087001-001 revl). Support 1 -402 lb 2 42- 4- 8 2426 5.5011 3.4811 75-110 St. Charles ste-11A 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 Support 2 -353 lb ' RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 1650F-1. SE THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) n the truss material at each bearing - _ 2x4 SPF 210OF-1.8E 15-21 MULTIPLE LOAD CASES. support 1 228. lb• 2-14 3-14 -596,0.11 -3604 0.98 8-18 9-18 -1959 1589 WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 228 lb TC FORCE AXL END CSI 2x4 SPF 165OF-1.SE 15-6, 20-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 482 0.07 0.39 -230 0.46 WEDGE 2x4 SPF 165OF-1.5E 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 433 0.05 0.39 0.58 0.44 PLATE VALUES PER ICBO RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -3852 0.11 0.56 4-6 0.68 Loaded for 10 PSF non -concurrent SCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -116 0.00 0.57 0.57 Drainage must -be provided to avoid ponding. Heel plates analyzed for eccentricity. Hurricane/Ocean Line = No , Exp Category = C 5-6 -174 0.00 0.44 ' 0.44 End verticals designed for axial loads only. Permanent bracing is required (by others) to Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -8326 0.28 0.32 0.44 0.59 Extensions above or below the truss profile prevent rotation/toppling. See SCSI 1-03 Mean roof height = 18.42 ft, mph = 80 7-8 -8159 0.25 0.50 0.75 (if any) require additional consideration and ANSI/TPI 1. - CBC Special Occupancy, Dead Load = 12.6 psf 8-9 -5357 0.12 0.49 0.60. (by others) for horiz. loads on the bldg. Flat top chord has not been designed for ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 -312 0.00 0.26 0.26 drifting snow unless noted otherwise. Dir L.Plf L.Loc R.Plf R.Loc LL/T 0-11 -120 0.00 0.31 6.10-0 0.31 24-11 3-4 8-8 10-14 4-10. 6-1,0_0 TC Vert 74.00 0- 0- 0 74.00 42- 7- 4 0.5 1-12 -3773 0.22 0.00 0.22 l 5 BC Vert 14.00 0- 0- 0 14.00 42- 7- 4 0.0 1SHIP ..Type... lbs X.Loc LL/TL BC FORCE AXL BUD CSI TC Vert 200.0 0- 7- 0 0.45 3-14 -401 0.00 0.31 10-14 0.31 _ TC Vert 200.0 2- 6- 0 0.45 4-15 2866 0.40'0.28 0.68 B1 3-4 B2. TC Vert 215:0 22- 6- 0 0.45 5-16 8255 0.79 0.10 0.89 24-0 TC Vert 215.0 26-'6- 0 0.45 6-17 8698 0.84 0.15 0.99 TC Vert 240.0 27- 6- 0 0.45 7-18 6927 0.67 0.11 0.78 TC Vert 240.0 33- 6- 0 0.45 B-19 4356 0.26 0.22 0.48 TC Vert 100.0 39- 8- 0 0.45 9-20 3761 0.36 0-.10 0.47 0-21 229 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DSgnr: Sb S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 6-6 292 0.53 7-17 -920 0.26 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise m m p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any _ m Rep Mbr Bind 1.00 75-110 St. Charles ste-11A 0-11 -2138 0.33 8-17 1481 0.51 Design Spec CBC -01 2-8-12 v m m 6 4-4 m 6-1-3 6-1� 6-0-5 -� Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW,Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32706 2-14 3-14 -596,0.11 -3604 0.98 8-18 9-18 -1959 1589 0.61 0.55 2-8-12 a . 18-4-4 m "" 24-5-7 30-6-10 36-6-15 3-15 933 0.32 .:' 9-19 -230 0.05 - 18-6-0 12-0-10 9-6-10 -$-0. - 4-15 1689 0.58 9-11 -4420 0.91 '1 2 3 4 l I ` 56 -7 8 9 1002.x. 4-6 -3675 0.97 11-19 645 .0.22 6-15 -5080 0.84 12-20 4338 0.65 ' F0.38 7-16 -469 0.44 12-21 -2376 0.44 4.00 -0.38 I -0.38 3� T4-10 215# 215# 240# 240#6100# 6.10-0 200# !2-:4- 24-11 3-4 8-8 10-14 4-10. 6-1,0_0 l 5 1SHIP MD4-0 I,_8_4 4-10 10-14 3-4 3-6 4-6 24 B1 3-4 B2. 24-0 4-12 W: R:274 R:2749 4215 R:2426 /m U:-402 U: -353 42-7-4 13 14 15 16 17 18�Q 2WM1 w. 2-8-12 9.3-4 6-4-4 8-1-0 8-1-0 '112 � ',I 2-8-12 12-0-0 18-4-4. 26-5.4 34-6-4 m m' N r� MAX DEFLECTION (span) : .. L/734 MEM 16-17 (LIVE) LC L= -0.65" D= -0.79" T= MAX DEFLECTION (cant) : L/272 MEM'13-14 (LIVE) LC L= 0.12" D= 0.08" T= Joint Locations 1 0- 0- 0 12 42- 7- 4 2 2- 8-12 13 0- 0- 0 3 7- 0- 0 14 2- 8-12 4 12- 0-0 15. 12- 0- 0 5 18- 4- 4 16 18- 4- 4 6 18- 4- 4 17 26-.5- 4 7 24- 5- 7 18 34- 6- 4 8 30- 6-10 19 36- 6-15 9 36- 6-15 20 39-10- 8 10 39-10- 8 21 42- 7- 4 11 39-10- 8 SW OF ' 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DSgnr: Sb S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bind 1.00 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 15`h and/or cause connector plate corrosion. Fabricate, handle, install SC Live 0.00 psf p o.c.spacing z -o -o pl. Palm Desert, CA. 92211 and brace tnis truss In accordance with :he following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, ANGI1TPI 1',T,'TCA 1' Truss Council Standard Design Responsibilities,'DUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760)'341-2232 -'hood ofAmerica (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW,Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32706 44" 20" Job Name: plaza I 12-0-10 estado Truss ID: A26 Qty: 8 Drw : RG x -Loc REACT SIZE REQ'D TC 2x6 HF 1650E-1. SE Web bracing required at each location shown. UPLIFT REACTIONS) 1 2- 8-12 2705 5.50"3.5011 o0p 24-12 2x4 SPF 1650F-1.SE 1-5 ® See standard details (TX01087001-001 revl). Support 1 -399 lb 2 42- 4- 8 2426 5.50" ' 3.48" 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 Support 2 -356 lb RG REQUIREMENTS shown are based ONLY BC_ 2x4 SPF 165OF-1. 5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) In the truss material at each bearing 2x4 SPF 210OF-1.HE 15-21 MULTIPLE LOAD CASES.. support 1 228 lb WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 228 lb TC FORCE AXL HND CSI 2x4 SPF 165OF-1. 5E 15-6, 20-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 409 0.05 0.30 0.36 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 386 0.04 0.30 0.34 Loaded for 10 PSF non -concurrent BCLL: GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -3854 0.12 0.56 0.68 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -116 0.00 6.56 0.56 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Hurricane/Ocean Line = No Exp Category = C 5-6 -174 0.00 0.44 0.44 prevent rotation/toppling. See SCSI 1-03 End'verticals designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 ,-8329 0.28 0.32 0.59 and ANSI/TPI 1. Extensions above or below the truss profile Mean roof height = 18.42 ft, mph. = 80 7-8 -8160 0.25 0.50 0.75 Flat top chord has not been designed for (if any) require additional consideration CBC Special Occupancy, Dead Load = 12.6 psf 8-9 -5357 0.12 0.49 0.60 drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 -312 0.00 0.26 0.26 Dir L.Plf - L.Loc R.Plf R.Loc LL/T 0-11 -120 0.00 0.31 0.31 TC'Vert 74.00 0- 5- 8 74.00 42- 7- 4 0.5 1-12 -3773 0.22 0.00 0.22 Be Vert 14.00 0- 5= 8 14.00 42- 7- 4 0.0 ..Type... lbs X.Loc LL/TL BC FORCE ARL BUD CSI TC Vert 200.0 0- 7- 0 0.45 3-14 0 0.00 0.27 0.27 TC Vert 200.0 2- 6- 0 0.45 4-15 2872 0.42 0.22 0.64 TC Vert 215.0 22- 6- 0 0.45 5-16 8259 0.80 0.10 0.90 TC Vert 215.0 26- 6- 0 0.45 6-17 8699 0.84 0.15 0.99 TC Vert 240.0 27- 6- 0 0.45 7-18 6927 0.67 0.11 0.78 TC Vert 240.0 33- 6- 0 0.45 8-19 4356 0.26 0.22 0.48 TC Vert 100.0 39- 8- 0 0.45 9-20 3761 0.36 0.10 0.47 0-21 228 0.00 0.10 0.10 ' WEB FORCE CSI WEB FORCE CSI 676 205 0.53 ' 7-16 -457 0.43 0-11 -2138 0.33 7-17 -921 0.26 1-13 -107 0.02 8-17 1482 0.51 1-14 -363 0.07 B-18 =1959 0.62 2-14 -527 0.10 9-18 1589 0.55 3-14 -3592 0.97 9-19 -230 0.05 3-15 907 0.31 9-11 -4420 0.91 4-15. 1690 0.58 11-19 645 0.22 4-6 -3677 0.97 12-20 4338 0.65 6-15 -5081 0.84 12-21 -2376 0.44 .rv+ T ry 2-3� X 6 -4-4 6-16-16-0-5� 2-3-4 v � 17-10-4 ^ 23-11-15 30-1-2 36-1-7 .T 6-10-0 2004 3.4 IO -9-13 18-0-8 I 12-0-10 l 9-6-10 2.6-0. WO: pd01186 1 2 3 4 56 7 8 9 1002 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 4.0 038 -0� -038 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any '4 4 10 3d 215# 215# 240# 240# .1100# T o0p 24-12 O.C.Spacilig 2-0.0 3� 8 8 10-14 q 10 6-10-0 ,.SI/TPI 1'. 71T C.,.ad 7,"" Cc_ncil of Amc:ica Sundard Ces;Gn ncspvnsibilii;cs,'BUILD:t:G COMPCNcNT SAFETY INFORi.SATIOS' • SC psf I1.8.4 SHIP 0.513' 14 STUB 2-3-4 -4 B1 W:508 R:2705 U:-399 15. 16 17 9-3=4 6-4-4 8-1-0 11-6-8 17-10-12 25-11-12 '18 19 2021 88.1_00 =1 '� m I � 34-0.12 r�-� -1l B2 W:508 R:2426 U:-356 MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= - MAX DEFLECTION (cant) : L/326 MEM 13-14 (LIVE) LC L= 0.08" D= 0.09" 1-- Joint = Joint Locations 1 0- 0- 0 12 42- 1-12 2 2- 3- 4 13 0- 0- 0 3 6- 6.- 8 14 2- 3- 4 4 11- 6- 8 15 11- .6- 8 5 17-10-12 16 17-10-12 6 17-10-12 17 25-11-12 7 23-11-15 '18 34- 0-12 8 30- 1- 2 19 36- 1- 7 9 36- 1- 7 2039- 5- 0 10 39- 5- 0 21 ' 42- 1-12 11 39- 5- 0 `j -p& s%ATEo� -5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = 1' ® ' T R U S S WO R KS VVAKNINU 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk• sb Dsgnr: sb WO: pd01186 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19! and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacilig 2-0.0 PR!m Desert, GA. Q2211 es and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Dead 7.00 ,.SI/TPI 1'. 71T C.,.ad 7,"" Cc_ncil of Amc:ica Sundard Ces;Gn ncspvnsibilii;cs,'BUILD:t:G COMPCNcNT SAFETY INFORi.SATIOS' • SC psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32707 44'1 17" lJob Name: plaza estado Truss ID: A27 Qtv: 1 . Drwq: I GX-LOC REACT SIZE REQ'D 1 2- 8-12 2749 5.50"3.56" 2 42- 4- 8 2425 5.50" ' 3.48" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 476 0.06 0.39 0.45 2-3 771 0.05 0.39 0.43 3-4 -3851 0.11 0.56 0.68 4-5 -978 0.00 0.57 0.57 5-6 -371 0.00 0.44 0.44 6-7 -8326 0.28 0.32 0.59 7-8 -8158 0.25 0.50 0.75 8-9 -5356 0.12 0.49 0.60 9-10 -676 0.00 0.26 0.26 0-11 -120 0.00 0.31 0.31 1-12 -3773 0.22 0.00 0.22 BC FORCE AXL BND CSI 3-14 -396 0.00 0.25 0.26 4-15 6249 0.57 0.14 0.71 5-16 8872 0.81 0.10 0.91 6-17 8697 0.84 0.15 0.99 7-18 7556 0.69 0.10 0.78 8-19 7218 0.66 0.06 0.71 9-20 7045 0.6E 0.09 0.73 0-21 6000 0.55 0.08 0.63 WEB FORCE CSI WEB _FORCE CSI 6-6 748 0.53 7-17 -1095 0.31 0-11 -2138 0.33 8-17 1729 0.56 2-14 -591 0.11 8-18 -1959 0.99 3-14 -3601 0.98 9-18 1589 0.55 3-15 1271 0.41 9-19 -242 0.05 4-15 1690 0.58 9-11 -4420 0.98 4-6 -3674 0.97 11-19 660 6.22 6-15 -5081 0.84 12-20 4337 0.65 7-16 -1487 0.60 12-21 -2376 0.44 TC 2x6 HF 165OF-1.5E Web bracing required at each location shown. 2x4 SPF 165OF-1.5E 1-5 ® See standard details (TX01087001-001 revl). 2x4 BF STUD 16-5 Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF. STUD MULTIPLE LOAD'CASES.. 2x4 SPF 165OF-1.SE 15-6, 20-12 IF HANGERS ARE INDICATED ON THIS DRAWING, WEDGE 2x4 SPF 165OF-1.5E THEY ARE BASED ON 1.5" HANGER NAILS FOR PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Loaded for 10 PSF non -concurrent BCLL. - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. prevent rotation/toppling. See SCSI 1-03 End'verticals designed for'axial loads only. and ANSI/TPI 1. Extensions above or below the truss profile Flat top chord has not been designed for .(if any) require additional consideration drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. This truss is designed using the - CBC -01 Code. HORIZONTAL REACTIONS) Bldg Enclosed = Yes, Importance Factor = 1.00 2-.8-12 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C support 2 228 lb Bldg Length = 40.00 ft; Bldg Width = 20.00 ft Mean roof height = 16.42 ft, mph = 80 LOADS -------------- CBC Special Occupancy, Dead Load = 12.6 psf - Dir L.Plf L.Loc m N 2-8-12 m' m m 6-4-4 m 61 3 6-1-3 6-0-5 " t 2-8-12d� 4�1844 mza-s 30-6-103s)��t 18-6-0 I 12-0-10 1 9-6-10. r1' 2 3 4 56 7 8 9 1092 400 Tpo 4-10 6-10-0 200# 24-1 �. 5-5 7 MO -8-0- B1 0-8-0 B1 W:508 R:2749 U:-402 0� -0.38 1 -038 31 215# 215# 240# 240# -0 100# 10-14 4-4 . t w� l A_ K 42-7-4 13 14 15 16 17 18 13 2JF 2-8-12 9-3-4 6-4-4 8-1-0 88-1-0 =+m ^ v 2-8-12 12-M 18-4-4 26-5-434-6-4 N n �m' m rmry v All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span)': ® Designed for 6.0 K lbs drag load applied , L/737 MEM 16-17 evenly along the top chord to the'chord ' e ea. bearing (unless noted), concurrently utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord with dead + 0 8 live loads. D.F.= 1.33 MAX DEFLECTION (cant) Horiz. reaction = 6.0 K lbs. ea. bearing. L/281 MEM 13-14 Connection (by others) must transfer equal LC load to each ply (or add-on) shown. Fax # (760) 341-2293 T= Joint -Locations UPLIFT REACTION(S) : 1 0-.0- 0 12 Support 1 -402 lb ` Support- 2 -353 lb 0- 0= 0 HORIZONTAL REACTIONS) 3 7- 0- 0 14 2-.8-12 support 1 228 lb 4 12- 0- 0 15 5 18- 4- 4 16 support 2 228 lb 0-0 4- 4 ----------LOAD CASE #1 DESIGN LOADS -------------- 5- 4 - Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 42- 7- 4 0. BC Vert 14.00 0- 0- 0 14.00 42- 7- 4 0. ..Type... - lbs X.Loc LL/TL I,$-4 TC Vert 200.0 0- 7- 0 0.45 7- 4 TC Vert 200.0 2- 6- 0 0.45 TC Vert 215.0 22- 6- 0 0.45 TC Vert 215.0 26- 6- 0 0.45 TC Vert 240.0 27- 6- 0 0.45 TC Vert 240.0 33- 6- 0 0.45 TC.Vert 100:0 39- 8- 0 0.45 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. MAX DEFLECTION (span)': ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer L/737 MEM 16-17 (LIVE) LC are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads L= -0.65" D= -0.79" utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord T= - is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise MAX DEFLECTION (cant) : 75-110 St. Charles ste-11A L/281 MEM 13-14 (LIVE) LC r Phone (760) 341-2232 'L= 0.12" D= 0.08" Fax # (760) 341-2293 T= Joint -Locations 1 0-.0- 0 12 42- 7- 4 2 2- 8-12 13 0- 0= 0 3 7- 0- 0 14 2-.8-12 4 12- 0- 0 15 5 18- 4- 4 16 12- 18- 0-0 4- 4 6 18- 4- 4 '17 26- 5- 4 7 24-.5- 7 18 34- 6- 4 6-10-0 8 30- 6-10 19 36- 6-15 SHIP 9 36- 6-15 20 39-10- 8 I,$-4 10 39-10- 8 21 42- 7- 4 11 39-10- 8 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. Eng. Job: EJ. Chk: sb Dsgnr: sb TC Live 20.00 psf TC Dead 17.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 44.00 psf V 6 Scale: 3/32" = V. WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32708 43" 19" WARNING 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of Components members only to reduce buckling length. This component shall not be placed In any 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install pl. Palm DesertCA. 92211 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSUTP, 'BUILDING r Phone (760) 341-2232 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrto Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street, NW, Ste 800, Washington, OC 20036. Eng. Job: EJ. Chk: sb Dsgnr: sb TC Live 20.00 psf TC Dead 17.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 44.00 psf V 6 Scale: 3/32" = V. WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32708 43" 19" Job Name: plaza estado Truss ID: A28 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x6 HF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTIONS) . 1 2- 8-12 2701 5.50" 3.50 2x4 SPF 1650F -1.5E 1-5 ® See standard' details (TX01087001-001 revl). Support 1 -399 lb 2 42- 4- 8 2426 5.50" 3.48-- 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 Support 2 -357 lb RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION S) n the truss material at each bearing. 2x4' SPF 210OF-1.8E-15-21 _ MULTIPLE LOAD -CASES. support 1 227 lb 'ANSUTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 227 lb TC FORCE AXL BND CSI. 2x4 SPF 165OF-1.5E 15-6, 20-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 395 0.05 0.30 0.35 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 373 0.04 0.30 0.34 Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -3855 0.12 0.56 0.68 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 . -116 0.00 0.56 0.56 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Hurricane/Ocean Line = No Exp Category = C 5-6 -174 0.00 0.44 0.44 prevent rotation/toppling. See BCSI 1-03 End verticals' designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -8330 0.28 0.32 0.59 and ANSI/TPI 1. Extensions above or below the truss profile Mean roof height.= 18.42 ft, mph = 80 7-8 -8161 0.25 0.50 0.75 Flat top chord has not been designed for (if any) require additional consideration CBC Special Occupancy, Dead Load = 12.6 psf 8-9 -5358 0.12 0.49 0.60 drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 -312 0.00 0.26 0.26 Dir L.Plf L.Loc R.Plf R.Loc LL/T 0-11 -120 0.00 0.31 0.31 TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0.5 1-12 -3774 0.22 0.00 0.22 BC Vert 14.00 0- 6- 0 14.00 42- 7- 4 0.0 ..Type... lbs X.Loc LL/TL BC FORCE AXL BND CSI TC Vert 200.0 0- 7- 0 0.45 3-14 '0 0.00 0.27 0.27 TC Vert 200.0 2- 6-. 0 0.45 4-15 2873 0.42 0.22 0.64 TC Vert 215.0 22- 6- 0 0.45 5-16 8260 0.80 0.10 0.90 TC Vert 215.0 26- 6- 0 0.45 6-17 8701 0.84 0.15 0.99 TC Vert 240.0 27- 6- 0 0.45 7-18 6929 0.67 0.11 0.78 TC Vert 240.0 33- 6- 0 0.45 8-19 4357 0.26 0.22 0.48 TC Vert 100.0 39- 8- 0 0.45 9-20 3762 0.36 0.10 0.47 0-21 228 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE- CSI 6-6 285 0.53 7-16 -456 0.43 0-11 -2138 0.33 7-17 -921 0.26 1-13 -107 0.02 8-17 1482 0.51 1.-14 -351 0.07 8-18 -1960 0.62 2-14 -527 0.10 9-18 1589 0.55 3-14 -3583 0.97 9-19 -230 0.05 3-15 904 0.31 9-11 -4421 0.91 4-15 1690 0.58, 11-19 646 0.22 4-6 -3678 0.97 12-20 4339 0.65 6-15 -5082 0.84 12-21 -2377 0.44 MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC gm ry L= 0.64" D= -0.79" T= 2-2-12 � 6-4-4 6-1-3 6-1-3 6-0-5 .. MAX DEFLECTION (cant) mryL/327 MEM 13-14 (LIVE) LC 2-2-12 J,; 17-10�m 23-11-7 30-0-10 36-0-15 r^ ry L= 0:08 ' D= 0.08" T= 18-"I 12-0-10 l 9-6-10 6-0. 1 2 3 4 56 7 8 9 1002 .joint Locations 1 0- 0- 0 12 .42- 1- 4 a.o o� -0� -0.38 2 2- 2-12 13 .o- o- o 3 6-.6- 0 14 . 2- 2-12 3� d 11- 6- 0 15 11- 6- 0 T 2,5# 215# 2a0# 2a0# 5 17-10- 4 16 17.10_ 4 pp# 410 100# T 6 17_10_ 4 17 25_11_ d 200# 24-12 3-4 8-8 10-14 a 6 8 30-10-10 19 36- 0-15 6-10-0 4-10 6-10-0 9 36- 0-15 20 39- 4- 8 3-4 SHIP 10 39- G- 8 21 42- 1- 4 I =0-10-0 I1-8-4 1 11 39- 4- 8 2-4 7-12 3-4 3-6 4-6 2-4 z-0-0 5.1 BI W:508 3-44-12 w 508 ' .'iNITECT 11:2701 R:2426 (4I U_:-399 U: -357Q O (BAR . 6.0 az-1-4 y ku O �` 0. 113 14 15 16 17 18 2021 ' (� v V STUB 6-0 - 2 9-3-4 6-4-4 8-1-0 8-1-0 Q, m Q -� J 2-2-12 11. 17-10-4 25-11-4 34-0-4 � � m �, N v All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5/18/2006 Scale: 3132" = 1' 44" 17" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be veriled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Desert, PalmDesertCA. 92211 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32709 44" 17" Job Name: Plaza estado Truss ID: A29 Qty: 1 Drwg: ® This design Is for an Individual building component not truss system. H has been based on specifications provided by the component manufacturer RGX-LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.5E Web bracing required at each location shown. + + + + + + + + + + + + + + + + + + + + + + DurFacs L=1.25 P=1.25 1 2- e-12 2701 5:50" 3.50" 2x4 SPF 165OF-1.5E 1-5 ® See standard details (TX01087001-001 revlj. Designed for 5.6 K lbs drag load applied TC Dead 17.00 psf 2 42- 4- 8 2426 5.50" 3.48" 2x4 HF STUD ' 16-5 Plating spec : ANSI/TPI - 1995 evenly along the top chord to the chord ' Design Spec CBC -01 RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF @ ea. bearing (unless noted), concurrently TOTAL 44.00 psf n the truss material at each bearing 2x4 SPF 210OF-1.BE 15-21 MULTIPLE LOAD CASES. with dead + 0 % live loads. D.F. = 1.33 WEB 2x4. HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, Horiz. reaction = 5.6 K lbs. ea. bearing. TC FORCE AXL BND. CSI 2x4 SPF .1650E -1.5E 15-6, 20-12 THEY ARE BASED ON 1.5" HANGER.NAILS FOR Connection (by others) must transfer equal 1-2 395 0.05 0.30 0.35 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" RANGER NAILS FOR MULTI -PLY load to each ply (or add-on) shown. 2-3 640 0.04 0.30 0.34 Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE + + + + + + + + + + + + + + + + + + + + + + 3-4 -3855 0.12 0.56 0.68 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTIONS) : ' 4-5 -927 0.00 0.56 0.56 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Support 1 -399 lb 5-6 -355 0.00 0.44 0.44 prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. Support 2 -357 lb 6-7 -8330 0.28 0.32 0.59 and ANSI/TPI.1. Extensions above or below the truss profile HORIZONTAL REACTION(S) :. 7-8 -8161 0.25 0.50 0.75 Flat top chord has not been designed for (if any) require additional consideration support 1 227 lb - 8-9 -5358 0.12 0.49 0.60 drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. support 2 227 lb 9-10 -646 0.00 0.26 0.26 This truss is designed using the ----------LOAD CASE #1'DESIGN LOADS --------------- 0-11 -120 0.00 0.31 0.31 CBC -01 Code. Dir L.Plf L.Loc R.Plf R.Loc LL/T 1-12 -3774 0.22 0.00 0.22 Bldg Enclosed = Yes, Importance Factor = 1.00 TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0.5 Truss Location = End Zone BC Vert 14.00 0- 6- 0 14.00 42- 7- 4 0.0 .BC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C ..Type... lbs X.Loc LL/TL 3-14 0 0.00 0.27 0.27 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft TC Vert 200.0 0- 7- 0 0.45 4-15 5995 0.84 0.14 0.99 Mean roof height = 18.42 ft, mph = 80 TC Vert 200.0 2- 6- 0 0.45 5-16 8637 0.80 0.10 0.90 CBC Special Occupancy, Dead Load = 12.6 psf TC Vert 215.0 22- 6- 0 0.45 6-17 8701 0.84 0.15 0.99 TC Vert 215.0 26- 6- 0 0.45 7-18 7291 0.67 0.11 0.78 TC Vert 240.0' 27- 6- 0 0.45 ' 8-19 6888 0.63 0.06 0.68 TC Vert 240.0 33- 6- 0 0.45 9-20 6708 0.61 0.08 0.69 - TC Vert .100.0 39- 8- 0 0.45 0-21 -5600 0.51 0.08 0.59 WEB FORCE CSI WEB FORCE CSI 6-6 711 0.53 7-16-1408 0.57 ' 0-11 -2138 0.33 7-17 -1060 0.30' 1-13 -107 0.02 8-17 1681 0:55 1-14 -351. 0.07 8-18 -1960 0.97 2-14 -527 0.10 9-18 1589 0.55 3-14 -3583'0.97 9-19 -235 0.05 3-15 1208 0.39 9-11 -4421 0.96. 4-15 1690 0.58 11-19 646 0.22 4-6 -3678 0.97 12-20 4339 0.65 6-15 -5082 0.84 12-21 -2377 0.44 .12 O N -2_ 1�, t� s 4 4 s-1s-1� 6-0_5 2-2-12 v 17-10-4- -- 23-11-7 30-0-10 36-0-15 ' 16 ry v 18-0-0 I 12-0-10i 9-6-10 2-6-0. 1 2 3. 