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HomeMy WebLinkAboutTRUSSES - 04-00199 - 107 Star View Dr - New SFRJob Name: PHO-BARZEE Truss ID: Al Qty: 2 Drwg: I BRG X-LOC REACT SIZE REQ1D TC 2x4 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 1 0- 2-12 1400 5.500 5.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF 2 27- 9- 4 1400 5.50• 5.50• WEB 2x4 DFL STUD MULTIPLE LOAD CASES. BRG REQUIREMENTS shown are based ONLY GBL BLK 2x4 DFL STUD IRC/IBC truss plate values are based on an the truss material at each bearing Loaded for 10 PSF non -concurrent BOLL. testing and approval as required by IBC 1703 ASCE7-98 SNOW LOAD DESIGN CRITERIA: and ANSI/TPI and are reported in available TC FORCE AXL BND CSI Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00 documents such as ICBO #1607. 1-2 -2312 0.13 0.76 0.89 This truss is designed using the Gable verticals are 2x 4 web material spaced 2-3 -1560 0.01 0.75 0.77 ASCE7-98 wind Specification at 24.0 " o.c. unless noted otherwise. 3-4 -1560 0.01 0.73 0.77 Bldg Enclosed = Yes, Importance Factor = 1.00 Top chord supports 24.0 " of uniform load 4-5 -2312 0.13 0.76 0.89 Truss Location = Not End Zone at 35 psf live load and 8 psf dead load. Hurricane/Ocean Line = No , Exp Category = C Additional design considerations may be BC FORCE AXL BND CSI Bldg Length = 99.00 ft, Bldg Width = 50.00 ft required if sheathing is attached. 6-7 1905 0.27 0.54 0.81 Mean roof height = 24.09 ft, mph = 90 [+] indicates the requirement for lateral 7-8 1902 0.27 0.2S o.52 TPI Standard Occupancy, Dead Load 14.5 psf bracing (designed by others) perpendicular 8-9 1902 0.27 0.25 0.52 Designed as Main Wind Force Resisting System to the plane of the member at 48"intervals. 9-10 1905 0.27 0.54 0.81 and Components and Cladding Bracing is a result of wind load applied Gx.L 0.00 0.04 0.04 Tributary Area = 56 sqft to member.(Combination axial plus bending). GH.R 0.00 0.04 0.04 This truss requires adequate sheathing, as designed by others, applied to the truss WEB FORCE CS1 WEB FORCE CSI face providing lateral support for webs in 2-7 234 0.07 4-8 -848 0.88 the truss plane and creating shear wall 2-8 -848 0.88 4-9 234 0.07 action to resist diaphragm loads. 3-8 942 0.32 7-6-4 6-56-5 6-5-12 1 7-6_4 7-6-4 14-" 20-5-12 28-" 14-" 14-0-0 1 2 3 4 5 700 8-2-4 3- 0-0-4 3.5 .7.00 , UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -93 lb 2 -93 lb HORIZONTAL REACTIONS) support 1 -256 lb support 2 256 lb 8-2-4 SHIP 0-0-4 .==== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 7- 6- 4 7 7- 6- 4 3 14- 0- 0 8 14- 0- 0 4 20- 5-12 9 20- 5-12 5 28- 0- 0 10 28- 0- 0 28-" 6 7 8 9 10 77-6_4� 6-5.12 -1 6.5-12� 7.6_4 TYPICAL PLATE: 2-3 7-6-4 14-" 20-5-12 28-" 11 / 312004 All plates are 20 gauge Truswal Connectors unless preceded by "MV 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: BATT-BARRZEE This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' DGM ' 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 35.00 psf DurFaes L=1.15 P=1.15 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 TRUSWAL 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 7.50 pSf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any SYSTEMS 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.50 Design Spec IRC 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL psf 1101 4. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, TOTAL 50.00 Seqn T6.4.12 - 0 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. psf 2991 IJob Name: PHO-BARZEE Truss ID: A2 21 D BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1660 5.50" 1.77" BC 2x4 DFL #1 & Btr. 2 27- 9- 4 1660 5.500 1.771 WEB 2x4 DFL STUD BRG REQUIRmIENT8 shown are based ONLY Loaded for 10 PSF non -concurrent BOLL. on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg - 35 psf, Ce - 1.0, I - 1.0, Ct - 1.00 TC FORCE AYL 13ND CSI This truss is designed using the 1-2 -2198 0.02 0.69 0.72 ASCE7-98 Wind Specification 2-3 -1529 0.01 0.69 0.71 Bldg Enclosed = Yes, Importance Factor - 1.00 3-4 -1529 0.01 0.69 0.71 Truss Location - Not End Zone 4-5 -2198 0.02 0.69 0.72 Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 99.00 ft, Bldg Width - 50.00 ft BC FORCE AXL BND CSI Mean roof height - 24.26 ft, mph o 90 6-7 1777 0.25 0.10 0.35 TPI Standard Occupancy, Dead Load - 14.5 psf 7-8 1775 0.25 0.10 0.35 Designed as Main Wind Force Resisting System 8-9 1775 0.25 0.10 0.35 and Components and Cladding 9-10 1777 0.25 0.10 0.35 Tributary Area - 56 sqft WEB FORCE CSI WEB FORCE CSI 2-7 208 0.06 4-8 -756 0.85 2-8 -756 0.85 4-9 207 0.06 3-8 856 0.29 8-6-5 =0-4-5 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind MULTIPLE LOAD CASES. 