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Home My WebLink About65605_Shops.pdf Lft Heel-to-Peek: 15-5-4 Rgt Heel-to-Peek: 14-11-10 File Name: A Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21416 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: A Qty: 1 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 21 2232 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 20 21 23 22 4-9-4 4-9-4 TYPICAL PLATE : 1.5X4 10X12 3X6 3X4 3X10 3X4 3X10 3X4 3X6 7X8 4X5 3X4 3X8 S=3X8 4X5 3X8 R6X8 3X8 3X4 3X4 0-4-0 B1 W:308 R:1715 U: B2 W:308 R:1745 U: 21-6-0 0-10-8 1-2-8 1-0-0 11-11-0 1-4-0 W12-0-0 x H8-1-14 12-7-12 C10-11-0 & FH0-11-14 T1 T1 1 2 B1 2 1T 3 2 1 2 1 B2 T3 T3 1 1 1 2 3 4 5 6 1 1 1 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 1715 3.50" 2.31" 2 21-4-4 1745 3.50" 2.74" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 64 0.00 0.01 0.01 1-2 -1736 0.00 0.39 0.40 2-20 -1009 0.00 0.39 0.39 20-21 332 0.01 0.31 0.32 21-22 313 0.01 0.32 0.33 22-9 -1009 0.00 0.40 0.40 9-10 -1718 0.00 0.36 0.37 9-10 134 0.01 0.08 0.09 FTC FORCE AXL BND CSI 3-4 -427 0.00 0.17 0.18 4-5 -2465 0.12 0.29 0.41 5-6 -2660 0.13 0.21 0.34 6-7 -2660 0.13 0.24 0.38 7-8 -555 0.00 0.18 0.18 BC FORCE AXL BND CSI 11-12 922 0.10 0.23 0.33 12-13 2617 0.40 0.17 0.57 13-14 2617 0.41 0.16 0.57 14-15 3609 0.58 0.15 0.73 15-16 2642 0.41 0.16 0.57 16-17 2642 0.41 0.15 0.56 17-18 2642 0.61 0.22 0.83 18-19 944 0.18 0.24 0.42 WEB FORCE CSI WEB FORCE CSI 2-3 820 0.58 8-9 814 0.64 12-3 765 0.55 18-8 793 0.61 4-12 -1472 0.33 4-13 -100 0.02 4-14 866 0.33 5-14 -347 0.06 5-15 -179 0.04 6-15 -189 0.04 7-15 1032 0.39 7-16 -87 0.01 7-18 -1446 0.33 SLDRR -1850 0.28 TB FORCE AXL BND CSI 20-23 -1428 0.29 0.00 0.29 23-22 -1428 0.29 0.00 0.29 AW FORCE CSI AW FORCE CSI 21-23 66 0.03 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2, 18-9 FTC 2x4 SPF #1/#2-CAN BC 2x4 SPF C1650F1.5E 2x4 SPF #1/#2-CAN 17-19 WEB 2x4 SP #3 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP #3 WEDGE 2x6 SPF C1650F1.5E SLIDER 2x4 SPF #1/#2-CAN PLT BLK 2x6 SPF C1650F1.5E GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Attic room load = 45 psf, plus any added loads indicated. Room LL Defl. is L/360. 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf One row of cross bridging (X-bracing) may be required at centerline of room per NDS. Attic collar tie requires lateral restraint shown, or rigid sheathing is required. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. HORIZONTAL REACTION(S) : support 1 385 lb support 2 385 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.05 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 43 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 -0-10-8 64.00 0-0-0 0.62 TC Vert 60.00 0-0-0 60.00 4-9-4 0.67 TC Vert 80.00 4-9-4 80.00 9-0-0 0.50 TC Vert 60.00 9-0-0 60.00 12-10-0 0.67 TC Vert 80.00 12-10-0 80.00 17-0-12 0.50 TC Vert 60.00 17-0-12 60.00 21-6-0 0.67 TC Vert 80.00 21-6-0 80.00 22-8-8 0.50 BC Vert 20.00 0-0-0 20.00 21-6-0 0.00 3-8 V 90.00 4-11-0 90.00 16-11-0 0.89 20-22 V 20.00 9-0-0 20.00 12-10-0 0.00 ...Type... lbs X.Loc LL/TL Fastener TC Vert 60.0 22-8-8 1.00 BC Vert 81.5 4-9-4 0.00 BC Vert 81.5 17-0-12 0.00 MAX DEFLECTION (span) : L/839 MEM 5-6 (LIVE) LC 55 L= -0.30" D= -0.15" T= -0.45" MAX DEFLECTION (cant) : L/267 MEM OL-1 (LIVE) LC 7 L= -0.06" D= 0.01" T= -0.05" ===== Joint Locations ===== 1 0-0-0 13 7-2-12 2 4-9-4 14 9-8-4 3 4-9-4 4 15 12-1-12 4 7-2-12 16 14-7-4 5 9-8-4 17 16-0-0 6 12-1-12 18 17-0-12 7 14-7-4 19 21-6-0 8 17-0-12 20 9-1-12 9 17-0-12 21 10-11-0 10 21-6-0 22 12-8-4 11 0-0-0 23 10-11-0 12 4-9-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 8-10-2 Rgt Heel-to-Peek: 7-8-6 File Name: AA Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21417 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AA Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 4.00 7.00 Scale: 1/4" = 1' 1 2 3 4 5 4-3-12 4-3-12 4-0-15 8-4-11 3-3-15 11-8-10 3-3-15 15-0-8 6 7 8 9 10 4-3-12 4-3-12 4-0-15 8-4-11 3-3-15 11-8-10 3-3-15 15-0-8 3X4 3X8 6X8 3X8 6X8 2.5X4 7X10 10X12 2.5X4 4-2-0 B1 W:308 R:4750 U:-86 B2 W:308 R:6605 U: 2-PLYS REQUIRED 15-0-8 1-2-8 0-5-5 7-1-7 7-1-7 7-4-10 T1 T2 B1 1 2 3 4 5 6 7 (13) 10d 3-2-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 4-3-12 4750 3.50" 2.43" 2 14-10-12 6605 3.50" 3.90" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 40 0.00 0.10 0.10 1-2 499 0.06 0.19 0.24 2-3 -4159 0.06 0.19 0.25 3-4 -4787 0.08 0.05 0.14 4-5 -2564 0.03 0.09 0.12 BC FORCE AXL BND CSI 6-7 -436 0.00 0.17 0.17 7-8 582 0.00 0.17 0.17 8-9 2247 0.08 0.23 0.31 9-10 323 0.00 0.23 0.23 WB FORCE AXL BND CSI 10-5 -3474 0.26 0.50 0.76 WEB FORCE CSI WEB FORCE CSI 2-7 -3233 0.28 2-8 4087 0.71 3-8 -1287 0.11 4-8 3110 0.51 4-9 -1578 0.15 5-9 5120 0.88 5-10 -3474 0.76 TC 2x4 SPF #1/#2-CAN BC 2x6 SP SS WEB 2x4 SP #3 Lumber shear allowables are per NDS. Plates outside the truss perimeter are designed for the location shown only (DO NOT MOVE!) and may be trimmed or folded. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-4 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. Building Designer shall provide adequate bearing area and anchorage. ...........BEARING AREA REQUIRED........... ID Brg Size Min Size -or-Min Area 2 0-3-8 0-3-14 11.7sqin UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -86 lb HORIZONTAL REACTION(S) : support 1 448 lb support 2 448 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.65 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 281 sqft Vertical members exposed to wind: 10-5 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 -1-2-8 64.00 0-0-0 0.62 TC Vert 60.00 0-0-0 60.00 15-0-8 0.67 BC Vert 20.00 0-0-0 20.00 3-10-12 0.00 BC Vert 10.00 3-10-12 10.00 13-10-12 0.00 BC Vert 10.00 13-11-0 10.00 15-0-8 0.00 ------------CRITICAL POINT LOADS ------------------Type X.Loc Max/Dur Min/Dur BC Vert 4-10-12 1081/1.15 29/1.33 BC Vert 6-10-12 1081/1.15 29/1.33 BC Vert 8-10-12 1666/1.15 171/1.33 BC Vert 10-10-12 1666/1.15 171/1.33 BC Vert 12-10-12 1666/1.15 171/1.33 BC Vert 14-11-0 2787/1.15 285/1.33 MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 46 L= -0.06" D= -0.05" T= -0.11" 0.11" MAX DEFLECTION (cant) : L/999 MEM 6-7 (LIVE) LC 46 L= 0.05" D= 0.02" T= 0.07" EX.WB DEF CRITERIA:L/120 IN MEM 10-5; T= -0.11" ===== Joint Locations ===== 1 0-0-0 6 0-0-0 2 4-3-12 7 4-3-12 3 8-4-11 8 8-4-11 4 11-8-10 9 11-8-10 5 15-0-8 10 15-0-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 8-10-2 Rgt Heel-to-Peek: 7-8-6 File Name: AB Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21418 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AB Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 4.00 7.00 Scale: 3/16" = 1' 1 2 3 4 4-3-12 4-3-12 4-0-15 8-4-11 6-7-13 15-0-8 5 6 7 8 4-3-12 4-3-12 4-0-15 8-4-11 6-7-13 15-0-8 3X4 3X4 6X8 3X5 2.5X4 4X8 2.5X4 4-2-0 B1 W:308 R:1023 U:-297 B2 W:308 R:713 U:-320 15-0-8 1-2-8 3-4-0 0-5-5 9-0-12 7-1-7 9-4-0 T1 T2 B1 1 2 3 4 5 SHIP BRG X-LOC REACT SIZE REQ'D 1 4-3-12 1023 3.50" 1.50" 2 14-10-12 713 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 40 0.01 0.17 0.18 1-2 836 0.19 0.28 0.47 2-3 -481 0.00 0.28 0.28 3-4 -679 0.01 0.26 0.27 BC FORCE AXL BND CSI 5-6 -746 0.08 0.11 0.19 6-7 -684 0.00 0.31 0.32 7-8 343 0.00 0.33 0.33 WB FORCE AXL BND CSI 8-4 -652 0.11 0.68 0.79 WEB FORCE CSI WEB FORCE CSI 2-6 -911 0.16 2-7 864 0.30 3-7 -509 0.10 4-7 696 0.30 4-8 -652 0.79 TC 2x4 SP SS 2x4 SPF #1/#2-CAN 1-3 BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed This design does not account for long term per ANSI/TPI 1-2002 time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -297 lb 2 -320 lb HORIZONTAL REACTION(S) : support 1 459 lb support 2 459 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.63 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 30 sqft Vertical members exposed to wind: 8-4 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/923 MEM 3-4 (LIVE) LC 40 L= -0.14" D= -0.07" T= -0.21" MAX DEFLECTION ((cant) : L/999 MEM OL-1 (LIVE) LC 35 L= -0.05" D= -0.03" T= -0.08" EX.WB DEF CRITERIA:L/120 IN MEM 8-4; T= 0.23" ===== Joint Locations ===== 1 0-0-0 5 0-0-0 2 4-3-12 6 4-3-12 3 8-4-11 7 8-4-11 4 15-0-8 8 15-0-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 19-10-1 Rgt Heel-to-Peek: File Name: AC1 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21419 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AC1 Qty: 1 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. The 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + + + + 7.00 OVER CONTINUOUS SUPPORT Scale: 3/16" = 1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 2-5-10 2-5-1015 16 17 18 19 20 21 22 23 24 25 26 27 2-5-10 2-5-10 TYPICAL PLATE : 1.5X4 3X4 S=3X5 2.5X4 17-1-10 9-11-15 9-11-15 T1 T2 1 B1 2 3 4 5 6 7 8 9 10 11 12 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Gable verticals are 2x 4 web material spaced Pfmin = 5 psf at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.92 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 34 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 15 0-0-0 2 2-5-10 16 2-5-10 3 3-9-10 17 3-9-10 4 5-1-10 18 5-1-10 5 6-5-10 19 6-5-10 6 7-9-10 20 7-9-10 7 9-1-10 21 9-1-10 8 10-4-7 22 10-5-10 9 10-4-7 23 11-9-10 10 11-9-10 24 13-1-10 11 13-1-10 25 14-5-10 12 14-5-10 26 15-9-10 13 15-9-10 27 17-1-10 14 17-1-10 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 15-10-7 Rgt Heel-to-Peek: File Name: AC2 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21420 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AC2 Qty: 1 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. The 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 OVER CONTINUOUS SUPPORT Scale: 7/32" = 1' 1 2 3 7-8-8 7-8-8 6-0-0 13-8-8 4 5 6 7-8-8 7-8-8 6-0-0 TYPICAL PLATE : 1.5X4 13-8-8 3X4 13-8-8 7-11-15 T1 7-11-15 B1 1 2 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.92 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 27 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 7-8-8 5 7-8-8 3 13-8-8 6 13-8-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 11-10-13 Rgt Heel-to-Peek: File Name: AC3 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21421 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AC3 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 OVER CONTINUOUS SUPPORT Scale: 5/16" = 1' 1 2 3 4-3-6 4-3-6 6-0-0 10-3-6 4 5 6 4-3-6 4-3-6 6-0-0 10-3-6 TYPICAL PLATE : 1.5X4 3X4 10-3-6 6-0-0 T1 6-0-0 B1 1 2 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 11.92 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 21 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 4-3-6 5 4-3-6 3 10-3-6 6 10-3-6 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 7-11-4 Rgt Heel-to-Peek: File Name: AC4 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21422 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AC4 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 OVER CONTINUOUS SUPPORT Scale: 15/32" = 1' 1 2 6-10-4 6-10-4 3 4 6-10-4 6-10-4 TYPICAL PLATE : 1.5X4 2.5X4 6-10-4 4-0-0 T1 4-0-0 B1 1 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.92 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 14 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 3 0-0-0 2 6-10-4 4 6-10-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 7-7-1 Rgt Heel-to-Peek: 7-7-1 File Name: AD1 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21423 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AD1 Qty: 1 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 11/32" = 1' 1 2 3 5-4-6 5-4-6 5-4-6 10-8-12 4 5 6 5-4-6 5-4-6 5-4-6 10-8-12 TYPICAL PLATE : 3X4 4X41.5X4 10-8-12 5-4-6 T1 T1 5-4-6 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 11.78 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 21 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 5-4-6 5 5-4-6 3 10-8-12 6 10-8-12 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 5-11-4 Rgt Heel-to-Peek: 5-11-4 File Name: AD2 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21424 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AD2 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 7/16" = 1' 1 2 3 4-2-6 4-2-6 4-2-6 8-4-12 4 5 6 4-2-6 4-2-6 4-2-6 8-4-12 TYPICAL PLATE : 2.5X4 4X41.5X4 8-4-12 4-2-6 T1 T1 4-2-6 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 72.0 " o.c. unless noted otherwise. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 11.19 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 17 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 4-2-6 5 4-2-6 3 8-4-12 6 8-4-12 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 4-3-7 Rgt Heel-to-Peek: 4-3-7 File Name: AD3 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21425 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AD3 Qty: 1 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 5/8" = 1' 1 2 3 3-0-6 3-0-6 3-0-6 6-0-12 4 5 6 3-0-6 3-0-6 3-0-6 6-0-12 TYPICAL PLATE : 2.5X4 4X4 1.5X4 6-0-12 3-0-6 T1 T1 3-0-6 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.61 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 12 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 3-0-6 5 3-0-6 3 6-0-12 6 6-0-12 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 2-7-10 Rgt Heel-to-Peek: 2-7-10 File Name: AD4 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21426 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AD4 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 0/32" = 1' 1 2 3 1-10-6 1-10-6 1-10-6 3-8-12 4 5 6 1-10-6 1-10-6 1-10-6 3-8-12 TYPICAL PLATE : 2.5X4 4X4 1.5X4 3-8-12 1-10-6 T1 T1 1-10-6 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.03 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 7 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 1-10-6 5 1-10-6 3 3-8-12 6 3-8-12 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 6-7-12 Rgt Heel-to-Peek: File Name: AE1 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21427 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AE1 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 OVER CONTINUOUS SUPPORT Scale: 13/32" = 1' 1 2 3 4 2-0-6 2-0-6 5 6 7 8 2-0-6 2-0-6 TYPICAL PLATE : 1.5X4 2.5X4 4-8-6 4-8-6 T1 4-8-6 B1 1 2 3 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Gable verticals are 2x 4 web material spaced Pfmin = 5 psf at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 11.24 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 9 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 5 0-0-0 2 2-0-6 6 2-0-6 3 3-4-6 7 3-4-6 4 4-8-6 8 4-8-6 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 5-8-7 Rgt Heel-to-Peek: File Name: AE2 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21428 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AE2 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 OVER CONTINUOUS SUPPORT Scale: 15/32" = 1' 1 2 4-0-6 4-0-6 3 4 4-0-6 4-0-6 TYPICAL PLATE : 1.5X4 2.5X4 4-0-6 4-0-6 T1 4-0-6 B1 1 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. End verticals verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.90 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 8 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 3 0-0-0 2 4-0-6 4 4-0-6 All connector plates are Truswal 20 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 4-9-2 Rgt Heel-to-Peek: File Name: AE3 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21429 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AE3 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 OVER CONTINUOUS SUPPORT Scale: 9/16" = 1' 1 2 3-4-6 3-4-6 3 4 3-4-6 3-4-6 TYPICAL PLATE : 1.5X4 2.5X4 3-4-6 3-4-6 T1 3-4-6 B1 1 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.57 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 7 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 3 0-0-0 2 3-4-6 4 3-4-6 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 3-7-5 Rgt Heel-to-Peek: File Name: AE4 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21430 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: AE4 Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 OVER CONTINUOUS SUPPORT Scale: 23/32" = 1' 1 2 2-6-10 2-6-10 3 4 2-6-10 2-6-10 TYPICAL PLATE : 1.5X4 2.5X4 2-6-10 2-6-10 T1 2-6-10 B1 1 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Valley Truss application only; not designed Pfmin = 5 psf for wind load applied to the face. Web bracing is required if shown. Gable verticals are 2x 4 web material spaced at 72.0 " o.c. unless noted otherwise. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.16 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 5 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 3 0-0-0 2 2-6-10 4 2-6-10 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 15-5-4 Rgt Heel-to-Peek: 14-11-10 File Name: B Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21431 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: B Qty: 7 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 21 2232 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 20 21 23 22 4-9-4 4-9-4 10X12 3X8 5X6 4X10 3X4 1.5X44X10 5X6 3X8 7X8 4X5 1.5X4 3X4 4X8 1.5X4 S=3X8 4X5 3X10 R6X8 3X10 1.5X4 3X4 3X4 0-4-0 B1 W:308 R:1715 U: B2 W:308 R:1745 U: 21-6-0 0-10-8 1-2-8 1-0-0 11-11-0 1-4-0 W12-0-0 x H8-1-14 12-7-12 C10-11-0 & FH0-11-14 T1 T1 1 2 B1 2 1T 3 2 1 2 1 B2 T3 T3 1 1 1 1 1 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 1715 3.50" 2.31" 2 21-4-4 1745 3.50" 2.74" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 64 0.00 0.01 0.01 1-2 -1736 0.00 0.39 0.40 2-20 -1009 0.00 0.39 0.39 20-21 317 0.01 0.31 0.32 21-22 309 0.01 0.32 0.33 22-9 -1009 0.00 0.40 0.40 9-10 -1718 0.00 0.36 0.37 9-10 122 0.01 0.08 0.08 FTC FORCE AXL BND CSI 3-4 -405 0.00 0.17 0.18 4-5 -2465 0.12 0.29 0.41 5-6 -2660 0.13 0.21 0.34 6-7 -2660 0.13 0.24 0.38 7-8 -520 0.00 0.18 0.18 BC FORCE AXL BND CSI 11-12 922 0.11 0.21 0.33 12-13 2617 0.40 0.17 0.57 13-14 2617 0.41 0.16 0.57 14-15 3609 0.58 0.15 0.73 15-16 2642 0.41 0.16 0.57 16-17 2642 0.41 0.15 0.56 17-18 2642 0.61 0.22 0.83 18-19 944 0.18 0.24 0.42 WEB FORCE CSI WEB FORCE CSI 2-3 820 0.54 8-9 814 0.59 12-3 765 0.52 18-8 793 0.56 4-12 -1472 0.33 4-13 -93 0.01 4-14 866 0.33 5-14 -340 0.06 5-15 -163 0.03 6-15 -188 0.04 7-15 1019 0.39 7-16 -81 0.01 7-18 -1446 0.33 SLDRR -1850 0.28 TB FORCE AXL BND CSI 20-23 -1428 0.29 0.00 0.29 23-22 -1428 0.29 0.00 0.29 AW FORCE CSI AW FORCE CSI 21-23 66 0.03 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2, 18-9 FTC 2x4 SPF #1/#2-CAN BC 2x4 SPF C1650F1.5E 2x4 SPF #1/#2-CAN 17-19 WEB 2x4 SP #3 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP #3 WEDGE 2x6 SPF C1650F1.5E SLIDER 2x4 SPF #1/#2-CAN PLT BLK 2x6 SPF C1650F1.5E Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Attic room load = 45 psf, plus any added loads indicated. Room LL Defl. is L/360. 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf One row of cross bridging (X-bracing) may be required at centerline of room per NDS. Attic collar tie requires lateral restraint shown, or rigid sheathing is required. HORIZONTAL REACTION(S) : support 1 331 lb support 2 331 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.05 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 43 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 -0-10-8 64.00 0-0-0 0.62 TC Vert 60.00 0-0-0 60.00 4-9-4 0.67 TC Vert 80.00 4-9-4 80.00 9-0-0 0.50 TC Vert 60.00 9-0-0 60.00 12-10-0 0.67 TC Vert 80.00 12-10-0 80.00 17-0-12 0.50 TC Vert 60.00 17-0-12 60.00 21-6-0 0.67 TC Vert 80.00 21-6-0 80.00 22-8-8 0.50 BC Vert 20.00 0-0-0 20.00 21-6-0 0.00 3-8 V 90.00 4-11-0 90.00 16-11-0 0.89 20-22 V 20.00 9-0-0 20.00 12-10-0 0.00 ...Type... lbs X.Loc LL/TL Fastener TC Vert 60.0 22-8-8 1.00 BC Vert 81.5 4-9-4 0.00 BC Vert 81.5 17-0-12 0.00 MAX DEFLECTION (span) : L/839 MEM 5-6 (LIVE) LC 55 L= -0.30" D= -0.15" T= -0.45" MAX DEFLECTION (cant) : L/309 MEM OL-1 (LIVE) LC 7 L= -0.05" D= 0.01" T= -0.04" ===== Joint Locations ===== 1 0-0-0 13 7-2-12 2 4-9-4 14 9-8-4 3 4-9-4 15 12-1-12 4 7-2-12 16 14-7-4 5 9-8-4 17 16-0-0 6 12-1-12 18 17-0-12 7 14-7-4 19 21-6-0 8 17-0-12 20 9-1-12 9 17-0-12 21 10-11-0 10 21-6-0 22 12-8-4 11 0-0-0 23 10-11-0 12 4-9-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 15-5-4 Rgt Heel-to-Peek: 14-11-10 File Name: C Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21432 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: C Qty: 2 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 21 2232 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 20 21 23 22 4-9-4 4-9-4 10X12 3X8 5X6 4X10 3X4 1.5X44X10 5X6 3X8 7X8 4X5 1.5X4 3X4 4X8 1.5X4 S=3X8 4X5 3X10 R6X8 3X10 1.5X4 3X4 3X4 0-4-0 B1 W:308 R:1715 U: B2 W:308 R:1589 U: 21-6-0 0-10-8 1-0-0 11-11-0 1-4-0 W12-0-0 x H8-1-14 12-7-12 C10-11-0 & FH0-11-14 T1 T3 T5 1 2 B11 2 1 2 1 2 1 B2 T3 T3 1 1 1 1 1 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 1715 3.50" 2.31" 2 21-4-4 1589 3.50" 2.49" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 64 0.00 0.01 0.01 1-2 -1736 0.00 0.39 0.40 2-20 -1009 0.00 0.39 0.39 20-21 317 0.01 0.31 0.32 21-22 309 0.01 0.32 0.33 22-9 -1009 0.00 0.40 0.40 9-10 -1718 0.00 0.36 0.37 9-10 127 0.01 0.08 0.08 FTC FORCE AXL BND CSI 3-4 -405 0.00 0.17 0.18 4-5 -2465 0.12 0.29 0.41 5-6 -2660 0.13 0.21 0.34 6-7 -2660 0.13 0.24 0.38 7-8 -520 0.00 0.18 0.18 BC FORCE AXL BND CSI 11-12 922 0.11 0.21 0.33 12-13 2617 0.40 0.17 0.57 13-14 2617 0.41 0.16 0.57 14-15 3609 0.58 0.15 0.73 15-16 2642 0.41 0.16 0.57 16-17 2642 0.41 0.15 0.56 17-18 2641 0.61 0.22 0.83 18-19 944 0.18 0.24 0.42 WEB FORCE CSI WEB FORCE CSI 2-3 820 0.54 8-9 814 0.59 12-3 765 0.52 18-8 793 0.56 4-12 -1472 0.33 4-13 -93 0.01 4-14 866 0.33 5-14 -340 0.06 5-15 -163 0.03 6-15 -188 0.04 7-15 1019 0.39 7-16 -81 0.01 7-18 -1446 0.33 SLDRR -1840 0.28 TB FORCE AXL BND CSI 20-23 -1428 0.29 0.00 0.29 23-22 -1428 0.29 0.00 0.29 AW FORCE CSI AW FORCE CSI 21-23 66 0.03 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2, 18-9 FTC 2x4 SPF #1/#2-CAN BC 2x4 SPF C1650F1.5E 2x4 SPF #1/#2-CAN 17-19 WEB 2x4 SP #3 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP #3 WEDGE 2x6 SPF C1650F1.5E SLIDER 2x4 SPF #1/#2-CAN PLT BLK 2x6 SPF C1650F1.5E Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Attic room load = 45 psf, plus any added loads indicated. Room LL Defl. is L/360. 