4 56 ..7 8 9 1012 4.00 00 -0� -0 3-4 pp 4-10 215# 215# 240# 240#-0 100# W 24-11 4-4 .8-8 10-14 4-10 T 6-10-0_ 20011 3-4 =0-10-0 81 W:508 R:2701 U:-399 B2 W:508 R:2426 ' U: -357,.O - 42-1.4 0-6-0 13 14 15 16 17 18 12 2021 STUB - 2 9-3-4 6-4-4 8-1-0 8-1-0 2-2-12 11-6-0 17104 25-11-4 34-0-4 N v' �Q� r�d v �p� 1 MAX DEFLECTION (span) : L/738 HEM 16-17 (LIVE) LC L= -0.64" D= -0.79" T= MAX DEFLECTION (cant) : L/237 MEM 13-14 (LIVE) LC L= 0.11" D= 0.08" T=. Joint Locations 1 0- 0- 0 12 42- 1- 4. 2 2- 2-12 13 .0- 0- 0 3 6- 6- 0 14 2- 2-12 4 11- 6- 0 15 11- 6- 0 5 17-10- 4 16 .17-10- 4 6 17-10- 4 17 25-11- 4 7 23-11-.7 18 34- 0- 4 8 30- 0-10 19 36- 0-15 9 36- 0-15 20 39- 4- 8 10 39- 4- 8 21 42- 1- 4 11 39- 4- 8 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,'Orgegs noted. Scale: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. H has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb T R U S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 S W O R KS uilllisd on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 St. 75-110 St. Charles ste-11l environment that wlll cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-.0-0 pl. Palm l rt Cil. pl.'s and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 7.00 psf Design Spec CBC -01 r Phone (760) 341-2232 1'. WrCA 1' - Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32710 34" 20" Job Name: plaza WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. estado Truss ID: A30 Qty: 2 Drw : RG X -LOC REACT SIZEREQ'D TC 2x6 HF 165OF-1.SE Web bracing required at each location shown. UPLIFT REACTION(S)' : 1 2- B-12 2701 5.50^ 3.50" 2x4 SPF 165OF-1.5E 1-5 ® See standard details (TX01087001-001 revl). Support 1 -399 lb 2 42- 4- 8 2426 5.50" 3.48,, 2x4 HF STUD 16-5 Plating spec : ANSI/TPI - 1995 Support 2 -357 lb " RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) n the truss material at each bearing 2x4 SPF 210OF-1.8E 15-21 MULTIPLE LOAD CASES. support 1 227 lb. " Seqn T6.5.30 - 32711 WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 227 lb TC FORCE AXL BND CSI 2x4 SPF 165OF-1.5E 15-6, 20-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 395 0.05 0.30 0.35 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 373 0.04 0.30 0.34 Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -3855 0.12 0.56 0.68 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -116 0.00 0.56 0.56 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Hurricane/Ocean Line = No Exp Category = C 5-6 -174 0.00 0.44 0.44 prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -8330 0.28 0.32 0.59 and ANSI/TPI 1. Extensions above or below the truss profile Mean roof height = 18.42 ft, mph = 80 7-8 -8161 0.25 0.50 0.75 Flat top chord has not been designed for (if any) require additional consideration CBC Special Occupancy, Dead Load = 12.6-psf 8-9 -5358 0.12 0.49 0.60 drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 -312 0.00 0.26 0.26 Dir L. Plf L.Loc R.Plf R. Loc LL/T 0-11 -120 0.00 0.31 0.31 TC Vert 74.00 0- 6- 0 74.00 42- 7- 4 0.5 1-12 -3774 0.22 0.00 0.22 BC Vert 14.00 0- 6- 0 14.00 42- 7- 4 0.0 ..Type... lbs X.Loc LL/TL BC FORCE AXL BND CSI TC Vert 200.0 0- 7- 0 0.45 3-14 0 0.00 0.27 0.27 TC Vert 200.0 2- 6-"0 0.45 4-15 2873 0.42 0.22 0.64 TC'Vert 215.0 22- 6- 0 0.45 5-16 8260 0.80 0.10 0.90 TC Vert 215.0 26- 6- 0 0.45 ' 6-17 8701 0.84 0.15 0.99 TC Vert 240.0 27- 6- 0 0.45 7-18 6929 0.67 0.11 0.78 TC Vert 240.0 33- 6- 0 0.45 8719 4357 0.26 0.22 0.48 TC Vert 100.0 39- 8- 0 0.45 9-20 3762 0.36 0.10 0.47 0-21 228 0.00 0.10 0.10 ' WEB FORCE CSI WEB FORCE -CSI 16-6 285 0.53 7-16 -456 0.43 W-11 -2138 0.33 7-17 -921 0.26 .1-13 -107 0.02 8-17 1482 0.51 1-14 -351 0.07, 8-18 -1960 0..62 2-14 -527 0.10 .9-18 1589 0.55 3-14 -3583 0.97 9-19 -230.0.05 3-15 904 0.31 9-11 -4421 0.91 4-15 .1690 0.58 11-19 646 0.22 4-6 -3678 0.97 12-20 4339 0.65 6-15 -5082 0.84 12-21 -2377 0.44 MAX DEFLECTION (span) : L/738 MEM 16-17 (LIVE) LC g m N q L= =0.64" D= -0.79" T= - 2-2�2 6 4 4 6-1-3 6-1-3 6-0-5 . MAX DEFLECTION (cant) 2-2-12 n 17-10�m^. 23-1 30 0-10� 36-0-15 + N L/327 MEM 13-14 (LIVE) LC L= 0.08" D= 0.08" T- 18-"1 12-0-10 l 9-6-10 6-0. 4 56 7 8 9 10L2 Joint Locations 1 0- 0- 0 12 42- 1- 4 F4-.00 � 0� -0� -0� 2 2- 2-12 13 0- 0- 0 3 6- 6- 0 14 .2- 2-12 3 4 4 11- 6- 0 15 11- 6- 0 5 17-10- 4 16 17-10- 4 Too# 4-10 215# 215# 240# 240#-0 100# T 7 23-11- 7 18 34-10- 4 6-10-0 200# _4 2412 3 4 8-8 10-14 4-10 6=10-0 9 36- 0-15 20 39- 4-18 SHIP 10 39- a- 8 21 42- 1- 4 3 4 11 39- 4- 8 1 X0_10-0 I,.B� 1 2-4 7-12 3-4 3-6 4-6 3� 2-4 2-0-0 5'1 . w 5011 a-12 w 508 �pPIiECT U:?399 U:35 �QSO'GAO 0-6-0 '13 14 15 1642-1 4 17 18 12 2021 cc Q STUB 9.3� , 6�� , 8� 8-1-0 1 �lm �l I 2-2-12 11 6-0. 17-10-4 25-11� 34-0d \ ST�OFG 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = 1' ® 44" 17" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO. pd01186 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19%, and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaclrig 2-0-0 pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANS 1', WTCA V- Responslbllities,'BUILDINO BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 VTPI Wood Truss Council of America Standard Design COMPONENT SAFETY INFORMATION' - (SCSI 1-01) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 681 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 61719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20016. TOTAL 44.00 psf Seqn T6.5.30 - 32711 44" 17" Job, Name: plaza estado Truss ID: A31 Qty: 6 Drw : RG 'X -LOC REACT SIZE REQ'D TC 2x6 HF' 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 2- 8-12 1757 5.50 2.14" 2x4 SPF 165OF-1.5E 1-5 ® See standard details (TX01087001-001 revl). Support 1 -335 lb - 2 26- e- 8 1388 5.50" 1.99" 2x4 HF STUD 12-5 Plating spec : ANSI/TPI - 1995 Support 2 -261 lb RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 1650F-1. SE THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) n the truss material at. each bearing WEB 2x4 HF - STUD MULTIPLE LOAD CASES. support 1 250 lb. Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 250 lb '.TC FORCE AXL BND CSI PLATE.VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 411 0.06 0.23 0.29 Loaded for 10 PSF non -concurrent BOLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 395 0.04 0.23 0.27 Heel plates analyzed for eccentricity. GIRDERS. IF 2:5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -1727 0.02 0.55 0.57 Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -98 0.00 0.55 0.55 End verticals designed for axial loads only. Permanent bracing is required (by others) to Hurricane/Ocean Line = No , Exp Category = C 5-6 -181 0.00 0.16 0.16 Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -2624 0.03 0.48 0.50 (if any) require additional consideration and ANSI/TPI 1. Mean roof height = 18.42 ft, mph = 80 7-8 -9 0.00 0.39 0.39 (by others) for horiz. loads on the bldg. Flat top chord has not been designed for CBC Special Occupancy, Dead Load = 12.6 psf drifting snow unless noted otherwise. ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI Dir L.Plf L.Loc R.Plf R. Loc LL/T 9-10 0 0.00 0.27 0.27 TC Vert 74.00 0- 6- 0 74.00 26-11- 4 0.5 0-11 1420 0.13 0.32 0.45 BC Vert 14.00 0- 6- 0 14.00 26-11- 4 0.0 1-12 2641 0.26 0.32 0.58 ..Type... lbs X. Loc LL/TL 2-13 1219 0.13 0.22 0.36 TC Vert 200.0 0- 7- 0 0.45. TC Vert 200.0 2- 6- 0 0.45 WEB FORCE CSI WEB FORCE CSI TC Vert 400.0 '21-11- 7 0.45 2-6 -569 0.18 4-11 465 0.16 1-9 -117 0.02 4-6 -1630 0.99 1-10 -370 0.07 6-11 -1156 0.68 MAX DEFLECTION (span) 2-10 -492 0.09 7-12 1550 0.53 _ L/999 MEF! 11-12 (LIVE) LC 3-10 -1906 0.96 7-13 -1890 0.57 L= -0.09" D= -0.11" T= "- 3-11 274 0.09 8-13 153 0.04 MAX DEFLECTION (cant) 2-212 44-3-4 55_" 6�� m 6-16-13 ^J i/990.02" D_100.01" T-- 2-2-12 6-6-0' 11-6-0 17-10-4:1- 23-11-7 18-" 8-5-4Joint Locations 1 2 3 4 56 7 8 1 0- 0- 0 8 26- 5- 4 2 2-2-12 9 0- 0- 0 3 6- 6- 0 10 2- 2-12 .4r 00 0� .. 4 11- 6- 0 11 11- 6- 0 . 5 17-10- 4 12 17-10- 4 3-4 6 17-10- 4 13 26- 5- 4 7 23-11- 7 4-4 400# . 6-10-0 200# 3-8 2 3-6. 2-4 6-10-o' 200# T SHIP 3-4 1.5-3 S-3-3' 4�jHjTECr . IIGAR.d _ 1.5-3 5-8 .3-6 3-6Cj 2-M 3-1 B1 B2 !L 40� W:508W:508 rX Q �1 G R:1757 R:13881 = a0• 1 �oo U:-335 U:-261 V 1 = o 26-5� 0-6-0 9 10 11 12 13 15-8-0 STUB rn1 9-3-4 64-4 8-7-0 STUB 2-2-12 11-6.0 17-104 26-5-4 STATE GFG 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb T are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 Charles 75-110 St. Charles pl. ste-11A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install . BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. Palm Desert 2 se , CA. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI I', WTCA 1' Wood Truss Council America Standard Design Responsibllitles,'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone ( ) 2 - of COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute Is located 687 D'Onofrfo Fax # (760) 341=2293 (SCSI and'BCSI and (TPI) at Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Segn T6.5.30 - 32712 ' 20" 32" Job Name: plaza estado Truss ID: A32 Qty: 1 Drwg: RG X -LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.5E Web bracing required at each location shown. + + + + + + + + + + + + + + + + + + + + + + 1 2- 8-12 1824 5.50 2.24" 2x4 SPF 1650F -1.5E 1-5 ® See standard details (TX01087001-001 revl). Designed for 5.6 K lbs drag load applied 2 26- 8- 8 1613 5.50" 2.31" 2x4 HF STUD 12-5 Plating spec : ANSI/TPI - 1995 evenly along the top chord to the chord RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF @ ea. bearing (unless noted), concurrently n the truss material at each bearing 2x4 SPF 210OF-1.8E 11-13 MULTIPLE LOAD CASES. with dead + 0 A live loads.-D.F. = 1.33 WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, Horiz. reaction = 5.6 K lbs. ea. bearing. TC FORCE AXL BND CSI Lumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR Connection (by others) must transfer equal 1-2 412 0.06 0,23 0.29 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY load to each ply (or add-on) shown. 2-3 947 0.13 0.20 0.33 Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE + + + + + + + + + + + + + + + + + + + + + + 3-4 -1973 0.02 0.55 0.57 Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTIONS) : 4-5 -1435 0.00 0.55 0.55 Permanent bracing -is required (by others) to Drainage must be provided to avoid ponding. Support 1 -335 lb - 5-6 -523 0.01 0,20 0.21 prevent rotation/toppling. See SCSI 1-03 End verticals designed for axial loads only. Support 2 -261 lb 6-7, -2845 0.03 0.47 0.50 and ANSI/TPI 1. Extensions above or below the truss profile HORIZONTAL REACTION(S) . -7-8 -268 0.00 0.40 0.40 Flat top chord has.not been designed for (if any) require additional consideration support 1 250 lb drifting snow unless noted otherwise. (by others) for horiz. loads on the bldg. support 2 250 lb BC FORCE AXL BND CSI This truss is designed using the ----------LOAD CASE #1 DESIGN LOADS --------------- 9-10 0 0.00 0.26 0.26 CBC -01 Code. Dir L.Plf L.Loc R.Plf R.Loc LL/T 0-11 4404 0.62 0,15 0.77 Bldg Enclosed = Yes, Importance Factor = 1.00 TC Vert 74.00 0- 6- 0 74.00 26-11- 4 0.5 1-12 4353 0.37 0.12 0.49 Truss Location = End Zone BC Vert 14.00 0- 6- 0 14.00 26-11- 4 0.0 2-13 5466 0.51 0.32 0.83 Hurricane/Ocean Line = No ,.Exp Category = C ..Type... lbs X.Loc LL/TL. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft TC Vert 200.0 0- 7- 0 0.45 WEB FORCE CSI NEB FORCE CSI Mean roof height = 18.42 ft, mph = 80 TC Vert 200.0 2- 6- 0 0.45 2-6 -1177 0.28 4-11 8150.27 CHC Special Occupancy, Dead Load = 12.6 psf TC Vert 400.0 21-11- 7 0.45 1-9 -117 0.02 4-6 -2410 0.99 1-10 -371 0.07 6-11 -1155 0.68 2-10 -492 0.09 7-12 2927 0.95 MAX DEFLECTION (span), 3-10 -3009 0.96 7-13 -2190 0.65 L/999 MEM 11-12 (LIVE) LC' 3-11 1356 0.69 8-13 154 0.04 L= -0.14" D= -0.11" T= - 2-2-12 4-3-4 5-0-0 6-4-4 m 6-1� L//13f09EMEMCTION (9 10 (LIVE) . LC 2-2-12 6-6-0 11-6-0 17-10-4 ^ 23-11-7 L= 0.09" D= 0.01" T= 18-" 8-5-4 1 2 3 4 7 8 Joint Locations 1 0- 0- 0 8 26- 5- d 2 2- 2-12 9 0- 0-"0 4.00 0� 3 6- 6- 0 10 2- 2-12 d 11- 6- 0 11 11- 6- 0 34 5 17-10- 4 12 17-10- d 6 17-10- 4 13 26- 5- 4 _ 7 23-11- 7 3-8 400# 6-10-0 200# 3-12 2 4-10 2-0 6-10-0 200# T SHIP 2-4 3� 3-3-3 IO -10-0 1ITEcr 1.5-3 6-8 4-8 4-8 tQ• GAR j�V 2-0-0 4-1 B1 B2 tij �Q. W:508 W:508 �r R:1824 R:1613 U:-335 U:-261 Y �O 26-5-0 0-6-0 9 10 11 12 13 15-80 1 STUB 2- -12 . 9-3-4 6-4- 8-7- -0 STUB w �� 2-2-12 11-6-0 17-10.4 26-5-4 5/`18/2006 All plates are 20 gauge Truswal Connectors unless preceded by '=" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer. Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TR U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the root or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf P Re Mbr Bnd 1.00 P 75-110 St. Cha Charles ste-11A rle s envlronment that will cause the moisture content of the wood to exceed. 19% and/or cause connector.plate corrosion. Fabricate, handle, Install . ' BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. 9pl. Desert, PalmDesert and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1% WTCA V- Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32713 24" 09" Job Name: plaza estado Truss.ID: A33 Qty: 2 Drwg: RG X -LOC REACT SIZE REQ'D TC 2x6 HF 165OF-1.SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 2- 8-12 1340 5.50" 1.54" 2x4 SPF 1650F-1.SE 1-5 ® See standard details (TX01087001-001 revl). Support 1 -255 lb 2 26- 8- 8 1397 5.50" 2.00" 2x4 HF STUD 12-5 Plating spec : ANSI/TPI'- 1995 Support 2 -264 lb RG REQUIREMENTS shown are based ONLY BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S) n the truss maleriil.at each bearing WEB 2x4 HF STUD MULTIPLE LOAD CASES. support 1 250 lb. Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, support 2 250 lb TC FORCE AXL BND CSI PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 1-2 -182 0.01 0.21 0.22 Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. 2-3 -227 0.00 0.21 0.21 Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -1761 0.02 0.55 0.57 Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = End Zone 4-5 -98 0.00 0.55 0.55 End verticals designed for axial loads only. Permanent bracing is required (by others) to Hurricane/Ocean Line = No Exp Category = C 5-6 -181 0.00 0.16 0.16 Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -2653 0.03 0.48 0.50 (if any) require additional consideration and ANSI/TPI 1. Mean roof height = 18.42 ft, mph = 80 7-8 -9 0.00 0.39 0.39 (by others) for horiz. loads on the bldg. Flat top chord has not been designed for CBC Special Occupancy, Dead Load = '12.6 psf drifting snow unless noted otherwise. ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI Dir L. Plf L. Loc R.Plf R. Loc LL/T 9-10 0 0.00 0.26 0.26 TC Vert 74.00 0- 6- 0 74.00 26-11- 4 0.5 0-11 1492 0.14 0.32 0.46 BC Vert 14.00 0- 6- 0 14.00 26-11- 4 0.0 1-12 2671 0.26 0.32 0.58 ..Type... lbs X. Loc LL/TL 2-13 1227 0.13 0.23 0.36 TC Vert 400.0 21-11- 7 0.45 WEB FORCE CSI WEB 'FORCE CSI 2-6 -580 0.18 4-11 485 0.16 MAX DEFLECTION (span) 1-9 -115 0.02 4-6 -1663 0.81 L/999 MEM 11-12 (LIVE) LC 1-10 177 0.06 6-11 -1153'0.6B L= -0.09" D= -0.11" T= - 2-10 -283 0.05 7-12 1573 0.54 MAX DEFLECTION (cant) : 3-10 -1692 0.92 7-13 -1903 0.57 L/999 MEM 9-10 (LIVE) LC. 3-11 192 0.07 8-13 154 0.04 L= 0.02" D= 0.01" T= 2-2-12 4-3-4 5-0-0 6-4-4 m 6-1-3 Joint Locations 2-2-12 6-6-0 11-6-0 17-10-4 23-11-7 1 0- 0= 0 B 26- 5- 4 18-M 8-5-4 2 2- 2-12 9 '0- 0- 0 1 2 3 4 7 8 3 6- 6- 0 10 2- 2-12 . 4 11- 6- 0 11 11- 6- 0 5 17-10- 4 12 17-10- 4' 400 0� 6 17-10 4 13 26- 5= 4 7 23-11- 7 3-4 4-4 400# 6-10-0 3-8 2 3 6 2� T 6-10-0 SHIP u 3 1.5-3 3.3-3 �.Q,pCHITE�j I0-1- - GAR 1.5-3 5-8 376 3-6 45 2-0-0 3-1 w 508 w 508 ' cc 14 ¢ 11 11:1340 R:1397 -m a0 G QA1 U:-255 U:-264 19 10 11 12 13 15-8-0 STUB 2- 26-5-4 9-3-4 6-4=4 8-7� STUBA� 2-2-12 11-6-0 17-10-4 26-5-4 - 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from T.SW21 software, 'ANSU BC Dead 7.00 psf Design Spec CBC -01 Phone 76O ( ) 341-2232 TPI ,'WTCA V- Wood Truss Council of America Standard Design Responsibillties,'BUILDING COMPONENT SAFETY INFORMATION'- 1' (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32714 21" )3" Job Name: plaza estado 3RG X_ LOC REACT SIZEREQ'D 1 2- 8-12 1554 5.50" 1.50" 2 22- 3- 0 7692 5.50" 3.50" 3 26- 8- 8 139 5.50" 1.50" 3RG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -207 0.00 0.13 0.13 2-3 -260 0.00 0.13 0.13 3-4 -2331 0.01 0.26 0.27 4-5 -99 0.00 0.26 0.26 5-6 -182, 0.00 0.09 0.09 6-7 2060 0.10 0.16 0.26 7-8 2052 0.10 0.16 0.26 BC FORCE AXL BND CSI 9-10 196 0.00 0.06 0.06 .0-11 1988 0.10 0.06 0.16 .1-12 3820 0.20 0.29 0.49 .2-13 3837 0.20 0.47 0.67 .3-14 251 0.00 0.47 0.47 WEB FORCE CSI WEB FORCE CSI 2-6 3603 0.71 6-11 -1821 0.27 2-10 -309 0.03 6-13 -6967 0.73 3-10 -2144 0.24 13-7 -908 0.09 3-11 300 0.04 8-13 -2404 0.27 4-11 832 0.14 8-14 1189 0.21 4-6 -2217 0.31 Truss ID: A34 TC 2x6 HF 165OF-1.SE 2x4 SPF 165OF-1.5E 1-5 2x4 HF ' STUD 12-5 BC 2x8 DFL #2 WEB 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for IO.PSF non -concurrent BCLL. Mark all interior bearing locations. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). + + + + + + ... + + + + + + + + + + + + + + 6-10-0 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Install interior support(s) before erection. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. End verticals 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. Flat top chord has not been designed for drifting snow unless noted otherwise. 2 -PLY! Nail w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** 2-22-2122 4-3-4 5-" 6-4-4 m 3-1� 44-4 2-2-12 6-6-0 11 6-0 17-10 4 21-9-0 26-5-4 18-0-0 8-5-4 1 2 3 4 56 7 8 2-PLYS REQUIRED 400 26-5-4 9 10 11 12 13 14 0-6-0 T-2-12 9-3-4 6-3-0 4-0-0 4-8-4 STUB 2-2-12 11-6-0 17-9-0 21-9-0 26-5-0 2 Drw UPLIFT REACTIONS) : WAKNINU 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer Must ascertain that the loads utilized an this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Support 1 -294 lb TC Live 20.00 psf Support 2 -1465 lb is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing Material directly attached, unless otherwise Support 3 -967 lb p y Due to high uplift reaction, this truss TC Dead 17.00 psf requires special connection details environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install (designed by others) to secure truss pl. Palm Desert, CA. 92211 to a rigidly anchored support. BC Dead 7.00 HORIZONTAL REACTIONS) 'ANSurPI 1', WTCA 1' -Wood Truss Council ofAmerica Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 587 D'Onofrlo Drive, Madison, support 1 250 lb Fax # (760) 341-2293 support 3 250 lb TOTAL 44.00 psf This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.42 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L:Plf L.Loc R.Plf R.Loc LL/ TC -Vert 74.00 0- 6-'0 - 74.00 26-11- 4 0. BC Vert 14.00 0- 6- 0 14.00 "22- 3- 0 0. BC Vert 434.00 22- 3- 0 434.00 26- 5- 4 0. BC Vert 14.00 26- 5- 4 14.00 26-11- 4 0. ..Type... lbs X.Loc LL/TL TC Vert 400.0 21-11- 7 0.45 BC Vert 4200.0 18- 3- 0 0.45 �i7 f few :1` 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. ® T R U S S W O R KS WAKNINU 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 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 dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer Must ascertain that the loads utilized an this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk' sb Dsgnr: sb TC Live 20.00 psf A Company You Can TrussI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing Material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC' Live 0.00 psf pl. Palm Desert, CA. 92211 and bmce this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal Software, BC Dead 7.00 Phone (760) 341-2232 'ANSurPI 1', WTCA 1' -Wood Truss Council ofAmerica Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 587 D'Onofrlo Drive, Madison, psf Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE :T__ LC L= -0.05" D= -0.06 - .1 MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE LC �L= 0.01" D= 0.00" T= .0 Joint Locations 1 0- 0- 0 .8 26- 5- 4 2. 2- 2-12 9 0- 0- 0 3 6- 6- 0 10 2- 2-12 4 11- 6- 0 11 11- 6- 0 5 17-10- 4 12 17- 9- 0 6 17-10- 4 13 21- 9- 0 7 21- 9- 0 14 26- 5- 4 5/18/2006 Scale: 5132" = V WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr End 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 32716 Job Name: plaza estado Eng. Job: EJ. Truss ID: B01 Qty: 1. Drwg: Chk: sb RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : TC Live 20.00 psf 1 5- 1-12 1153 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -201 lb 2 18-10- 4 1153 3.50" 1.65" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -201 lb RG REQUIREMENTS shown are based ONLY GBL ELK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5 -HANGER NAILS -FOR CBC -01 Code. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END' CSI May use adequate staples for gable blocks. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 560 0.08 0.51 0.59 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -718 0.00 0.51 0.51 Gable verticals are 2x 4 web material spaced Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -718 0.00 0.51 0.51 at 16.0 " o.c. unless noted otherwise. .. Mean roof height = 17.25 ft, mph = 80 4-5 560 0.08 0.51 0.59 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL END CSI 6-7 -463 .0.02 0.18 0.20 7-8 -415 0.00 0.19 0.19 8-9 -415 0.00 0.19 0.19 9-10 -463 0.02 0.18 0.20 WEB FORCE CSI WEB FORCE CSI 2-7 -1033 0.19 4-8 822 0.27 _ 2-8 822 0.27 4-9 =1033 0.19 3-8 -285 0.11 - MAX DEFLECTION (span) L/999 MEM 8-9 (LIVE) LC L= -0.06" D= -0.02" T= - ' - MAX DEFLECTION (cant): L/999 MEM 9-10 (LIVE) LC L= -0.06" D= -0.05" T= - 5-1-12 6-10� 6-10=4 5-1�i Joint Locations 1 0- 0- 0, t 0- 0- 0 5-1-12 12-0-0. 18-10 4 24-M 2 5- 1-12 7' 5- 1-12' 3 12- 0-'0 8 12- 0- 0 12-" 12-0-0 4 18-10- 4 9 18-10- 4 1 2 I 3 4 5 5 24- 0- 0 10 24- 0- 0 400. 