1 -166 lb IRC/IBC truss plate values are based on 2 -166 lb testing and approval as required by IBC 1703 HORIZONTAL REACTIONS) : and ANSI/TPI and are reported in available support 1 -265 lb documents such as ICBO #1607. support 2 -265 lb 7-2-1 3 6-9-3 1 6-9-3 7-2-1 3 7-2-13 14-" 20-9-3 28-" 14-" 14-" 1 2 3 4 5 700 3-5 -0-0 28-0-0 •7.00� 6 7 8 9 10 7.2� 6.9� 6-9-3 ,� 7-2-13 7-2.13 14-" 20-9-3 28-0-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HIS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) . L/999 IN MEN 7-8 (LIVE) L- -0.100 D- -0.04" To - a --a- Joint Locations - --- = 1 0- 0- 0 6 0- 0- 0 2 7- 2-13 7 7- 2-13 3 14- 0- 0 8 14- 0- 0 4 20- 9- 3 9 20- 9- 3 5 28- 0- 0 10 28- 0- 0 11 / 3/2004 Scale: 5132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BAIT-BARZEE This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg nr' DGM ' ` ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads re TC Live 35.00 psf 7.50 DurFacs L=1.15 P=1.15 Rep M br Bnd 1.15 TRUSWAL utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead psf SYSTEMS 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 and brace this thus in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.50 psf Design Spec IRC 1101 N. Groat S.W. Pkwy.. Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, is located 1111 19th Street, NW, Ste 800, Washington, DC 20036, TOTAL 50.00 psf Segn T6.4.12 - 0 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) at L4" Job Name: PHO-BARZEE Truss ID: A3 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. GBL BLK 2x4 DFL STUD Loaded for 10 PSF non -concurrent BCLL. ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg a 35 psf, Ce a 1.0, I a 1.0, Ct = 1.00 Gable verticals are 2x 4 web material spaced at 24.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 35 psf live load and 8 psf dead load. Additional design considerations may be required if sheathing is attached. [+1 indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 48"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. 8.6-0 8-6-0 1 2 3 4 5 6 7 8 9 700 2.5 5-6 •7.00 1 Drwg: UPLIFT REACTIONS) Support C&C Wind Non -Wind 1 -13 lb 2 -13 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed " Yes, Importance Factor a 1.00 Truss Location Not End Zone Hurricane/Ocean Line a No , Exp Category a C Bldg Length = 99.00 ft, Bldg Width a 50.00 ft Mean roof height a 22.49 ft, mph = 90 TPI Standard Occupancy, Dead Load = 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area - 34 sqft 4-11-12 SHIP 0-0-4 =a=== Joint Locations ===== 1 0- 0- 0 10 0- 0- 0 2 2- 6- 0 11 2- 6- 0 3 4- 6- 0 12 4- 6- 0 4 6- 6- 0 13 6- 6- 0 5 8- 6- 0 14 8- 6- 0 6 10- 6- 0 15 10- 6- 0 7 12- 6- 0 16 12- 6- 0 8 14- 6- 0 17 14- 6- 0 9 17- 0- 0 18 17- 0- 0 17-0-0 10 11 12 13 14 15 16 17 18 TYPICAL PLATE: 2-3 11 / 312004 OVER CONTINUOUS SUPPORT 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: 9132" = V TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy.. Arlington TX 76011 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 utilized on this designmeet imposed or exceed the loading imped by the local building code and the particular application. The dcsign assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSIlrPi 1'.'WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job:.EJ. Chk: BJS Dsgnr' DGM ' WO: BATT-BARZEE TC Live 35.00 psf TC Dead 7.50 psf BC Live 0.00 psf BC Dead 7.50 psf TOTAL 50.00 psf DurFaes L-1.15 P-1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2. 0- 0 Design Spec [RC Seqn T6.4.12 - 0 Wob Name: PHO-BARZEE Truss ID: B1 Qty: 1 Drwg: I BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1300 5.50" 5.50" BC 2x4 DFL #1 & Btr. 2 25- 9- 4 1300 5.50" 5.50" WEB 2x4 DFL STUD BRG REQUIREMENTS shown are based ONLY GBL BLK 2x4 DFL STUD on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. ASCE7-98 SNOW LOAD DESIGN CRITERIA: TC FORCE AXL BND CSI Pg - 35 psf, Ce a 1.0, I = 1.0, Ct - 1.00 1-2 -2145 0.10 0.62 0.72 This truss is designed using the 2-3 -1447 0.01 0.65 0.66 ASCE7-98 Wind Specification 3-4 -1447 0.01 0.65 0.66 Bldg Enclosed " Yes, Importance Factor a 1.00 4-5 -2145 0.10 0.62 0.72 Truss Location a Not End Zone Hurricane/Ocean Line a No , Exp Category a C BC FORCE AXL BND CSI Bldg Length = 99.00 ft, Bldg Width a 50.00 ft 6-7 1768 0.25 0.49 0.74 Mean roof height a 23.80 Et, mph 90 7-8 1765 0.25 0.22 0.47 TPI Standard Occupancy, Dead Load = 14.5 psf 8-9 1765 0.25 0.22 0.47 Designed as Main Wind Force Resisting System 9-10 1768 0.25 0.49 0.74 and Components and Cladding GH.L 0.00 0.04 0.04 Tributary Area a 52 sgft GH.R 0.00 0.04 0.04 WEB FORCE CSI WEB FORCE CSI 2-7 211 0.07 4-8 -788 0.70 2-8 -788 0.70 4-9 211 0.07 3-8 880 0.29 7-7-4 0-0-4 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. Gable verticals are 2x 4 web material spaced at 24.