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf One row of cross bridging (X-bracing) may be required at centerline of room per NDS. Attic collar tie requires lateral restraint shown, or rigid sheathing is required. HORIZONTAL REACTION(S) : support 1 331 lb support 2 331 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.05 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 43 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 -0-10-8 64.00 0-0-0 0.62 TC Vert 60.00 0-0-0 60.00 4-9-4 0.67 TC Vert 80.00 4-9-4 80.00 9-0-0 0.50 TC Vert 60.00 9-0-0 60.00 12-10-0 0.67 TC Vert 80.00 12-10-0 80.00 17-0-12 0.50 TC Vert 60.00 17-0-12 60.00 21-6-0 0.67 BC Vert 20.00 0-0-0 20.00 21-6-0 0.00 3-8 V 90.00 4-11-0 90.00 16-11-0 0.89 20-22 V 20.00 9-0-0 20.00 12-10-0 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 81.5 4-9-4 0.00 BC Vert 81.5 17-0-12 0.00 MAX DEFLECTION (span) : L/839 MEM 5-6 (LIVE) LC 55 L= -0.30" D= -0.15" T= -0.45" MAX DEFLECTION (cant) : L/309 MEM OL-1 (LIVE) LC 7 L= -0.05" D= 0.01" T= -0.04" ===== Joint Locations ===== 1 0-0-0 13 7-2-12 2 4-9-4 14 9-8-4 3 4-9-4 15 12-1-12 4 7-2-12 16 14-7-4 5 9-8-4 17 16-0-0 6 12-1-12 18 17-0-12 7 14-7-4 19 21-6-0 8 17-0-12 20 9-1-12 9 17-0-12 21 10-11-0 10 21-6-0 22 12-8-4 11 0-0-0 23 10-11-0 12 4-9-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 16-8-13 Rgt Heel-to-Peek: 9-5-2 File Name: D Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21433 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: D Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + + 12.00 -12.00 Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 20 21 22 24 23 21 22 24 23 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 4-9-4 4-9-4 TYPICAL PLATE : 1.5X4 10X12 4X4 3X44X8 3X4 4X12 SS0514 3X5 5X10 3X5 3X4 4X10 S=3X5 3X8 3X8 3X10 R6X8 R6X8 3X10 3X4 0-4-0 B1 W:308 R:1734 U: B2 W:308 R:1666 U: 21-6-0 0-10-8 1-0-0 12-10-0 6-2-013-6-12 3-0-0 W12-0-0 x H9-1-14 C10-11-0 & FH0-11-14 T1 T3 T5 1 2 B11 2 1 2 1 2 1 B210 11 T3 12 T5 1 1 2 3 4 5 1 1 1 1 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 1734 3.50" 2.34" 2 21-4-4 1666 3.50" 2.61" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 64 0.00 0.01 0.02 1-2 -1731 0.00 0.38 0.38 2-20 -1140 0.00 0.38 0.38 20-21 152 0.00 0.26 0.26 21-22 204 0.00 0.02 0.02 23-9 -837 0.00 0.18 0.18 22-23 142 0.00 0.20 0.20 9-10 -1276 0.00 0.15 0.15 FTC FORCE AXL BND CSI 3-4 -468 0.00 0.09 0.09 4-5 -1961 0.03 0.14 0.17 5-6 -2000 0.02 0.09 0.10 6-7 -2000 0.02 0.08 0.09 7-8 2641 0.24 0.24 0.07 0.31 BC FORCE AXL BND CSI 11-12 928 0.21 0.17 0.37 12-13 2335 0.55 0.16 0.71 13-14 2335 0.55 0.16 0.72 14-15 2760 0.67 0.13 0.80 15-16 1575 0.30 0.11 0.41 16-17 1575 0.30 0.10 0.41 17-18 1575 0.17 0.30 0.47 18-19 -2377 0.08 0.30 0.37 WB FORCE AXL BND CSI 19-10 -1968 1.00 0.00 1.00 WEB FORCE CSI WEB FORCE CSI 2-3 694 0.43 8-9 681 0.19 12-3 633 0.44 18-8 1108 0.25 4-12 -1265 0.26 4-13 74 0.02 4-14 632 0.19 5-14 -247 0.04 5-15 -660 0.13 6-15 -195 0.04 7-15 1646 0.59 7-16 -51 0.01 7-18 -2130 0.44 8-10 1368 0.14 8-19 2257 0.23 10-19 -1968 1.00 TB FORCE AXL BND CSI 24-23 -1107 0.46 0.00 0.46 20-24 -1182 0.49 0.00 0.49 AW FORCE CSI AW FORCE CSI 2 1 -2 4 3 1 7 0 . 1 0 22-24 -210 0.06 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2 2x4 SP SS 18-9 FTC 2x4 SP SS BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SP SS 8-10, 8-19 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP #3 WEDGE 2x6 SPF C1650F1.5E GBL BLK 2x4 SP #3 Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. **[PM]=PLATE MONITOR USED-See Joint Report** Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Attic room load = 45 psf, plus any added loads indicated. Room LL Defl. is L/360. 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Drainage must be provided to avoid ponding. One row of cross bridging (X-bracing) may be Attic collar tie requires lateral restraint required at centerline of room per NDS. shown, or rigid sheathing is required. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11-10-0 14-10-0 HORIZONTAL REACTION(S) : support 1 507 lb support 2 507 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.51 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 43 sqft Vertical members exposed to wind: 10-19 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 -0-10-8 64.00 0-0-0 0.62 TC Vert 60.00 0-0-0 60.00 4-9-4 0.67 TC Vert 80.00 4-9-4 80.00 10-0-0 0.50 TC Vert 60.00 10-0-0 60.00 16-8-0 0.67 TC Vert 80.00 16-8-0 80.00 17-0-12 0.50 TC Vert 60.00 17-0-12 60.00 21-6-0 0.67 BC Vert 20.00 0-0-0 20.00 21-6-0 0.00 3-8 V 90.00 4-11-0 90.00 16-11-0 0.89 20-23 V 20.00 10-0-0 20.00 16-8-0 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 81.5 4-9-4 0.00 BC Vert 178.1 17-0-12 0.00 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 5 L= -0.22" D= -0.12" T= -0.34" MAX DEFLECTION (cant) : L/260 MEM OL-1 (LIVE) LC 11 L= -0.06" D= 0.02" T= -0.04" EX.WB DEF CRITERIA:L/120 IN MEM 10-19; T= 0.15" ===== Joint Locations ===== 1 0-0-0 13 7-2-12 2 4-9-4 14 9-8-4 3 4-9-4 15 12-1-12 4 7-2-12 16 14-7-4 5 9-8-4 17 16-0-0 6 12-1-12 18 17-0-12 7 14-7-4 19 21-6-0 8 17-0-12 20 10-1-12 9 17-0-12 21 11-10-0 10 21-6-0 22 14-10-0 11 0-0-0 23 16-16-6-4 12 4-9-4 24 13-4-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 16-8-13 Rgt Heel-to-Peek: 9-5-2 File Name: E Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21434 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: E Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER 3 SUPPORTS Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 20 21 22 24 23 21 22 24 23 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 4-9-4 4-9-4 R7X8 2.5X4 5X64X8 3X6 1.5X4 4X8 SS0514 2.5X4 3X6 3X4 1.5X4 3X4 4X8 1.5X4 S=3X5 3X4 4X4 3X10 R6X8 R6X8 3X10 3X4 0-4-0 B1 12-0-4 W:308 R:1166 U: B2 W:308 R:1058 U: B3 *THD26 W:308 R:1083 U: 21-6-0 1-0-0 12-10-0 6-2-012-10-0 3-0-0 W12-0-0 x H9-1-14 C10-11-0 & FH0-11-14 T1 T3 T5 1 2 B11 2 1 2 1 2 1 B210 11 T3 12 T5 1 1 1 1 1 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 1166 3.50" 1.50" 2 12-0-4 1058 3.50" 1.50" 3 21-4-4 1083 HGR 1.70" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 3 *THD26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE USP CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BND CSI 1-2 -1130 0.00 0.26 0.26 2-20 -815 0.00 0.26 0.26 20-21 -198 0.00 0.10 0.10 21-22 -131 0.00 0.02 0.02 23-9 -685 0.00 0.30 0.30 22-23 -261 0.00 0.31 0.31 9-10 -751 0.00 0.26 0.26 FTC FORCE AXL BND CSI 3-4 -406 0.00 0.15 0.15 4-5 358 0.05 0.13 0.19 5-6 1913 0.43 0.28 0.71 6-7 1865 0.42 0.28 0.70 7-8 1539 0.31 0.12 0.43 BC FORCE AXL BND CSI 11-12 608 0.13 0.47 0.60 12-13 1189 0.26 0.44 0.71 13-14 1189 0.25 0.06 0.31 14-15 325 0.01 0.22 0.23 15-16 -1160 0.00 0.22 0.22 16-17 -1160 0.07 0.06 0.13 17-18 -1160 0.02 0.16 0.18 18-19 -1275 0.16 0.07 0.23 WB FORCE AXL BND CSI 19-10 -1167 0.58 0.28 0.86 WEB FORCE CSI WEB FORCE CSI 2-3 335 0.60 8-9 201 0.13 12-3 282 0.62 18-8 378 0.12 4-12 -519 0.09 4-13 129 0.04 4-14 -878 0.17 5-14 448 0.16 5-15 -1457 0.29 6-15 -284 0.06 7-15 -1117 0.20 7-16 -46 0.01 7-18 495 0.15 8-10 854 0.09 8-19 1124 0.16 10-19 -1167 0.86 TB FORCE AXL BND CSI 24-23 -809 0.34 0.00 0.34 20-24 -734 0.30 0.00 0.30 AW FORCE CSI AW FORCE CSI 2 1 -2 4 1 5 2 0 . 0 5 22-24 238 0.08 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2 2x4 SP SS 18-9 FTC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SP SS 8-10, 8-19 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP ##3 WEDGE 2x6 SPF C1650F1.5E Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. **[PM]=PLATE MONITOR USED-See Joint Report** Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Attic room load = 45 psf, plus any added Maximum Rotational Tolerance used loads indicated. Room LL Defl. is L/360. THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. Drainage must be provided to avoid ponding. One row of cross bridging (X-bracing) may be required at centerline of room per NDS. Attic collar tie requires lateral restraint shown, or rigid sheathing is required. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11-10-0 14-10-0 Required bearing widths and bearing areas apply when truss not supported in a hanger. HORIZONTAL REACTION(S) : support 1 424 lb support 3 424 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.51 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 43 sqft Vertical members exposed to wind: 10-19 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0-0-0 60.00 4-9-4 0.67 TC Vert 80.00 4-9-4 80.00 10-0-0 0.50 TC Vert 60.00 10-0-0 60.00 16-8-0 0.67 TC Vert 80.00 16-8-0 80.00 17-0-12 0.50 TC Vert 60.00 17-0-12 60.00 21-6-0 0.67 BC Vert 20.00 0-0-0 20.00 21-6-0 0.00 3-8 V 90.00 4-11-0 90.00 16-11-0 0.89 20-23 V 20.00 10-0-0 20.00 16-8-0 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 81.5 4-9-4 0.00 BC Vert 178.1 17-0-12 0.00 MAX DEFLECTION (span) : L/711 MEM 2-20 (LIVE) LC 91 L= -0.19" D= -0.13" T= -0.32" EX.WB DEF CRITERIA:L/120 IN MEM 10-19; T= 0.12" ===== Joint Locations ===== 1 0-0-0 13 7-2-12 2 4-9-4 14 9-8-4 3 4-9-4 15 12-1-12 4 7-2-12 16 14-7-4 5 9-8-4 17 16-0-0 6 12-1-12 18 17-0-12 7 14-7-4 19 21-6-0 8 17-0-12 20 10-1-12 9 17-0-12 21 11-10-0 10 21-6-0 22 14-10-0 11 0-0-0 23 16-6-4 12 4-9-4 24 13-4-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 16-8-13 Rgt Heel-to-Peek: 9-5-2 File Name: F Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21435 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: F Qty: 3 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 20 21 22 24 23 21 22 24 23 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 4-9-4 4-9-4 10X12 3X5 5X64X8 3X4 1.5X44X12 SS0514 3X5 5X10 3X6 1.5X4 3X4 4X10 1.5X4 S=3X5 3X8 3X8 3X10 R6X8 R6X8 3X10 3X4 0-4-0 B1 W:308 R:1639 U: B2 W:308 R:1667 U: 21-6-0 1-0-0 12-10-0 6-2-012-10-0 3-0-0 W12-0-0 x H9-1-14 C10-11-0 & FH0-11-14 T1 T3 T5 1 2 B11 2 1 2 1 2 1 B210 11 T3 12 T5 1 1 1 1 1 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 1639 3.50" 2.20" 2 21-4-4 1667 3.50" 2.61" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hanger Fails *HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -1673 0.00 0.39 0.39 2-20 -1129 0.00 0.39 0.39 20-21 -143 0.00 0.24 0.25 21-22 173 0.00 0.02 0.02 23-9 -834 0.00 0.18 0.18 22-23 -136 0.00 0.19 0.19 9-10 -1266 0.00 0.14 0.14 FTC FORCE AXL BND CSI 3-4 -405 0.00 0.09 0.09 4-5 --1973 0.03 0.14 0.17 5-6 -1982 0.02 0.09 0.10 6-7 -1982 0.02 0.08 0.10 7-8 2481 0.23 0.07 0.30 BC FORCE AXL BND CSI 11-12 911 0.20 0.65 0.85 12-13 2391 0.52 0.34 0.86 13-14 2391 0.56 0.14 0.71 14-15 2745 0.68 0.13 0.82 15-16 1519 0.29 0.11 0.40 16-17 1519 0.29 0.10 0.39 17-18 1519 0.19 0.29 0.48 18-19 -2204 0.07 0.29 0.36 WB FORCE AXL BND CSI 19-10 -1953 1.00 0.00 1.00 WEB FORCE CSI WEB FORCE CSI 2-3 631 0.42 8-9 647 0.18 12-3 564 0.40 18-8 1106 0.25 4-12 -1376 0.29 4-13 90 0.03 4-14 589 0.18 5-14 -237 0.04 5-15 -635 0.13 6-15 -193 0.04 7-15 1638 0.58 7-16 -49 0.01 7-18 -2120 0.44 8-10 1354 0.14 8-19 2100 0.22 10-19 -1953 1.00 TB FORCE AXL BND CSI 24-23 -1090 0.45 0.00 0.45 20-24 -1160 0.48 0.00 0.48 AW FORCE CSI AW FORCE CSI 2 1 -2 4 2 8 7 0 . 0 9 22-24 -180 0.05 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2 2x4 SP SS 18-9 FTC 2x4 SP SS BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SP SS 8-10, 8-19 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP #3 WEDGE 2x6 SPF C1650F1.5E Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. **[PM]=PLATE MONITOR USED-See Joint Report** Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Attic room load = 45 psf, plus any added Maximum Rotational Tolerance used loads indicated. Room LL Defl. is L/360. THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Drainage must be provided to avoid ponding. One row of cross bridging (X-bracing) may be required at centerline of room per NDS. Attic collar tie requires lateral restraint shown, shown, or rigid sheathing is required. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11-10-0 14-10-0 Required bearing widths and bearing areas apply when truss not supported in a hanger. HORIZONTAL REACTION(S) : support 1 424 lb support 2 424 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.51 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 43 sqft Vertical members exposed to wind: 10-19 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0-0-0 60.00 4-9-4 0.67 TC Vert 80.00 4-9-4 80.00 10-0-0 0.50 TC Vert 60.00 10-0-0 60.00 16-8-0 0.67 TC Vert 80.00 16-8-0 80.00 17-0-12 0.50 TC Vert 60.00 17-0-12 60.00 21-6-0 0.67 BC Vert 20.00 0-0-0 20.00 21-6-0 0.00 3-8 V 90.00 4-11-0 90.00 16-11-0 0.89 20-23 V 20.00 10-0-0 20.00 16-8-0 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 81.5 4-9-4 0.00 BC Vert 178.1 17-0-12 0.00 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 5 L= -0.24" D= -0.14" T= -0.38" EX.WB DEF CRITERIA:L/120 IN MEM 10-19; T= 0.12" ===== Joint Locations ===== 1 0-0-0 13 7-2-12 2 4-9-4 14 9-8-4 3 4-9-4 15 12-1-12 4 7-2-12 16 14-7-4 5 9-8-4 17 16-0-0 6 12-1-12 18 17-0-12 7 14-7-4 19 21-6-0 8 8 17-0-12 20 10-1-12 9 17-0-12 21 11-10-0 10 21-6-0 22 14-10-0 11 0-0-0 23 16-6-4 12 4-9-4 24 13-4-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 16-8-13 Rgt Heel-to-Peek: 9-5-2 File Name: G Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 4-8-0 Design Spec IRC-2006 Seqn T6.5.10 -21436 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: G Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER 3 SUPPORTS Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 9 10 20 21 22 24 23 21 22 24 23 4-9-4 4-9-4 11 12 13 14 15 16 17 18 19 4-9-4 4-9-4 R7X8 2.5X4 5X6 5X144X10 1.5X4 4X8 SS0514 2.5X4 3X6 3X4 2.5X43X8 5X14 1.5X4S=3X5 3X4 4X4 3X10 R6X8 R6X8 3X10 3X4 0-4-0 B1 8-9-12 W:308 R:2107 U:-251 B2 W:308 R:4248 U:-502 B3 W:308 R:2788 U:-329 2-PLYS REQUIRED 21-6-0 1-0-0 12-10-0 6-2-012-10-0 3-0-0 W12-0-0 x H9-1-14 C10-11-0 & FH0-11-14 T1 T3 T5 1 2 B31 4 5 4 5 4 5 B210 11 T3 12 T5 1 1 1 1 1 (2) 10d(4) 10d (3) 10d 0-11-14 0-11-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 2107 3.50" 1.50" 2 8-9-12 4248 3.50" 2.32" 3 21-4-4 2788 3.50" 2.19" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -2081 0.00 0.12 0.12 2-20 -1913 0.00 0.16 0.16 20-21 -774 0.00 0.12 0.12 21-22 -524 0.00 0.02 0.02 23-9 -1376 0.00 0.20 0.20 22-23 -755 0.00 0.20 0.20 9-10 -1768 0.00 0.18 0.18 FTC FORCE AXL BND CSI 3-4 -324 0.00 0.08 0.09 4-5 5463 0.28 0.20 0.48 5-6 2735 0.14 0.13 0.27 6-7 2735 0.14 0.03 0.17 7-8 -2050 0.07 0.07 0.15 BC FORCE AXL BND CSI 11-12 1213 0.06 0.36 0.42 12-13 -1127 0.01 0.29 0.30 13-14 -1029 0.02 0.32 0.34 14-15 -3469 0.49 0.32 0.81 15-16 3771 0.17 0.08 0.26 16-17 3771 0.17 0.08 0.25 17-18 3771 0.34 0.14 0.48 18-19 1969 0.42 0.10 0.51 WB FORCE AXL BND CSI 19-10 -2725 0.09 0.71 0.80 WEB FORCE CSI WEB FORCE CSI 2-3 566 0.44 8-9 908 0.11 12-3 -549 0.43 18-8 1414 0.11 4-12 1943 0.34 4-13 762 0.02 4-14 -4143 0.35 5-14 -2147 0.20 5-15 3824 0.73 6-15 -463 0.05 7-15 -1286 0.10 7-16 120 0.02 7-18 -1682 0.15 8-10 1803 0.09 8-19 -1540 0.07 10-19 -2725 0.80 TB FORCE AXL BND CSI 24-23 -1328 0.00 0.19 0.20 20-24 -1343 0.00 0.19 0.20 AW FORCE CSI AW FORCE CSI 2 1 -2 4 5 5 9 0 . 0 8 22-24 465 0.07 TC 2x8 SP SS D 2x4 SPF #1/#2-CAN 12-2 2x4 SP SS 18-9 FTC 2x4 SP SS BC 2x4 SPF C2100F1.8E 2x4 SPF #1/#2-CAN 17-19 WEB 2x4 SP #3 2x8 SP SS D 4-13 2x4 SP SS 8-10, 8-19 TIE BEAM 2x4 SP #3 ATTIC WB 2x4 SP #3 WEDGE 2x6 SPF C1650F1.5E **[PM]=PLATE MONITOR USED-See Joint Report** Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used Attic room load = 45 psf, plus any added loads indicated. Room LL Defl. is L/360. 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. Heel plates analyzed for eccentricity. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Drainage must be provided to avoid ponding. One row of cross bridging (X-bracing) may be required at centerline of room per NDS. Attic collar tie requires lateral restraint shown, or rigid sheathing is required. End verticals are designed for axial loads only unless unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-2 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11-10-0 14-10-0 BC 120.00" 0-0-0 21-6-0 UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -251 lb 2 -502 lb HORIZONTAL REACTION(S) : 3 -329 lb support 1 991 lb support 3 991 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.51 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 157 sqft Vertical members exposed to wind: 10-19 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 140.00 0-0-0 140.00 4-9-4 0.67 TC Vert 186.67 4-9-4 186.67 10-0-0 0.50 TC Vert 140.00 10-0-0 140.00 16-8-0 0.67 TC Vert 186.67 16-8-0 186.67 17-0-12 0.50 TC Vert 140.00 17-0-12 140.00 21-6-0 0.67 BC Vert 46.67 0-0-0 46.67 8-0-0 0.00 BC Vert 227.67 8-0-0 227.67 12-6-0 0.58 BC Vert 46.67 12-6-0 46.67 21-6-0 0.00 3-8 V 210.00 4-11-0 210.00 16-11-0 0.89 20-23 V 46.67 10-0-0 46.67 16-8-0 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 190.1 4-9-4 0.00 BC Vert 598.0 7-4-12 0.50 BC Vert 415.6 17-0-12 0.00 MAX DEFLECTION (span) : L/999 MEM 15-16 (LIVE) LC 56 L= -0.13" D= 0.00" T= -0.13" EX.WB DEF CRITERIA:L/120 IN MEM 10-19; T= 0.14" ===== Joint Locations ===== 1 0-0-0 13 7-4-12 2 4-9-4 14 8-9-12 3 4-9-4 15 11-6-12 4 7-4-12 16 14-3-12 5 8-9-12 17 16-0-0 6 11-6-12 18 17-0-12 7 14-3-12 19 21-6-0 8 17-0-12 20 10-1-12 9 17-0-12 21 11-10-0 10 21-6-0 22 14-10-0 11 0-0-0 23 16-6-4 12 4-9-4 24 13-4-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 10-8-0 Rgt Heel-to-Peek: File Name: H Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21437 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: H Qty: 4 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 21 West Oxford St., Otterbein IN 47970 12.00 Scale: 7/32" = 1' 1 2 7-6-8 7-6-8 3 4 5 0-5-12 0-5-12 7-0-12 7-6-8 3X4 6X10 2.5X4 1.5X4 2.5X4 2.5X4 3X6 TIE 3X6 TIE 3X6 TIE 0-4-0 B1 W:308 R:311 U:-61 B2 W:308 R:288 U:-502 7-6-8 1-0-0 8-6-8 0-11-14 7-6-10 T1 8-6-8 B1 1 2 1 1 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-5-12 311 3.50" 1.50" 2 7-4-12 288 3.50" 3.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -191 0.02 0.40 0.42 1-2 501 0.09 0.71 0.80 BC FORCE AXL BND CSI 3-4 230 0.00 0.40 0.40 4-5 423 0.00 0.33 0.33 WB FORCE AXL BND CSI 0-0 503 0.22 0.48 0.70 WEB FORCE CSI WEB FORCE CSI 2-5 114 0.94 BB 2 503 0.70 2-4 -978 0.87 SLDRL 347 0.07 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 5-2 SLIDER 2x4 SPF #1/#2-CAN BRG BLK 2x4 SPF #1/#2-CAN Lumber shear allowables are per NDS. Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -61 lb HORIZONTAL REACTION(S) : 2 -502 lb support 1 622 lb support 2 622 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.01 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 15 sqft Vertical members exposed to wind: 0-0 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/324 MEM 1-2 (LIVE) LC 1 L= -0.25" D= -0.13" T= -0.38" MAX DEFLECTION (cant) : L/652 MEM 3-4 (LIVE) LC 22 L= 0.02" D= 0.00" T= 0.02" EX.WB DEF CRITERIA:L/120 IN MEM 0-0; T= 0.38" ===== Joint Locations ===== 1 0-0-0 4 0-5-12 2 7-3-0 5 7-3-0 3 0-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 8-5-13 Rgt Heel-to-Peek: 8-5-13 File Name: I Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21438 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: I Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 1/4" = 1' 1 2 3 4 5 6 7 8 9 101 0-8-0 0-8-0 12 13 14 15 16 17 18 19 20 212 0-8-0 0-8-0 TYPICAL PLATE : 1.5X4 4X412-0-0 1-2-8 1-2-8 1-4-0 7-4-0 1-4-0T1 T1 7-7-7 B1 1 2 2 1 3 3 4 4 5 5 6 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Gable verticals are 2x 4 web material spaced Pfmin = 5 psf at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.76 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding 20 psf bottom chord live load NOT required Tributary Area = 24 sqft on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 12 0-0-0 2 0-8-0 13 0-8-0 3 2-0-0 14 2-0-0 4 3-4-0 15 3-4-0 5 4-8-0 16 4-8-0 6 6-0-0 17 6-0-0 7 7-4-0 18 7-4-0 8 8-8-0 19 8-8-0 9 10-0-0 20 10-0-0 10 11-4-0 21 11-4-0 11 12-0-0 22 12-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 8-5-13 Rgt Heel-to-Peek: 8-5-13 File Name: J Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21439 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: J Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 Scale: 1/4" = 1' 1 2 3 6-0-0 6-0-0 6-0-0 12-0-0 4 5 6 6-0-0 6-0-0 6-0-0 12-0-0 3X5 4X4 3X5 2.5X4 3X8 2.5X4 B1 W:308 R:480 U:-78 B2 W:308 R:637 U:-129 12-0-0 1-2-8 1-4-0 7-4-0 1-4-07-7-7 T1 T2 B1 1 2 2 1 3 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 480 3.50" 1.50" 2 11-10-4 637 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -435 0.00 0.44 0.44 2-3 -435 0.00 0.44 0.44 BC FORCE AXL BND CSI 4-5 -210 0.00 0.34 0.35 5-6 -210 0.00 0.34 0.35 WB FORCE AXL BND CSI 4-1 -432 0.08 0.00 0.08 6-3 -589 0.10 0.00 0.10 WEB FORCE CSI WEB FORCE CSI 1-4 -432 0.08 1-5 241 0.08 2-5 221 0.07 3-5 241 0.08 3-6 -589 0.10 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -78 lb 2 -129 lb HORIZONTAL REACTION(S) : support 1 -219 lb support 2 -219 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.76 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 24 sqft Vertical members exposed to wind: 4-1, 6-3 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited limited storage. MAX DEFLECTION (span) : L/999 MEM 2-3 (LIVE) LC 2 L= -0.11" D= -0.05" T= -0.16" EX.WB DEF CRITERIA:L/120 IN MEM 6-3; T= 0.00" ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 6-0-0 5 6-0-0 3 12-0-0 6 12-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 8-5-13 Rgt Heel-to-Peek: 8-5-13 File Name: K Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21440 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: K Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 Scale: 1/4" = 1' 1 2 3 6-0-0 6-0-0 6-0-0 12-0-0 4 5 6 7 4-0-0 4-0-0 4-0-0 8-0-0 4-0-0 12-0-0 10X12 R5X6 10X12 3X10 3X10 3X6 3X6 3X6 3X6 B1 W:308 R:6546 U:-709 B2 W:308 R:5106 U:-553 2-PLYS REQUIRED 12-0-0 1-4-0 7-4-0 1-4-07-4-0 T1 T1 B1 1 1 1 1 1 1 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 6546 3.50" 3.86" 2 11-10-4 5106 3.50" 3.01" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -1148 0.00 0.73 0.73 1-2 -4805 0.06 0.73 0.79 2-3 -4795 0.06 0.72 0.78 2-3 -1176 0.00 0.72 0.72 BC FORCE AXL BND CSI 4-5 3132 0.12 0.30 0.42 5-6 2078 0.08 0.44 0.52 6-7 3127 0.12 0.30 0.42 WEB FORCE CSI WEB FORCE CSI 2-5 3555 0.62 2-6 3537 0.62 SLDRL -3844 0.13 SLDRR -3804 0.12 TC 2x4 SP SS BC 2x6 SP SS WEB 2x4 SP #3 SLIDER 2x6 SPF C1650F1.5E PLT BLK 2x6 SPF C1650F1.5E Lumber shear allowables are per NDS. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-7 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. Building Designer shall provide adequate bearing area and anchorage. ...........BEARING AREA REQUIRED........... ID Brg Size Min Size -or-Min Area 1 0-3-8 0-3-14 11.6sqin UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -709 lb HORIZONTAL REACTION(S) : 2 -553 lb support 1 177 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.76 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 281 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0-0-0 60.00 12-0-0 0.67 BC Vert 10.00 0-0-0 10.00 12-0-0 0.00 ------------CRITICAL POINT LOADS ------------------Type X.Loc Max/Dur Min/Dur BC Vert 0-4-12 1766/1.15 -176/1.33 BC Vert 2-4-12 1766/1.15 -176/1.33 BC Vert 4-4-12 1766/1.15 -176/1.33 BC Vert 6-4-12 1766/1.15 -176/1.33 BC Vert 8-4-12 1766/1.15 -176/1.33 BC Vert 10-4-12 1766/1.15 -176/1.33 BC Vert 11-11-4 0/1.15 0/1.15 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 16 L= -0.14" D= -0.13" T= -0.27" ===== Joint Locations ===== 1 0-0-0 5 4-0-0 2 6-0-0 6 8-0-0 3 12-0-0 7 12-0-0 4 0-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 17-5-0 Rgt Heel-to-Peek: 17-5-0 File Name: L Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21441 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: L Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + + + + + + + + + + + + + Scale: 3/16" = 1' 1 2 3 4 6-0-3 6-0-3 5-6-11 11-6-13 5-10-3 17-5-0 5 6 7 8 9 3-2-13 3-2-13 5-6-11 8-9-8 5-6-11 14-4-3 3-0-13 17-5-0 TYPICAL PLATE : 1.5X4 8X10 4X4 4X4 R3X10 2.5X4 8X10 7X8 7X8 2.5X4 0-4-0 B1 W:308 R:6516 U:-789 B2 W:308 R:6554 U:-793 2-PLYS REQUIRED 17-5-0 8-10-12 8-10-12 T1 B1 1 2 2 2 2 2 2 8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 BRG X-LOC REACT SIZE REQ'D 1 0-5-12 6516 3.50" 3.47" 2 17-3-4 6554 3.50" 3.87" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hanger Fails *HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -1631 0.00 0.52 0.52 2-3 -3280 0.01 0.53 0.54 3-4 -1622 0.00 0.53 0.54 BC FORCE AXL BND CSI 5-6 410 0.00 0.11 0.11 6-7 2903 0.11 0.21 0.32 7-8 2905 0.11 0.24 0.36 8-9 410 0.00 0.15 0.15 WB FORCE AXL BND CSI 5-1 -5754 0.44 0.00 0.44 9-4 -5629 0.98 0.00 0.98 WEB FORCE CSI WEB FORCE CSI 1-5 -5754 0.44 1-6 4981 0.87 2-6 -3966 0.70 2-7 1177 0.21 3-7 1170 0.20 3-8 -3998 0.70 4-8 4829 0.84 4-9 -5629 0.98 TC 2x6 SPF C1650F1.5E BC 2x12 SP #1 WEB 2x4 SP #3 2x6 SPF C1650F1.5E 5-1 2x4 SPF #1/#2-CAN 9-4 GBL BLK 2x4 SP #3 Lumber shear allowables are per NDS. Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Gable studs are required ONLY in the truss ply that will have siding/sheathing attached and are used only for that attachement as Loaded for 10 PSF non-concurrent concurrent BCLL. non-structural members. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-3 BC-2 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. Required bearing widths and bearing areas UPLIFT REACTION(S) : apply when truss not supported in a hanger. Support C&C Wind Non-Wind 1 -789 lb 2 -793 lb HORIZONTAL REACTION(S) : support 1 -539 lb support 2 539 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.54 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 327 sqft Vertical members exposed to wind: 5-1, 9-4 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0-0-0 60.00 0-4-0 0.67 TC Vert 435.00 0-4-0 435.00 17-5-0 0.52 BC Vert 20.00 0-0-0 20.00 0-4-0 0.00 BC Vert 328.50 0-4-0 328.50 17-5-0 0.47 MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 2 L= -0.09" D= -0.08" T= -0.17" EX.WB DEF CRITERIA:L/120 IN MEM 9-4; T= 0.23" ===== Joint Locations ===== 1 0-0-0 6 3-2-13 2 6-0-3 7 8-9-8 3 11-6-13 8 14-4-3 4 17-5-0 9 17-5-0 5 0-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 17-10-3 Rgt Heel-to-Peek: File Name: M Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21442 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: M Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + + + + 7.00 OVER CONTINUOUS SUPPORT Scale: 3/16" = 1' 1 2 3 4 5 6 7 8 9 10 11 12 13 2-1-0 2-1-014 15 16 17 18 19 20 21 22 23 24 25 2-1-0 2-1-0 TYPICAL PLATE : 1.5X4 3X4 S=3X5 2.5X4 2.5X4 15-5-0 1-2-8 0-9-5 9-9-4 9-9-4 10-0-7 T1 T2 1 1 B1 2 3 4 5 6 7 8 9 10 11 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN SLIDER 2x4 SP #3 GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.81 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 31 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 14 0-0-0 2 2-1-0 15 2-1-0 3 3-5-0 16 3-5-0 4 4-9-0 17 4-9-0 5 6-1-0 18 6-1-0 6 6-11-2 19 7-5-0 7 7-5-0 20 8-9-0 8 8-9-0 21 10-1-0 9 10-1-0 22 11-5-0 10 11-5-0 23 12-9-0 11 12-9-0 24 14-1-0 12 14-1-0 25 15-5-0 13 15-5-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 17-10-3 Rgt Heel-to-Peek: File Name: N Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21443 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: N Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 Scale: 3/16" = 1' 1 2 3 4 7-8-8 7-8-8 7-8-8 15-5-0 5 6 7 7-8-8 7-8-8 7-8-8 15-5-0 4X4 S=3X6 3X5 1.5X4 1.5X4 3X4 2.5X4 2.5X4 B1 W:308 R:773 U:-168 B2 W:308 R:617 U:-358 15-5-0 1-2-8 0-9-5 9-9-4 9-9-4 10-0-7 T1 T2 B1 1 2 3 1 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 773 3.50" 1.50" 2 15-3-4 617 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hanger Fails *HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -221 0.00 0.22 0.22 1-2 -716 0.00 0.36 0.37 2-3 -552 0.00 0.80 0.81 3-4 -300 0.00 0.80 0.80 BC FORCE AXL BND CSI 5-6 556 0.09 0.52 0.61 6-7 554 0.08 0.52 0.61 WB FORCE AXL BND CSI 7-4 228 0.00 0.96 0.96 WEB FORCE CSI WEB FORCE CSI 3-6 355 0.11 3-7 -666 0.27 4-7 228 0.96 SLDRL -713 0.11 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 7-4 SLIDER 2x4 SPF #1/#2-CAN Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -168 lb 2 -358 lb HORIZONTAL REACTION(S) : support 1 687 lb support 2 687 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.81 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 31 sqft Vertical members exposed to wind: 7-4 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/829 MEM 3-4 (LIVE) LC 2 L= -0.22" D= -0.12" T= -0.34" EX.WB DEF CRITERIA:L/120 IN MEM 7-4; T= 0.86" ===== Joint Locations ===== 1 0-0-0 5 0-0-0 2 6-11-2 6 7-8-8 3 7-8-8 7 15-5-0 4 15-5-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 17-10-3 Rgt Heel-to-Peek: File Name: O Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21444 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: O Qty: 6 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 Scale: 3/16" = 1' 1 2 3 4 7-8-8 7-8-8 7-8-8 15-5-0 5 6 7 7-8-8 7-8-8 7-8-8 15-5-0 4X4 S=3X6 3X5 1.5X4 1.5X4 3X4 2.5X4 2.5X4 B1 W:308 R:617 U:-120 B2 W:308 R:617 U:-358 15-5-0 0-9-5 9-9-4 9-9-4 T1 T2 B1 1 2 3 1 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 617 3.50" 1.50" 2 15-3-4 617 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hanger Fails *HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -223 0.00 0.22 0.22 1-2 -716 0.00 0.36 0.37 2-3 -552 0.00 0.80 0.81 3-4 -300 0.00 0.80 0.80 BC FORCE AXL BND CSI 5-6 556 0.09 0.52 0.61 6-7 554 0.08 0.52 0.61 WB FORCE AXL BND CSI 7-4 228 0.00 0.96 0.96 WEB FORCE CSI WEB FORCE CSI 3-6 355 0.11 3-7 -666 0.27 4-7 228 0.96 SLDRL -708 0.11 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 7-4 SLIDER 2x4 SPF #1/#2-CAN Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -120 lb 2 -358 lb HORIZONTAL REACTION(S) : support 1 687 lb support 2 687 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 13.81 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 31 sqft Vertical members exposed to wind: 7-4 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/829 MEM 3-4 (LIVE) LC 2 L= -0.22" D= -0.12" T= -0.34" EX.WB DEF CRITERIA:L/120 IN MEM 7-4; T= 0.86" ===== Joint Locations ===== 1 0-0-0 5 0-0-0 2 6-11-2 6 7-8-8 3 7-8-8 7 15-5-0 4 15-5-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-5-5 File Name: P Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.04 O.C.Spacing 1-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21445 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: P Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 7.00 -7.00 Scale: 1/8" = 1' 1 2 3 4 5 6 7 8 8-4-14 8-4-14 7-1-10 15-6-8 5-11-8 21-6-0 9-0-0 30-6-0 9 10 11 12 13 14 15 16 17 8-4-14 8-4-14 7-1-10 15-6-8 5-11-8 21-6-0 9-0-0 TYPICAL PLATE : 1.5X4 30-6-0 4X12 3X5S=5X6 2.5X4 10X16 5X6 10X16 3X5 S=10X12 12X16 4X10 S=10X1212X16 3X5 7X8 4X12 B1 W:308 R:7360 U:-753 B2 W:308 R:8699 U:-890 2-PLYS REQUIRED 37-9-8 0-9-5 13-3-13 9-0-1213-3-13 T1 T2 T3 T4 B1 B2 B3 1 2 3 4 5 6 5 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (32) 10d SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 7360 3.50" 3.27" 2 37-7-12 8699 3.50" 3.87" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -13626 0.21 0.06 0.27 2-3 -13577 0.35 0.18 0.53 3-4 -13535 0.35 0.31 0.65 4-5 -13405 0.20 0.47 0.67 5-6 -4859 0.32 0.67 0.99 6-7 -5577 0.14 0.34 0.48 7-8 111 0.00 0.09 0.10 BC FORCE AXL BND CSI 9-10 11714 0.17 0.09 0.27 10-11 11716 0.17 0.10 0.27 11-12 11716 0.17 0.12 0.29 12-13 8177 0.12 0.14 0.26 13-14 8143 0.12 0.14 0.26 14-15 8143 0.12 0.08 0.20 15-16 2888 0.04 0.08 0.12 16-17 2885 0.04 0.00 0.04 WB FORCE AXL BND CSI 17-8 -92 0.01 0.29 0.30 WEB FORCE CSI WEB FORCE CSI 2-10 -190 0.02 2-12 -212 0.04 4-12 246 0.04 5-12 7760 0.95 5-13 4228 0.52 5-15 -5821 0.55 6-15 2537 0.31 7-15 5720 0.70 7-16 404 0.05 7-17 -9072 0.41 8-17 -92 0.30 TC 1.50x5.50 SPF C1650F1.5E 1.50x3.50 SPF C1650F1.5E 5-6 1.50x3.50 SPF #1/#2-CAN 6-8 BC 1.50x11.9 LVL Mlm2.0ETCG WEB 1.50x3.50 SPF #1/#2-CAN 1.50x3.50 SP #3 10-2, 2-12 12-4, 17-8 1.50x5.50 SPF C1650F1.5E 5-15, 7-17 GBL BLK 1.50x3.50 SP #3 1.50x3.50 SPF #1/#2-CAN 8 ,10 ,19 Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. **[PM]=PLATE MONITOR USED-See Joint Report** Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " O.C. Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Gable studs are required ONLY in the truss ply that will have siding/sheathing attached and are used only for that attachement as non-structural members. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI Gable verticals are 2x 4 web material spaced and ANSI/TPI 1. at 16.0 " o.c. unless noted otherwise. Top chord supports 12.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-3 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. This design based on chord bracing applied per the following schedule: max o.c. c. from to TC 24.00" 21-6-0 30-6-0 Building Designer shall provide adequate bearing area and anchorage. ...........BEARING AREA REQUIRED........... ID Brg Size Min Size -or-Min Area 2 0-3-8 0-3-14 11.6sqin UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -753 lb 2 -890 lb HORIZONTAL REACTION(S) : support 1 265 lb support 2 265 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 401 sqft Vertical members exposed to wind: 17-8 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 30.00 0-0-0 30.00 37-9-8 0.67 BC Vert 10.00 0-0-0 10.00 15-8-0 0.00 BC Vert 446.00 15-8-0 446.00 34-0-0 0.71 BC Vert 10.00 34-0-0 10.00 37-9-8 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 6554.0 15-6-8 0.50 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 2 L= -0.30" D= -0.20" T= -0.50" EX.WB DEF CRITERIA:L/120 IN MEM 17-8; T= 0.15" ===== Joint Locations ===== 1 0-0-0 10 8-4-14 2 8-4-14 11 10-0-0 3 11-4-6 12 15-6-8 4 15-6-8 13 21-6-0 5 21-6-0 14 27-9-8 6 30-6-0 15 30-6-0 7 34-0-4 16 34-0-4 8 37-9-8 17 37-9-8 9 0-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 1-3-13 Rgt Heel-to-Peek: 1-3-13 File Name: PB1 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21446 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: PB1 Qty: 6 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 0/32" = 1' 1 2 3 0-11-3 0-11-3 0-11-3 1-10-6 4 5 6 0-11-3 0-11-3 0-11-3 1-10-6 TYPICAL PLATE : 2.5X4 4X4 1.5X4 1-10-6 0-6-9 0-6-9 2-11-8 0-5-3 1-4-6 0-1-10 0-5-3 0-1-10 1-6-0 T1 T1 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer Refer to Joint QC Detail Sheet for must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Cap Truss application (piggy-back) only. Pfmin = 5 psf Refer to appropriate detail(s). Gable verticals are 2x 4 web material spaced at 48.0 " o.c. unless noted otherwise. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 9.84 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 4 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 0-11-3 5 0-11-3 3 1-10-6 6 1-10-6 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 1-3-13 Rgt Heel-to-Peek: 1-3-13 File Name: PB2 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21447 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: PB2 Qty: 2 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 12.00 -12.00 OVER CONTINUOUS SUPPORT Scale: 0/32" = 1' 1 2 3 0-11-3 0-11-3 0-11-3 1-10-6 4 5 6 0-11-3 0-11-3 0-11-3 1-10-6 TYPICAL PLATE : 2.5X4 4X5 2-PLYS REQUIRED 1-10-6 0-6-9 0-6-9 2-11-8 0-5-3 1-4-6 0-1-10 0-5-3 0-1-10 1-6-0 T1 T1 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x8 SP SS D Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer Refer to Joint QC Detail Sheet for must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Gable studs are required ONLY in the truss ply that will have siding/sheathing attached and are used only for that attachement as Loaded for 10 PSF non-concurrent BCLL. non-structural members. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Cap Truss application (piggy-back) only. Refer to appropriate detail(s). + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Gable verticals are 2x 4 web material spaced at 48.0 " o.c. unless noted otherwise. 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-2 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 9.84 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 4 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 0-11-3 5 0-11-3 3 1-10-6 6 1-10-6 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 4-2-12 Rgt Heel-to-Peek: 4-2-12 File Name: PB3 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21448 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: PB3 Qty: 4 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 OVER CONTINUOUS SUPPORT Scale: 17/32" = 1' 1 2 3 3-7-13 3-7-13 3-7-13 7-3-11 4 5 6 3-7-13 3-7-13 3-7-13 7-3-11 TYPICAL PLATE : 2.5X4 R4X4 1.5X4 2-PLYS REQUIRED 7-3-11 0-9-12 0-9-12 8-11-2 0-4-5 2-5-14 0-1-10 0-4-5 0-1-10 2-7-8 T1 T1 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer Refer to Joint QC Detail Sheet for must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Gable studs are required ONLY in the truss ply that will have siding/sheathing attached and are used only for that attachement as Loaded for 10 PSF non-concurrent BCLL. non-structural members. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Cap Truss application (piggy-back) only. Refer to appropriate detail(s). + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Gable verticals are 2x 4 web material spaced at 48.0 " o.c. unless noted otherwise. 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-2 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.41 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 15 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 3-7-13 5 3-7-13 3 7-3-11 6 7-3-11 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 4-2-12 Rgt Heel-to-Peek: 4-2-12 File Name: PB4 Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21449 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: PB4 Qty: 14 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 OVER CONTINUOUS SUPPORT Scale: 17/32" = 1' 1 2 3 3-7-13 3-7-13 3-7-13 7-3-11 4 5 6 3-7-13 3-7-13 3-7-13 7-3-11 TYPICAL PLATE : 2.5X4 R4X4 1.5X4 7-3-11 0-9-12 0-9-12 8-11-2 0-4-5 2-5-14 0-1-10 0-4-5 0-1-10 2-7-8 T1 T1 B1 1 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer Refer to Joint QC Detail Sheet for must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Cap Truss application (piggy-back) only. Pfmin = 5 psf Refer to appropriate detail(s). Gable verticals are 2x 4 web material spaced at 48.0 " o.c. unless noted otherwise. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 10.41 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 15 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 4 0-0-0 2 3-7-13 5 3-7-13 3 7-3-11 6 7-3-11 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-5-5 File Name: Q Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21450 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: Q Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 4.00 -4.00 OVER 3 SUPPORTS Scale: 3/32" = 1' 1 2 3 4 5 6 7 8 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 9-0-0 30-6-0 9 10 11 12 13 1415 1617 18 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 8-0-0 29-6-0 TYPICAL PLATE : 1.5X4 6X8 3X5 S=3X6 3X5 6X10 7X8 4X6 3X5 5X8 3X5 S=3X5 3X5 6X8 4X4 7X8 3X5 3X4 3X5 3X5 3X4 3X4 34-0-4 B1 W:308 R:1467 U:-221 B2 W:308 R:2085 U:-541 B3 W:308 R:288 U:-648 37-9-8 1-2-8 0-9-5 13-3-13 9-0-1213-7-0 6-10-0 9-5-8 10-3-8 T1 T2 T3 T4 B1 B2 B3 B4 B6 1 2 3 4 5 6 7 8 9 10 11 12 B10 1 1 2 1 2 3 4 5 6 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1467 3.50" 2.30" 2 34-0-4 2085 3.50" 3.27" 3 37-7-12 288 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -422 0.00 0.80 0.80 1-2 -1927 0.08 0.80 0.88 2-3 -2016 0.15 0.53 0.68 3-4 -1948 0.14 0.65 0.79 4-5 -1488 0.02 0.72 0.74 5-6 -669 0.02 0.75 0.77 6-7 -597 0.00 0.51 0.52 7-8 489 0.09 0.18 0.28 BC FORCE AXL BND CSI 9-10 1574 0.35 0.49 0.85 10-11 11 1681 0.91 0.08 0.98 11-12 1742 0.26 0.36 0.62 12-13 1764 0.27 0.45 0.73 13-14 1284 0.18 0.45 0.63 14-15 529 0.08 0.30 0.37 15-16 -504 0.58 0.00 0.58 16-17 -2049 0.46 0.00 0.46 17-18 -1 0.00 0.14 0.14 WB FORCE AXL BND CSI 18-8 482 0.00 0.94 0.94 WEB FORCE CSI WEB FORCE CSI 16-7 -1603 0.67 2-10 -416 0.17 2-11 142 0.08 4-11 247 0.08 4-13 -526 0.18 5-13 628 0.20 5-14 -641 0.29 6-14 1028 0.36 6-15 -1164 0.73 7-15 1273 0.44 8-16 -479 0.19 16-18 758 0.51 8-18 482 0.94 SLDRL -1689 0.25 TC 2x4 SPF #1/#2-CAN 2x4 SPF C1650F1.5E 5-6 BC 2x4 SPF #1/#2-CAN FILL CHD 2x4 SP #3 WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 8-18 SLIDER 2x4 SPF #1/#2-CAN Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer Refer to Joint QC Detail Sheet for must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. Shim bearings (if needed) for req. support. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 BC 93.00" 7-3-8 14-1-8 BC 75.00" 24-5-0 33-10-8 UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -221 lb 2 -541 lb 3 -648 lb -444 lb HORIZONTAL REACTION(S) : support 1 549 lb support 3 549 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 76 sqft Vertical members exposed to wind: 8-18 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/962 MEM 5-6 (LIVE) LC 1 L= -0.42" D= -0.26" T= -0.69" EX.WB DEF CRITERIA:L/120 IN MEM 8-18; T= 0.68" ===== Joint Locations ===== 1 0-0-0 10 7-3-8 2 7-3-8 11 14-4-12 3 9-6-10 12 18-1-6 4 14-4-12 13 21-6-0 5 21-6-0 14 29-6-0 6 30-6-0 15 30-6-0 7 34-0-4 16 34-0-4 8 37-9-8 17 34-0-4 9 0-0-0 18 37-9-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-5-5 File Name: R Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21451 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: R Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 4.00 -4.00 OVER 3 SUPPORTS Scale: 3/32" = 1' 1 2 3 4 5 6 7 8 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 9-0-0 30-6-0 9 10 11 12 13 1415 1617 18 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 8-0-0 29-6-0 TYPICAL PLATE : 1.5X4 6X8 3X5 S=3X6 3X5 6X10 7X8 4X6 3X5 5X8 3X5 S=3X5 3X5 6X8 4X4 7X8 3X5 3X4 3X5 3X5 3X4 3X4 34-0-4 B1 W:308 R:1467 U:-221 B2 W:308 R:2085 U:-541 B3 W:308 R:288 U:-648 37-9-8 1-2-8 0-9-5 13-3-13 9-0-1213-7-0 4-10-0 7-5-8 14-3-8 T1 T2 T3 T4 B1 B2 B3 B4 B6 1 2 3 4 5 6 7 8 9 10 11 12 B10 1 1 2 1 2 3 4 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1467 3.50" 2.30" 2 34-0-4 2085 3.50" 3.27" 3 37-7-12 288 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -422 0.00 0.80 0.80 1-2 -1927 0.08 0.80 0.88 2-3 -2016 0.15 0.53 0.68 3-4 -1948 0.14 0.65 0.79 4-5 -1488 0.02 0.72 0.74 5-6 -669 0.02 0.75 0.77 6-7 -597 0.00 0.51 0.52 7-8 489 0.09 0.18 0.28 BC FORCE AXL BND CSI 9-10 1574 0.35 0.49 0.85 10-11 1681 0.91 0.08 0.98 11-12 1742 0.26 0.36 0.62 12-13 1764 0.27 0.45 0.73 13-14 1284 0.18 0.45 0.63 14-15 529 0.08 0.30 0.37 15-16 -504 0.58 0.00 0.58 16-17 -2049 0.46 0.00 0.46 17-18 -1 0.00 0.14 0.14 WB FORCE AXL BND CSI 18-8 482 0.00 0.94 0.94 WEB FORCE CSI WEB FORCE CSI 16-7 -1603 0.67 2-10 -416 0.17 2-11 142 0.08 4-11 247 0.08 4-13 -526 0.18 5-13 628 0.20 5-14 -641 0.29 6-14 1028 0.36 6-15 -1164 0.73 7-15 1273 0.44 8-16 -479 0.19 16-18 758 0.51 8-18 482 0.94 SLDRL -1689 0.25 TC 2x4 SPF #1/#2-CAN 2x4 SPF C1650F1.5E 5-6 BC 2x4 SPF #1/#2-CAN FILL CHD 2x4 SP #3 WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 8-18 SLIDER 2x4 SPF #1/#2-CAN Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer Refer to Joint QC Detail Sheet for must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. Shim bearings (if needed) for req. support. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 BC 93.00" 7-3-8 12-1-8 BC 75.00" 26-5-0 33-10-8 UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -221 lb 2 -541 lb 3 -648 lb -444 lb HORIZONTAL REACTION(S) : support 1 549 lb support 3 549 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 76 sqft Vertical members exposed to wind: 8-18 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/962 MEM 5-6 (LIVE) LC 1 L= -0.42" D= -0.26" T= -0.69" EX.WB DEF CRITERIA:L/120 IN MEM 8-18; T= 0.68" ===== Joint Locations ===== 1 0-0-0 10 7-3-8 2 7-3-8 11 14-4-12 3 9-6-10 12 18-1-6 4 14-4-12 13 21-6-0 5 21-6-0 14 29-6-0 6 30-6-0 15 30-6-0 7 34-0-4 16 34-0-4 8 37-9-8 17 34-0-4 9 0-0-0 18 37-9-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-1-4 File Name: S Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21452 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: S Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 4.00 -4.00 OVER 3 SUPPORTS Scale: 3/32" = 1' 1 2 3 4 5 6 7 8 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 9-0-0 30-6-0 9 10 11 12 13 1415 161718 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 8-0-0 29-6-0 TYPICAL PLATE : 1.5X4 6X8 3X5 S=3X6 3X5 6X10 7X8 4X6 7X8 5X8 3X5 S=3X5 3X5 6X8 4X4 7X8 3X5 3X4 3X5 3X5 3X6 TIE 3X6 TIE 3X6 TIE 3X4 3X4 34-0-4 B1 W:308 R:1475 U:-209 B2 W:308 R:2014 U:-444 B3 W:308 R:153 U:-350 37-9-8 1-2-8 0-9-5 13-3-13 0-9-8 8-3-49-0-12 13-7-0 2-10-0 5-5-8 18-3-8 T1 T2 T3 T4 B1 B2 B3 B4 B6 1 2 3 4 5 6 7 8 9 10 11 12 B10 1 1 1 2 2 3 4 1 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1475 3.50" 2.31" 2 34-0-4 2014 3.50" 3.16" 3 37-7-12 153 3.50" 3.