4.00 4-4 11:1153 R:1153 U:-201 U:-201 6 7 8 9 10 5-1-12� 6-10=4 6-16-4 5-1-12 5-1-12 12-0-6 18-10-4 24-" 3-4 TM -0. r5"' �No® r tea" TYPICAL PLATE.: 1.5-3 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for -HS 20 gauge or "H" for 16 gauge; positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb - [� are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 WO TRUSSWORKS J utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTruss.I is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p you an 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 17.00 psf Rep Mbr Bind 1.15 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf P O.C.S acin 2-0-0 p g pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSIfTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1'. WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1.63) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32716 )8" L1" Job Name: plaza estado Eng. Job: EJ. Truss ID: B02 Qty: 4 Drw : Chk' sb RG x -Loc REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) DSgnr: sb 1 5- 1-12 1153 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -201 lb 2 18-10- 4 1153 3.50.. 1'.65" WEB 2x4 'HF STUD MULTIPLE LOAD CASES. Support 2 -201 lb RG REQUIREMENTS BC Dead 7.00 psf shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC .FORCE AXL END CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 560 0.08 0.51 0.59 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -718 0.00 0.51 0.51 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -718 0.00 0.51 0.51 Mean roof height = 17.25 ft, mph = 80 4-5 560 0.08 0.51 0.59 CBC Special Occupancy, Dead Load = . 12.6 psf BC FORCE AXL HND CSI 6-7 -463 0.02 0.18 0.20 7-8 -415 0.00 0.19 0.19 8-9 -415 0.00 0:19 0.19 9-10 -463 0.02 0.18 0.20 WEB FORCE CSI WEB FORCE CSI 2-7 -1033 0.19 4-8 822 0.27 2-8 822 0.27 4-9 -1033 0.19 3-8 -285 0.11 MAX DEFLECTION (span) L/999 MEM 8-9 (LIVE) LC L= -0.06" D= -0.02" T= - MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= -0.06" D= -0.05" T= - 5-1-1� 66-10� 66-10� 5-1 JointLocations 1 - 0- 0 6 0- 0- 0 5-1-12 12-" 18-10-4 24-0.-0 2 5- 1-12 7 5- 1-12 3 12- 0- 0 8 12- 0- 0 12-0-0 12-0-0 4 18-10- 4 9 18-10- 4 1 2 1 3 4 5 5 24- 0- 0 10 24- 0- 0 F4.00 -4.00 4.4 R:1153 R:1153 U:-201 W-201 6 7 8 9 10 5-15-1_112 6-10-4 6-10-4 5-112 5-1-12 12-0-0 18-10-4 24-0-0 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Q1 A Ej /®� p/ �1 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUQY V\ V\ \ti/\V/ 8�l®�,\i' utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following Standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSItTPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BCS11.03) and 'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32717 01 1: •. r Job Name: plaza estado Truss ID: C01 . Qty: 6 Drw : RG X -LOC REACT SIZEREQ'D TC 2.4 SPF- 1650F-1.SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 27 8-12 778 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS.'DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 14- 3-12 534 HGR 1.50" WEB 2x4 HF ' STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) : RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -118 lb n the truss material at each bearing PLATE -VALUES PER ICBO.RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -161 lb RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY HORIZONTAL REACTION(S) 2 HUS26 Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 1 210 lb. upport Connection(s)/Hanger(s) are End verticals designed for axial loads only. HANGERS MUST BE RE-EVALUATED (BY OTHERS). support 2 210 lb not designed for horizontal loads. Extensions above or below the truss profile This truss is designed using the EE SIMPSON CATALOG (if any) require additional consideration CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES (by Others) for horiz. loads on the bldg. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI 1-2 -204 0.03 0.10 0.13 2-3 199 0.03 0.32 0.35 3-4 -406 0.00 0.36 0.37 4-5 -60 0.00 0.36 0.36 BC FORCE AXL BND CSI 6-7 177 0.00-0.17 0.17 7-8 582 0.05 0.17 0.22 '8-9 217 0.02 0.17 0.19 WEB FORCE CSI WEB FORCE CSI 2=7 -209 0.04 4-8 258 0:09 3-7 -755 0.31 4-9 -603 0.30 3-8 -303 0.18 5-9 ' i07 0.03 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.60 ft, syph - 80 CBC Special Occupancy, Dead Load = 12.6 psf 2-812 3--66122 .. 2-8-12 6-3-8 1 2 3 4.0 66-3-8 11-11-88 12-7-0 14-6-8 4 5 MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC L= -0.03" D= -0.05" T= MAX DEFLECTION (cant) : L/914 MEM 6-7 (LIVE) LC- L= 0.04" D= 0.00" T= 1.53 3-4 5-6-3 3-4 5-6-3 1.5-3 �iITECl. 5-5 J G 2-6-0 1-4 B1 3-43-0 B2 cc < `LOQ° W:508 W:508 1 U•- k �O R:778 R:534 U:-118 14-6-8 U:-16 -161 6 2-8-12 7 8-0-14 8 3-8-14 9' STUB 4-4 � 2-8-12 10- 9-10 i 14-6-8 ST 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturcr Chk: sb 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 W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes Nat the tap chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 psf Re Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P P 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSVTPI 1', YWCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'OnoMo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32743 08" 03" Joint Locations 1 0- 0- 0 6 0- 0-0. 2 2- 8-12 7 2- 8-12 3 6- 3- 8 8 10- 9-10 412- 7- 0 9 14-'6- 8 5 .14- 6- 8 1.53 3-4 5-6-3 3-4 5-6-3 1.5-3 �iITECl. 5-5 J G 2-6-0 1-4 B1 3-43-0 B2 cc < `LOQ° W:508 W:508 1 U•- k �O R:778 R:534 U:-118 14-6-8 U:-16 -161 6 2-8-12 7 8-0-14 8 3-8-14 9' STUB 4-4 � 2-8-12 10- 9-10 i 14-6-8 ST 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturcr Chk: sb 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 W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes Nat the tap chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 psf Re Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P P 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSVTPI 1', YWCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'OnoMo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32743 08" 03" Job Name: plaza estado Truss ID: CO2 Qty: 2 Drw : RGx-LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. Required bearing widths and bearing' areas 1 2- a-12 1253 5.50" 1.50 BC 2x8 DFL #1'6 Btr. ® See standard details (TX01087001-001 revl). apply when truss not supported in a hanger. 2 18' 2- 4 1392 HGR 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607.THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -265 lb n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. - Support 2 -289 lb AG HANGER/CLIP NOTE Permanent bracing is required (by others) to IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTIONS) 2 HUS28 prevent rotation/toppling. See SCSI 1-03 THEY ARE BASED ON 1.5" HANGER NAILS FOR support 1 263 lb - upport Connections)/Hanger(s) are and ANSI/TPI 1. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 263 lb not designed for horizontal loads. End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the EE SIMPSON CATALOG Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES (if any) require additional consideration Bldg Enclosed = Yes, Importance Factor = 1.00 (by others) for horiz. loads on the bldg. Truss Location = End Zone - TC FORCE AXL END CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 177 0.03 0.23 0.25 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 174 0.03 0.26 0.28 Mean roof height = 18.25 ft, mph = 80 3-4 -1738 0.02 0.48 0.50 CBC Special Occupancy, Dead Load = 12.6 psf 4-5 -78 0.00 0.48 0.48 ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T BC FORCE AXL END CSI TC Vert 74.00 0- 0- 0 74.00 18- 5- 0 0.5 6-7 -131 0.01 0:05 0.06 BC Vert 14.00 0- 0- 0 14.00 18- 5- 0 0.0 7-8 1557 0.12 0.40 0.52. ..Type... ' lbs X. Loc LL/TL 8-9 998 0.07 0.86 0.94 - BC Vert 1000.0 13- 4= 8 - 0.45 WEB FORCE CSI WEB FORCE CSI 2-7 -293 0.05 4-8 1055 0.35 - - MAX DEFLECTION (span) 3-7 -1847 0.85 4-9 -1296 0.77 L/999 MEM 8-9 (LIVE) LC 3-.8 285 0.08 5-9 -170 0.13 2-8-12 4-0-10 6-0-9 5-7-1 L= -0.10" D= -0.13" T= - MAX DEFLECTION (cant) 2-8-12 6-9-6 12-9-15 18-5-0 L/999 HEM 6-7 (LIVE) LC L='-0.01" D= -0.01" T= - 1 2 3 4 5 ' Joint Locations 400 2 2- 8-12 7 2- 8-12 - 3 6- 9- 6 8 9- 9-11 1.5-3 4 12- 9-15 9 18- 5- 0 4-4 5 18- 5- 0 6-g-11 3.10 6-9-11 1.5-3 4-4 I0-8-0 _ago C 1 6 6 4-4 '�� 3 2 6-0 B, B2 W:508 w:508 w flz R:1253R:1392 C Q G 1 U:-265 1000# % U:-289 ,6-s-0 Q� 7 8 8 2-8-12 7-0-15 8 7 5 9 STUB 2-8-12'� 9-99-911 18-5-0 ST 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain at the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The'deslgn assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste, A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2-0-0 Palm Desert, Charles pl. and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, Phone se 34A. 22 'ANSVTPI 1'. WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onafrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at I I I 119th Street, NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32744 23" 02" Job Name: plaza estado Truss ID: CO3 Qty: 1- 3116 X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 1 2- 8-12 941 5:50" 1.50 BC 2x4 SPF 1650F -1.5E THIS.DESIGN IS THE COMPOSITE RESULT OF 2 18-2- 4 703 HGR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 2 HUS26 Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE upport Connections)/Hanger(s) are End verticals designed for axial loads only. HANGERS MUST BE RE-EVALUATED (BY OTHERS). not designed for horizontal loads. Extensions above or below the truss profile This truss is designed using the EE SIMPSON CATALOG (if any) require additional consideration CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES (by others) for horiz. loads 'on the bldg. Bldg Enclosed = Yes, Importance Factor = 1.00 �Tc FORCE AXL END CSI, 1-2 -198 0.03 0.12 0.15 2-3 194 0.03 0.28 0.31 3-4 -785 0.00 0.48 0.48 4-5 -82 0.00 0.48'0.48 BC FORCE AXL END CSI 6-7 172 0.00 0.15 0.15 7-8 815 0.07 0.31 0.38 8-9 598 0.06 0.31 0.37 WEB FORCE CSI WEB FORCE CSI 2-7 -225 0.04 4-8 278 0.10 3-7 -1026 0.42 4-9 -770 0.85 3-8 155 0.09. 5-9 -174 0.15 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = '40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.25 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf 2-8-12 3-63-6 2-8-12 6-3-8 1 2 3 4.00 6-3-8 55-1� 12-7-0 18-5-0 4 1.5-3 5 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -139 lb Support 2 -203 lb HORIZONTAL REACTION(S) support 1 264 lb support 2 264 lb MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.10" D= -0.07" T= MAX DEFLECTION (cant) L/924 MEM 6-7 .(LIVE) LC L= 0.04" D= 0.00" T= R:941 U:-139 B2 W:508 R:703 U:-203 6 2 x; 2 78-0-14 8 7-7-6 9 0-5-8 PATE D� ll�r. Joint Locations 2-82-8 10-9-10 1818-5-0 1 0- 0- 0 6 -0- 0- 0 .2 2- 8-12 7 2-.8-12 and done in accordance with the current versions of TPI and AFPA design standards.* No responsibility is assumed for dimensional accuracy. Dimensions 3 6- 3- 8 8 10- 9-10 4 12- 7= 0 9 18- 5- 0 5 18- 5- 0 Rep Mbr Bind 1.15 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install R:941 U:-139 B2 W:508 R:703 U:-203 6 2 x; 2 78-0-14 8 7-7-6 9 0-5-8 PATE D� ll�r. STUB 2-82-8 10-9-10 1818-5-0 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting'Contractor: Eng. Job: EJ. WO: pd01186 ® This design Is for an individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards.* No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed Ne loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bind 1.15 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing - 2- 0- 0 pl. Palm DesertCA. 92211 r and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVrPI 1', WTCA 1' Wood Truss Council America BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 - of Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-01) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 581 O'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 51719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20016. TOTAL 44.00 psf Seqn T6.5.30 - 32745 17" 03" 1 Drwg: Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -120 lb Support 2 -224 lb HORIZONTAL REACTION(S) support 1 263 lb support 2 263 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length =. 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.25 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf. MAX DEFLECTION (span) L/895 MEM 6-7 (LIVE) LC L= -0.24" D= -0.17" T= -14111 _ Joint Locations 66-3-8 66-3-8 55-1� 1 0- 0- 0 5 0- 0- 0 6-3-8 12-7-0 18-5-0 2 6- 3- 8 6 9- 5- 4 3 12- 7- 0 7 18- 5- 0 4. 18- 5- 0 1 ? ' 3 4 400 1.5-3 3-4. 6-9-11 6-9-11 1.5-3 . �q,RCHITE�I 6-8 ��Q GAR(,gy0 I0-8-0 B1 3-4 3 4 .. 82 C=. 2 �0W:508 W:508 0 11:832 R:832 1v Q �oo U: -120U:-224 18-6-0 85U l5 9.5.4 6 8-11-127' 0-55-8 AiE 9-5-4 18� STUB 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb uUllzetl on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 13=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.15 environment psf O.C.$ aein that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 2- 0- 0 75-110 St. Charles pl. ste-11 A and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 'ANSI/TPI r, VJTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPAlI Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32746 Job Name: plaza estado Truss ID: C04 Qty: IRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown 10- 2-12 832 5.50" 1.50" BC 2x4 SPF 165OF-1.5E ® .'See standard details (TX01087001-001 revl) 2 18-2- 4 832 HGR 1.50" WEB 2x4 'HF STUD Plating spec : ANSI/TPI - 1995 IRG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1. 5E THIS DESIGN IS THE COMPOSITE RESULT OF m the truss material'at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. IRG RANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, 2 HUS26 Heel plates analyzed for eccentricity. THEY ARE BASED.ON 1.5" HANGER NAILS FOR . 'support Connections)/Hanger(s) are End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY not -designed for horizontal loads. Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE IEE SIMPSON CATALOG (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). 'OR ADDITIONAL INSTALLATION NOTES (by others) for horiz. loads on the bldg. + + + + + + + + + + + + + + + + + + + + + + Designed for 2.0 K lbs drag load applied TC FORCE AXL BND CSI _ evenly along the top chord to the chord 1-2 -1690 0.03 0.78 0.81 @ ea. bearingunless noted ( ), concurrently 2-3 -1105 0.01 0.49 0.49 with dead + 0 % live loads. D.F. = 1.33 _ 3-4 -374 0.00.0.49 0.49 Horiz. reaction = 2.0 K lbs. ea. bearing. ' - Connection (by others) must transfer equal .BC FORCE AXL BUD CS1 load to each ply (or add-on) shown. 5-6 1891 0.27 0.48 0.75 + + + + + + + + + + + + + + + + + + + + + + 6-7 2036 .0.29 0.20 0.48 WEB FORCE CSI WEB FORCE CSI - 2-6' -609 0.23 3-7. -948 0.67 3-6. 659 0.21 4-7 -192 0.17 ' 1 Drwg: Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -120 lb Support 2 -224 lb HORIZONTAL REACTION(S) support 1 263 lb support 2 263 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length =. 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.25 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf. MAX DEFLECTION (span) L/895 MEM 6-7 (LIVE) LC L= -0.24" D= -0.17" T= -14111 _ Joint Locations 66-3-8 66-3-8 55-1� 1 0- 0- 0 5 0- 0- 0 6-3-8 12-7-0 18-5-0 2 6- 3- 8 6 9- 5- 4 3 12- 7- 0 7 18- 5- 0 4. 18- 5- 0 1 ? ' 3 4 400 1.5-3 3-4. 6-9-11 6-9-11 1.5-3 . �q,RCHITE�I 6-8 ��Q GAR(,gy0 I0-8-0 B1 3-4 3 4 .. 82 C=. 2 �0W:508 W:508 0 11:832 R:832 1v Q �oo U: -120U:-224 18-6-0 85U l5 9.5.4 6 8-11-127' 0-55-8 AiE 9-5-4 18� STUB 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb uUllzetl on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 13=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.15 environment psf O.C.$ aein that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 2- 0- 0 75-110 St. Charles pl. ste-11 A and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 'ANSI/TPI r, VJTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPAlI Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32746 Job Name: plaza estado Truss ID: C05 Qty: 2 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 1 0- 2-12. 810 5.50" 1.50" BC .2x4 SPF 165OF-1.5E ® See standard details (TX01087001-001 revl). apply when truss not supported in a hanger. 2 18- 2- 4 810 HGR 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : RG REQUIREMENTS shown are based. ONLY WEDGE 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -120 lb n the truss material -at each bering PLATE VALUES PER ICBO RESEARCH REPORT -H1607. MULTIPLE LOAD CASES. 'Support 2 -224 lb RG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTIONS) 2 HUS26 Heel plates analyzed for eccentricity. THEY ARE BASED ON 1.5" HANGER NAILS FOR support 1 .263 lb - upport Connections)/Hanger(s) are End verticals designed for axial loads only. 1 -PLY AND 3" RANGER NAILS FOR MULTI -PLY support 2 263 lb not designed for horizontal loads. Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the EE SIMPSON CATALOG (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. OR ADDITIONAL INSTALLATION NOTES (by others) for horiz. loads on the bldg. - Bldg Enclosed = Yes, Importance Factor = 1.00 ' Truss Location = End Zone TC FORCE' AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 -1494 0.02 0.49 0.51 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1105 0.01 0.49 0.49 Mean roof height = 18.25 ft, mph _= 80 3-4 -82 0.00 0.49 0.49 - CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BUD CSI 5-6 1347 0.20 0.30 0.50 6-7 110 0.07 0.39 0.46 - NEB FORCE CSI WEB FORCE CSI - MAX DEFLECTION (span) 2-6 -451 0.17 3-7 -922 0.67 L/895 MEM 6-7 (LIVE) LC 3-6 469 0.16 4-7 -174 0.15 - L= -0.24" D= -0.17" T= - .. ,Joint Locations 66-3-8 _ 6-3-8 55-1� 1 0- 0- 0 S 0- 0- 0 6-3-8 12-7-0 18.5-0 2 6- 3- 8 6 9- 5- 4 3 12- 7- 0 7 18- 5- 0 _ .• 4 18- 5- 0 2. 3 4 6-9-11 6-8 10-8-0 B1 W:508 R:810 U:-120 4.00 1.5-3- 6 99-5-4 9-5-4 3-4 132 W:508 R:810 U:-224 8-11-127 1 0-5-8 18=5-0 STUB C6 G1��1 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions R arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toads Dsgnr: sb TC Live 20.00 psf DurFaes L=1.25 P=1.25 T U S S W O R KS ullllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p. y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise " 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 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. Palm Desert, CA. 92211 aenvironment nd brace this truss In accordance with the following standards: 'Joint andcutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', NYTCA 11'- Wood Truss Council America 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 of Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 44.00 psf Seqn T6:5.30 - 32747 11" Job Name:plaza laza estado Truss ID: C06 Qt 3 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 831 5150" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE'COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 18- 7-12 831 HGR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) : RG REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1. SE 3-7 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -122 lb n the truss material at each bearing WEDGE 2x4 SPF 1650F -1.5E, THEY ARE BASED ON 1.5" HANGER NAILS. FOR Support 2. -229 lb. RG HANGER/CLIP' NOTE PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY HORIZONTAL REACTIONS) ' 2 HUS26 Loaded for 10 PSF.non-concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 1 269 lb upport Connections)/Hanger(s) are Heel plates analyzed for eccentricity. RANGERS MUST BE RE-EVALUATED (BY OTHERS). support 2 269 lb not designed for horizontal loads. This truss isdesignedusing the End verticals designed for axial loads only. EE SIMPSON CATALOG CBC -01 Code. Extensions above or below the truss profile OR ADDITIONAL INSTALLATION NOTES Bldg Enclosed = Yes, Importance Factor = 1.00 (if any) require additional consideration Truss Location = End Zone (by others) for horiz. loads on the bldg. TC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 -1544 0.02 0.51 0.53 Bldg Length =. 40.00 ft, Bldg Width = 20.00 ft . 2-3 -1163 0.01 0.53 0.54 Mean roof height = 18.33 ft, mph = 80 3-4 788 0.00 0.53 0.53 CBC Special Occupancy, Dead Load = 12.6 psf , BC FORCE AXL BUD CSI 5-6 1394 0.21 0.31 0.52 6-7 777 0.08 0.43 0.51 - WEB FORCE CSIWEB FORCE CSI MAX DEFLECTION (span) 2-6 -439 0.16 3-7 -970 0.67 L/756 MEM 6-7 '(LIVE) LC 3-6 476 0.16 4-7 -190 0.17 _ L= -0.29" D= -0.21" ,T= - Joint Locations 66-3-8 ss -3-8 66-3-8 1 0- 0- 0 5 0- 0-0 6-3-8 12-7-0 18-10-8 2 6- 3- 8 6 9- 5- 4 3 '12- 7- 0 7 18=10- 8 )1 4 18-10- 8 2 3 4 'F4.00 .1.5-3 - 3-4 6-10-0 6-8 c�o-,GAR( O iC Io -8-0 J �, cc � O 3-4 B1 3 4 . B2 W:508 W:508 O R:831 R:831 1.11:422 U:-229. n _ 18-10-s Is 9-5-4 9-5-4 9-5-4 18-10-8 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chi(' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS arc to be verified by the component manufacturer and/or building designer prior to fabrication: The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 'P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSIlTPI 1% NUCA V- Wood Truss Council of America Standard Design ResponsibiiHles,'BUILOINO COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 883 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 83719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32748 50" Job Name: plaza estado Truss ID: C07 Qty: 2 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650E-1 SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 3581 5.50" 1.91" BC 2x8 DFL #1 6 Btr. THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in.a hanger. 