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HomeMy WebLinkAboutTRUSS SPECS REDLINED - M19-00122 - Flint - 75 S 3926 W - Detached ShopJob Name: REXBURG H BRI X2-12_LCC �CT10512 SIZE A3. 1 0- 2-12 10512 5.50" 3.74 2 39- 9- 4 10512 5.50" 3.74 TO FORCE ALL BIND CSI 1-2 -19542 0.12 0.51 0.63 2-3 -10454 0.14 0.75 0.89 3-4 -14565 0.05 0.47 0.53 4-5 -14565 0.05 0.47 0.53 5-6 -10454 0.14 0.75 0.89 6-7 -19542 0.12 0.51 0.63 RC FORCE ML BND CSI 8-9 17913 0.44 0.51 0.95 9-30 17020 0.42 0.31 0.73 10-11 17020 0.42 0.31 0.73 11-12 17020 0.42 0.31 0.73 12-13 17020 0.42 0.31 0.73 13-14 17913 0.44 0.51 0.95 WEB FORCE CSI ways FORCE Car 2-9 -774 0.09 5-11 -6044 0.97 3-9 1353 0.14 5-13 1353 0.14 3-11 -6044 0.97 6-13 -774 0.09 4-11 6135 0.75 Truss ID: T-01 TC 2x6DFL SS BC 2x6 DFL SS WEB 2.4 DFL STUD WEDGE 2x6 DFL EB Lomber shear allowables are per NDS. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document. as ER -1607 and ESR -1118. "STRONGBACX" is recommended. Web bracing is required at locations shown. Adequate brace design per Building Designer. 3 -PLY! Nail w/SOd BOX, staggered (per NDS) in: TC- 4 BC- 2 WEBS- 2 --PER FOOT! -- Nail in layers or from each face. Cluster screws, if shown, are 4.5" long. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -1239 to 2 -1239 lb This truss is designed using the ASCE7-10 wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Earp Category = B Bldg Length = 99.00 It, Bldg Width = 50.00 Mean roof height = 23.79 ft, mph = 110 nrcupancy Category II, Dead Load = 7.5 psf Designed as Main Wind Fovstest - Low-rise and Componencesisti la 1 Tributary Are�O sgfig-8.10 134-5 20-0.0 3-PLYS 1 2 3 REQUIRED400 0 Designed per ANSI/TPI 1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Act, (creep factor) = 1.50 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 30 Per non -concurrent BCLL. ASCE7-10 SNOW LORD DESIGN CRITERIA: Pg = 50 psf, Ce = 1.0, I = 1.0, Ct = 1.00 f 4 ................... . Unrestrained boric. LL deflection = 0.27 " 4 t . . 4 . . . . . i . 4 ♦ . . 4 4 4 14 i This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 0- 0- 0 40- 0- 0 BC 120.00" 0- 0- 0 40- 0- 0 HORIZONTAL REACTION(S) support 1 228 lb support 2 228 lb 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ft 6-76-711 6-7.11 6-741 6-8-10 20-0-0 26-7-11 33-3-6 40-0-0 4.00 4 + t t + + + ♦ . + ♦ t r + 4 + + + + t t + Nail pattern shown is for ELF load. and point loads converted to ELF 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). led = 10d NAILS, SDS = Simpson SDS Screw. or equivalent substitute. (a) = Special Connection Req. (by others) @ = Indicates load is evenly distributed (no additional fastener. req.) 4 t t + + + + + + + + 4 + + + 4 + + + + 4 + I. 4 i 4.. i 4. f 1. i 4. f. H t t. NAIL pattern shown is ba..d on: led BOX = 0.128" dia. . 3.0" long nail led 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 . . . . 4 1 4 ♦ . . . i . . i ♦ . . . t . . R5X8 T3X5 3X5 T 7.7.0 7X10 7X10 7-7-13 8X10 8X10 SHIP =0.11-0 ID -11 6X6 5X8 S=850508 S=SS0508 6X6 1t 40-0-0 11" 18 9 10 11 12 13 14 10-010.0 . 