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -424 0.00 0.81 0.81 1-2 -1948 0.08 0.81 0.89 2-3 -2046 0.15 0.54 0.70 3-4 -1978 0.15 0.66 0.81 4-5 -1524 0.02 0.72 0.74 5-6 -732 0.02 0.76 0.78 6-7 -665 0.00 0.52 0.52 7-8 417 0.07 0.14 0.22 BC FORCE AXL BND CSI 9-10 1591 0.36 0.50 0.86 10-11 1699 0.89 0.08 0.97 11-12 1771 0.26 0.36 0.62 12-13 1792 0.28 0.45 0.73 13-14 1316 0.18 0.45 0.64 14-15 594 0.09 0.30 0.38 15-16 587 0.62 0.00 0.62 16-17 -1980 0.44 0.00 0.44 17-18 1 0.00 0.12 0.12 WB FORCE AXL BND CSI 0-0 351 0.08 0.78 0.86 WEB FORCE CSI WEB FORCE CSI 8-18 -605 0.89 BB 3 351 0.86 16-7 -1550 0.62 2-10 -423 0.17 2-11 152 0.08 4-11 243 0.08 4-13 -522 0.18 5-13 625 0.20 5-14 -615 0.28 6-14 1035 0.36 6-15 -1146 0.72 7-15 1253 0.44 8-16 -464 0.17 16-18 719 0.47 SLDRL -1706 0.26 TC 2x4 SPF #1/#2-CAN 2x4 SPF C1650F1.5E 5-6 BC 2x4 SPF #1/#2-CAN FILL CHD 2x4 SP #3 WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 8-18 SLIDER 2x4 SPF #1/#2-CAN BRG BLK 2x4 SPF #1/#2-CAN Lumber shear allowables are per NDS. Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. Shim bearings (if needed) for req. support. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 BC 93.00" 7-3-8 10-1-8 BC 75.00" 28-5-0 33-10-8 UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -209 lb 2 -444 lb 3 -305 lb -350 lb HORIZONTAL REACTION(S) : support 1 530 lb support 3 531 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 76 sqft Vertical members exposed to wind: 0-0 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/965 MEM 5-6 (LIVE) LC 1 L= -0.42" D= -0.26" T= -0.68" EX.WB DEF CRITERIA:L/120 IN MEM 0-0; T= 0.57" ===== Joint Locations ===== 1 0-0-0 10 7-3-8 2 7-3-8 11 14-4-12 3 9-6-10 12 18-1-6 4 14-4-12 13 21-6-0 5 21-6-0 14 29-6-0 6 30-6-0 15 30-6-0 7 34-0-4 16 34-0-4 8 37-6-0 17 34-0-4 9 0-0-0 18 37-6-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-1-4 File Name: T Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21453 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: T Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 4.00 -4.00 OVER 3 SUPPORTS Scale: 3/32" = 1' 1 2 3 4 5 6 7 8 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 9-0-0 30-6-0 9 10 11 12 13 1415 161718 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 8-0-0 29-6-0 TYPICAL PLATE : 1.5X4 6X8 3X5 S=3X6 3X5 6X10 7X8 4X6 7X8 5X7 3X5 S=3X5 3X5 6X8 4X4 7X8 3X5 3X4 3X5 3X5 3X6 TIE 3X6 TIE 3X6 TIE 3X4 34-0-4 B1 W:308 R:1475 U:-209 B2 W:308 R:2014 U:-444 B3 W:308 R:153 U:-350 37-9-8 1-2-8 0-9-5 13-3-13 0-9-8 8-3-49-0-12 13-7-0 3-5-8 T1 T2 T3 T4 B1 B2 B3 B4 B6 1 2 3 4 5 6 7 8 9 10 11 12 B10 1 1 1 2 1 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1475 3.50" 2.31" 2 34-0-4 2014 3.50" 3.16" 3 37-7-12 153 3.50" 3.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -424 0.00 0.81 0.81 1-2 -1948 0.08 0.81 0.89 2-3 -2046 0.15 0.54 0.70 3-4 -1978 0.15 0.66 0.81 4-5 -1524 0.02 0.72 0.74 5-6 -732 0.02 0.76 0.78 6-7 -665 0.00 0.52 0.52 7-8 417 0.07 0.14 0.22 BC FORCE AXL BND CSI 9-10 1591 0.36 0.50 0.86 10-11 1699 0.26 0.36 0.63 11-12 1771 0.26 0.36 0.62 12-13 1792 0.28 0.45 0.73 13-14 1316 0.18 0.45 0.64 14-15 594 0.09 0.30 0.38 15-16 587 0.62 0.00 0.62 16-17 -1980 0.44 0.00 0.44 17-18 1 0.00 0.12 0.12 WB FORCE AXL BND CSI 0-0 351 0.08 0.78 0.86 WEB FORCE CSI WEB FORCE CSI 8-18 -605 0.89 BB 3 351 0.86 16-7 -1550 0.62 2-10 -423 0.17 2-11 152 0.08 4-11 243 0.08 4-13 -522 0.18 5-13 625 0.20 5-14 -615 0.28 6-14 1035 0.36 6-15 -1146 0.72 7-15 1253 0.44 8-16 -464 0.17 16-18 719 0.47 SLDRL -1706 0.26 TC 2x4 SPF #1/#2-CAN 2x4 SPF C1650F1.5E 5-6 BC 2x4 SPF #1/#2-CAN FILL CHD 2x4 SP #3 WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 8-18 SLIDER 2x4 SPF #1/#2-CAN BRG BLK 2x4 SPF #1/#2-CAN Lumber shear allowables are per NDS. Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum THIS DESIGN IS THE COMPOSITE RESULT OF Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. Shim bearings (if needed) for req. support. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 BC 75.00" 30-5-0 33-10-8 UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -209 lb 2 -444 lb 3 -305 lb -350 lb HORIZONTAL REACTION(S) : support 1 530 lb support 3 531 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 76 sqft Vertical members exposed to wind: 0-0 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/965 MEM 5-6 (LIVE) LC 1 L= -0.42" D= -0.26" T= -0.68" EX.WB DEF CRITERIA:L/120 IN MEM 0-0; T= 0.57" ===== Joint Locations ===== 1 0-0-0 10 7-3-8 2 7-3-8 11 14-4-12 3 9-6-6-10 12 18-1-6 4 14-4-12 13 21-6-0 5 21-6-0 14 29-6-0 6 30-6-0 15 30-6-0 7 34-0-4 16 34-0-4 8 37-6-0 17 34-0-4 9 0-0-0 18 37-6-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-10-2 File Name: U Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21454 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: U Qty: 2 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 -4.00 4.00 -4.00 OVER 3 SUPPORTS Scale: 1/16" = 1' 1 2 3 4 5 6 7 8 9 10 1112 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 9-0-0 30-6-0 13 14 15 16 17 1819 2021 22 23 24 2526 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 8-0-0 29-6-0 5X6 4X5 S=3X6 4X5 6X10 6X10 4X5 S=3X64X5 6X8 4X4 4X4 6X8 4X4 S=3X6 4X4 6X8 4X4 H0710 4X6 4X8S=5X6 4X42.5X4 2.5X4 2.5X4 34-0-4 4-2-0 B1 W:308 R:1407 U:-211 B2 W:308 R:2711 U:-266 B3 W:308 R:1116 U:-292 2-PLYS REQUIRED 56-2-0 1-2-8 1-2-8 0-9-5 13-3-13 0-5-5 13-7-0 T1 T1 T2 T3 T4 B1 T6 B2 B3 B4 B6 B7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 B12 1 (3) 10d 3-2-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1407 3.50" 1.50" 2 34-0-4 2711 3.50" 2.13" 3 51-10-4 1116 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -400 0.00 0.41 0.41 1-2 -1821 0.02 0.41 0.43 2-3 -1862 0.03 0.18 0.22 3-4 -1806 0.01 0.33 0.34 4-5 -1308 0.00 0.43 0.43 5-6 -355 0.00 0.48 0.48 6-7 -247 0.00 0.28 0.28 7-8 1075 0.13 0.21 0.35 8-9 970 0.10 0.37 0.48 9-10 -571 0.00 0.37 0.37 10-11 -730 0.00 0.14 0.14 11-12 812 0.10 0.14 0.24 12-OR 40 0.00 0.10 0.10 BC FORCE AXL BND CSI 13-14 1485 0.18 0.25 0.43 14-15 1587 0.13 0.20 0.33 15-16 1601 0.13 0.20 0.32 16-17 1622 0.14 0.25 0.38 17-18 1122 0.08 0.25 0.33 18-19 298 0.01 0.16 0.17 19-20 -897 0.00 0.09 0.09 20-21 -2518 0.28 0.00 0.28 21-22 -1 0.00 0.23 0.23 22-23 700 0.03 0.14 0.17 23-24 700 0.03 0.03 0.06 24-25 -662 0.00 0.07 0.07 25-26 -729 0.00 0.07 0.07 WEB FORCE CSI WEB FORCE CSI 20-7 -1871 0.04 2-14 -383 0.04 2-15 135 0.02 4-15 274 0.04 4-17 -554 0.10 5-17 644 0.10 5-18 -882 0.20 6-18 981 0.17 6-19 -1291 0.15 7-19 1408 0.25 9-20 -1112 0.16 20-22 533 0.09 9-22 404 0.06 10-22 -321 0.04 10-24 -379 0.03 11-24 894 0.16 11-25 -920 0.08 SLDRL -1603 0.10 TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN 2x6 SPF C1650F1.5E 21-23, 23-26 WEB 2x4 SP #3 SLIDER 2x4 SPF #1/#2-CAN Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 Mark all interior bearing locations. Install interior support(s) before erection. CAUTION -persons installing trusses should retain a local engineer for proper lifting, handling and bracing per TPI/BCSI. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi-ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads as indicated from the back plys, distributed symmetrically around the hanger. Use any other approved detail (by others). 10d = 10d NAILS, SDS = Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) @= Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: 10d BOX = 0.128" dia. x 3.0" long nail 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x 3.5" long nail 16d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. 2-PLY! Nail w/10d BOX, staggered (per NDS) in: TC-2 BC-2 WEBS-2 **PER FOOT!** Cluster screws, if shown, are 3" long. This design based on chord bracing applied per the following schedule: max o.c. from from to UPLIFT REACTION(S) : TC 24.00" 21-6-0 30-6-0 Support C&C Wind Non-Wind 1 -211 lb 2 -266 lb 3 -292 lb HORIZONTAL REACTION(S) : support 1 -393 lb support 3 -393 lb Right Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Right Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 124 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ----------LOAD CASE #1 DESIGN LOADS ----------------Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 80.00 -1-2-8 80.00 0-0-0 0.50 TC Vert 60.00 0-0-0 60.00 56-2-0 0.67 TC Vert 64.00 56-2-0 64.00 57-4-8 0.62 BC Vert 20.00 0-0-0 20.00 56-2-0 0.00 ...Type... lbs X.Loc LL/TL Fastener TC Vert 60.0 -1-2-8 1.00 BC Vert 329.0 37-7-12 0.50 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 40 L= -0.22" D= -0.14" T= -0.36" MAX DEFLECTION (cant) : L/999 MEM 12-OR (LIVE) LC 34 L= -0.03" D= -0.01" T= -0.04" ===== Joint Locations ===== 1 0-0-0 14 7-3-8 2 7-3-8 15 14-4-12 3 9-1-14 16 18-1-6 4 14-4-12 17 21-6-0 5 21-6-0 18 29-6-0 6 30-6-0 19 30-6-0 7 34-0-4 20 34-0-4 8 37-4-15 21 34-0-4 9 41-3-4 22 41-3-4 10 47-9-5 23 44-2-0 11 51-10-4 24 47-9-5 12 56-2-0 25 51-10-4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded 13 0-0-0 26 56-2-0 by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 8-10-2 File Name: V Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21455 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: V Qty: 3 Drwg: 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 design meet or exceed the loading imposed by the local building code and the particular application. 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 -4.00 4.00 -4.00 Scale: 1/16" = 1' 1 2 3 4 5 6 7 8 9 1011 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 9-0-0 30-6-0 8-7-11 39-1-11 8-7-11 47-9-5 12 13 14 15 16 1718 1920 21 2223 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 8-0-0 29-6-0 8-7-11 39-1-11 8-7-11 47-9-5 5X6 4X6 S=3X6 4X5 6X10 6X10 S=3X6 4X5 8X10 4X4 4X4 6X8 4X5 S=3X6 4X4 6X8 4X4 7X8 S=3X6 4X56X8 2.5X4 2.5X47-0-0 4-2-0 B1 W:308 R:2351 U:-317 B2 W:308 R:2441 U:-408 56-2-0 1-2-8 1-2-8 0-9-5 13-3-13 0-5-5 13-7-0 T1 T2 T3 T4 T5 B1 T6 B2 B2 B3 B3 B6 1 2 3 4 5 6 7 8 9 10 11 1 12 13 14 3-2-14 SHIP BRG X-LOC REACT SIZE REQ'D 1 7-1-12 2351 3.50" 3.69" 2 51-10-4 2441 3.50" 3.83" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI OL-1 63 0.01 0.18 0.19 1-2 345 0.06 0.31 0.38 1-2 767 0.17 0.83 1.00 2-3 -1903 0.03 0.83 0.86 3-4 -1847 0.03 0.65 0.67 4-5 -2293 0.06 0.65 0.71 5-6 -2971 0.19 0.81 1.00 6-7 -3359 0.22 0.67 0.88 7-8 -3406 0.07 0.49 0.55 8-9 -3731 0.06 0.75 0.82 9-10 2394 0.35 0.40 0.75 10-11 843 0.12 0.39 0.51 11-OR 40 0.01 0.14 0.15 BC FORCE AXL BND CSI 12-13 -546 0.00 0.49 0.49 13-14 -617 0.00 0.46 0.46 14-15 1668 0.32 0.23 0.54 15-16 1689 0.20 0.47 0.67 16-17 2006 0.24 0.47 0.72 17-18 2968 0.60 0.26 0.86 18-19 3310 0.38 0.54 0.92 19-20 -1856 0.01 0.54 0.55 20-21 -1902 0.01 0.58 0.60 21-22 -797 0.00 0.58 0.59 22-23 -745 0.08 0.13 0.21 WEB FORCE CSI WEB FORCE CSI 2-13 -1991 0.78 2-14 1724 0.59 4-14 -978 0.72 4-16 536 0.18 5-16 -257 0.09 5-17 1320 0.42 6-17 881 0.27 6-18 285 0.09 8-18 -459 0.63 8-19 -532 0.15 9-19 4037 0.99 9-21 -1851 0.32 10-21 -1521 0.47 10-22 292 0.10 SLDRL 246 0.06 TC 2x4 SPF C1650F1.5E 2x4 SPF #1/#2-CAN 1-3, 3-5 2x4 SPF C2100F1.8E 7-9 BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 2x4 SPF #1/#2-CAN 19-9 SLIDER 2x4 SPF #1/#2-CAN Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time time dependent loading (creep). Building Refer to Joint QC Detail Sheet for Designer must account for this. Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 CAUTION -persons installing trusses should retain a local engineer for proper lifting, handling and bracing per TPI/BCSI. Drainage must be provided to avoid ponding. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 Building Designer shall provide adequate bearing area and anchorage. ...........BEARING AREA REQUIRED........... ID Brg Size Min Size -or-Min Area 1 0-3-8 0-3-11 5.5sqin 2 0-3-8 0-3-13 5.7sqin UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -317 lb 2 -408 lb HORIZONTAL REACTION(S) : support 1 -360 lb + + + + + + + + + + + + + + + + + + + + + + support 2 -361 lb OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading = 2.0 psf + + + + + + + + + + + + + + + + + + + + + + Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 112 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/964 MEM 5-6 (LIVE) LC 49 L= -0.51" D= -0.31" T= -0.82" MAX DEFLECTION (cant) : L/200 MEM 12-13 (LIVE) LC 49 L= 0.44" D= -0.10" T= 0.34" ===== Joint Locations ===== 1 0-0-0 13 7-3-8 2 7-3-8 14 14-4-12 3 9-1-14 15 18-1-6 4 14-4-12 16 21-6-0 5 21-6-0 17 29-6-0 6 30-6-0 18 30-6-0 7 37-4-15 19 39-1-11 8 39-1-11 20 40-10-10 9 47-9-5 21 47-9-5 10 51-8-8 22 51-8-8 11 56-2-0 23 56-2-0 12 0-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 24-10-11 File Name: W Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21456 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: W Qty: 6 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 4.00 -4.00 Scale: 1/16" = 1' 1 2 3 4 5 6 7 8 9 10 11 12 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 13 14 15 16 17 18 1920 21 22 23 24 25 7-3-8 7-3-8 7-1-4 14-4-12 7-1-4 21-6-0 5X6 4X6 S=3X5 4X5 7X8 4X4 6X10 4X5 S=3X8 4X5 4X6 7X8 6X8 4X6 S=3X5 4X4 4X4 6X10 4X4 4X412X16 3X6 4X8 2.5X4 2.5X4 4X5 4X5 7-0-0 B1 W:308 R:2559 U:-336 B2 W:308 R:1802 U:-176 52-0-0 1-2-8 0-9-5 13-3-13 0-9-5 13-7-0 T1 T2 T3 T4 T5 B1 B2 B3 B4 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 B11 1 11 SHIP BRG X-LOC REACT SIZE REQ'D 1 7-1-12 2559 3.50" 4.01" 2 51-10-4 1802 3.50" 2.83" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hanger Fails *HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI OL-1 63 0.01 0.18 0.19 1-2 347 0.06 0.31 0.38 1-2 768 0.17 0.82 0.99 2-3 -2105 0.04 0.82 0.86 3-4 -1997 0.04 0.69 0.73 4-5 -2598 0.18 0.66 0.85 5-6 -2879 0.19 0.47 0.66 6-7 -3561 0.32 0.21 0.53 7-8 -4031 0.34 0.43 0.77 8-9 -4813 0.50 0.47 0.96 9-10 -4893 0.22 0.22 0.43 10-11 -5318 0.25 0.38 0.63 11-12 -2730 0.05 0.77 0.82 11-12 -348 0.00 0.77 0.77 BC FORCE AXL BND CSI 13-14 -547 0.01 0.48 0.49 14-15 -618 0.00 0.45 0.45 15-16 1856 0.35 0.25 0.60 16-17 1877 0.23 0.30 0.54 17-18 2268 0.47 0.17 0.64 18-19 3073 0.65 0.09 0.75 19-20 3557 0.50 0.09 0.59 20-21 4370 0.62 0.10 0.72 21-22 4858 0.70 0.12 0.81 22-23 87 0.01 0.15 0.16 23-24 22 0.00 0.16 0.16 24-25 2223 0.32 0.43 0.75 WEB FORCE CSI WEB FORCE CSI 22-10 -79 0.17 2-14 -2172 0.86 2-15 1936 0.68 4-15 -1106 0.83 4-17 644 0.22 5-17 -380 0.13 5-18 1349 0.47 6-18 -1297 0.71 6-19 1253 0.43 7-19 1002 0.32 7-20 683 0.24 8-20 -798 0.62 8-21 437 0.14 10-21 -466 0.31 11-22 2345 0.80 22-24 2646 0.90 11-24 -1449 0.33 SLDRL 246 0.06 SLDRR -2507 0.37 TC 2x4 SPF #1/#2-CAN 2x4 SPF C2100F1.8E 9-12 BC 2x4 SPF #1/#2-CAN 2x4 SPF C1650F1.5E 19-22, 23-25 WEB 2x4 SP #3 SLIDER 2x4 SPF #1/#2-CAN PLT BLK 2x4 SPF #1/#2-CAN Lumber shear allowables are per NDS. Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Refer to BCSI for proper required lateral restraint. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 + + + + + + + + + + + + + + + + + + + + + + Unrestrained horiz. LL deflection = 0.36 " + + + + + + + + + + + + + + + + + + + + + + CAUTION -persons installing trusses should retain a local engineer for proper lifting, handling and bracing per TPI/BCSI. Drainage must be provided to avoid ponding. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 Required bearing widths and bearing areas apply when truss not supported in a hanger. Building Designer shall provide adequate bearing area and anchorage. ...........BEARING AREA REQUIRED........... ID Brg Size Min Size -or-Min Area 1 0-3-8 0-4-0 6.0sqin UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -336 lb 2 -176 lb HORIZONTAL REACTION(S) : support 1 387 lb support 2 388 lb Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading = 2.0 psf Overhangs are designed for 40 PSF live load (includes multiplier of 2.00), and an eave (ice) load of 0.0 Plf, in addition to dead loads indicated. This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 104 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 38 L= -0.49" D= -0.42" T= -0.91" MAX DEFLECTION (cant) : L/186 MEM 13-14 (LIVE) LC 38 L= 0.47" D= -0.07" T= 0.39" ===== Joint Locations ===== 1 0-0-0 14 7-3-8 2 7-3-8 15 14-4-12 3 10-10-10 16 18-1-6 4 14-4-12 17 21-6-0 5 21-6-0 18 26-0-0 6 26-0-0 19 29-6-0 7 30-6-0 20 30-6-0 8 36-6-14 21 36-6-14 9 39-10-14 22 42-7-12 10 42-7-12 23 42-7-12 11 47-3-14 24 47-3-14 12 52-0-0 25 52-0-0 13 0-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 24-10-11 Rgt Heel-to-Peek: 24-10-11 File Name: X Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.10 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21457 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: X Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + + + + + + + + + + + + + + + + + 7.00 -7.00 4.00 -4.00 OVER CONTINUOUS SUPPORT Scale: 1/16" = 1' 1 2 3 4 5 6 7 8 9 101112131415161718 19202122232425262728293031323334353637383940414243 44 2-0-0 2-0-0 4546474849505152535455565758596061626364656667869707172737475767777889801828384856 2-0-0 2-0-0 TYPICAL PLATE : 2.5X4 3X5 S=3X5 3X8 3X8 S=3X6 3X5 6X8 6X8 S=3X6 3X6 3X6 3X4 3X4 3X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X41.5X4 1.5X41.5X4 1.5X41.5X4 1.5X41.5X4 1.5X41.5X4 1.5X41.5X4 1.5X41.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 1.5X4 52-0-0 1.5X4 1-2-8 0-9-5 13-3-13 0-9-5 13-7-0 20-0-0 15-2-8 T1 T1 T2 T3 T4 B1 B2 B3 B4 B6 B11 1 1 2 3 4 5 6 4 3 2 1 1 6 7 7 8 8 9 10111213141516171819202122 2627282930313233 1 2 3 4 5 61 7 8 9 101112131415161718129 202122232425 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN FILL CHD 2x4 SPF #1/#2-CAN SLIDER 2x4 SP #3 GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Lu Parallel to Ridge = 25-0-0 CAUTION -persons installing trusses should retain a local engineer for proper lifting, Drainage must be provided to avoid ponding. handling and bracing per TPI/BCSI. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21-6-0 30-6-0 BC 120.00" 7-3-8 42-6-0 This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 15.75 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 104 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 44 52-0-0 2 2-0-0 45 0-0-0 3 3-4-0 46 2-0-0 4 4-8-0 47 3-4-0 5 6-0-0 48 4-8-0 6 7-4-0 49 6-0-0 7 8-8-0 50 7-3-8 8 10-0-0 51 8-8-0 9 10-10-10 52 10-0-0 10 11-4-0 53 11-4-0 11 12-8-0 54 12-8-0 12 14-0-0 55 14-0-0 13 15-4-0 56 15-4-0 14 16-8-0 57 16-8-0 15 18-0-0 58 18-1-6 16 19-4-0 59 19-4-0 17 20-8-0 60 20-8-0 18 21-6-0 61 22-0-0 19 22-0-0 62 23-4-0 20 23-4-0 63 24-8-0 21 24-8-0 64 26-0-0 22 26-0-0 65 27-4-0 23 27-4-0 66 28-8-0 24 28-8-0 67 29-6-0 25 30-0-0 68 30-0-0 26 30-6-0 69 31-4-0 27 31-4-0 70 32-8-0 28 32-8-0 71 34-0-0 29 34-0-0 72 35-4-0 30 35-4-0 73 36-8-0 31 36-8-0 74 38-0-0 32 38-0-0 75 39-4-0 33 39-4-0 76 40-8-0 34 39-10-14 77 42-0-0 35 40-8-0 78 42-7-12 36 42-0-0 79 42-7-12 37 42-7-12 80 43-4-0 38 43-4-0 81 44-8-0 39 44-8-0 82 46-0-0 40 46-0-0 83 47-4-0 41 47-4-0 84 48-8-0 42 48-8-0 85 50-0-0 43 50-0-0 86 52-0-0 All All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 12-3-0 Rgt Heel-to-Peek: 9-5-7 File Name: Y Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21458 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: Y Qty: 1 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 + + + 7.00 -7.00 OVER CONTINUOUS SUPPORT Scale: 1/4" = 1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1-3-0 1-3-016 17 18 19 20 21 22 23 24 25 26 27 28 29 30 1-3-0 TYPICAL PLATE : 1.5X4 1-3-0 R3X6 4X5 18-9-0 0-7-8 6-9-9 2-0-7 T1 6-9-9 T2 1 1 B1 2 3 3 4 4 5 5 6 6 7 7 8 14 SHIP TC 2x4 SPF #1/#2-CAN BC 2x4 SPF #1/#2-CAN WEDGE 2x4 SP #3 GBL BLK 2x4 SP #3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral restraint (designed by others) perpendicular to the plane of the member at 56" intervals. This restraint is a result of wind load applied to member.(Combination axial plus bending). Refer to BCSI for proper required lateral restraint. 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. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.49 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 38 sqft 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ===== Joint Locations ===== 1 0-0-0 16 0-0-0 2 1-3-0 17 1-3-0 3 2-7-0 18 2-7-0 4 3-11-0 19 3-11-0 5 5-3-0 20 5-3-0 6 6-7-0 21 6-7-0 7 7-11-0 22 7-11-0 8 9-3-0 23 9-3-0 9 10-7-0 24 10-7-0 10 11-11-0 25 11-11-0 11 13-3-0 26 13-3-0 12 14-7-0 27 14-7-0 13 15-11-0 28 15-11-0 14 17-3-0 29 17-3-0 15 18-9-0 30 18-9-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com Lft Heel-to-Peek: 12-3-0 Rgt Heel-to-Peek: 9-5-7 File Name: Z Dsgnr: Chk: TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf Customer : Record No.: 65605 Pgm. Ver. : T6.5.10 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec IRC-2006 Seqn T6.5.10 -21459 8/31/2010 Job Name: LOT 64 ASBERRY PARK Truss ID: Z Qty: 8 Drwg: 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 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', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. K.A. COMPONENTS 21 West Oxford St., Otterbein IN 47970 7.00 -7.00 Scale: 1/4" = 1' 1 2 3 4 5-3-9 5-3-9 5-3-7 10-7-0 8-2-0 18-9-0 5 6 7 10-7-0 10-7-0 8-2-0 18-9-0 6X8 1.5X4 4X5 3X5 3X8 2.5X4 B1 W:308 R:750 U:-83 B2 W:308 R:750 U:-89 18-9-0 0-7-8 6-9-9 2-0-7 T1 6-9-9 T2 B1 1 2 3 4 1 SHIP BRG X-LOC REACT SIZE REQ'D 1 0-1-12 750 3.50" 1.50" 2 18-7-4 750 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing TC FORCE AXL BND CSI 1-2 -1007 0.01 0.22 0.23 2-3 -731 0.00 0.53 0.53 3-4 -777 0.02 0.58 0.60 BC FORCE AXL BND CSI 5-6 808 0.11 0.77 0.89 6-7 185 0.00 0.77 0.77 WB FORCE AXL BND CSI 7-4 -691 0.13 0.00 0.13 WEB FORCE CSI WEB FORCE CSI 2-6 -273 0.19 3-6 382 0.12 4-6 595 0.21 4-7 -691 0.13 TC 2x4 SPF C2100F1.8E 2x4 SPF #1/#2-CAN 1-3 BC 2x4 SPF #1/#2-CAN WEB 2x4 SP #3 WEDGE 2x4 SPF #1/#2-CAN Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used 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 as ER-1607 and ESR-1118. Loaded for 10 PSF non-concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 5 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Pfmin = 5 psf End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTION(S) : Support C&C Wind Non-Wind 1 -83 lb 2 -89 lb HORIZONTAL REACTION(S) : support 1 205 lb support 2 205 lb This truss is designed using the ASCE7-05 Wind Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 43.33 ft, Bldg Width = 75.33 ft Mean roof height = 12.49 ft, mph = 90 ASCE7 II Standard Occupancy, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area = 38 sqft Vertical members exposed to wind: 7-4 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. MAX DEFLECTION (span) : L/696 MEM 3-4 (LIVE) LC 1 L= -0.32" D= -0.16" T= -0.48" EX.WB DEF CRITERIA:L/120 IN MEM 7-4; T= 0.00" ===== Joint Locations ===== 1 0-0-0 5 0-0-0 2 5-3-9 6 10-7-0 3 10-7-0 7 18-9-0 4 18-9-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by “HS” for HS 20 ga., “S” for SS 18 ga. from Alpine; or preceded by “MX” for TWMX 20 ga. or “H” for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. PDF created with pdfFactory Pro trial version www.pdffactory.com