2 18- 7-12 3581 HGR 1.91" WE 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) RG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F-1. SE 3-7 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -756 lb n the truss material at'each bearing SLIDER 2x6 HF 1650F-1. SE THEY ARE BASED ON 1.5" HANGER NAILS -FOR Support 2 - -756 lb' RG HANGER/CLIP NOTE PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY HORIZONTAL REACTIONS) 2 Hanger TBE* Loaded for 10 PSF non -concurrent BCLL. . GIRDERS. IF 2.5" GUN NAILS ARE USED, THE support 1 271 lb HANGER(S) TO BE ENGINEERED Permanent bracing is required (by Others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). support 2 271 lb upport Connections)/Hanger(s) are prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. This truss is designed using the not'designed for horizontal loads. and ANSI/TPI 1. Extensions above or below the truss profile CBC -01 Code. 2 -PLY! Nail w/10d BOX, staggered (per NDS) (if any) require additional consideration Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!* (by others) for horiz. loads on the bldg. Truss Location = End Zone 1-2 -6835 0.09 0.29 0.38 Hurricane/Ocean Line = No Exp Category = C 1-2 -6127 0.09 0.37 0.46 Bldg Length.-- 40.00 ft, Bldg Width = 20.00 ft 2-3 -5685 0.07 0.28 0.35 Mean roof height = 18.33 ft, mph = 80 3-4 -81 0.00 0.23 0.23 CBC Special Occupancy, Dead Load = 12..6 psf . ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI Dir L.Plf L.Loc R.Plf R. LOG LL/T 5-6 5820 0.22 0.63 0.85 TC Vert 74.00 0- 0- 0 74.00 18-10- 8 0.5 6-7 2929 0.11 0.63 0.74 BC Vert 305.50 0- 0- 0 305.50 16-10- 8 0.4 WEB FORCE CSI NEB FORCE CSI 2-6 -629 0.06 4-7 -193 0.03 - MAX DEFLECTION (span) 3-6 4270 0.74 SLDRL 740 0.04 L/999 MEM 5-6 (LIVE) LC 3-7 '-3687 0.34 T_ -n 15- n= -n 15" T= - 86-9-6 . 6-0-9 6-06-0-9� 6-9-6 12-9-15 18-10-8 - 18-6-0 2-PLYS 1 2 3 4 REQUIRED 4.00 1.5-3 3-10 6-10-0 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 6- 9- 6 16 9- 9-11 3 12- 9-15 7 18-10- 8' 4 18-10- 8 GAR Io -8-0 o ' �y 10-10 4-4 w ¢`' Ell . B2 y . o`Z; .1 �QO� R:35 8 R:35 8 Q 0 R:3581 R:-756 V { OQ U:-756 U:-756 18-10-8 5 9-99-96 9-0-13 9-9-11 18-10-8 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design is for an Individual building component not truss system. H has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS fir: sb T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 13=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertrle 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSVrPI 1', MITCA V- Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32749 27" Job Name: plaza estado Truss ID: C08 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC '2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 269 HGR 1.50" BC 2x6 -HF 165OF-1.5E' THIS DESIGN IS'THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 1- 4- 4 268 HGR 1.50" WEB - 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -65 lb In the truss material at each bearing' Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER'NAILS FOR Support 2 -65 lb . RG HANGER/CLIP NOTE Drainage must be provided to avoid ponding.. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 1 HUS26 Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC-01.Code. 2 HUS26 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 upport Connection(s)/Hanger(s) are and ANSI/TPI 1. End verticals designed for axial loads only. Truss Location = End Zone not designed for horizontal loads. Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C EE SIMPSON CATALOG (if any) require additional consideration Bldg Length = 40.00 ft, Bldg Width = 20.00.ft OR ADDITIONAL INSTALLATION NOTES (by others) for horiz. loads on the bldg. Mean roof height = 17.50 ft, mph = 80 CSC Special Occupancy, Dead Load = 12.6 psf. TC FORCE AXL BND CSI ----------LOAD CASE #1 DESIGN LOADS ----------_----- 1-2 0 0.00 0.02 0.02 _ Dir L. Plf L. Loc R. Elf R. Loc LL/T TC Vert 74.00 0- 0- 0 74.00 1- 6- 0 0.5 BC FORCE AXL 'BND CSI BC Vert 284.00 0- 0- 0 284.00 1- 6- 0- 0.4 3-4 0 0.00 0.04 0.04 WEB FORCE CSI WEB FORCE CSI 1-3 -56 0.02 2-4' -56 0.02 1-4 0 0.00 MAX DEFLECTION (span) L/999 MEM 3-4 (LIVE) LC L= 0.00" D= 0.00" T= C. Joint Locations 1 6 1 0- 0- 0 3 0- 0- 0 1-0-0 2 1- 6- 0 4 1- 6- 0 - - 1 .2 - 1.5-3 - 3-4 - - 5-0-0 5-0-0 oQ,�ItrE�r - y�Q� 'ZI-GAR(,o L J 2-4 3-4 Uj�1 Irvcc -cc� B1 B2 R:269 R:268 L �� R:269 R:268 U: -65U:-6531-6-0 4 P�C� 3 4 �. 1-6-0SPATE OFG 6-0 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd01186 This design Is for an individual building component not truss system. H has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 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 building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 17.00 psf Rep Mbr Bnd 1.00 _ 75-110.St: Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2-0-0 Palm desertCA92211 and brace this truss in accordance with the following standards: 'Joint and Cutting. Detail Reports' available as output from Truswal software, ' Desert, . 'ANSHTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wlsccnsln 63719. The American Forest and Paper Association (AFPA) is located at 111111 19thStreet, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32750 DO" Job Name: 0 laza estado Truss ID: C09 Qty: 1 Drw : RG x -LOC •REACT SIZE RE4'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas - 1 '0- 1-12 585 HGR 1.50".' BC 2x6 HF. 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in's hanger. 2 3- 1- S 585 HGR 1.50" WEB 2x4 HF STUD 'MULTIPLE LOAD CASES. UPLIFT-REACTION(S) RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -142 lb n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. ' THEY ARE BASED ON'1.5" HANGER NAILS FOR .Support 2 -142 lb RG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the I HUS26 Permanent bracing is required (by others) to GIRDERS. IF 2.5". GUN NAILS ARE.USED, THE CBC -01 Code. 2 HUS26 prevent rotation/toppling. See SCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 upport Connections)/Hanger(s) are and ANSI/TPI 1. End verticals designed for axial loads only. Truss Location = End Zone not designed for horizontal loads. - Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C EE SIMPSON CATALOG _ (if any) require additional consideration Bldg Length = 40.00 ft, Bldg Width = 20.00 ft OR ADDITIONAL INSTALLATION NOTES (by others) for horiz. loads on the bldg. Mean roof height = 17.50 ft, mph = -80 CBC Special. Occupancy, Dead Load = 12.6 psf TC .FORCE AXL BND CSI . -----------LOAD CASE #1 DESIGN LOADS --------------- 1-2 0 0.00 0.15 0.15 Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 74.00 0-•0- 0 74.00 3- 3- 4 0.5 BC FORCE AXL BUD CSI BC Vert 284.00 0- 0- 0 284.00 3- 3- 4 0.4 3-4 0 0.00 0.24 0.24 WEB FORCE CSI WEB FORCE. CSI 1-3 -121 0.05 2-4 -121 0.05 1-4, 0 0.00 _ MAX DEFLECTION (span) _ L/999 MEM 3-4 (LIVE) LC L= -0.01" D= -0.01" T= -C.0 3-3� _ _ Ont0Loca3ion0- _ 1 OJ 0- 0 3-3-4 2 3- 3- 4. 4 3- 3- 4 - - 1 2 -. 3-4 1.5-3 5-0-05-0-0 _ o��}IITECT GARO 1 B1 24 34 82 I� IX Q ��� 01_ ©�0 W:308 W:308 R:585 11:585 +OQpP U:-142 3-3-4 U:-142 ���W". �� 3 3-3� STA��F�'P C c 3-3-4 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by'W" for HS 20 gauge oT" H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an IndNidual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 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 building designer must ascertain that the loads DSgnf: Sb utilized on this design meet or exceed Ne loading Imposed by Ne local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes' L=1.25 P=1.25 A Company You Can Trl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y ussnoted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl-ste-11 A environment that WIII cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 r 'ANSUTPI 1', 9NTCA 1' '-wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-0,and'BCS, SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onof6 Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Assoclatlon (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32751 46 Job Name: plaza estado Truss ID: D1 Q 1 Drw : RG X -LAC REACT SIZE RE4'D TC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 616 3.50" 1.50^ BC 2x4 SPF 1650F-l'.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -130' lb 2 13-10- 4 616 3.50^ 1.501, WEB 2x4 HF STUD' MULTIPLE LOAD CASES. Support 2 -130 lb RG REQUIREMENTS shown are based ONLY GBL BLK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO'RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. ' . May use adequate staples for gable blocks. 1 -PLY AND 3" RANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor =-1.00 .TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location =-End Zone 1-2 -1064 0.01 0.36 0.37 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1064 0.01 0.36 0.37 at 16.0 o.c. unless noted otherwise. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.42 ft, mph = 60 BC FORCE AXL BND CSI - CBC Special Occupancy, Dead Load = 12.6 psf 4-5 935 0.14 0:13 0.27 5-6 935 0.14 0.13'0.27 WEB FORCE CSI WEB FORCE CSI ' 2-5 125 0.05 - MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.02" •D= -0.04" T= - .. Joint Locations 1 0- 0- 0 4 0- 0- 0 2 7- 0- 0 5 7- 0- 0 3 14- 0- 0 6 '14- 0- 0 77-0-0 7-M 7-0-0 14-0-d 7-0-0 7-0-0 1 1 2 3 400 -4.00 4-4 2-10-0 2-10-0 - SHIP 3-4 3�rtilTECT I0 6-0 I0-6-0 &'11 P OR Vn c Ell B2 W:308 W:308 W Q R:616 R:616 U:-130 U:-130 14-0-0 4 5 7-0-0 14 -0 . STAI'EOF � TYPICAL PLATE: 1.5-3 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pdo1186 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: sb utilized on this design meet or exceed the leading Imposed by the local building code and the particular application. The design assumes that the top chord 7C Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trul is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y ssnoted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00. psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste=11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instal BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211''ANSVrPI 1'. WTCA 11'- Wood Truss Council of America Standard Design Respons[bilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Segn T6.5.30 - 32752 D7" Job Name: plaza estado Truss ID: D2 Qty: 1 Drw : WO: pd01186 RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) ' Ds nr: sb g 1 0- 1-12 616 3.50 1 :50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF . 'Support 1 -130 lb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y 2 13-10- 4 616 3.50^ 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -130 lb psf RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 'BUILDING n the truss material.at each bearing + + + +'+ + + ... + + + + + + + + +'+ + + + THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Designed for 2.0 K lbs.drag load applied 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC .FORCE AXL BND CSI evenly.along the top: chord to the.chord GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2-1147 0.04 0.44.0.47 @ ea. bearing (unless noted), concurrently HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 -1147 0.04 0.44 0.47 with dead + 0 6 live loads. D.F. = 1.33 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Horiz. reaction = 2.0 K lbs. ea. bearing. Mean roof height = 16.42 ft, mph = 80 BC FORCE AXL BND CSI Connection (by others) must transfer equal CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1553 0.22 0.35 0.56 load to each ply (or add-on) shown. 5-6 1553 0.22 0.35 0.56 +++++++++'+++++++++++++ ' WEB FORCE CSI WEB FORCE CSI' 2-5 125 0.05 MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC L= -0.16" D= -0.04" T= -C. Joint Locations. 1 0- 0- 0 4 0- 0- 0 2 7- 0- 0 5 7- 0- 0 14- 0- '0 6 14- 0- 0 7-" 7-"3 7-0-6 1470-0 7-0-0 7-" 1 2 3 4.00-4.00 2-10-0 ' 3-0 10-6-0 4-0 2-10-0 1 SHIP I0 -0-c,Nlr B1 B2 W:308 W:308 R:616R:616 U:-130 U:-130 14-" 4 5 6 7-0-6 7-0_0 7-0-0 .14-0-0 - 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Ds nr: sb g arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeirig 2-0-0 pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- (BCSI 1-03) 2-d'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'6nofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32753 20" Job Name: plaza estado RG X -LOC REACT SIZEREQ'D TC 2X4 SPF 165OF-1.5 1 0- 2-12 1416 5.50" 5.50" BC 2x4 SPF 165OF-1.5 2 29- 9- 4 1301 5.50" 1.86" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.5E n. the truss material at each bearing _ BRG BLK 2x6 HF 1650F-1.5 GBL BLK 2x4 HF STUD TC FORCE AXL BND CSI. Lumber shear allowables are per ND 1-2 -2233 0.00 0.79 0.79 PLATE VALUES PER ZCBO RESEARCH RE 2-3 -2857 .0.05 0.79 0.84 Loaded for 10 PSF non -concurrent B 3-4 -2222 0.04 0.79 0.83 Drainage must be provided to avoid 4-5 -313 0.00 0.79 0.79 May use adequate staples for gable BC FORCE AXL BND CSI Gable verticals are 2x 4 web materi 6-7 2159 0.24 0.57 0.81 at 16.0" o.c. unless noted otherw 7-8 2771 0.30 0.62 0.92 8-9 2967 0.21 0.62 0.83 WEB FORCE CSI WEB FORCE CSI BB 1 -1416 0.15 3-8 -788 0.67 1-6 1105 0.53 4-8 ' 744 0.24 2-6 -2342 0.97' 4-9 -2150 0.71 2-7 671 0.22 9-5 -205 0.20' 3-7 -650 0.53 5-10 0 0.00 7-6-14� 7-6-14 I 2 Truss ID: E01 Qty: 1 E E E S. PORT CLL. ial t Web bracing required at each location shown. ® See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 ' 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, 6-10-0 6-10-0 T THEY ARE BASED ON 1.5".HANGER NAILS FOR #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). blocks. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 spaced and ANSI/TPI 1. Se. End verticals designed for axial loads only. T 6-10-0. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the -bldg. 7-4-4 14-11-2 3 0� Drwg: ++++++++++++++++++++++ Designed for 2.5 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 6 live loads. D.F. = 1.33 Horiz. reaction.= 2.5 K lbs. ea. bearing. .Connection (by others) must transfer equal load to each ply (or add-on) shown. UPLIFT REACTION(S) : Support 1 -245 lb Support 2 -225 lb This truss is designed using the . CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.07 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------- =------ Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 14:00 0- 0- 0 74.00 30-'0- 0 0.5 BC Vert 14.00 0- 5- 8 14.00 30-.0- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 100.0 2- 6- 0 0.45 7-87-8 1 7-4_ 1� MAX DEFLECTION (span) 22-7-3 30-" L/999 MEM. 8-9 (LIVE) LC L= =0.28" D= -0.26" T= -154 4 5 _ Joint Locations 1 0-0_ 0 6 .0- 0- 0 2 7- 1-6 7 9- 6- 8 3 14-'5-10 8' 19- 6- 8 4 22- 1-11 9 .29- 6- 8 5 29- 6- 8 10. 29- 6- 8 t 100# t 10 7-8 3-8 5-5 3-8 3 6-10-0 6-10-0 T T 6-10-0. SHIP -10-12 S4 -I5-2 B1 TO-1 1 3-8 3-4 5-5 GAR R:1416 3-8 U:-24-3-4 TIE B2 W:508 R:1301 Lu CS U:-225 ac Q �X.Q' � � 0 30-0-0 1010-" 10-" 10-0� 10-" 20-0-0 30-"' E TYPICAL PLATE: 1.5-3 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building'code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trul p y ssnoted. Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-1.1A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2-0-0 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Wood Truss 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WrOA 1'- Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Fax # (760) 341-2293 (SCSI and'BCSI and Institute (TPI( is located at 583 D'Onofrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32754 Job Name: plaza estado Truss ID: E02 Qty: 2 Drw : RG X -IAC REACT SIZEREQ'D TC '2x4 SPF 1650E-1. SE Web bracing required at each location shown. UPLIFT REACTION(S) : 1 0- 2-12 1416 5.50"." 5.50" BC, 2x4 SPF 165OF-1.5E® See standard details (TX01087001-001 revl). Support 1 -245 lb 2 29- 9- 4 1301 5.50" 1.86" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -225 lb RG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material_at each bearing BRG BLK. 2x6 HF 165OF-1'.SE MULTIPLE LOAD CASES. CBC -01 Code. Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE -AXL BND CSI PLATE VALUES PER ICBO RESEARCH.REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS.FOR Truss Location = End Zone 1-2 -73 0.00 0.79 0.79 Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No , Exp Category = C 2-3 -2423 0.05 0.79 0.84 Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2222 0.04 0.79 0.83 Permanent bracing is required (by others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 17.07 ft, mph = 80 4-5 -10 0.00 0.79 0.79 prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. CBC Special Occupancy, Dead Load = 12.6 psf and ANSI/TPI 1. Extensions above or below the truss profile ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL HND CSI (if any) require additional consideration Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 2159 0.24 0.57 0.81 (by others) for horiz. loads on the bldg. TC Vert 74.00 0- 0- 0 14.00 30- 0- 0 0.5 7-8 2672 0.30 0.62 0.92 _ BC Vert 14.00 0- 5- 8 14.00 30- 0- 0 0.0 8-9 1883 0.21 0.62 0.83 .'.Type... - lbs X.Loc LL/TL -TC Vert 100.0 2- 6- 0 0.45 WEB FORCE CSI WEB FORCE CSI Be 1 -1416 0.15 3-8 -567 0.48 1-6 1105 0.53 4-8 657 0.23 276 -2342 0.93 4-9 -2150 0.71 - 2-7 530 0.18 9-5 -205 0.20 '0 _ _ MAX DEFLECTION (span): 3-7 -324 0.26 5-10 0.00 L/999 MEM 8-9 (LIVE) LC 35 L= -0.28" D= -0.26" T= -C.54 . .. Joint Locations 1 0- 0- 0 6 0- 0-'0 7-67-6 7-4-4 7-87-8 1 7-4-13 2 7- 1- 6 7 9- 6- 8 3 14- 5-10 8 19- 6= 8 - - 7-6-14 14-11-2 22-7-3 30-0-0_ - 4 22- 1-11 9 29- 6- 8 5 29= 6- 8 10 29- 6- 8 1 2 3 4 5 0.3� - 10 100# 'I t 7-8 3 8 5-5 3-8 3 6-10-0 6-10-0 T T 6-10-0t Bl ' 1-10-12 4-5-2' W: SHIP L-7-4 R:1416 3-8 34 5-5 GAR(��� U:-2455-4 TIE 3-8 _ B2 W:508 v R:.1301, W U:-225 30-M 6 7 8 9 10-" 10-" 10-0=0 10-" 20-0-0 30.0-0 STATE �FGQ' 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss/ Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A envlronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, . 'ANSVTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 883 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Segn T6.5.30 - 32765 Job Name: Dlaza estado 'ARG X -LOC REACT SIZE REQ'D 1 0- 2-12 1416 5.50"5.50" 2 29- 9- 4 1301 5.50" 1.86" ',RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -2673 0.00 0.79 0.79 2-3 -3160 0.05 0.79 0.84 3-4 -2292 0.04 0.79 0.83 4-5 -375 0.00 0.79 0.79 BC FORCE AXL BUD CSI 6-7 2159 0.24 0.57 0.81 7-8 3036 0.30 0.62 0.92 8-9 3357 .0.21 0.62 0.83 WEB FORCE CSI WEB FORCE CSI Be 1 -1416 0.15 3-8 -892 0.75 1-6 1105 0.53 .4-8 818 0.27 2-6 -2342 0:98 4-9 -2150 0.71 2-7 748 0.24 9-5 -205 0.20 3-7 -753 0.61 5-10 0 0.00 Truss ID: E03 TC 2x4 SPF '165OF-1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 6-2, 4-9 BRG BLK 2x6 HF 1650F -1.5E Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling.' See BCSI 1-03 and ANSI/TPI 1. + + + + + + + + + + + + + + + + + + + + + + Designed for 3.0 K lbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 live loads. D.F. = 1.33 Horiz. reaction = 3.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + +.+.+ 6.10-0 6-10.0 T -10-12 B1 W: -7.4 R:1416 U:-2456-4 TIE 7.67.6 7-6-14 2 ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1..5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 7-4-4 14-11-2 3 0.3� 8 1 7-87-8 7-47 4-13 22-7-3 30-" 4 1 5. s a s n a -a 3-8. 6 7 8 9 10-" 10-" 10-" 10-" 20-" 30-0" UPLIFT REACTION(Si : Support 1 -245 lb Support 2 -225 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.07 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD-CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 74.00 0- 0- 0 74.00 30- 0- 0 0.5 BC Vert 14.00 0- 5- 6 14.00 30- 0- 0 0.0 ..Type... lbs X:Loc LL/TL TC Vert 100.0 2- 6- 0 0.45 MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.28" D= -0.26" T= J.54" Joint Locations 1 0- 0= 0 6 0- 0- 0 2 7- 1- 6 7 9- 6- 8 3 14- 5-10 8 19- 6- 8 4 22-..1-11 9 29- 6- 8 5 29- 6- 6 10 29- 6- 8 0. T6-10-0 SHIP 4-5-2 B2 W:508 LU R:1301 �.t U:-225 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trul p y ssnoted. Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.00 Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 pl. Palm Desert, CA. 92211 end brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibillties,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA,and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onafrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located 21 11111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32756 3-8 -585 0.50 7-67-6 7-4-4 7-6-14 14-11-2 1 2 3 - OF 6-10-0 T 3-6-0 1 B1 W:508 R:1412 U:-244 1.5 7-87-8 1 _ 22-7-3 2 Drwg: UPLIFT REACTIONS) Support 1 -244 lb Support 2 -227 lb This truss is designed using the -CBC-01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.07 ft, mph = 80 - CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS-------z------ Dir L.Plf L.Loc _ R.Plf R.Loc LL/ TC Vert 74.00 0- 0-.0 74.00 30- 0- 0 0. BC Vert 14.00 0- 0- 0 14.00 30- 0-,0 0. ..Type... - lbs X.I.oc LL/TL TC Vert 100.0 2- 6- 0 0.45 7-47-4-13 30-0-0 4 5 10 T6-10-0 SHIP 4-5-2 1 B2 r W:508 (j R:1311 U:-227 3-8 s -a a -a 3-8 30-0-0 6 7 8 9 1010-0-0 1010-0-0 1010-0-0 10-0-0 20-0-0 30-0-0 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 15 L= -0.30" D= -0.27" T= -(.57" Joint Locations _ 1 0- 0- 0 6 0- 0- 0 2 7- 6-14 7 10- b- 0 3 14-11- 2 8 •20- 0- 0 4 22- 7- 3 9 30- 0- 0 5 30- 0- 0 10 30- 0- 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. ® 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 Individual building component not truss system. H has been based on specifications provided by the Component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 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 building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chard TC Live 20.00 psf A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 psf noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any p 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle,, Install BC Live 0.00 psf Pa Int DesertCA. 