9.11-99 9.1� 1010 10-0-7 20-0-0 29-11.9 40-0.0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) L/598 NEW 2-3 (LIVE) LC L= -0.79" D= -0.39" T= === Joint Locations ===== 1 0- 0- a 8 0- 0- 0 2 6- 8-10 9 10- 0- 7 3 13- 4- 5 30 12- 0- 0 4 20- 0- 0 11 20- 0- 0 5 26- 7-11 12 28- 0- 0 6 33- 3- 6 13 29-11- 9 1 40- 0- 0 14 40- 0- 0 Reviewed for v BUI 8/8/2019 Scale: 3/32" = 1' CL O .1_ C/) -a0) Q) L CD N U N N M r r O 0 Gi t >1 0 �(p W0 fV 7 co I- f) In 18" Compliance jj Y429� Inspector WARNING Read all notes On this Sheet and give a COPY Of It to the Erecting Contractor. Eng. Job:.EJ. WO: STEEL DESIGN FLINT This design is for an Individual uilding component not Russ system. upas been based on epeonicaeons provided by me oomponeni manufacturer Chit: BJS ® and done In accordance with the current versions of TPI and APPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenskme D6gnr: JSC re to W verified by that component manufacturer and/or Wilding designer prior to fabrication. The building designer must ascertain that the lead. TC Live 35.00 psf DurFaes L=1.15 P=1.15 utilized on this design meet or exceed the loading Imposed by the local building code and Ne particular application. The design assumes that the rap chard SHEPHERD Ie laterally brand by the roof or floor sheathing and the bottom chord Is laterally b,aced by rald sheathing material directly attached, unless otherwise noted. Brecing shown is for lateral support of components members only to redun buckling length. This component Shall not be placed In any TC Dead 5.OD psf Rep Mbr 8nd 1.15 ®TRUSS enwronmentthat will cause me moisture content *fine wood to exceed 19% anchor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 10.0.0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as mean from Truswal software, 'ANSVIPI I','MCA 1' -Wood Truss Councll of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.50 psf Design Spec IRC -2012 P.O.BOX 787, BLACKFOOT, ID 83221 (BCS.and'BCSI SUMMARY SHEETS' by MCA and TPI. The Truss Plate methods (TPR IS located at 218 N. Lee Strobl Suite 312, Alexandrla, VA 22314. The American Forest and Paper Assnlation(AFPA) Is located at 111119th Straet NW, Ste M, Washington, DC 20036. TOTAL 47.50 psf Segn T6.5.20-182671 CL O .1_ C/) -a0) Q) L CD N U N N M r r O 0 Gi t >1 0 �(p W0 fV 7 co I- f) In 18" Compliance jj Y429� Inspector as Job Name: REXBURG Truss ID: T-02 Qty: 2 Drw : WO: STEEL DESIGN FLINT Bac x -Loc AEACT SIZE REQ•0 TC 2x6 DFL SS **[PM]=PLATE MONITOR USED -See Joint Report** ... 4 4 .. ♦ ... 4 . i T . t .. t 4 4 Dsgnr: JSC 1 0- 2-12 5256 5.50•' 2.60" BC 2x6 DFL SS Designed per ANSI/TPI 1-2007 Nail pattern shown is for PLY loads and SHEPHERD 2 39- 9- 4 5256 5.50'• 2.801' DG SLIDER 2x6 DFL Be Fabrication Tolerance = 20.0% point loads converted to PLP loads only. Rep MIN and 1.00 ®TRUSS envlronmentthat will cause the moisturecontent of the wood to exceed 19% wxVor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 5-0-0 HER 2x4 DFL STUD Bearings designed for an F.Perp value of the Concentrated loads MUST be distributed to TC FORCE AXL am car Xcr (.reap factor) = 1.50 lesser of the truss chord lumber value or each ply equally. Multi -ply with hangers are Alexandria, VA 22314. The American Forest and Paper Association(AFPA) Is located at 1111 flat Street, NW, Ste 809 Washington, DC Mac RSL -374 0.00 0.06 0.06 Refer to Joint QC Detail Sheet for 625 for all bearings. based on hanger nails using 1.5" nails min. 1-2 -12082 0.15 0.35 0.50 Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF into the carrying member. 