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 35 psf live load and 8 psf dead load. Additional design considerations may be required if sheathing is attached. 1+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 48"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 77-0-4 5-1_ 112 5-1� 7-0� 7-0-4 13-0-0 18-11-12 26-0-0 13-M 13-0-0 1 2 3 4 5 700 -7.00 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -88 lb 2 -88 lb HORIZONTAL REACTIONS) support 1 -236 lb support 2 236 lb 7-7-4 SHIP 0-0-4 a=a=a Joint Locations =a = 1 0- 0- 0 6 0- 0- 0 2 7- 0- 4 7 7- 0- 4 3 13- 0- 0 8 13- 0- 0 4 18-11-12 9 18-11-12 5 26- 0- 0 10 26- 0- 0 26-0-0 6 7 8 9 10 TYPICAL PLATE: 2-3 77-0-4 5-11-12 1 5-1� 77-0-4 11 / 312004 7-0-4 13-0-0 18-11-12 26-0-0 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. Scale: 3116" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' DGM ' 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 35.00 psf DurFacs L=1.15 P=1.15 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 TRUSWAL 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 7.50 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 SYSTEMS environmrnt 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 1 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, BC Dead 7.50 Design Spec IRC ANSI/TPI 1'.'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL psf 1101 N. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf Seqn T6.4.12 - 0 24" lJob Name: PHO-BARZEE Truss ID: B2 Qtv: 7 Drwq: I BRG X-LOC REACT SIZE RHQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1560 5.50" 1.66" BC 2x4 DFL #1 & Btr. 2 25- 9- 4 1300 5.50" 1.50" WEB 2x4 DFL STUD BRG REQvIRECRUS shown are based ONLY Loaded for 10 PSF non -concurrent BOLL. on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg a 35 psf, Ce a 1.0, I a 1.0, Ct a 1.00 TC FORCE AYL WM CSI This truss is designed using the 1-2 -2042 0.02 0.59 0.61 ASCE7-98 Wind Specification 2-3 -1423 0.01 0.59 0.60 Bldg Enclosed a Yes, Importance Factor a 1.00 3-4 -1423 0.01 0.59 0.60 Truss Location a Not End Zone 4-5 -2042 0.02 0.59 0.61 Hurricane/Ocean Line a No , Exp Category a C Bldg Length a 99.00 ft, Bldg Width a 50.00 ft BC FORCE AYL BND CSI Mean roof height - 23.97 ft, mph a 90 6-7 1656 0.24 0.06 0.30 TPI Standard Occupancy, Dead Load 14.5 psf 7-e 1654 0.24 0.10 0.34 Designed as Main Wind Force Resisting System 8-9 1654 0.24 0.10 0.34 and Components and Cladding 9-10 1656 0.24 0.06 0.30 Tributary Area a 52 sgft WEB FORCE CSI WEB FORCE CSI 2-7 181 0.06 4-8 -699 0.70 2-8 -699 0.70 4-9 181 0.06 3-8 767 0.26 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind MULTIPLE LOAD CASES. 1 -161 lb IRC/IBC truss plate values are based on 2 -82 lb testing and approval as required by IBC 1703 HORIZONTAL REACTIONS) and ANSI/TPI and are reported in available support 1 -245 lb documents such as ICBO #1607. support 2 245 lb 12" 6-5-14 6-fi2 6-66-6 2 6-5-14 6-5-14 13-M 19-6-2 26-0-0 13-M 13-0-0 1 2 3 4 5 7.00 3-5 -0� 2fi-0-0 -7� 7 8 9 10 6-5-14 6-0-2 6-6-2 6-5-14 6-5-14 13-0-0 19-6-2 26-0-0 9-1-1 SHIP t-4 =0.4-5 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. aaaaa Joint Locations ac=== 1 0- 0- 0 6 0- 0- 0 2 6- 5-14 7 6- 5-14 3 13- 0- 0 8 13- 0- 0 4 19- 6- 2 9 19- 6- 2 5 26- 0- 0 10 26- 0- 0 11 / 3/2004 Scale: 5132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: DGM 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 35.00 psf DurFaes L=1.15 P=1.15 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 TRUSWAL 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 7.50 psf Rep Mbr Bnd 1.15 SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, Design Spec IRC 'ANSVfPI 1% VTCA 1' - Wood Truss Council of America Standard Design Responsibilities, WANDLING INSTALLING AND BRACING METAL BC Dead 7.50 psf 1101 N. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES'- (RIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf Seqn T6.4.12 - 0 Job Name: PHO-BARZEE Truss ID: B3 Qty: 5 Drwg: I DR! X-LOC REACT SIZE REQID TC 2x4 DFL #1 & Btr. 0- 2-12 1560 5.50" 1.66" BC 2x4 DFL #1 & Btr. 2 25- 9- 4 1560 S.50" 1.66" WEB 2x4 DFL STUD BRG REQUIRWOMS shown are based ONLY Loaded for 10 PSF non -concurrent BOLL. on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg a 35 psf, Ce = 1.0, I a 1.0, Ct - 1.00 TC FORCE AYL BND CSI This truss is designed using the 1-2 -2042 0.02 0.59 0.61 ASCE7-98 Wind Specification 2-3 -1423 0.01 0.59 0.60 Bldg Enclosed a Yes, Importance Factor a 1.00 3-4 -1423 0.01 0.59 0.60 Truss Location a Not End Zone 4-5 -2042 0.02 0.59 0.61 Hurricane/Ocean Line a No , Exp Category a C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft BC FORCE AXL BND CS Mean roof height a 23.97 ft, mph a 90 6-7 1656 0.24 0.06 0.30 TPI Standard Occupancy, Dead Load a 14.5 psf 7-8 16S4 0.24 0.10 0.34 Designed as Main Wind Force Resisting System 8-9 1654 0.24 0.10 0.34 and Components and Cladding 9-10 1656 0.24 0.06 0.30 Tributary Area = 52 sqft WEB FORCE CSI WEB FORCE CSI 2-7 181 0.06 4-8 -699 0.70 2-8 -699 0.70 4-9 181 0.06 3-8 767 0.26 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind MULTIPLE LOAD CASES. 1 -161 lb IRC/IBC truss plate values are based on 2 -161 lb testing and approval as required by IBC 1703 HORIZONTAL REACTIONS) and ANSI/TPI and are reported in available support 1 245 lb documents such as ICBO #11607. support 2 -245 lb 6-5-14� 6-6� 6-6-2 6-5_ 141 6-5-14 13-M 19.6-2 26-0-0 13-M 13-M 1 2 3 4 5 7.0 - 3-5 -7� i2-0-0 i 2F -0-00 26-0-0 7 8 9 10 6-56-514 6-6.2 1 6-6-2 6-514 6-5-14 13-M 19-0-2 26-" 9-1-1 SHIP MO-4.5 All plates are 20 gauge Truswal Connectors unless preceded by "NIX" 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 IN MEN 7-8 (LIVE) L= -0.09" Da -0.04" Ta - ==a== Joint Locations as==a 1 0- 0- 0 6 0- 0- 0 2 6- 5-14 7 6- 5-14 3 13- 0- 0 8 13- 0- 0 4 19- 6- 2 9 19- 6- 2 5 26- 0- 0 10 26- 0- 0 11/ 3/2004 Scale: 5132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' DGM ' manufacturer to be verified by the component manufactuand/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 35.00 psf DurFaes L=1.15 P=1.15 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 TRUSWAL 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 7.50 Rep M br 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 SYSTEMS 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.50 Design Spec IRC 'ANSIITPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL psf 1101 N. Great S.W. Pkwy., AdIngton TX 76011 PLATE CONNECTED WOOD TRUSSES'- (H1B-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf Seqn T6.4.12 - 0 12" lJob Name: PHO-BARZEE Truss ID: B4 Qty: 4 Drwg: I BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 1611 5.500 1.50• BC 2x4 DFL #1 & Btr. 2 25- 9- 4 1452 5.50• 1.55" WEB 2x4 DFL STUD BRG REQUIRMIENTS shorn are based ONLY IRC/IBC truss plate values are based on on the truss material at each bearing testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available TC FORCE AXL BND CSI documents such as ICBO #1607. OL- 1 92 0.01 0.32 0.34 Left Overhang(s) are not to be removed. 1-2 880 0.12 0.61 0.74 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 2-3 -1226 0.01 0.61 0.62 Left Overhang Soffit loading a 0.0 psf 3-4 -1226 0.01 0.60 0.60 4-5 -1851 0.02 0.60 0.61 BC FORCE AXL BND CSI 6-7 -631 0.00 0.21 0.21 7-8 1146 0.14 0.21 0.35 8-9 1147 0.07 0.22 0.29 9-10 1490 0.21 0.11 0.32 10-11 1492 0.21 0.07 0.28 WEB FORCE CSI WEB FORCE CSI 2-7 -2125 1.00 3-9 571 0.19 2-8 168 0.05 4-9 -705 0.71 2-9 -248 0.24 4-10 184 0.06 ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg a 35 psf, Ce = 1.0, I a 1.0, Ct - 1.00 6-7-10 6-4-6 6.6 2 6-5J� 6-7-10 13-0-0 19-6-2 26-M 13-" 13-" 1 2 3 4 5 F7.00 3-5 -7� A'0-1 21- -" 26-0-a UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -225 lb 2 -152 lb HORIZONTAL REACTION(S) support 1 -280 lb support 2 -280 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location a Not End Zone Hurricane/Ocean Line a No , Exp Category - C Bldg Length - 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 23.97 ft, mph a 90 TPI Standard Occupancy, Dead Load = 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area - 52 sgft 9-1-1 SHIP =0-4-5 MAX DEFLECTION (span) : L/999 IN MEN 8-9 (LIVE) La -0.07" D= -0.03" T= - MAX DEFLECTION (cant) : L/986 IN MEM 6-7 (LIVE) La -0.03" Da -0.01" T= ===== Joint Locations ===== 1 0- 0- 0 7 2- 2-12 2 6- 7-10 8 6- 7-10 3 13- 0- 0 9 13- 0- 0 4 19- 6- 2 10 19- 6- 2 5 26- 0- 0 11 26- 0- 0 6 0- 0- 0 6 7 8 9 10 11 2-2-12 _j 4� 6-6 6.6-2 6-5-14 -I 11 / 3/2004 2-2-12 6-7-10 13-0-0 19-6.2 26-0-0 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr'' DGM 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 35.00 psf DUrFaCS L=1.15 P=1.15 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 TRUSWAL 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 7.50 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any SYSTEMS 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.50 Design Spec IRC 'ANSUTPI 1','WTCA I'- Wood Thus Council of America Standard Design Rcsponssbilities,'HANDLING INSTALLING AND BRACING METAL psf 1101 N. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. Washington, DC 20036. TOTAL 50.00 psf Seqn T6.4.12 - 0 LO" )4" Job Name: PHO-BARZEE Truss ID: C1 Qty: 1 Drwg: I TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. GBL BLK 2x4 DFL STUD Loaded for 10 PSF non -concurrent BOLL. ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg = 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00 Gable verticals are 2x 4 web material spaced at 24.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 35 psf live load and 8 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 48"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 4.4-5 0-0-4 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. r 7-5-4 1 7-5.4 1 2 3 4 5 6 7 700 -7.00� s.s 14-10-8 10 11 12 13 14 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -57 lb 2 -20 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length o 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 22.18 ft, mph = 90 TPI Standard Occupancy, Dead Load = 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 30 sqft 4.4-5 HIP 0-0-4 TYPICAL PLATE: 2-3 OVER CONTINUOUS SUPPORT 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. = == Joint Locations 1 0- 0- 0 8 0- 0- 0 2 3- 5- 4 9 3- 5- 4 3 5- 5- 4 10 S- 5- 4 4 7- 5- 4 11 7- 5- 4 5 9- 5- 4 12 9- 5- 4 6 11- 5- 4 13 11- 5- 4 7 14-10- 8 14 14-10- 8 11 / 3/2004 Scale: 11132" =19 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' DGM ' are to be verified by the component manufacturer and/or budding designer prior to fabrication. The building designer must ascertain that the loads TC Live 35.00 psf DurFacs L=1.15 P=1.15 utilized on this design mat or exceed the loading unposed by the local building code and the particular application. The design assumes that the top chord TRUSWAL 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 7.50 psf p Re M br Bnd 1.15 p noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any SYSTEMS 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 750 ea Design Spec IRC g p 'ANSVrPI 1','WTCA 1' - Wood Thus Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL .p psf 1101 N. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoirio Drive, 50.00 Seqn T6.4.12 - 0 Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL psf Job Name: PHO-BARZEE Truss ID: C2 Qty: 9 Drwg: I BRG X-LOC REACT SIZE REQ4D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1004 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 14- 7-12 1004 5.50" 1.50" WEB 2x4 DFL STUD ERG REQuiREMErrrs shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. an the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg - 35 psf, Ce - 1.0, I = 1.0, Ct - 1.00 TC FORCE AXL END CSI This truss is designed using the 1-2 -953 0.01 0.63 0.64 ASCE7-98 Wind Specification 2-3 -953 0.01 0.63 0.64 Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location Not End Zone BC FORCE AXL END CSI Hurricane/Ocean Line = No , Exp Category - C 4-5 699 0.07 0.33 0.39 Bldg Length - 99.00 £t, Bldg Width - 50.00 ft 5-6 699 0.07 0.33 0.39 Mean roof height = 22.35 ft, mph - 90 TPI Standard Occupancy, Dead Load - 14.5 psf WEB FORCE CSI WEB FORCE CSI Designed as Main Wind Force Resisting System 2-5 222 0.07 and Components and Cladding Tributary Area = 30 sgft 4-8-6 I0 4-5 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF Support C&C Wind Non -Wind MULTIPLE LOAD CASES. 