92211 and brace this truss In accordance with the following smndards:'Jolnt and Cutting Detail Reports' avallable as output from Truswal software, r 'ANSUTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responslbllitles,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located 21 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf P�JAY Py � E OFG 5/18/2006 Scale: 5132" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32757 Job Name: plaza estado Truss ID: E04 Qty: IRG X -LOC REACT Size REQ'D TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown 1 0- 2-12 1412 5.50" 2.02 BC 2x4 SPF 165OF-1.SE ® See standard details (TX01087001-001 rev/) 2 29- 9- 4 1311 5.50 l.ee" WEB 2x4 HF STUDPlating spec : ANSI/TPI - 1995 IRREQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 6-21 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF ,n the truss material at each bearing Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-2 11 0.00 0.85 0.85 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 2-3 -2486 0.05 0.85 0.91 Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 3-4 -2246 0.04 0.79 0.63 prevent rotation/toppling. See SCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). 4-5 -10 0.00 0.79 0.79 and ANSI/TPI 1. End verticals designed for axial loads only Extensions above or below the truss profile BC FORCE AXL BUD CSI - (if any) require additional consideration 6-7 2231 0.25 0.60 0.85 (by others) for horiz. loads on the bldg. 7-8 2711 0.31 0.61 0.91 8-9 1901 0.21 0.61 0.82 WEB FORCE CSI WEB FORCE CSI 1-6 -292 0.08 4-8 666 0.23 2-6- -2470 0.81 .4-9 -2171 0.72- 2-7 527 0.18 9-5 -205 0.20 3-7 -294 0.24 5-.10 0 0.00 3-8 -585 0.50 7-67-6 7-4-4 7-6-14 14-11-2 1 2 3 - OF 6-10-0 T 3-6-0 1 B1 W:508 R:1412 U:-244 1.5 7-87-8 1 _ 22-7-3 2 Drwg: UPLIFT REACTIONS) Support 1 -244 lb Support 2 -227 lb This truss is designed using the -CBC-01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.07 ft, mph = 80 - CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS-------z------ Dir L.Plf L.Loc _ R.Plf R.Loc LL/ TC Vert 74.00 0- 0-.0 74.00 30- 0- 0 0. BC Vert 14.00 0- 0- 0 14.00 30- 0-,0 0. ..Type... - lbs X.I.oc LL/TL TC Vert 100.0 2- 6- 0 0.45 7-47-4-13 30-0-0 4 5 10 T6-10-0 SHIP 4-5-2 1 B2 r W:508 (j R:1311 U:-227 3-8 s -a a -a 3-8 30-0-0 6 7 8 9 1010-0-0 1010-0-0 1010-0-0 10-0-0 20-0-0 30-0-0 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 15 L= -0.30" D= -0.27" T= -(.57" Joint Locations _ 1 0- 0- 0 6 0- 0- 0 2 7- 6-14 7 10- b- 0 3 14-11- 2 8 •20- 0- 0 4 22- 7- 3 9 30- 0- 0 5 30- 0- 0 10 30- 0- 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. ® 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 Individual building component not truss system. H has been based on specifications provided by the Component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 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 building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chard TC Live 20.00 psf A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 psf noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any p 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle,, Install BC Live 0.00 psf Pa Int DesertCA. 92211 and brace this truss In accordance with the following smndards:'Jolnt and Cutting Detail Reports' avallable as output from Truswal software, r 'ANSUTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responslbllitles,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located 21 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf P�JAY Py � E OFG 5/18/2006 Scale: 5132" = 1' WO: pd01186 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.5.30 - 32757 Job Name: plaza estado Truss ID: E05 Qty: 1 Drw : Wo: pd01186 RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 1412 5.50" 2.02"' BC 2x4 SPF 165OF-1.5E ® See standard details (TX01087001-001 rev/). Support 1 -244 lb Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 2 29- 9- 4 1311 5.50" 1.88" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -227 lb ' environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint RG REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.5E 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the Phone (760) 341-2232 n the truss material at each bearing Lumber shear'allowables are per NDS. MULTIPLE LOAD CASES. CBC -01 Code. - Seqn T6.5.30 - 32768 PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor =. 1.00 TC FORCE AXL BND CSI Loaded for.10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location = End.Zone 1-2 258 0.00 0.85 0.85 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No , Exp Category = C 2-3 -2486 0.05 0.85 0.91 Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2246 0.04 0.79 0.83 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 17.07 ft, mph = 80 4-5 -251 0.00 0.79 0.79 and ANSI/TPI 1. End verticals designed for axial loads only. CBC Special Occupancy, Dead Load = 12.6 psf +1+ + + + + + + + + + + + + + + + + + + + + Extensions above or below the truss profile ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL. BND CSI Designed for 2.0 K lbs drag load applied (if any) require additional consideration Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 2660 0.25 0.60 0.85 evenly along the top chord to the chord (by.others) for horiz. loads on the bldg. TC Vert 74.00 0- 0- 0 74.00 30- 0- 0 0.5 7-8 2711 0.31 0.61 0.91 @ ea. bearing (unless noted), concurrently ,BC Vert 14.00 0- 0- 0 14.00 30- 0- 0 0.0 8-9 2584 0.21 0.61 0.82 .with dead + 0 9 live loads. D.F. = 1.33 ..Type... lbs X.Loc LL/TL - Horiz. reaction = 2.0 K lbs. ea. bearing. TC Vert 100.0 2- 6- 0 0.45 WEB FORCE CSI NEB FORCE CSI Connection (by others) must transfer equal 1-6 -292 0.08 4-8 678 0.23 load to each ply (or add-on) shown. 2-6 -2470 0.81 4-9 -2171 0.72 +++.+++++++++++++++++++ 2-7 591 0.19 9-5 -205 0.20 3-7, -536 0.44 5-10 0 0.00 MAX DEFLECTION (span) 3-8 -697 0.59 L/999 HEM 6-7 (LIVE) LC L= -0.30" D= -0.27" T= - Joint Locations 1 0- 0- 0 6 0- 0- 0 7-6-14 74-4 7-8-1 7-4-13 2 7- 6-14 7 10- 0- 0 3 14-11- 2 8 20- 0- 0 _ 7-6-14 14-11-2 22-7-3 30-0-0 _. 4 22- 7- 3 9 30- 0- '0 " 5 30- 0- 0 10 30- 0- 0 1 2 3 4 5 1.5 0.38 10 T6-10-0 SHIP 4-5-2 . 1 & 3-8 3-8 B1 - B2 W:508 W:: RA412 R:1 U:-244 U:- 30-0-0 . 6 7 8 9 10-0-0 10-M 10-0-0 10-0-0 20-0-0 30-0-0 V- "''O\ to 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and -give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: Sb arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord .A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI Wood Truss Council 'BUILDING BC Dead 7.00psf Design Spec CBC -01 Phone (760) 341-2232 1% WTCA 1' - of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32768 7„ 7-67-6 7-6-14 1 7-4- 14-11-2 2 3 0.3r 8 7-87-8 1 22-7-3 4 7-47-4-13 30-M 5 B1 W:508 R:1412 U:-244 3-8 �� 3-8 30-" 16 7 8 9 1010-" 1010-" 1010-" 10-0-0 20-0-0 30-0-0 .y. UPLIFT REACTION(S) Support 1 -244 lb Support 2 -227 lb ' This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.07 ft, mph =80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 30- 0- 0 0. BC.Vert 14.00 0- 0- 0 14.00 30- 0- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 100.0 2- 6- 0 0.45 10 T6-10-0 SHIP 4-5-2 1 B2 W:508 R:1311 U:-227 i MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 15 L= -0.30" D= -0.27" T= - .57" Joint Locations 1 0- 0- 0 6 -0- 0- 0 2 7- 6-14 1 10- 0- 0 3 14-11- 2 8 20- 0- 0 4 22- 7= 3 - 9 30- 0- 0 5 30- 0- 0 •10 307 0- 0 zk to i All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Job Name: plaza estado Truss ID: E06 Qty: 2 RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. 1 0- 2-12 1412 5.50" 2.02^ BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). 2 29- 9- 4 1311 5.50" 1.881, WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 RG REQUIREMENTS shown are based ONLY -2x4 SPF 165OF-1.SE 6-2, 4-9 THIS DESIGN IS THE COMPOSITE RESULT OF n the truss.material at each bearing Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 of Standard Design ResponsiDilhies,'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located 2t683 D'Onofrio Drive, Madison, PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC FORCE AXL•BND CSI Loaded for 10 PSF non -concurrent BCLL. .THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-2 11 0.00 0.85 0.85 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 2-3 -2486 0.05 0.85 0.91 Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 3-4 -2246 0.04 0.79 0.83 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST'BE RE-EVALUATED (BY OTHERS). 4-5 -10 0.00 0.79 0.79 .and ANSI/TPI 1. End verticals designed for axial loads only. - Extensions above or below the truss profile BC FORCE AXL SND CSI . - (if any) require additional consideration 6-7 2231 0.25.0.60 0.85 (by others) for horiz. loads on the bldg. 7-8 2711 0.31 0.61 0.91 8-9 1901 0.21 6.61 0.82 WEB FORCE CSI NEB FORCE CSI 1-6 -292 0.08 4-8 666 0.23 2-6 -2470 0.81 4-9 -2171 0.72 2-7 527 0.18 9=5 -205 0.20 3-7 -294 0.24. 5-10 0 0.00 3-8-585 0.50 - - 7-67-6 7-6-14 1 7-4- 14-11-2 2 3 0.3r 8 7-87-8 1 22-7-3 4 7-47-4-13 30-M 5 B1 W:508 R:1412 U:-244 3-8 �� 3-8 30-" 16 7 8 9 1010-" 1010-" 1010-" 10-0-0 20-0-0 30-0-0 .y. UPLIFT REACTION(S) Support 1 -244 lb Support 2 -227 lb ' This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.07 ft, mph =80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 74.00 0- 0- 0 74.00 30- 0- 0 0. BC.Vert 14.00 0- 0- 0 14.00 30- 0- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 100.0 2- 6- 0 0.45 10 T6-10-0 SHIP 4-5-2 1 B2 W:508 R:1311 U:-227 i MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 15 L= -0.30" D= -0.27" T= - .57" Joint Locations 1 0- 0- 0 6 -0- 0- 0 2 7- 6-14 1 10- 0- 0 3 14-11- 2 8 20- 0- 0 4 22- 7= 3 - 9 30- 0- 0 5 30- 0- 0 •10 307 0- 0 zk to i All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. it has been based an specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chard A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chard Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles ste711 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss In accordance.with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSurPI 1', WTCA V- Wood Truss Council America BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 of Standard Design ResponsiDilhies,'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located 2t683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32759 Job Name: plaza estado Truss ID: E07 Qty: 4 Drw : RG x-LOC REACT SIZE REQ'D TC 2x6 HF 1650F-1.5E **[PM]=PLATE MONITOR USED-See Joint Report** + + + + + + + + + + + + + + + + + + + + + + 1 0- 2-12 19562 5.50" 5.21" BC 2x8 DFL SS Plating spec : ANSI/TPI - 1995 Designed for 9.0 K lbs drag load applied 2 29- 9- 4 19061 5.50" 5.19" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF evenly along the top chord to the chord RG REQUIREMENTS shown are based ONLY 2x8 DFL #2 7-1, 1-8 MULTIPLE LOAD CASES. @ ea. bearing (unless noted), concurrently n the truss material at each bearing 2x4 SPF 165OF-1:5E 2-9, 11-5- IF-HANGERS ARE INDICATED ON THIS DRAWING, with dead + 0 6 live loads. D.F. = 1.33 5-12 THEY ARE BASED ON 1.5" HANGER NAILS FOR Horiz. reaction = 9.0 K lbs. ea. bearing. TC FORCE .AXL END CSI Lumber shear allowables are per.NDS. 1-PLY AND.3" HANGER NAILS FOR MULTI-PLY Connection (by others) must transfer equal 1-2 -28068 0.22 0.09 0.31 PLATE VALUES PER ICBG RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE load to each ply (or add-on) shown. 2-3 -41033 0.47 0.13 0.60 Loaded for 10 PSF non-concurrent BCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + + + + + + + + + + + 3-4 -39180 0.44 0.17 0.61 Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + 4-PLY! Nail w/10d BOX, staggered (per NDS) 4-5 -25400 0.18 0.10 0.29 Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. in: TC- 2 BC- 9 WEBS- 2 **PER FOOT!** 5-6 903 0.00 0.05 0.05 prevent rotation/toppling. See BCSI 1-03 Concentrated loads MUST be distributed to Nail in layers as each ply is attached. and ANSI/TPI 1. each ply equally. On multi-ply with hangers, 1/2" thru-bolts [or Simpson SDS or BC FORCE AXL END CSI End verticals designed for axial loads only.. use 3" nails min. into the carrying member. USP WS61 (1/4")x6" wood screws at 24" o.c. 7-8 -9000 0.00 0.30 0.30 Extensions above or below the truss profile For more than 2 ply, use additional fasten- max, must be installed in addition to 8-9 29280 0.45 0.30 0.74 (if any) require additional consideration ers as indicated from the back plys, or use nailing (only in chords with tie-in 9-10 40930 0.63 0.30 0.93 (by others) for horiz. loads on the bldg. any other approved detail (by others). trusses or framing.) 0-11 38457 0.59 0.31 0.90 UPLIFT REACTION(S) : IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER. This truss is designed using the 1-12 24094 0.37 0.33 0.70 Support 1 -3378 lb AMOUNTS SHOWN MUST BE INSTALLED FROM THE CBC-01 Code. Support 2 -3361 lb FRONT-AND BACK FACE EQUALLY (TOTAL NAILS = Bldg Enclosed = Yes,. Importance Factor = 1.00 WEB FORCE CSI WEB FORCE CSI DOUBLE THE.AMOUNT SHOWN). Truss Location = End Zone - 1-7 -16581 0.22 4-10 8159 0.71 + + + + + +'+ + + + + + + + + + + + +' + + + Hurricane/Ocean Line = No., Exp Category ='C 1-8 32003 0.85 4-11-15382 0.97 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-8 -7609 0.36 5-11 16287 0.61 Mean roof height = 16.99 ft, mph = 80 2-9 13427 0.50 5-12-28882 0.96 CBC Special Occupancyy, Dead Load = 12.6 psf 3-9 1457 0.12 12-6 -206 0.01 ----------LOAD CASE N1 DESIGN LOADS --------------- 3-10 -3108 0.19 6-13 0 0.00 - - Dir L.Pif L.Loc R.Plf R.Loc LL/T 6-0-0 6-0-0 6-0-0 6-0-0 6-0-0 TC Vert 74.00 0- 0- 0 74.00 30- 0- 0 0.5 -1 BC Veit 1224.00 0- 0- 0 1224.00 30- 0- 0 0.4 6-0-0 12-0-0 18-M 24-0-0 30-M ...Type... lbs X. Loc LL/TL TC Vert 100.0 27 6- 0 0.45 4-PLYS 1 2. 3. - 4 5 6- MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC REQUIRED0.3� L= -0.31" D= -0.37"' T= - Joint Locations 1 07 0- 0 8 6- 0- 0 13 2 6- 0- 0 9 12- 0- 0 100# 3 12- 0- 0 10 18- 0- 0 MX/12-16 4 18- 0- 0 11 24- 0- 0 8-10 .3 5 24- 0- 0 12 30- 0- 0 MX/8-12 4 8 3� 6 307.0- 0 13 30- 0- 0 6-10-0 T T 6-10-0 7 D- 0- 0 4-5-2 SHIP t t 31 1 4 4 10-14 8-10 10-10 10-10 MX/8-12 BI B2 W:508 W:508R9562 ITECT nG 12 U:-13378 30 U:13���0-94 G�O -0-0 +Il{i` 7 �!� � r- 66-0� 8 66-0� 9 66-0� 10 66-0� 11 6-0-0 � pC Q OV jQ 6-0-0 `12-" 18-0-0 .24-M 30-0-0 V $� 8/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal softwar unl GP Scale: 6132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf 'DurFaes L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St.-Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install, BC Live 0.00 psf O.C.Spaeing 2- 0- 0 PalmDesert CA92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, . 'ANS. 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC-01 Phone (760) 341-2232 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Segn T6.5.30 - 32760 69" Job Name: plaza estado Truss ID: F01 - Qty: 1 Drw : 8. . 6-10-0 T RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 660 5.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 15-'1-12 660 HGR 1.50" 'WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : SHIP RG REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.5E 4-2 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -135 lb n the truss material at each bearing. GBL BLK 2x4 HF STUD THEY ARE BASED ON 1.511'HANGER.NAILS FOR Support 2 -135 lb RG-HANGER/CLIP. NOTE Lumber shear allowables are per NDS.. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 2 HUS26 PLATE VALUES PER.ICBO RESEARCH -REPORT #1607.. GIRDERS. IF 2.5" GUN NAILS ARE USED., THE .CBC -01 Code. - upport Connections)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 not designed for horizontal loads. May use adequate staples for gable blocks. Drainage must be provided to avoid ponding. Truss Location = End Zone EE SIMPSON CATALOG 3 4 2-4 End verticals designed for axial loads only. Hurricane/Ocean Line = No , Exp Category = C OR ADDITIONAL INSTALLATION NOTES Gable verticals are 2x 4 web material spaced Extensions above or below the.truss profile Bldg Length = 40.00 ft, Bldg Width = 20.00 ft ' at 16.0 o.c. unless noted otherwise. (if any) require additional consideration Mean roof height = 16.51 ft, mph = 80 TC FORCE AXL BND CSI (by others) for horiz. loads on the bldg. CSC Special Occupancy, Dead Load = 12.6 psf 1-2 10.- 0.00 0.82 0.82 15-4-8 V 2-3 -764 0100 0.82 0.83 4 5 6-3-0 1 BC FORCE AXL BND CSI TYPICAL PLATE: 1.5-3. ' 4-5 1044 0.11 0.27 0.38 O�Gp` 1 5-6 3 0.00 0.27 0.27 Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WEB FORCE CSI NEB FORCE CSI Eng. Job: EJ. ' ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 4-1' -197 0.19 3-5 874 0.30 Chk: sb MAX DEFLECTION 1-7 0 0.00 6-3 -642 0.62 Dsgnr. sb ,(span) L/999 MEM 5-6 (LIVE) LC 2-4 -1119 0.85 3-8 0 0.00 T R U S S W O R KS L= -0.02" D= -0.03" T= - 2-5 ' -424 0.14 TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.15 JointLocations psf 7 6=14 7-9-10 75-110 St. Charles pl. ste-11A 1 0- 0-'0 5 10- 0- 0 BC Live 0.00 psf T-6-14 15-4-8 Palm DesertCA. 92211 Desert, 2 7- 6-14 6 15- 4- 8 3 15- 4- 8 7 0- 0- 0 BC Dead 7.00 psf P Design $ BC CBC -01 g P Phone (760) 341-2232 4 '0- 0- 0 8 15- 4- 8 1 2 3 .Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located it 1111 19th Street. NW, Ste 800, Washington, DC 20036. 038 15" 6-10-0 3 3-4 3 8. . 6-10-0 T SHIP 2-10-1Tim TU 3-3-10 1 O 3-4 3 4 2-4 ��� Q•� �1IS/ B1 B2 W:508 W:508 R:660 11:660 ;ice Q g1 U:-135 U:-135 . 15-4-8 V 4 5 6-3-0 1 10 5-4� STUB 10-0-0 15.4-8 TYPICAL PLATE: 1.5-3. \� A 5/ 82006 O�Gp` 1 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr. sb arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet cr exceed the Ioadingimposed by the local building code and the particular application. The design assumes that the top chard TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm DesertCA. 92211 Desert, and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI BC Dead 7.00 psf P Design $ BC CBC -01 g P Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, .Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) is located it 1111 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32761 15" Job Name: plaza estado Truss ID: F02 Qty: 9 Drw : WO: pd01186 RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas ' 1 0- 2-12 660 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not.supported in a hanger. ' 2 15- 1-12 660 HGR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) A Company You Can Trussl p y RG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 4-2 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -135 lb noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any n the truss material at each -bearing Lumber shear allowables are'per NDS. THEY ARE BASED ON 1.511 -HANGER NAILS FOR Support 2 -135 lb BC Live 0.00 psf RG HANGER/CLIP NOTE PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the Design Spec CIBC. -01 2 HUS26 .Loaded for 10 PSF non -concurrent BCLL. - GIRDERS. IF 2.5" GUN NAILS ARE MSED, THE .CBC -01 Code. Fax # (760) 341-2293 upport Connections)/Hanger(s) are Drainage must -be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 not designed for horizontal loads. End verticals designed for axial loads only. Truss Location = End Zone EE SIMPSON CATALOG Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C OR ADDITIONAL INSTALLATION NOTES (if any) require additional consideration -Bldg Length = 40.00 ft, Bldg Width = 20.00 ft ' - (by others) for horiz. loads on the bldg. Mean roof height = 16.51 ft, mph = 80 TC FORCE AXL 'BND CSI CBC Special Occupancy, Dead Load = 12.6 psf 1-2 10 0.00 0.82 .0.82 2-3 -764 0.00 0.82 0.83 BC FORCE AXL BUD CSI ' 4-5 1044 0.11 0.27 0.38 5-6 3 0.00 0.27 0.27 WEB FORCE CSI WEB FORCE CSI 4-1 -197 0.19 3-5 874 0.30 MAX DEFLECTION (span) 1-7 0 0.00 6-3 -642 0.62 L/999 MEM 5-6' (LIVE) LC 2-4 -1119 0.85 3-8 0 0.00 L= -0.02" D= -0.03" T= -C.0! 2-5 -424 0.14 . Joint Locations 7-67-6 7-9-10� 1 0- 0- 0 5 i0- 0- 0 2 7- 6-14 6 15- 4- 8 7-6-14 15-4-8 3 ' 15- 4- 8 7 0-. 0- 0 4 0- 0- 0 8 -15- 4- 8 1 2 3 03_ B1B2 W:508 W:508 R:660 11:660 U:-135 U:-135 15-4-8 :4 5 6� 6-3-0 o-0-0 5-4-6 10� 15�.STUB �� a it, � v ,moo /18/2006 . All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless doted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design is for an individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles ste-11 A s environment that Will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 pl. PalmDesert CA. 9pl. Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, ' 'ANSNTPI BC Dead 7.00 psf Design Spec CIBC. -01 Phone (760) 341-2232 1', WTCA V- Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' - jBCSI 1-01) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 681 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 61719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20016. TOTAL 44.00 psf Seqn T6.5.30 - 32762 Job.Name: plaza estado Truss ID: F0.3 . Qty: 2 Drwg: ® U:-438 RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 2-12 2271 5.50" 1.50" BC 2x8 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -438 lb '2 21- 4-12 5769 5.50" 3.08" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -1113 lb ' and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI RG REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.5E 5-2, 7-4 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code.. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 - TC FORCE AXL END CSI + + + + + + + + + + + + + + + + + + + + +.+ GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 10 0.00 0.35 0.35 Nail pattern shown is for PLF loads only. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -6522 0.09 0.35 0.44 Concentrated loads MUST be distributed to Drainage must be provided to avoid ponding. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -8551 0.33 0.45 0.79 each ply equally. On multi -ply with hangers, Permanent bracing is required (by others) to Mean roof height = 16.61 ft, mph = 80 use 3" nails min. into the carrying member. prevent rotation/toppling. See SCSI 1-03 CSC Special Occupancyy, Dead Load = 12.6 psf ' BC FORCE AXL END CSI For more than 2 ply, use additional fasten- and ANSI/TPI 1. ----------LOAD CASE #1 DESIGN LOADS --------------- 5-6 5364 0.29 0.12 0.41 ers as indicated from the back plys, or use End verticals -designed for axial loads only. Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 8400 0.45 0.10 0.55 any other approved detail (by others). Extensions above or below the truss profile TC Vert 74.00 0- 0- 0 74.00 21- 7- 8 0.5 7-8 4 0.00 0.63 0.63 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER (if any) require additional consideration BC Vert 14.00 0- 0- 0 14.00 15- 6- 0 0.0 . AMOUNTS SHOWN MUST BE INSTALLED FROM THE (by others) for horiz. loads on the bldg. BC Vert 434.00 15- 6- 0 434.00 21- 7- 8 0.4 WEB FORCE CSI WEB FORCE CSI FRONT AND BACK FACE EQUALLY (TOTAL NAILS = 2 -PLY! Nail w/10d BOX, staggered (per NDS) ..Type... lbs X.Loc LL/TL 5-1 -213 0.03 3-6 -2200 0.27 DOUBLE THE AMOUNT SHOWN). in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** BC Vert 3581.0 15- 6- 0 0.45 1-9 0 0.00 3-7 860 0.12 ++++++++++++++++++++++ 2-5 -5709 0.59 4-7 9623 0.72 2-6 1622 0.28 4-8 -4393 0.42 - ' MAX DEFLECTION (span) ' L/999 MEM 6-7 (LIVE) LC L= -0.12" D= -0.15" T= -C. 7-67-6-14 7-4-4 6-8=6 Joint Locations 7-6-14 14-11-2 21-7-8 _ 1 0- 0- 0 6 10- 0- 0 2 7- 6-14 7 15- 2 3 14-11- 2- 8 21- 6- 0 7- 8 1 2 3 4- 4--- 21- 7- 8 9 0- 0=0 2-PLYS 5 Or 0- 0 REQUIRED0.3� _tea 3-8 - - - - 131 Eng. Job: EJ. W:508 R:2271 ® U:-438 35819 4-4 6=10-0 SHIP 3-6-1 l B2 W:508 R:5769 U:-1113 5 6 7 8. 10-0_0 5-6-0 6-1-8 10-0-0 15-6-0 21-7-8 5/18/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" =.I* WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trul p y ssnoted. is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr Bnd 1.00 Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabr(cate, handle, install BC Live 0.00 psf P O.C.S acing 2- 0- 0 P pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32763 27" Job Name: plaza estado Truss ID: F04 Qty: 2 Drw : 3RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Web bracing required at each location shown. UPLIFT REACTION(SI 1 0- 2-12 934 5.50" 1.50" BC 2x4 SPF 1650F -1.5E ® See standard'detaiIs (TX01087001-001 revl). Support 1 -177 lb 2 21- 4-12 ' 952 5.50" 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -183 lb 3RG REQUIREMENTS shownare based ONLY 2x4 SPF 1650F -1.5E 5-2 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the >n the truss material at each bearing. PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE.LOAD CASES. - CBC -01 'Code. Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor = 1.00 TC. FORCE AXL BND. CSI Drainage must be provided to avoid ponding. THEY ARE BASED -ON 1.5" HANGER NAILS FOR Truss.Location = End Zone 1-2 10 0.00 0.64 0.65 End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No , Exp Category = C 2-3 -1739 0.03 0.64 0.67 Extensions above or below the truss -profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -375 0.00 0.56 0.56 (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 16.61 ft, mph = 80 (by others) for horiz. loads on the bldg. CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND' CSI ' 5-6 1725 0.17 0.38 0.55 - 6-7 1484 0.15 0.40 0.55 7-8 4 '0.00 0.40 0.40 WEB FORCE CSI WEB FORCE CSI ' 5-1 -212 0.21 3-6 315 0.11 1-9 0 0.00 3-7 -1303 0.99 2-5 -1848 0.93 4-7 878 0.30 2-6 175 0.06 4-8 -991 0.26 MAX DEFLECTION (span). L/999 MEM 6-7 (LIVE) LC L= -0.21" D= -0.1411. T= - 7-67-6-1 4 7-4-4 6-8-6 Joint Locations 7-6-14 14-11-2 21-7-8 1 0- 0- 0 6 10- 0- 0 2 7- 6-14 7 20- 0- 0 3 14-11- 2 8 .21- 7- 8 1 2 3 4 4 21-.77 8 -9 0- 0- 0 5 0- 0- 0 0.3 6710-0- SHIP .,0-0SHIP 3-6-1. l a 35" I 1 3-4 36 44 I I 24 J p ��®® W: W:508 W: W:508 O R:934 R: U:-177 U:-18-18 3 �J 21-7-8 5 6 7 8 1010-0-0 10-0 0m m 5/18/2006 10-0-0 20-0-0 2,l All plates are 20 gauge Truswal Connectors unless preceded by "MX'for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company YCTl p y.ou an russnoted. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles s rte ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install. BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. 9pl. PalmDesert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Wood 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1% WTCA 1'. Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'' (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax #,(760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32764 35" Job Name: plaza estado Truss ID: F05 Qty: 1 Drwg: 2 7- 6-14 7 RG X -LAC REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT'REACTION(S) 7- 8 4 21- 7- 8 1 0- 2-12 934 5.50" 1.50:: BC 2x4' SPF 165OF-1.SE ® See standard details (TX01087001-001 revl). Support 1 -177 lb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 2 21- 4-12 952 5.50 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -183 lb P RG REQUIREIMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 5-2 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the pl. Palm DesertCA. 92211 n the truss mateiial at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBC -01 Code. 1', WTCA 1' -wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- SUMMARY SHEETS' by WTCA TPI. Truss Plate Institute Is 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 (SCSI 143) and'BCSI and The (TPI) located at Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. _ THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location = End Zone 1-2 530 0.00 0.64 0.65 End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No Exp Category = C 2-3 -1739 0.03 0.64 0.67 Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -503 0.00 0.56 0.56 (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 16.61 ft, mph = 80 (by others) for horiz. loads on the bldg. + + + + + + + + + + + + + + + + + + + + + + CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI Designed for 3.0 K lbs drag load applied 5-6, 2819 "0.40 0.21 0.60 -evenly along the top chord to the chord 6-7 2940 0.41 0.21 0.62 @ ea. bearing (unless noted), concurrently ' 7-8 -3000 0.42 0.12 0.54 with dead + 0 % live loads. D.F. = 1.33 - Horiz. reaction = 3.0 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CS1 Connection (by others) must transfer equal 5-1 -212 0.21 3-6 990 0.41 load to each ply (or add-on) shown. 1-9 0 0.00 3-7 -1447 0.99 + + + + + + + + + + + + + + + + + + + + + + 2-5 -2174 0.93 4-7 . 962 0.31 2-6 630 0.21 4-8 -991 0.26 . MAX DEFLECTION (span) ' L/999 MEM 6-7 (LIVE) LC L= -0.21" D= -0.14" T= - 7-6-14 7-6-14' a 2 7.4-4 14-11-2 . 3 6-8=6 21-7-8 4 _ "Joint Locations 6 7 8 1 0- 0- 0 6 10- 0- 0 2 7- 6-14 7 20- 0- 0 3 14-11- 2 8 21- 7- 8 4 21- 7- 8 9 0- 0--0 5 0- 0- 0 'TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS 0.3� GAR ECr. o �1 3-4 36 1� 6-10-0 3-8 5-5 6-10-0 T T 31 SHIP 2-10-1 ' i 1 3-4 36 44 24 AA B1 B2 W:508 W:508 R:934R:952 -177 U:_183 P 21-7-8 (5 6 7 8 1010-0-0 10-0-0 m 5/18/2006 10-0-0 20-0-0 ml All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: Sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads' 'TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Re Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf P P 75-110 St. Charles ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm DesertCA. 92211 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports'. available as output from Truswai software, ' 'ANSI/TPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1' -wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- SUMMARY SHEETS' by WTCA TPI. Truss Plate Institute Is 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 (SCSI 143) and'BCSI and The (TPI) located at Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32766 35" Job Name: plaza estado Truss ID: F06 Qty: 3 Drwg: RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 934 5.50"1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support .1 -177 lb 2 21- 4-12 952 5.50" 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -183 lb RG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 5-2 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the, n the truss material at each bearing. PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBCr01 Code. - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE -AXL BND CSI. Drainage must be .provided to avoid ponding.. THEY ARE BASED ON 1.5': HANGER NAILS FOR Truss Location = End Zone . 1-2 10 0.00 0.64 0.65 End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No , Exp Category = C 2-3 -1739 0.03 0.64 0.67 Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -375 0.00 0.56 0.56 (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 16.61 ft, mph = 80 (by others) for horiz. loads on the bldg. CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 5-6 1725 0.17 0.38 0.55 6-7 1484. 0.15 0.40 0.55 7-8 4 0.00 0.40 0.40 WEB FORCE- CSI WEB FORCE CSI 5-1 -212 0.21 3-6 315 0.11 1-9 0 0.00 3-7 -1303 0.99 2-5 -1848 0.93 4-7 ' 878 0.30 2-6 175 0.06 4-8 -991 0.26 7-67-6-14 7-6-14 1 2 0.38 7-4-4 6-8-6 14-11-2 21-7-8 3- 4 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.21" D= -0.14" T= Joint_ Locations 1 0- 0- 0 6 10- 0- 0 2 7- 6-14 7 20- 0- 0 3 14-11- 2 . 8 21- 7- 8 4 21- 7- 8 9 0- 0- 0 5 0- 0- 0 O.GAR v5 O cc c C1 34 J�O� 6-10-0 3 6 3-6 5-5 6 10-0 / TSHIP t T G� 2-10-1 3-6-1 t� T l 3-4 3-6 4-4 2.4 B1 B2 508 R:934 R:952 R:934 R:952 U:-177' U:-183 2,_7-8 �Py 1010-" 10-0-0 m 5/18/2006 10-0-0 20-0-0 mlN All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Durfacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 17.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSvrPl 1', NYTCA V Truss 'BUILDING BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 -Wood Council of America Standard Design Responsibilities, COMPONENTSAFETY INFORMATION'- (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forcit and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32766 35" Job Name: plaza estado Truss ID: F07 Qty: 1 Drw : Eng. Job: EJ. Wo: pd01186 RG X -LOC REACT SIZE REQ'O TC 2x4 SPF 165OF-1.5E Web bracing required at each location shown.' UPLIFT REACTION(S) and done -in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy.' Dimensions DS nr• sb g ' '1 0- 2-12 934 5.50" 1.50" BC '2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support. 1 -177 lb A Com an You Can Truss! p y 2 21- 4-12 952 5.50" 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -183 lb 75-11 O St. Charles rte Ste -11 A s RG REQUIRE"ENTS shownare based ONLY 2x4 SPF 165OF-1. SE 5-2 THIS DESIGN IS THE COMPOSITE RESULT OF -This truss is designed using the and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI(TPI n the truss 6. terial. at each bearing GBL 13LK 2x4 HF STUD MULTIPLE 'LOAD CASES. CBC -01 Code. Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32767 PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location = End Zone 1-2 10 0.00 0.64 0.65 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No Exp Category = C 2-3 -1739 0.03 0.64 0.67 May use adequate staples for gable blocks. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -375 0.00 0.56 0.56 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height = 16.61 ft, mph = 80 Gable verticals are 2x 4 web material spaced End verticals designed for axial loads only. CBC Special Occupancy, Dead Load = 12.6 psf, 'BC FORCE AXL BND CSI at 16.0 o.c. unless noted otherwise. Extensions above or below -the truss profile - 5-6 1725 0.17 0.38 0.55 (if any) require additional consideration 6-7 1484 0.15 0.40 0.55 (by others) for horiz.. loads on the bldg. - 7-8 4 0.00 0.40 0.40 .- WEB FORCE CSI WEB FORCE CSI 5-1 -212 0.21 3-6 315 0.11 1-9 0 0.00 3-7 -1303 0.99 2-5 -1848 0.93 4-7 878 0.30 2-6 175 0.06 4-8 -991' 0.26 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.21" D= -0.14" T= 7-6-146-8-6 7-4-4 _ Joint Locations 7-6-14 14-11-2 21'-7-8 1 0- 0- 0 6 10- 07 0 2 7- 6-14 7 20- 0- 0 3 14-11- 2 8 21"- 7-. 8 1 2 3 4 4 21- 7- 8 9 0-- 0- 0 5 0- 0- 0 0.3 3-6 B7 W:508 R:934 U:-177 4-4 2-4. 6-10-0 T SHIP 3-6-1 1 B2 W:508 R:952 U:-183 21-7-8 5. 10 10-0-0 TYPICAL PLATE: 1.5-3 5/18/2006 10-00-0 20-0-0 qTm N All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd01186 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done -in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy.' Dimensions DS nr• sb g ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TR U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can Truss! p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 17.00 Rep Mbr End 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-11 O St. Charles rte Ste -11 A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 pl. 9pl. PalmDesert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI(TPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1% WTCA V. Wood Truss Council of America Standard Design Responsibiiities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 581 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Seqn T6.5.30 - 32767 35" Report Number: NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Management, Inc. National Testing, Inc. i origination Date: 07-2003. Revision No. C Accredited Quality Assurance / Control Agency XAS AA -583 AF #13 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit 1 867 Audit Date/Arrive/Depart:q-jc?-g,,� Fabricator's Name: �S�S : woR�S Location: 7_AeoRn.4 Does the Fabricator have a current Agreement with the Agency for Audit? ............................:.... Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... 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? ............................ Product Check I Yes _+/ No Yes No Yes No Yes —tG No Yes No Yes No Yes No Yes No Yes No Yes No L ---- CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" Plate Placement ANSI / TPI 2002 Plate Size ICC ES Plate to Wood Tolerance is within 1/32" Label Legibility - Labels on Site - stamps Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process Per AC -98 Any Test Performed or Witnessed Per AC -98 i ! is There Product Tractability Per AC -9a Any "CAR" Reports From Last Audit //' Per AC -98 I j Any Shut Downs or Disruptions In Production Per AC -98 Any Samples Taken y- Per AC -98 Any Test / Measuring Equipment That Requires Calibration V ' Per AC -981 i Does the Final Product meet UBC / IBC and National Standards? Required Signatures Fabricator Q.C. Supervisor Auditor for National P.O. Box 3426 Gillette, Wyoming 82 71 7-3 42 6 E -Mail. NIAgillette@vcrz.com Cellular Plzone: (307) 689-5977 Page One of nvo Association (307) 685-6331 Offxe (307) 685-6331 Fax 7 /T 7077T ('-60 / 144I.IU7U I nlC`VVA&AC Crly I r"IT • AT nnn-, . iA,, . , -, 7/, NATIONAL INSPECTION .ASSOCIATION W— i —c Quality Systems Management, Inc. 0 s National Testing, Inc. Report Number: /06 7 FINDINGS: Number of "Correction Action Requests" Issued: 7 /ons It was found that: h .. �. . Origination Date: 07-2003 Revision No. C- AP #14 L.aJL nl/ IV NICU IUCX 16VIGYY UVI IVUI 1Z U uy J1 I%— • ff It was found. that: - There ( Was / a o ) changes to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". It was found that: ' This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Have ) proper equipment for the proper shipping and delivery of trusses. Product Review: Roof Trusses: 12R^? 11 �5�. • z1 `f � ' i � ( I Floor Trusses: 1,30 1.5o I i Trusses that were Reviewed, ( Meet O eed Do Not Meet ) the Requirements of-thei U.B.C. the I.B.C. Code, the I.R.C. Code, the, NSI ational Standards and the Engineer's Specifications Comments: Code, I I I I I i uddtor for 1Vational Inspection Association / Quality Systems Management i i ! P.O. Box 3426 E -Mail: NIAggillette@vcn.com I Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 I Page Two of Two j 7r�77T �n n-1\17111 (307) 685-6331 Office (307) 685-6331 Fax Optional vent 3.4 GENERAL GABLE DETAILS FOR WIND LOAD BRACING opening per design drawing. 3-4 !a I I I I I I I I I I I I I —� Pd drawr design I X3-4. Connectorplates shown are forexample only. See actual truss design for required plate saes and orientation. Structural gable trusses will generally have diagonal and verScal members other that those shown above. Adequate staples or toe -nails may be used, and should be used to avoid any ovedap with primary structural etas. Gable truss is continuous beadna except as may be noted on individual design draw s. END (FACE) VIEW Max. 12- eave unless noted on drawing. Gable End Truss / + Brace Interval as specified on the approved engnineering drawing or standard Typical 2x slrongback dated or chart. (whaler) brace along bade face o1 gable, bracpop ed with 2 DWG# C002065035 REGULAR GABLE END TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND -USE 80% OF THE LENGTH (i.e. FOR 2X_ LUMBER, THE MAX. BRACE INTERVAL MAY BE T-9"). 4). IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. TO naping at diagonal brace, attached to sheathing and truss each end, typ. Truss spacings per designs. (24" max.) WALU BEARING SUPPORT SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING TX0108T001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. l REGS �A� GNARCF PPL CATION IOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR TAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS IE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT 'PLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO GBA -6 + or - 45 degree diagonal 2x_ (typ.) braced to roof sheathing as shown. + I Indicates stud members that require bracing) REGULAR GABLE END TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND -USE 80% OF THE LENGTH (i.e. FOR 2X_ LUMBER, THE MAX. BRACE INTERVAL MAY BE T-9"). 4). IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. TO naping at diagonal brace, attached to sheathing and truss each end, typ. Truss spacings per designs. (24" max.) WALU BEARING SUPPORT SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING TX0108T001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. l REGS �A� GNARCF PPL CATION IOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR TAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS IE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT 'PLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO GBA A I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIM-, 0E— V-0" O.G. /ASMI(, 2. 2x4#1 HF OR #2 DF PURLINS 4' - 0 " O.0 J. 2x4 01 HF OR b2 DF CONTINUOUS STIFFENER ATTACHED TO POST - 4. HIP TRUSS # i SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN 1( O S., EXTENDED END JACK TOP CHORD (TYPICAL).-.. 6 I) 6. COMMON TRUSS. I)4 7. HIP CORNER RAFTER.y l - p a. Ix.4CONTTNUOUSLATERAL G e ! v 1 9. EXTENDED BOTTOM C}i 1 X /JI� or �EC'iT4N At1 . t�idg ff ll J N RO I 1�I rF` RAL STABILITY OF ROflF"~�l•i t ®� S Aly Y IS PER BUILDING DESIGNER r 2 SETBf��ICK ON TRUSy DES��F 4` HIP TRUSSES 24" O.C. (TYPICAL) v 0 9'B ADEQUATE CONNECT! )N —0 BY MINTS (TYPICAL). ZIAE GATE (�Ov".mk .!v �G Raaf all rwtaa on this tfl�st and qlw a copy of k to the Erecting Conlraelat IOFM1 YWNi011r a,1ia v 0�L r N! 044A a,wo an 10.oK.anau wq.csd OJ M carp""ws WW%Aba ow YW ow* w ms am.n rwvW" d TR "Ai.A ow w wawa. No (w c,,0" ..ss.w.w 1« uw.uwr au r.cx o.ow.ow we HIP FRAMING DETAIL 1/21/98 M 4 W oa Y1.1 O..+y1 "COW .�. bY.Q npr." bl' M 1001 WOYq W". N n a 6d "W m %o 1"p cAaJ r 11 ss r vLod. to M ."d d and anosNr.p rW o+. Oa1w. cAOA .warp a.cw Dy. npa sA.1r.w0 www.w a+wxy wuuat vssss ovw.+..no1o". r.o.p 1tq.1. � qt W.Y w'PPa� OI �Ya�w.. a1..1t.1. a'11 b IW W rutlw.0 MPPR Th.OY.pd.Ml 1++1r nq a OV+i." w an. aAwd.l.aw M seAmAkowI STSMlaS +C u" N* w4wkwe m"wr d w.""" once" 1 M www cw.. cow Cw pi a cw+"s.".. ►a""cau. e.101 r41aa w bftW ti res lWWWAL SYSTEMS COfi MA WN suad+K..." YM R71bwp a/a"6arK •IAWCOu IaA+Aua• er inrww. alAun conn+" 31AMARO FOR Me TA1. PLATE COPIM& :O WOOD MI45W • 103%41.'KANDUNO ZIA. ANO e+ ly * -1 T' "c01►lcfw w000 TRUS5e 5' • O.&e1) r." `N►o1 SUklUARY SMLr M TT. The RauPuss Yrrr(T!gis wam at%3aoabi" w.., map"",WTNrn"afMw POW W • P.pw A.Wc+�eo VOW M WAbd Cl 1 ea0 CWVoC na Awn kW. SM 100. VftV*V al DC 20OX WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE, USE (2.) I 'iC,-PLA:iE,i .i. 'r •tiVki G' O.C. INTO TOP CHORD OF HIP GIRDER. FTI CONNEC TV• N OF "7icStAl :i:2i,CG 1S BASED ON BRACE FORCES DETERMINED BY THE BUILDING OESIGNER. NOTE: 6EMECED EEDGER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE A TO EITHER FACE OF TRUSS WITH iOd NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING COt AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY WA H (2) ®i9 ® THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILARrm �✓� V ID DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT I$ i:HSIRE: WONSlRILI7Y OF OTHERS TO VEP.IFY THE'AOEQU:IC1' :%t `. 4i9 UETAIL WIAMM IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE, TRUSWAL SYSTEMS ASSUMES NO I RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP 01ALI7Y. BEVEL CUT ON TOP CHORD OF TRUSS /T PC R "SEC N RY" R O 1 I� ee�;,�f.'. NO. T - 1T HFIGHT USS MUST LLOW OR THIS. 5 10 DATE: 812599 REF: HJ_ q t DES: L.M. SUPPORT REQUIRED E BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY GROSS SUPPORTING MEMBERS. EVERY 4'•0" MAXIMUM. 48" MAX. B 1. FOR REACTIONS OF 300# OR LESS THE TOP- CHORD MAY BE TOE -NAILED A TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. TYPICAL END JACK WITH J. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE VARYING TOP CHORD LENGTHS. REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 O NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE - NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING HIP GIRDER (ONE OR MORE PLY).HIP TRUSSES IDE>?I[:Mrh, - 7. f(:FER iO OTHER DETAILS FOR SPECIFiCAYIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE, USE (2.) I 'iC,-PLA:iE,i .i. 'r •tiVki G' O.C. INTO TOP CHORD OF HIP GIRDER. FTI CONNEC TV• N OF "7icStAl :i:2i,CG 1S BASED ON BRACE FORCES DETERMINED BY THE BUILDING OESIGNER. NOTE: 6EMECED EEDGER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE A TO EITHER FACE OF TRUSS WITH iOd NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING COt AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY WA H (2) ®i9 ® THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILARrm �✓� V ID DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT I$ i:HSIRE: WONSlRILI7Y OF OTHERS TO VEP.IFY THE'AOEQU:IC1' :%t `. 4i9 UETAIL WIAMM IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE, TRUSWAL SYSTEMS ASSUMES NO I RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP 01ALI7Y. BEVEL CUT ON TOP CHORD OF TRUSS /T PC R "SEC N RY" R O 1 I� ee�;,�f.'. NO. T - 1T HFIGHT USS MUST LLOW OR THIS. 5 10 DATE: 812599 REF: HJ_ q t DES: L.M. (11) 16d TOEhiAILED- DETAIL "A" LEDGER ATTACHED TO FACE OF TRUSS (ALTERNATE) 'At LE R ATTHIED -0 KING POST �0) 1coJ Ty-ujsS VC-V.T i ✓� z r.s�, h I . 1 FLAN VIEW HIP t ROSS / r 2X �- �jcnlN� Lu ,. „(CES.• Xa � a�J HIP TRUSS`S �,EiI7Fcj- ��Q GAR � Lu Cc TERN M I NA L HIP s rswsar�....� i r�l`lu'HKll Cllr KAFIER 81 SETBACK Truss ID: RAF -4 BCG X -LOC REACT SIZE REa'D TOP Mo 2x4 FL #1 & Btr. 1 0- 2- 8 623 4.95" 1.50" 2 11- 2-11 761 1.50" 1.50" SLIDER 2x4 FL #1 & Btr. PLATING BASED CN GREEN LLIBER VALUES tv: I Drw2: Plati0 sQec ANSI TPI - 1995 THIS 0 SIIS TFiE CMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICE10 RESEARCH REPORT, #16G7. Pernartertt bracing is reqjired (b7 others) to prevgtt rotation/tHltng. See HID -91 artd ANSI/TPI 1-1995; 10.3.4.5 wd 10.3.4.6. UPLIu�EACrt 1ICN(51� swat 2 -10t This t"ro"t is desig-ted using the UEI&-97 Code. Bldg _ Enc lqsed =Yes, End Zone = fb e FAirrtcane/Ocean Line = W ,Exp Categorryy = C Bldg L h - 93.00ft, Bldg idth = 3U.ODft, Mean roo height = 18.32ft; MPH = 70 Classification = 4, Dead Lbad = 12.0 psf LLY+D CASE #1 DESIGN LOADS Dir L.PIf L.Loc R. M. R.LDc LL/TL TC Vert .0 0- 0- 0 142.3 9-10-13 .53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 , 1 2 r2 83 5P3 -'s _ 6- t 3-54 (� 6 4 2-11-5 4-1.1 t 10 3-(o JSHIP 12 t 112" GAF MAX1F REGIS11-3-7 2-0-0 3 _ 11.1-]24 cV1. 'd �.� 3/15/99 ate s );t1p are 20 ga. unless shown by "its"�Ib ya.) ur Scale: 5/16" = 1' "H"(`.'6' a )� posi one per Joint Report. Circled plates and false frame a"esA_a ositioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Grecling Conlrnctor, TSF: 29.3 410: LLM10 This design is for an Individual building componeol. It has been bared on spccificatipns provided by the component nunufacturcr and done In Chk: Customer Name: TRUS W A L accordance the the current version re TPI and AFPA design er prior t ab cats responsibility it assumed for r shall as l accuracy. Dimensions are w be j verified by the component memhfacbarer and/or building designer prior to fabrication. The building designer shall ascertain dol the laid" utilized on Dsgnr : #LC' = 5 this design meet or exceed the loading imposed by the local buUding code. It is assumed that the lap chord is laterally braced by the roof or noor TC Live 16.0 psf DurFaes L=1 .25 P=1 .25 SYSTEMS sheathing and the bottom chord 6 laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown L for lateral support of cohapooenrs mcm6rs only to reduce buckling length. This component shall Dot be placed in any environment tial will cause the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 content of the wood exceed 19% and/or cause eoanector plate corroeinn. Fabricate, bundle, iosall and brace this truss in accordance with the following 4445 Nonhpuk Dr., Colo springs, co 80907 standards: 'TRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - BC Live .0 psf 0. C .Spacing 2- 0- 0 (QST-BR),'11ANDLINOINSTALLINO AND BRACINGME'rnLPLATE CONNECTED WOOD TRUSSES' -(1110-91)and 'IIIB-91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) is Incatcd at 583 D'Onafrin Drive, Madison, ll5scansi6 53719. The American Forest and Piper Deft Ratio: 1840 TC: L/18J Tp5.0 Version 04.30.98 Asaociation (AFPA) u faakd at 1250 Connecticut Ave, NW, Ste 200, Warlhington, DC 20036. TOTAL 40.0 psf l PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5 PSF 110" NO I TRUSS PRESSURE BLOCK PRESSURE BLOCK 3-10d WITH 4-I6d NAILS 3-10d 3-10d WITH 4-I6d NAILS 3-I0d MOM BOTTOM CHORD OF, a HIP NO. I TRUSS 2'-0" O.C. TYPICAL NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. i WITH 4-16d NAILS. BOTTOM CHORDS OF END J�FN,._ARE ATTAS ED WITH 3-10d NAILS AT EACH Fr'' ;�������: „', l SIDE VIEW END JACK PRESSURE BLOCK 3-{0d Pl7.EE CODE SPACING OA(E qn - II L5, II'(.nE 5n0uS 10Il1ir Q< Ono^S 10 15C[au lM hi%I INC 10.05 UI IlIlEO ON ITIS OES16'1 'E E' 0° t+GEED 'K "< 0V ll0 UW C00C 0° TW20 UBC. NA 5/{ 5197` "" - Ic IUII UE10 10.05 Iv°05EO 0+ nE SIPUCSIL'I. I'll I"( U''t l0•pS 1"°0510 0r loco u151nn{(Il cl lMlt{C n(CO°OS. rto nE 5na151011111 IS •S%L- 0 10^ OIKrIS1011I1 ICCIPK• r(°Ir+ Ill rS SnC(IE I(0 - - ��� Ulwr,na 0'1S r'nlnn to r+OalUllon cQrngCtOn o11 tC5 5"Ovu •a( InuSv•1.116 . IE, oa 70 GrGf, I aAnIC•IIo'1 IIILL CO"f'lr w1111 n'( Inl/lilt CO'1IP01 111 rrJ1(' pr It', °USS o111I 105111p1( Irflt 11q IK InUSw It. InUSC�" >.I'Nll Ill P114.15 '101 STCC it ItKI+ OLS14n1Ito Ill( 10 0C EDUI(I' 01'�IpfO A. OU101(S SI'1CIIl CjII PIG O'Ilr VI(ny fln•C116 IK OUI°f0 Or V1011IOUII 1°1055 rf✓0f^S IS npl(p 0'1 I"IS MI`InG _ L •••g1'at 6^ -CIU 1 1115111'1 vrWIS II'r IOn CIr0n0 Ip fll COr1I l'IUOU51• OnrCrp:' .�.. �*rv' c1 .Z � nn 11 pu tl 11 llr6 15 •rnl tip np,l.l'I-., 10 luf MI)o-. b'o1Wit ttl' q' 'Y u;pui tnIC11"4 Im/5515 Int (Ip110•^U 10 Sf It Tool SSS1T11; Ipr l(e ul o.npin11 I(..rpuln, 1 'onrC l'rfi •7nD 1OUS515 CIjCTC*RC' JiSiEliL7 IPnrlrr; rr'lll' IS rl wr r5 nlT/n14o 1p Ill -IM -1, rll rpnr•l t'r, urp 00•'1"pinL' Erin Ip (n �Irrrrr. ,rrp nEcu �(nprlla, 11011 r•tm corru;lo'1 rr Illsl calcEarrl,rc npTla Ilt:p rncula'. cll•IVI aln. Init^IOn 0"Awc, toc"1aK. CPrl1lE'11°5. •r'0 lot (110nOS 0 '"( muss '0 °^l •I •'I LPPpP(° D' «�1 —� IRUSWALSYSTEMSCOPPORANON I Su(11110•r nlpsscs 5"Ill '101 Of. ^frau 1 1'11 lrrrl110n-1"l 1'11 ,ITL C-1 I"t 'Of$'u^E cBKI("' uEttss l°r. 15 6CSI 0(I(^rl"EO 01 UwG, C� -000 Ip (Ictill 191 wl.u- CIUSE CaTq(IOII Pl1'E CO°^OS10.1 CIrBE° rn(n 101101101' tu0 I"t 15 001510E i, SCO°C or °(5^0115 1 0 11 1" Or IaUSvr( ,A4110OU', 01 f■TfaIE'+C( 410^( 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` ARCHITECTON A PARTICULAR PROJECT; NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A BLOCK _Aq-- BLOCK \. tX�--M BLOCK BLOCK i 0V C� BOT TOP PLATES CHORD O STUDS @ I LI! TRUSS A 16" O.C. SECT. A-ATyp (TYP. ) J ( ) I PROCEDURE: i 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAII_ 4 •PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC .-.i 3. , 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (O -A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE"AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS ' X' BRACING B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARI. WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR -WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON -:BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS BOT CHORD B 2 TOP P, T 1-16d COMMON NAIL OR i0 SIMPSON STC (OR EQUIV. ) US.S—C'I WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH 2X I SECT. C �lc;E TOP PLATE 1-16d COMMON NAIL OR r 4 " 0. C . SIMPSON STC J (OR EQUIV . TYP : ) TRUSS CLIP FILE CD -1 /FC�f�I = TRUS DATE:: 9/10./92 REF.: DES. BY: L.M. C-e"BY: \`r MAM/ AL TRUSVV QrA', .,� SYMMS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907' (800)322.4045 (719)598.5660 i FAX (719) 598.8463 DETAILS FOR CONVE"TIC,NAL.LY" I FRAMED VALLEY SETS. CENTER RIDGE P,AFTER I PLAN VIEW A DETAIL A VALLEY RAFTER i ( YP ) 2 -T6a / tl\I TOE NAILS 2 X 4 BLOCK WI? r (TYP) 4 -1oC PLAN VIEW DETAIL C 2x4 PURLIN TRUSS roax " CHORD ELEVATION VIEW Nola -a: The maximum Total Top Chord Load = 48 PSFI TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 Pcc The design for lateral loads and their cr-nneclionls is the responsibility of the Building Desist ar. The details GIRDER DESIGNED TO SUPPORT Provided address gravity and wind u !i..'oads on tY Per the UBC. "TIE-IN' TRUSSES The maximum wind speed is BS MPH. 25 fl Mean Roof Height (max.), Exp. C. i B 16d. box nails are lypial throughout, except as n fled (in details ). The Center Ridge Rafter (CRR ) is 2 x 5 stud. Attach this to the 1 x 8 wilh 4-16d loe nails 12 from tach face 0 Anach the C opposite end To the. lruss,lhe same. ELEVATION VIEW The Valley Rafters, purlins, and blockin.: rnweriallare 2 x it stud. The blocking must be spaced 24- O.C.^.ad be adequately braced in the lateral direction at 6-0-0 O.C. An^,ch this blocking to the Valley Rafter -ilh 3-16d. Anaen this blocking to the purlin with 2-16d. The trusxas below the valley are spaceC 24'0.0 1 The purlinc-are full length under the v2II4y sol and Lal be ins:attod al 24. O.C. They are to be attached lo'each overlappling truss lop chord with 2.164 nails. If ;hey are not one continuous lenlglh. add a 12' long nailer to the face of the truss lop chord —1.11 4-16dend one purlin section.. OE TAIL $ on the Iruss and begin the addilional seCl'on on Ih nailer. VALLEY RAFTER F. 1 x 8 perimeter runner musl,be atlacha:. Through the sheathing and info ea:h truss below "M 3-6d box nails. Th!s 1 x 8 loliovrs the outside orofiie of the valley. r I The Valley Ratners are spaced 24- O.C. '.:,'tach them to the CRR wi',h 1 5 2-115d too rT11Lgllik4,rfta (Ll a opposite and lq the 1 x IvAh 3�d toe nails. 2'X e BLOCK ° Ci i Air g� WITH 3 - 16gfj_'�c�,�''afA�( rfi n R4 r�cr_ v I 9 2 X 4 BLOCK WITH 2 -lea M_T=:z q=R �ET:.IL VALLEY RA=1i=R 2-t6a TO= NAILS Tp C,y' ASS T .O �p 7lt6" SHEATHING ELEVATION V1=W �f? TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719)' 598-8463 COCA 0031 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on mer.,joers for which it is required to reduce buckling length. Sealed engineering--awiriigs from Truswal will show the required number and approximate locations cbraces for each member needing bracing. In general, this bracing is done oy using Truswal Systems Brace -FM or a 1x or 2x member (attached to the top o-- bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are, other options (when CLB bracing is not possible or desirable) that will also satisfy bracing ^eeds for i^divid l al members (not building system bracing): I 1. A 1x or 2x structurally graded "T"brace may be nailed flat to -the edge of the member with 10d common or -box nails a -l.- 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum cf 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the. :1`11em ier may be nailed to one face of the member with 10d common. or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimus of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length, 3. Any member requiring more than two braces must use ,perpendicular bracing or a combination of scabs and "T" braces, .or an -v othler approved method, as specified and approved by the building resigner. 1. EXAMPLES 2. .� I "T" BRACE SCA L Please contact a Tri 90% L 90% L I enginee re any questio. 4'I a I Warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to property erect, brace, and connect the trusses to the building system. All of the Care and quality involved in the design and manufacture of wood trusses can be jeopardized if the trusses are not property handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION -AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the buildederector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked In arty way to Identity the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recornmendadons for Handling, Installing 8 Bracing Metal Plate Connected Wood Trusses (HIS), pub- lished by the Truss Plate Institute, andlor as specified In the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the root or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of Individual trusses within the roof or floor system. The design and connection of the bracing to the truss and Men to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load Uansler elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for 'all bracing as needed to resist these forces. UNLOADING •& LIFTING - AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout; all phases of construction, pre must be taken to avoid LATERAL BENDING of trusses,which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACTTHE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. O: SITE H4NDLING Spreader bar for .larger trusses ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION Proper banding and smooth ground allow for unloading!ol trusses without damage. This she done as dose to the building site as possible to minimize handling. DO NOT break banding unti lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prover 1 00 NOT STORE UNBRACED BUNDLES UPRIGHT i DO NOT STORE ON UNEVEN GROUNI I j 4.ti 12 'C: II trusses are Stored vertically, they shall bo breead N a 11 busses are stored hort omaby, bloctu V shoLkS t manner that vAe pm—if tippthg or toppan. Generally, ttneigM b ten bol Denten, or as required, to m oAting of low bannst ding h ooa Inprior to iruuan. bteril etbfterKfrg and moisture gain. CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUS During -long term storage, trusses shall be protected from the environment m a;manner. Vial prc for adequate ventilation of the trusses. 11 tarpaulins or other material is tised,-tttd ends shall be loft for ventilation. Plastic is not recommended, since it can trap ntdisture:'•+ ' ' HOISTi.N'G:_'.: ALL TRUSSES THAT ARE ERECTED ONE AT'ATIIAE�SHAL'1•BE HELD SAFELY"fN POS) BY THE ERECTION EQUIPMENT UNTIL SUCH TME' A5?ALL NECESSARY BRACING HAS 1 INSTALLED AND THE ENDS OF THE TRUSSES ARE;SECURELY FASTENED TO THE BUILD) AVOID' LATERAL BENDING :, Tagline up to 30 feet up to•30•feel',..• '' Truss sling is accoptable'where those criteria are met. SPREADER BAR SPREADER BAR MEAN Ta TOE IN TOE IN UuSA wgtthM2 to v' --i t�nns'lergovt� "'� ' up to 60 feet up to 60 feet Tagline Tagfine I Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spre: bar TOE IN'; if these lines should TOE OUT' the truss may laid in half. STRONGBACK/ SPREADER BAR STRONGSACK/ SPREADER BAR i . i it � 314 —„J I ou" =314 . over 60 feet ' over 60 feel Tagline M For lining trusses with spans in excess of 60 feel it is recommended that a strongbaddspreader bat used as illustrated. The strongbadx/spreader bar should be attached to the top chord and web memt at intervals of approxintalefy 10 feet. Further, the slrwtgbaiklspreader bar should be at or above mid -height of the truss to prevent overturning. The strongbarlJspreader bar can be of arty material t sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist be ing of the truss. BEGINNING THE ERECTION PROCESS It is knpor a it Ax the balder or emotion c WOMW to provide substantial bmang Ion the first truss erected. The two or more buses making w the real d the fast eel are tied to and rely upon the first truss for sWbilily. Ukewise, alter this Mat set of busses M edequelefy aoss•braceq the remaining busses installed rely upon Nis firs( sal fan stabliy. Tt m. the porbrm anm d the truss bracing "am depends to a great edam on how Well thefirstgroup of trusses it braced. GROUND BRACE - EXTERIOR - GROUND BRACE - INTERIOR Ono satisfactory methodfirst ties the Unit d trusses of to Another salisgmethod gory meod whom he'ghl of buAlding or a aches of braces thal aro attached b a alike driven into ground conditions prohibit bracing ttid n the exlerim is Io the ground and setiooy ancared. The ground brace tie the firs) Inuss rigidly in pIron the Irothe interior at the ilsefl should be surpported as shorn bobw or If is apt to floor leve .1provided the flow is wbstantaly tomplaled buckle. Additional ground braces In the opposite dace 'and capable of supporting the ground bracing forces. 1'bn, inside the bubdirg, are also mmwr&n dod• Securely tasten the fn's( truss to the middle of the Wild. Note: Lxme ground braces Ing• Braw�the bracing simlar to exterior ground bracing fall firs bus directly In 4" shown al en. Set busses from the middle toward the end with at rows of lop card chi• of the building. Properly cnossbrace to first set of trus- tinuous lateral bracing (either as bewe'romoving floor braces and seting ramaini g temporary a pemurani). busses. 2nd, 3rd 0 aN wssds .._ First truss 2 X 4 minimum Temporary support wall or temporary swf�ng (helps when installing First truss to be well long clear span Imsas) G—M brad before erection of addnional Units. Brace the bracing trtuses Ground bracing lotLeta. nand stakes Mrivri um Two /6d 4rA�,s Double Headed Nails r2x4 mkhimun size has • fan o.wr+wvw•a �.. . This level represents 1 12' lralion ' grooryundappikaMoor W ciln9b 'sttlons Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T , ERECTION TOLERANCE. I .. �1. Lenyth LerngN .y� mer d Length 11. h Wx d7 Length Ie m 3T . 1' Length 1610 3Z 7' --#— Phxnb Bob luingih 3z&—, .2* .Length 3Z 6 over . 2' Canplying win erection t0o.nces IS ethical to BrlYevirg an accaptablo root or Mar line, AND TO ACCOMPLISHING EFFECTNE BHACINO: g muses first erthfn1oierJnae lha fust time vAD provem the need far the h—dous pmetee of ,..pacing or eryu adig lr l when real sheetteng or real puNns em Installed. Inmos bang or bowing can muse nails to colas ae lap chords :Non aneatdng b applied, and create mnubti a Sue— on the.brarang, which Ls o begun muse OJ 0—Inokg. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN IH7O THE TOP CHORD OF THE TRUSSES. BRACING DO NOT,INSTALL TRUSSES. DO NOT -WALK ON: DO NOT WALK ON TRUSSES ON -TEMPORARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FLAT CONNECTED:SUPPORTS dirwclbn of naliklg M and-S.bo9.1, ue•gow?., soots. Dowing lodgers. 1 naps M. that s16 'pen d Tho tupporMlp sanuwrm shell be bras. it lratey and properly, placed .ar10' perrnenenoy e attachedW baldno buss 6slion. fiogvhe.•No bhnsoa shag Over ber Inswied on eih *fors or Moe Nal have tarn. : din of Ce pavers conectlorv•a' the oupporting slruw m. drecoon • NAJUNG SCASS'TO THE END OF THE BUILDIN70 or lance G 'rBCti . iling .BFACETHE FIRST TRUSS IS NOT RECCMMENOED All ne," d bmckV should be dons so tw halts am NAILS -)N- WITHDRAWAL: tr(,on, pnrpordk%Au,to•Vm tfmction of la ce, as shown WELL NAILED (PARALLEL RCE). torigM::;.. (PERPENDICULAR TO FORCE) BRACING RE?UIREMENTS FOR 3 PLANES OF ROOF Ternpaary «eebort braclrlg must be applied to three planes d to rod systom.lo onsum stability. Plane 1) Top Chord (Sheat i#V), Plane 2) Bottom Chord (eeiing plana), and Plane 3) Web!Member plane a venin( Plane Perp.Kicudar to Inlsaes. 1) TOP CHORD PLANE Moat Irpatanl b the bhrikler or 2) BOTTOM CHORD PUNS M order )o hold proper erection conbacor Is bracing In the plane of the top spacing on the bonen chord. temporary brackig Is res• chord. Truss lop nerds en suaeeptibla to lateral budtllrhg omaended an The dip of the bosom chord. betas bey aro braced or Sheathed, . TopChons.,Continuous Continuous lateral Web Web members lateral bracing bracing CarrYhuan latent 8olholrt Chisre D(a9onalrldng 0-Srg Minimum ?aaY10' eonorn Chard Minimum W.10' 96- bmcng Lapped ss rn• lateral bracing LV04S' over two trusses at Over two trusses a' to 70 ' each and. each and,, 2D' 20, . Corhnea end No, to scale, of bracing b rigid D).gon.) brad support a add dagonal spam d ovary 27 al biacng;al appraximaley 20' . 15' angle to trusses ' irhleKas (repeal al bon ends} , Long wars, heavy bads a other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closer spacing behreen lateral bracing and MAINTAINED AS BRACING IS INSTALLED to avoid VW closer intervals between 0iagauts Consult rte Wlldtlg hazlrdoue pnnitt d removing bracing b adjust spec. designer, HIS. OSB (Recwnnended Design Spedliee0on ing. This act of'adfusting spacing' Can Wtrse Musses to lor TmPoeary Sracirig of Metal -Plate Conceded Wood topple If ryvectiora ore reanwed al the rrrorhg ti+re Trusses) or WTCA's Tmss Technology for Builders TemporaryBracing Myer. DIAGONAL OR CROSS -BRACING 4S VERY IMPORTANT! 3) WEB MEMBER PLANE. -X- BRACING, AS SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGfO UNITS Continuous X•broag Lateral bracing Web membersFou'-15'"'1 IS- 4 mal. max Xbmcing should be Inslalwo on ver0ol web members whetover possible, of or near lateral bracing. Plywood sheathing may be -bstlu it far Xbmcing. cy Web members G A� Po�SkN LD \ Brace the bnncing div ` de•` Berton mads r DO NOT USE SHORT BLOCKS TO BRAC& INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN i DETAILING THEIR USE l! I REQUIREMENTS USING THE PRINCIPLES APPLY TO LLEL CHORD TRUSSES' Nota: Top lords and sane web mar bort am MI I �� shown, in order to make drawings oars readable. STACKING MATERIALS I DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE I Plotbrtn rsuat be rigidly braced NEVER STACK MATERIALS ON UNBRACED Proper drslitWOon of mulructbn rratoriahs is a must OR INADEQUATELY BRACED TRUSSES during consinleton. Aoeepuil le a�phsl oul• WN ase fold Deelrg wan. Ame e o ell d NEVER STACK -MATERIALS NEAR A PEAK I bearing vac 7� t Always stack materlals over two a mi ore uaaes. NEVER STACK MATERIALS ON THE Net t'o as. aT)• m&Anssn ban boating CANTILEVER OF A TRUSS a Ar• AYr 1 ' I RaOeMg 1110 mechanical conraelora ere Carroa'ud t0 si stedr icer ody it" ouutsbe supporting menders W dracty over inshos auVpwtL g mann. Trusses on lor NEVER OVERLOAD SMALL GROUPS OR Errtem.01 ouecaroshould"Laken wrlmloac%Vand sudtig SINGLE TRUSSES. POSITION LOAD OVER wrua-gilm materials (meed .0". mechanical Iwp- AS MANY TRUSSES AS POSSIBLE her°' ea.) on rte roof a noon syslem. j LI Panty (noun ' Sbapore for mocurhieal epuipnhera should be Ioealo0 at NEVER CUT ANY STRUCTURAL pan•( Poin1e 00i11ts) a ever mein supporting numbers• and only a1 Misses Hai have been designed far such MEMBER OF A TRUSS. bads. i . CAUTION NOTES Errors in Wading lir—anada dim.nsions, or errors by others shag be coneced M the contracts or nspasrbe ran• stnuctlorn Made subcontractor a supplier BEFORE erection at Musses begins! f Cutting of n Iftxclural ovetangs Is considered a pan of normal arssion and shell be done by the Winder a ertetion con tractor. Any field modification that involves the tuning. drii4ng, or mammon blurry structural buss nerrber a bonlacta plate shall col be dare vvitt ud the approval of the truss nunlbct ra or a `ceased design Profess oral. The r -.p and p—dunes odi ed >n belmd•II b wale nrr cite vasa! cars." .0- a— wrploy wi 0. sea Ind red wss.s SAFELY kit place H a eerrdeteasNtiaae. These rersrnvuorndaaon a b.aq was masa afgNla from the cea.etive asp. 