2-3 -10897 0.09 0.25 0.35 IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. If shown, use additional fasteners for point 3-4 -7682 0.05 0.31 0.35 testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. loads as indicated from the back plys, 4-5 -7682 0.05 0.31 0.35 and ANSI/TPI and are reported in available ASCE7-10 SNOW LOAD DESIGN CRITERIA: distributed symmetrically around the hanger. 5-6 -10897 0.09 0.25 0.35 documents as ER -1607 and ESA -1118. Pg = 50 PEE, Ce = 1.0, I = 1.0, Ct = 1.00 Use any other approved detail (by others). 6-7 -12082 0.15 0.35 0.50 2 -PLY! Nail w/lOd BOX, staggered (per NDS) Attach eecond"y top chord (if shown) with led = led NAILS, BOB = Simpson SDS screw. RSR -374 0.00 0.06 0.06 in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** rotated tie plates in addition to the or equivalent substitute. Cluster screws, if shown, are 3" long. heel plating shown. The .econdary top (*) = Special Connection Req. (by others) BIC FORCE ARL Ben Car This design based on chord bracing applied chord may be notched for outlookers, 1.5" @ = Indicates load is evenly distributed 8-9 11335 0.46 0.18 0.64 per the following schedule: deep max. DO NOT NOTCH WITHIN THE PLATED (no additional fasteners req.) 9-10 9257 0.36 0.05 D.43 max O.C. from to HEEL AREA OR IN ANY AREA MARKED BY (***)I i 4 t t ♦ . . t . . . i . 4 ♦ t . . . i 4 . 10-11 9257 0.38 0.10 0.47 TC 24.00" 0- 0- 0 40- 0- 0 UPLIFT REACTION(S) : 4 i i i 4 ... i .. 4 . 4 . i ... r . . 11-12 9257 0.38 0.10 0.47 BC 120.00" 0- 0- 0 40- 0- 0 Support C&C Wind Non -Wind NAIL pattern shown is based on: 12-13 9257 0.38 0.06 0.44 HORIZONTAL REACTION(S) 1 -619 Its led BOX = 0.128" dia. Is 3.0" long nail 13-14 11335 0.46 0.18 0.64 support 1 116 lb 2 -619 lb lad COMMON = 0.148" dia. x 3.0" long nail support 2 116 lb This truss is designed using the 16d BOX = 0.135" dia. x 3.5" long nail WISH FORCE CSI wee FORCE CSI 20 ps£ bottom chord live load NOT required ASCE7-10 Wind Specification 16d COMMON = 0.162" dia. x 3.5" long nail 2-9 -1513 0.24 5-11 -3444 0.91 on this truss, per IBC/IRC requirements for Bldg Enclosed = Yee, 4 . . . . i 4 i ♦ i . . . .. i 4 t t + t 4 3-9 1604 OAT 5-13 1604 0.27 attic. with limited storage. Truss Location = Not End Zone 3-11 -3444 0.91 6-13 -1513 0.24 Exp Category = B 4-11 3571 0.60 Bldg Length = 99.00 ft, Bldg Width ex 50.00 ft MAX DEFLECTION (span) Mean roof height = 23.55 It, mph = 110 L/999 MEM 3-4 (LIVE) LC Occupancy Category II, Dead Load = 7.5 per L= -0.39" D= -0.20" T= - nn'i r. -d.. n Wind Force Resisting System - Low-rise and Components and Cladding =___= Joint Locations _ --- 7-8.3 6.1.14 69r�butarl6-A� 218)1 t 7-8-3 1 0- 0- 0 8 0- 0- 0 7-8-3 13-10-2 20-0-0 26-1-14 32.3-13 40-0.0 2 7- 8- 3 9 10- 9- 2 3 13-10- 2 10 12- 0- 0 I 2a-0.0 I 20.0-0 4 20- 0- 0 11 20- 0- 0 2-PLYS 1 2 .. 3 4 5 6 7 5 26- 1-14 12 26- 0- 0 REQUIRED 4 00 -400 13 29- 7 40- 0-10 14 40- 0-30 T 7-1-3 1 TYPICAL PLATE: 3X4 Mid 4X8 S=6A6 S=6X6 3X4 1 40-0-0 11" 8 9 10 11 12 13 14 1010 9-29-2-14 9-29-2-14 10.9.2 10.9.2 20.0.0 29.2.14 40.0.0 T 7-2-0 SHIP =11-11 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 8/8/2019 Scale: 3/32" = 1' 59" WARNING Read 311 notes on this sheet and give a Copy Of It to the Erecting Contractor. Eng. Job: .EJ. WO: STEEL DESIGN FLINT This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: BJS ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JSC are to he Youfel by the component manufacturer deeper building designer prior to fabrication. The building Malg,wr ..at escenMn that the land. TC Live 35.00 psf DurFaes L=1.15 P=1.15 Nllized on this design meet orreceed the loading Imposed by the local building code and me particular applloalloa The design assumes that the top chord SHEPHERD Is laterally braced by the raelor floor sheathing and the bottom chord is laterally braced by arigid sheathing material directly andshed, unlessotherwlse noted. Bracing shown is for lateral support of Components members only to reduce buckling length. This component shall not be placed in any TC Dead 5.00 psf Rep MIN and 1.00 ®TRUSS envlronmentthat will cause the moisturecontent of the wood to exceed 19% wxVor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 5-0-0 and brace this truss in accordance with the following standards: 'Joint and Culling De Wil Fepdrts' avallable as output from Truswal software, BC Deed 7.50 Design Spec IRs 'ANSVTPI I','MCA 1'• Wood Truss Council of America Standard Design ResponsibillNes,'BUILDING COMPONENT SAFETY INFORMATION'- P sf s P -2012 P.O.BOX 787, BLACKFOOT, ID 82221 IBCSI) and'BO$I SUMMARY SHEETS' by MCA and TPI. The Truss Plate Institute (TPI) is located .1218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association(AFPA) Is located at 1111 flat Street, NW, Ste 809 Washington, DC Mac TOTAL 47.50 pat Segn T6.5.20.182672 59" lJob Name: REXBURG Truss ID: T-03 Qty: 2 Drwg: G X -LOC EXACT SIZE REQ'D 1 0- 2-32 5256 5.50" 2.80" 2 39- 9- 4 5256 5.50" 2.80" TO FORCE AXL END Car ,$1 -374 0.00 0.06 0.06 1-2 -12082 0.15 0.35 0.50 2-3 -10897 0.09 0.25 0.35 3-4 -7682 0.05 0.31 0.35 4-5 -7682 0.05 0.31 0.35 5-6 -10897 0.09 0.25 0.35 6-7 -12082 0.15 0.35 0.50 IRR -374 0.00 0.06 0.06 BC FORCB Ai am CSI 8-9 11335 0.46 0.18 0.64 9-10 9257 0.38 0.05 0.43 10-11 9257 0.38 0.10 0.47 11-12 9257 0.38 0.10 0.47 12-13 9257 0.38 0.06 0.44 13-14 11335 0.46 0.18 0.64 WA FORCE Car WEB FORCE CSI 2-9 -1513 0.24 5-11 -3444 0.91 3-9 1604 0.27 5-13 1604 0.27 3-11 -3444 0.91 6-13 -1513 0.24 4-11 3571 0.60 TYPICAL PLATE: 2X3 TC 2.6 DFL SS BC 2.6 DFL SS DG SLIDER 2x6 DFL SS NEW 2x4 DFL STUD GBL BLE 2x4 DFL STUD Kcr (creep factor) = 1.50 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. ASCE7-10 SNOW LOAD DESIGN CRITERIA: Pg = 50 psf, Ce - 1.0, I - 1.0, Ct = 1.00 Gable horizontal studs are 2x 4 web material spaced @ 24.0 " o.c. unless noted otherwise. [+] indicates the requirement for lateral restraint (designed by other.) perpendicular to the plane of the member at 30"intervals. This restraint is a result of wind load applied t0 member. Refer to SCSI for proper required lateral restraint. Attach secondary top chord (if shown) with rotated tie plates in addition to the heel plating shown. The secondary top chord may be notched for outlookers, 1.5" deep max. DO NOT NOTCH WITHIN THE PLATED HEEL AREA OR IN ANY AREA MARKED BY (***)I 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attic. with limited Storage. T 7-1-3 1 **[PNI=PLATE MONITOR sn USED -See Joint Report** Designed per ANSI/TPI1-2007 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPr and are reported in available documents as ER -1607 and ESR -1118. 