1 -142 lb IRC/IBC truss plate values are based on 2 -142 lb testing and approval as required by IBC 1703 HORIZONTAL REACTIONS) and ANSI/TPI and are reported in available support 1 -136 lb documents such as ICBO #1607. support 2 -136 lb 7-5-4 7-5-4 7-5_4 14-10-8 i 7_5-4 1 7-5-4 1 1 2 3 700 s.s _7.00 5-10-2 SHIP =0-4-5 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L- -0.10" D. -0.04" T= - ==_=. Joint Locations ===== 1 0- 0- 0 4 0- 0- 0 2 7- 5- 4 5 7- S- 4 3 14-10- 8 6 14-10- 8 2-0-0 2� 0-0 ~-i 14-10.8 4 7-5�5 7-5-4 11 / 3/2004 7_5.4 14-10-8 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. Scale: 1t4" =1' WARMNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: GATT-BARZEE This design is for an individual building component not truss system It has been based on specifications provided by the component rnanuficturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: DGM 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 35.00 psf 7.50 DurFacs 1-=1.15 P=1.15 Rep Mbr Bnd 1.15 TRUSWAL 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 islaterally 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 psf SYSTEMS environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this thus in accordance with the foilowing standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 7.50 psf Design Spec IRC 1101 N. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste $00, Washington, DC 20036. TOTAL 50.00 psf Segn T6.4.12 - 0 4" IJob Name: PHO-BARZEE Truss ID: C3 BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 5412 5.50" 2.890 BC 2x6 DFL SS 2 14- 7-12 5412 5.50• 2.89" WEB 2x4 DFL STUD BRG REQuiR8lums shwa, are based ONLY Loaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing ASCE7-98 SNOW LOAD DESIGN CRITERIA: Pg a 35 psf, Ce = 1.0, I = 1.0, Ct = 1.00 TC 1-2 FORCE -7168 AXL BND 0.17 0.17 CSI 0.34 + + + + + + + + + + + + + + + + + + + 4 + + Nail pattern shown is for PLF loads only. 2-3 -5079 0.06 0.09 0.15 Concentrated loads MUST be distributed to 3-4 -5079 0.06 0.09 0.15 each ply equally. On multi -ply with hangers, 4-5 -7168 0.17 0.17 0.34 use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten - BC FORCE AYL BND CSI ers as indicated from the back plys, or use 6-7 6132 0.25 0.26 0.51 any other approved detail (by others). 7-8 6072 0.25 0.21 0.46 + + + + + + + + + + + + + t + 4 + + + + + + 8-9 6072 0.2S 0.21 0.46 9-10 6132 0.25 0.26 0.51 WEB FORCE CSI WEB FORCE CSI 2-7 2044 0.34 4-8 -2144 0.22 2-8 -2144 0.22 4-9 2044 0.34 3-8 4723 0.79 4-8-6 I0-4-5 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. Permanent bracing is required (by others) to prevent . Sea HIB-91 ANSI/TPI r1-1995nor/toppling ANSI/TPI 1-2002. and 2-PLYI Nail w/10d BOX, staggered (per NDS) in: TC- 2/ft BC- 4/ft WEBS- 2/ft 4-1-2 3.4-2 i 3-4-2 4-1-2 1 4-1-2 7-5-4 10-9-6 14-10-8 7-5-4 1 7-5-4 I 2-PLYS 1 2 3 4 5 REQUIRED 700 -7.00� 5.B 2 DnN • UPLIFT REACTIONS) Support C&C Wind Non -Wind 1 -341 lb 2 -341 lb HORIZONTAL REACTIONS) support 1 -136 lb support 2 136 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed Yes, Importance Factor a 1.00 Truss Location Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length a 99.00 ft, Bldg Width 50.00 ft Mean roof height = 22.35 ft, mph = 90 TPI Standard Occupancy, Dead Load = 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 206 sqft ----------LOAD CASE #1 DESIGN LOADS--------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 85.00 0- 0- 0 85.00 14-10- 8 0.8 BC Vert 607.71 0- 0- 0 607.71 14-10- 8 0.6 5-10-2 SHIP IO-4-5 a==== Joint Locations =__== 1 0- 0- 0 6 0- 0- 0 2 4- 1- 2 7 4- 1- 2 3 7- 5- 4 8 7- 5- 4 4 10- 9- 6 9 10- 9- 6 5 14-10- 8 10 14-10- 8 2-" 2-"~-i � 14-10-8 6 7 8 9 10 4-1-2 3-4.23.4-2 4-1-2 1 1/ 3/2004 4-1-2 7-5-4 10-9-6 14-10.8 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. Scale: 114" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE 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 Chk: BJS Dsgnr• DGM 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 36.00 psf TC Dead 7.50 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 TRUSWAL utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal softwae, 'ANSVrPI 1', WrCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLMG INSTALLING AND BRACING METAL BC Dead 7.50 psf Design Spec iRC 1101 N. Great S.W. Pkwy.. Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio ]hive, It It 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf Segn T6.4.12 - 011 Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at Ll" Job Name: PHO-BARZEE Truss ID: A Qty: 2 Drwg: I BRG X-LOC RRACT SIZE REQOD TC 2x4 DFL #1 & Btr. 1 0- 2-12 619 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 8- 3- 1 127 S.50" 1.50" WEB 2x4 DFL STUD 3 8- 3- 1 268 S.50" 1.50" SCAB 2x4 DFL #1 & Btr. BRG REQIIIREMNTS shown are based ONLY ASCE7-98 SNOW LOAD DESIGN CRITERIA: on the truss material at each bearing Pg = 35 psf, Ce = 1.0, I - 1.0, Ct = 1.00 SCAB(s) (cross -hatched area) to be same size TC FORCE AXL BND CS1 and grade as chord to which it is attached. 