'fence or (.wing" *" Per -W h ere woad truss kWaby, but mut M a cilia ni a resperisibot . W -N' , b. P_ - atilt as a GUIDE W use by It euegred bvil4ing dssiyer, buud.r, or rr. Z. oar u� —. This, die Wood Truss Cwhd a Awake e.pr.vty bsdakm .fly responsibility to, daft g wfeig ham die tine, apparirurL i tsa.e rwon ane remrr.rhwdatlorn std atau rrr• wort rzrhtakW trr.kh. , Saltier 1.1 and figures referenced a reproduced frac I11B and DSS by pemission of fhe Truss Plate Insuaite. Madison. WT. WOOD TRUSS COUNCIL OF AMERICA ffOne WTCA Center 6300 Enterprise Lane Madison, WI 53719 608274-4849 •608274-3329 faX wtCa@woodtruss.f.TMi • www.woodiruss.00m Copyrip 0 1986.2001 wood Tons C-11 d ArrWiq Report Number: NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Management, Inc. National .Testing, Inc. Accredited Quality Assurance / Control Agency 1AS AA -583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit 186.7 Audit Date/Arrive/Depart: Ur 19 -- cYn Origination Date: 07-2003 Revision No. C Ar #13 Fabricator's Name: R(1 SSC,U 0Rks Location: 7'AF 1n-q��C,� Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In -House, Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... 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? ..................... Product Check Yes � No Yes _,� No Yes ✓ No Yes _,� No Yes _� No Yes ✓ No Yes No Yes ✓ N o Yes No Yes No _L✓ CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" Plate Placement e3 e414,ANSI /TPI 2002 Plate Size ICC ES Plate to Wood Tolerance is within 1/32" Label Legibility - Labels on Site - StampsLabels CATEGORY: YES NO REMARKS Changes In Supervisory Personnel, Production Process t/ Per AC -98 Any Test Performed or Witnessed t/' Per AC -98 i Is There Product Tractability Per AC -98 Any "CAR" Reports From Last Audit f✓ Per AC -98 Any Shut Downs or Disruptions In Production Per AC -98 Any Samples Taken Per AC -98 Any Test / fileasuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards? T: Required Signatures Fabricator Q.C. Supervisor Auditor for National I spection Association P.O. Box 3426 E-JVail: NlAgillette@vcn.com I (307) 685-6331 Qffce Gillette, Wyoming 82 71 7-3 42 6 Cellular Plzone: (307) 689-5977 (307) 685-6331 Fax Page One of nvo ReportNumber: NATIONAL INSPECTION ASSOCIATION, INC. Quality Systems Management, Inc. National Testing, Inc. Orifi nasion Date: 07-200: Accredited Quality Assurance / Control Agency 1AS AA -583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit 1 867 Audit Date/Arrive/Depart: Fabricator's Name: ��S�SScc)o2�S Location:7'�AP.,QmjqCA Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? .............. Is an acceptable In- House. Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... 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? ........................... Product Check Revision No. C A.1% #13 Yes / No Yes _,� No Yes r✓ No Yes `� No Yes _�✓ No Yes ✓ No Yes ✓ No Yes ✓ No Yes No Yes No CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" AVP Plate Placement ei Ae4 ANSI /TPI 2002 Plate Size ICC ES Plate to Wood Tolerance is within 1132" Label Legibility - Labels on Site - Stamps 2Labels CATEGORY; YES NO REMARKS Changes In Supervisory Personnel, Production Process per AC -98 Any Test Performed or Witnessed Per AC -98 i Is There Product Tractability 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 Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards?� Required Signatures Fabricator Q.C. Supervisor Auditor for National I spection Association P.0. Box 3426 E -Hail. NTAgillette@vcn.com Gillette, Wyoming 82717-3426 Cellular Plaone: (307) 689-5977 Page One of nVo (307) 685-6331 Office (307) 685-6331 Fax N NATIONAL INSPECTION ASSOCIATION, INC. W—NU—r. Quality Systems Management, Inc. National Testing, Inc. t Origination Date: 07-200:j Revision No. C AF #14 Report Number. /047 FINDINGS: I Number of "Correction Action Requests" Issued: o/)� It was found that: Last AC 10 Manual Review, conducted by N.I.A., Inc.: 3—g27-0(2 It was found that: i There ( Was / a No ) changes to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the1AC 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Have proper equipment for theproper shipping and delivery of trusses. Product Review: Roof Trusses: IZ �is;* la iap Floor Trusses: i Trusses that were Reviewed, ( MeetO eed Do Not Meet ) the Requirements of the. U.B.C. Code, the I.B.C. Code, the I.R.C. iCode, the ANSI allona, Standards and the Engineer's Specifications. Comments: for National Inspeetiah Association /.,Quality Systems Management P.O. Box 3426 E -Mail: NIAgiUette@vcn.com I (307) 685-6331 Office Gillette, Horning 82717-342,6 Cellular Phone: (307) 689-5977 (307) 685-6331 Fax j Page Two of Two RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TOiEXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A BLOCK BLOCK ]R- BLOCK BLOCK ,f_ TOP PLATES i O L STUDS @ A 16" O.C. (TYP.) J SECT. A -A fSO4 ,6pR9 BOT CHORD PROCEDURE: _LLd 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXTITRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAI . 4 'PLACE NEXT -BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUr"3.3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (0,A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE' -AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS '!X' BRACING Z� B.C. OF TRUSS. OR ' END VERTICAL RUN i THROUGH TO BEARI i I 4 WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING 0 MUST BE SHIMMEDTO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACINGIS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS (TYP -) TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT CHORD _ BOT CH B 2 r " A" " , TOP P T d /will, ...................N� 1-16d COMMON NAIL OR 4" O.C. SIMPSON STC (OR EQUIV.) 2X4 BLOCKING 2X SECT. C TOP PLATE 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV. TRUSS CLIP FILE NO. CD -1 DATE: 9/10./92 REF.: DES. BY: L.M. BY: MI&WIAMASYSTEMS .1) TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 COC71003160A 1/10/01 J Use -Fs of Truswal engineering: I The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on meapers for which it is required to reduce buckling length. Sealed engineering df:-awings from Truswal will show the required number and approximate locations c` braces for each member needing bracing. In general, this bracing 'is done -by using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or- bottom edge of the member) running perpendicular to the trusses and adequately designed; connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or) desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structura.11y graded "T"brace may be nailed flat to- tie edge of the` member with 10d common or box nails a 8" o.c. if only one brace lis required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the. ;-member may Ue nailed to one face of the member with 10d commor; 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 minima; ; of 2x6 scabs 1 are required for any member exceeding 14'-0" in length. Scabs) must extend a minimum of 90% of the members length, 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and °T" braces, or any other approved method, as specified and approved by the building cPsig'er L Please contact a 90% L I enginee :O EXAMPLES 90% L SCAB �Q s �o � 1 Li re any questions �1 v •. r� JOB SITE HANDLING WC1 9 • Spreader bar for larger trusses GENERAL ° Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION TRUSS PLACEMENT PLANS (it required try! the CONSTRUCTION DESIGN .DOCUMENTS) is Proper banding and smooth ground allow for unloading of trusses without damage. This she required to property erect, brace, and connect tfie trusses to the building system. done as dose to the building site as possible to minimize handling. DO NOT break banding until All erty of Me pre and quality lnvolved in the design and manufacture of wood trusses can be jeopardized lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is preven if the trusses are not prophandled, erected, land braced. THE CONSEOUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OFTHE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION' AND NOT AS . A RESULT OF IMPROPER DESIGN OR MANOFACTURE. Prior to truss erection, the buildoderedor shall meet with the erection crew for a salety and planning Yi r meeting, making sure each crew member undei Lands his or her roles and responsibilities during the ' erection process. TEMPORARYERECTION BRACING DO NOT STORE UNBRACEO BUNDLES UPRIGHT Oo NOT STORE ON UNEVEN GROUNI Truasp are not marked In e w to (dent the uen any ey nY }req cy, or location of temporary erection bracing. All temporary bracing shall crampy with the latest edition of Commentary and Recommendations for Handling; Installing B Bracing Metal Plate Connected Wood Trusses (HIB), pub- c • '� lished by the Truss Plate Institute, anNor as spoofed in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. P •E R M A N E N T TRUSS BRACING. 1r Busses are sto ed wrti—ily. they shau loo Braced h e 11 trusses ere mored hortmmasy, Baking sapid t Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should manner "1 1111 P-1 thppkg or tappring, Generally, on e;gm to tan bot comers, or es requlrod. YD m beshown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- curing of ow banding is ow* just Prior to instaostlen, tatmal berhdihp end nxAsUm ga1n, uat compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be Installed by the building or erection contractor. This bracing is needed for the proper performance _ CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMACIMC TRUS of Individual trusses within the root or floor system. The design and connection of the bracing to the truss and then to the overall building system is tthe responsibility of the building designer, and is in addi- During -long term storage, trusses shall be protected from the environrment'in a;manner. that prc tion to the permanent bracing plan, which Is al i specified try the building designer. for adequate ventilation of the trusses. t tarpaulins or other material is ,ised,tha endssnam be left for ventilation. Plastic is not recommended, since it can trap rnoisitiW.1' ' HOISTI.N:G> `""•' ALL TRUSSES THAT ARE ERECTED ONE AT* A TIME!•SHAL'1' BE HF1D •SAFELY"IN POSI • •:r::.:i:i. " BY THE ERECTION EOUIPMEKT UNTIL SUCHTiME'ASi.�ALL NECESSARY BRACING HAS f INSTALLED ANDTHE ENDS OF THE TRUSSES ARE,SECURELY FASTENED TO TME BUILAI SPECIAL DESIGN REQUIREMENTS Ta Special design requirements, such as wind bracing,iportal bracing, seismic bracing, diaphragms, shear wells• or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HAN Beginning with the unloading process, and It to avoid LATERAL BENDING of Vusses; whit plates a( the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF COMPANY. IF USING A CRANE WITHIN 5 MILES OF At TO ERECTION TO LEARN ABOUT ANY SAI LE TRUSSES FLAT wghoul.all phases of construction, care must be taken can cause damage to the lumber and metal connector ELECTRIC LINE, CONTACT THE LOCAL POWER AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR T REGULATIONS THAT MUST BE FOLLOWED, SPREADER TOE IN AVOID• LATERAU,69N6ING up to 30 feet up to'3a'teol Truss sling is soceptade'where these criteria are mel SPREADER BAR R TOE IN TO TOE IN �t INV Approx. 1 j02 hgUh2/3 1 pprox 12111 ?IJ VMS= "'i up to 60 feet up to 601e r, Tagfine Use spreader bar in ALL other cases. It should be noted that the I'uhes from the ends of the spre bar 'TOE IN'; t these lines should 'TOE OUT- the truss may fold in halt. STRONGBACK/ SPREADER BAR STRONGBACKI SPREADER BAR (� • wins k�rgot hy1 APPML I �` truvi �*ngm hto yo Tagline over 60 feet ' t'— over 60 feet T. For lilting trusses with spans in excess of 60 leeL it is recommended that a strongbxWspreader ba used as illustrated. The strongbatddspreader bar should be attached to the top chord and web meml at intervals of approximately 10 feet. Further, the strongbaddspreader bar should be at or above mid-heighl of the truss to prevent overturning. The suongbadt/spreader bar can be of any material sufficient strength to safety carry the weight of the truss and sufficient rigidity to adequately resist be ing of the buss. BEGINNING THE o Or weOliort conlatclor 1.pERErovide CTION PROCESS :1 Is ImporMn) so, the Wsses making up the rest of Vw fest set aro lied to and rely upon the linst truss lot stability. Likewise, after Nis flirts set of truss- es IseOetyJaley cioss•Dracad, the remanng busses installed rely upon this fest set for stability, Titus, the padom* ante of the truss bracing system depends to a great extent on how well Ne:hiss group of trusses is braced. GROUND BRACE - EXTERIOR - GROUND BRACE - INTERIOR Ona satishciory method ties the first uM Of Intens On to Maher salisfadory method whore height of bolding or a series of braces that era attached to a stake driven Into grout -4 cepditions prohibit bracing from the exterior is to the ground and securely anchored. The ground Dace to the first Iniss rigidty in place from the interior at the itsoll should be supported as arwtm below,a 111, apt to floor hrmi.'provided the floor is substantially completed budde. AOdiuonal VOund braces In the opposite drec• 'and capable of supposing the ground bracing lorce& lion irulde Ise bdd'rcg, x also remnrnended. Securely fasten the first tnrss to the middle of the wad• Nae: Locate ground Oratec" Ing. Brawithe bracing similar to exterior ground bracing for flsi lnrss directly In Me shorn at left Set trusses from the middle toward the end with al rows Of top chord ooh, of the guiding. Propend oross•t am the first set of mess- dnumet lateral bracing (either es before removing floor braces and setting remaining temporary w parmarom). trews, �- 2nd, 3rd A stn trusses Rrst truss 2 X 4 minim.. Temporary support v all or temporary scaffolding (helps when installing First buss b no all torp dear span Irussos) Grand braced beton erection of addtional ante. Baca the Dndng Bearvg ler Goland Dating / ep Lamm ound stakes W.W*hum Two 16c .,e�oa`°h � f•, 9 Dade Headed Nags �2Xa minenum size Asx • waio.�evwwr., This larval mpresanls 1 irt• Station ground floor m singla story eppfitadats Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T .ERECTION TOLERANCE. g I ''.�'''''`� � �7. LangPh Length .� titer d P'-- Long I, T —L .1 • II Gyo or r Lengdh 1e to 32' . 1'• Length 1s to 3Y .. V N --F- Pnb Bob length 3Z 8 over .21 Length 3Z a war w r Compy'vg with •radon lolannces b cr bcW to adtlevirg an'acceplablo roof or roar fine, AND TO ACCOMPLISHING EFFECTIVE BRACING.•Seakhg busses witttlntcleraroe•the KM Orne will prer+em the nese W the hazarOw• Practlea of mspecirg or Wi rdnt) p)rssee Mon roll sheathing w root pwlins an Int1a11o4 Trusses boning or bowing an cause nags to miss Mo top chmids ivthen o oaating to applied, aid eroate c;rh l ra stresses on the.bncing• wlxdh Is a frequent cause or dominot g. WHEN SHEATHING. MAKE SURE NAILS ARE'DRrYEN INTO THE TOP CHORD OF THE TRUSSES.. BRACING* .t. v DO MlOT•INSTALL. TRUSSES DO NOF WALK ON. DO NOT WALK ON TRUSSES ON.TEMPORARILY UNBRACEDYAUSSES OR GABLE ENDS LYING FLAT CONNECT ED:SUPPORTS ) ' direction Of nallmg v roe anchors, happens. d?-dpn?iy ao•ls, bearingIeOgers, ails ' -m- that ars pert of Me supportirp iVuct m snot be b, apcuramy and propeny.pleced. and' permanently • . erlacoe Dolens bow statatla'lion. bogua.•No busses • . Shen ever be Irhaalled on ¢Fictions a best the hew lam- :'idir= of ce Pon7 mrXnxtforu-u0ne eippoNrg atnrcbrre. d-racn NAILING scAas'TO T)iE END OF THE BUILDING TO of brce •'esti •ilirg.BRACE'THERRST TRUSS IS NOT Ft COMMENDED NAILS'III WITHDRAWAL • er o"pretks a bracing o.ft 'bere none io dor nets ere WELL NAILED drhen peporrdklrW n�0a direction of torte, m thrown ��qs+ (PARALLFL FORCE) . .�I ngrtt :, • (PERPENDICULAR GE) BRACING REQUIREMENTS FOR 3 PLANES O 'c Temporary evecom bracing cwt be applied to three planes.a Ise roof systema ensure stab'tiy, -r. (ohastni ng)• Rene 2) B~ Chord (sTaV Pane), and Plane 3) Web'MemDe pane a vanicll r to 1) TOP CHORD PLANE Mood Important to the Wilder or 2) BOTTOM CHORD PLANE In to � i erection Contractor ls bracin In Ne plena of the top t pacing on the parent lord, to ret• chord. Tnrss top Bonds en sucmpt1do to lateral budding ommendod m the top of the bosom ' before May an wooed or s aotMQ-11 3) WEB MEMBER PLANE. -X -BRACING, AS SHOWN, IS CAITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING, REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS Contiiwous X•br0drg lateral bracing Web memoors 15-4 max Max X-0acing should be Installed on WRIca] web members whatever possile, of or new talent! bracing, Pfywood sheathing may be "tibted for X•bradrg. flag Web members - c 1'F�q`ag' Brom Ne P°,�ejOof bracing Bottom chords DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WfTHOUTe_ SPECIFIC BRACING PLAN DETAILING THEIR USE _ Ei I BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' Y•' Note: Top cords end some welt mentDers an not , sham, n order to make drawings mon readable. STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE PbDorm aunt be t�rigidly grow NEVER STACK MATERIALS ON UNBRACED Proper dstrieution of mnstnxybn matoReh is e res OR INADEQUATELY BRACED TRUSSES dXing O—Vumon. NEVER STACK -MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS si NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE Corcioua lateral Web n•r Web memers blateral wa w'9�a \\ (M bracing Ceral lslMl Bottom ChoreOlegoral recing praek'9 Minimum 2x4a10 Bosom Gard minimum 2x4+10 laleral bracing tapped ,teal Dratlrg lePPod war two trusses a ' told" war two trusses at 1 eadn arid. each and. _ 45. 20• - Noi to scale. Connectend of bracing to rigid . 01.9-1 bred support or add diagonal repeated every 20 at - batng, al approrimatey 20 as' angle to Inmea. ' intervals (repeal at both ends). - • Long spans, heavy bads Or other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closer spacing behveen lateral Draong and MAINTAINED AS BRACING IS INSTALLED to avoid the deer ntenmis between diagonals. Consult the wilding iAzerdoua practice of minovirg bang b adiust spec• do3Onar, NIB. DSB (AetvmmeMed Design SPzfi - ing. This ad of 'adjusting spacing' can ==set trusses to W Temporary B acing al Meal•Pta Cpxheaad Wool ildrs Tru=es) or WTCA's Truss Technology ler Bue to;* 0 connections aro -roved at the wrong (imp. Tempo-ry Bracing flyer. DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! NE ER CUT ANY STRUCTURAL arIMEMBER OF ATRUSS. bee" an Act:act o.erload Deering ors 4 Always sleek maleriab lever bva or there eUs . NO 10 exceed et)• maxima n bom Deering aro• e Roofing and mechanical contractors are audarod a stack materials "A" outslde supponM member, Or directly own inside AupporUrg mm bm Tnrsses an net des" ler dynamic bads (La, storing -hides) Extreme care should be liken when badng and era7Jrq mratn,ction materials (rolled roofing, medan:ral eoulp menL etc) on the rod a flow system. Sleeoa2 1 m 1 Panel Poen II Sleepers ler nadanioal equipmdre should be located n panel Point fonts) or over mein supposing manors, and any On busses that here been designed ler such bads. f CAUTION -NOTES n wilding Ines•endlor dmerabm or anon by others shot be mewed My On contractor w respo sMe rad• n trade subcontractor Or suppler BEFORE erection of Innsas begin• of noratnxtural ovadangs Is considered a pan Of normal emotion and ansa be done by the bider or eret..Wel can, Vector. Arty fad modification that kwoNes 0a cutting, drilling. Is, r•Idc OM of any uructunl buss member, or convector Mate s+nal not be done without Ne approve] of the truss manrtaeoaa or a licensed design ProleaslonaL ' The rrmt acs and procedures maned ars I tanae0 ft ansa• met ane overall eenstrueboo tachnias enplq.a we put (leer and rad trusses SAFELY W place in a mmpelw suuctua These rewrrrnerefatioru ler pnckg wood ft— originals tion the txeearive sm- done. d Is" tadairal penonel In the wood truss bal+ay, flu most. Otte to lir stat a relpeebbid.. hvavrd• pa presaaeo .elf as a GUIDE ler tae by a queered wkWV designer, buatlar, or ev oden carere0e,. Ree, nM Wood Toss Cour) of Ar nerka erpr•ssy dsdetru any nspo "for anagen arh*V hon Ina use, aPpo..-k w reliance an ace recommehdadpu and nbrrna- tion mM1airretl tntrNn Selected text and fgures referenced Or repro"ad tram HIB and DSS by pemrissm a the Ti -s Rate i scone, wdson. WI. VYIER"' WOOD TRUSS COUNCIL OF AMERICA W One TCA Center Enterprise Lane Madison, WI 53719 606274484-48 49.6082743329 fax Wlta®wOOd1In)5S.C6fTI www.WDODWss.com Copyright 0 1901.2001 Wood Trus Coed of Anwdp