2 -PLY! Nail w/lOd BOX, staggered (per NDS) 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" 0- 0- 0 40- 0- 0 BC 120.00" 0- 0- 0 40- 0- 0 UPLIFT REACTION(S) : Support CMC Wind Nun -Wind 1 -619 lb 2 -619 lb HORIZONTAL REACTION(S) support 1 116 lb support 2 116 lb 7-8-3 6-1-14 y 6.1.14 6.1.14 6-1.14 7-8.3 7.8.3 13.10.2 20.0.0 26-1.14 32.3.13 40.0.0 20.0-0 20.0.0 2-PLYS 1 2 3 4 5 6 7 REQUIRED4.00 R6X6 4.00 3X4 S=6X6 3X4 3X4 10-9-2 9.2.14 9-2-14 10.9.2 20-0-0 29.214 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail 1 6m( 10.9.2 40-M + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to ELF 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 = led NAILS, SDS = Simpson SHE screws or equivalent substitute. (+) = Special Connection Req. (by others) @ = Indicates load is evenly distributed (no additional fasteners req.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + NAIL pattern shown is based on: led BOX = 0.128" dia. x 3.0" long nail lett 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 + + + + + + + + + + + + + + + + + + + + + + This trues is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Trues Location . Not End Zone Exp Category = B 70 1g Length == 99.00 It, Bldg Width = 50.00 it Mean roof height = 23.55 ft, mph = 110 Occupancy Category II, Dead Load = 7.5 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 200 sgft T 7.2-0 SHIP =l/-11- available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999 MEN 3-4 (LIVE) LC L= -0.39" D= -0.20" T= - --- == Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 7- 8- 3 9 10- 9- 2 3 13-10- 2 10 12- 0- 0 4 20- 0- 0 11 20- 0- 0 5 26- 1-14 12 26- 0- 0 6 32- 3-13 13 29- 2-14 7 40- 0- 0 14 40- 0- 0 8/8/2019 Scale: 3/32" = 1' 59" WARNING Read ell notes On this Sheet and give B Copy Of It to the Erecting Contractor. Eng. Job: .EJ. WO: STEEL DESIGN FLINT This design Is for an Individual building component not mass system. 11 has been based on specifications provided by the component manufacturer Chit: BJS ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JSC are to be verified by the component manufacturer anwor building designer prior to fabrication. The building designer must Secendin that the loatla TC Live 35.00 pat DurFacs L=1.15 P=1.15 utilised on this design meet or exceed the loading Imposed by the local bWdmg code and the particular application. The design assumes that he top chold SHEPHERD is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by rigid sheathing material directly attached, unless otherwise n*led, Sliming shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 5.00 Pat Rep lair and 1.00 ®TRUSS environment that will cause the moisture content *fine wood to exceed 19%andmr coves connector plate corrosion. Fabricate, handle, mslall BC Live 0.00 Pat O.C.Spacing 5.0.0 and brace this hose 1.acxmdance with the following standards: 'Joint and Culling Osteo Repons'available as Output (rare Trvewel software, BC Dead 7.56 Design Spec IRC -2012 'ANSFFPI 1'.*MCA V. Wood Thos Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- P Sf 9 P P.O.BOX 767, BLACKFOOT, 1063221 (SCSI)and%CSI SUMMARY SHEETS' by MCA and TPI. Th. Tass Plate Institute(TP4 is located at 218 N. Lee Street Sells 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111191h Strom, NW, Ste M. Washington, DC 20036, TOTAL 47.50 Pat Seqn T6.5.20 - 182673 59"