1-2 -849 0.00 0.23 0.23 Use 2 scabs (1 ea. face) if indicated. Use 2-3 -45 0.00 0.25 0.25 10d nails @ 3" O.C. staggered, per NDS, 3-0 -3 0.00 0.00 0.00 plus clusters if shown. Do not splice scab unless noted otherwise. BC FORCE AYL BND CSI 4-5 825 0.12 0.17 0.29 5-0 O 0.00 0.00 0.00 WEB FORCE CSI WEB FORCE CSI 2-5 -853 0.22 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO #1607. Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB-91 and ANSI/TPI 1-1995 or ANSI/TPI 1-2002. Shim bearings (if needed) for req. support. 4-10-12 4-10-12 2. g- 2-10-0 8.5.13 3-7-1 8-5-13 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -227 lb 2 -76 lb 3 -61 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 99.00 ft, Bldg Width - 50.00 ft Mean roof height - 20.89 ft. mph - 90 TPI Standard Occupancy, Dead Load - 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 24 sqft ----------LOAD CASE #1 DESIGN LOADS--------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 0.00 0- 0- 0 141.48 7- 0-13 0.8 TC Vert 42.50 7- 0-13 42.50 8- S-13 0.9 BC Vert 0.00 0- 0- 0 24.97 7- 0-13 O.0 BC Vert 7.50 7- 0-13 7.50 8- 5-13 O.0 2-0-14 2-7-10 SHIP MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.07" D= -0.03" To - ===== Joint Locations ===== 1 0- 0- 0 4 0- 0- 0 2 4-10-12 5 8- 5-13 3 8- 5-13 8-5-13 8-5-13 11 / 3/2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "NIX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7116" = V WAIWTNG Read all notes on this sheet and a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE give This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' DGM ' 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 35.00 psf DurFaes L=1.15 P=1.15 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 TRUSWAL 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 7.50 psf 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 SYSTEMS envi nnmerit 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.50 psf Design Spec IRC 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL 1101 N. Great S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and MIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive. DC 20036. TOTAL 50.00 Seqn T6.4.12 - 0 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, psf 1.0" IJob Name: PHO-BARZEE Truss ID: J2 Qty: 4 Drwg: I BRG Y-Lot: REACT SIZE RBQ*D TC 2x4 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 1 0- 2-12 363 5.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF 2 1-10- 0 74 5.50" 1.50" IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 3 1-10- 0 29 5.50" 1.50" testing and approval as required by IBC 1703 ASCE7-98 SNOW LOAD DESIGN CRITERIA: BRG REQUIRMONTS shown are based ONLY and ANSI/TPI and are reported in available Pg - 35 psf, Ce = 1.0, I = 1.0, Ct - 1.00 on the truss material at each bearing documents such as ICBO #1607. Mark all interior bearing locations. Shim bearings (if needed) for req. support. Install interior support(s) before erection. TC FORCE AXL BND CSI 1-2 13 0.00 0.03 0.03 2-0 -5 0.00 0.00 0.00 BC FORCE AYL BND CSI 3-4 24 0.00 0.03 0.03 4-0 0 0.00 0.00 0.00 2-02-0-12-1 2-0-12 3.0 — UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -136 lb 2 -36 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 20.27 £t, mph = 90 TPI Standard Occupancy, Dead Load - 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area a 4 sqft 3-4 0-10-1 0-10-1 T 0-3-14 1-3-13 1 SHIP 2-0-0 2-0-12 MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) Lo 0.00" D= 0.00" To ===== Joint Locations ===a= 1 0- 0- 0 3 0- 0- 0 2 2- 0-12 4 2- 0-12 2-0-12 2-0-1-0-12 11 13I2004 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0132" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsilnifity is assumed for dimensional accuracy. Dimensions Dsgnr• DGM ' • 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 35.00 psf DurFacs L=1.15 P=1.15 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 TRUSWAL 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 7.50 Rep Mbr Bnd 1.15 rested. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf SYSTEMS environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software. BC Dead 7.50 Design Spec IRC 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL psf 1101 N. Great S.W. Pkwy., Artington TX 76011 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036, TOTAL 50.00 psf Seqn T6.4.12 - 0 00" Job Name: PHO-BARZEE Truss ID: J3 Qty: 4 Drwg: I BRG Y-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 1 0- 2-12 463 5.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF 2 3-10- 0 150 5.50" 1.50" IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 3 3-10- 0 53 5.50" 1.50" testing and approval as required by IBC 1703 ASCE7-98 SNOW LOAD DESIGN CRITERIA: a BRG REQUIREMENTS shown re based ONLY and ANSI/TPI and are reported in available Pg = 35 psf, Ce = 1.0, I - 1.0, Ct = 1.00 on the truss material at each bearing documents such as ICBO #1607. Mark all interior bearing locations. Shim bearings (if needed) for req. support. Install interior support(s) before erection. TC FORCE AXL BND CSI 1-2 32 0.00 0.17 0.17 2-0 -5 0.00 0.00 0.00 BC FORCE AYL BND CSI 3-4 53 0.00 0.14 0.14 4-0 0 0.00 0.00 0.00 300 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -157 lb 2 -75 lb This truss is designed using the ASCE7-98 Wind Specification Bldg Enclosed Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line a No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 20.52 ft, mph = 90 TPI Standard Occupancy, Dead Load = 14.5 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area a 8 sgft 4-0-1 2� 4-0-12 MAX DEFLECTION (span) : L/999 IN MEN 3-4 (LIVE) L- -0.01" Do -0.01" To - __=== Joint Locations ===== 1 0- 0- 0 3 0- 0- 0 2 4- 0-12 4 4- 0-12 1-4-1 1-4-1 3-4 1-9.13 10-3-14 SHIP z-0-0 4-0-12 3 4 4-0-12 11 / 312004 OVA 32SUPPORTS 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: 13t16" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: BATT-BARZEE This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BJS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' DGM ' 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 35.00 psf DurFacs L=1.15 P=1.15 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 TRUSWAL 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 7.50 psi Rep Mbr Bnd 1.1 S noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any SYSTEMS environment that will cause the moisture content of the wood to exceed l9•/" and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, BC Dead 7.50 Design Spec IRC 'ANSI/TPI l', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL psf 1101 N. Groat S.W. Pkwy., Arlington TX 76011 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and IUB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Seqn T6.4.12 - 0 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf D2n Job Name: PHO-BARZEE Truss ID: J4 Qt : 17 Drw : BRG S-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec : ANSI/TPI - 1995 RESULT OF UPLIFT REACTIONS) Support C&C Wind Non -Wind 1 0- 2-12 560 5.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE 2 5- 9- 4 300 5.50" 1.50" WEB 2x4 DFL STUD MULTIPLE LOAD CASES. 1 -171 lb 2 lb BEG REQUXREMENTS shown are based ONLY ASCE7-98 SNOW LOAD DESIGN CRITERIA: 1. 0, Ct 1.00 IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 -93 This truss is designed using the an the truss material at each bearing Pg End = 35 psf, Ce = 1.01 I a a verticals designed for axial loads only. and ANSI/TPI and are reported in available ASCE7-98 Wind Specification TC FORCE AXL BND CSI Extensions above or below the truss profile documents such as ICBO #1607. Bldg Enclosed = Yes, Importance Factor a 1.00 1-2 50 0.00 0.42 0.42 (if any) require additional consideration Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Category a C (by others) for horiz. loads on the bldg. , Bldg Length a 99.00 ft, Bldg Width = 50.00 ft ND BC FOR CB AYL sND csi FORCE Mean roof height - 20.76 ft, mph a 90 3-4 O.0.30 0.30 TPI Standard Occupancy, Dead Load - 14.5 psf Designed as Main Wind Force Resisting System WEB FORCE CSI WEB FORCE Css and Components and Cladding 2-4 -3 0.04 Tributary Area = 12 sgft 09" 66-" 6-0-0 300 'j-z 2-" 6-M 2-3-10 SHIP =a=== Joint Locations ­­ 1 0- 0- 0 3 0- 0- 0 2 6- 0- 0 4 6- 0- 0 6-0-0 6-0-0 11 / 3/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 518" =1' a?,� TRUSWAL SYSTEMS 1101 N. Great S.W. Pkwy., Arlington TX 76011 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 taus 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 arc to be verified by the component mufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads an utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1', VTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoflio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job:.HJ. Chk: BJS Dsgnr' DGM ' WO: GATT-BARZEE TC Live 35.00 psf TC Dead 7.50 psf BC Live 0.00 psf BC Dead 7.50 psf TOTAL 50.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec IRC Sean T6.4.12 - 0