2014-00959 - addn/remodel/repair

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Job Name: 20X24 9/12 Truss iD: A QV: g Drw : ERG x-TAC REACT SIZE REQ'D TC 2x6 SPF C1650F1.5E Designed per ANSI/TPI 1-2002 HORIZONTAL REACTIONS) 1 0- 2-12 1787 5.50^ 2.11^ HC 2x8 SP 1950E-1.7E Hcr (creep factor) = 1.00 support 1 244 1b 2 19- 9- 4 1787 5.50^ 2.11^ WEB 2x3 SPF STUD-CAN Refer to Joint QC Detail Sheet for support 2 -244 ].b BRG Re01riREtntN1's shown are based ONLY 2x6 SPF C165OF1.5E 9-2, 10-6 Ma,.a..,um Rotational Tolerance used This truss is designed using the on the truss material at each bearing TIE BEAM 2x4 SPF STUD-CAN Attic room load= 43 psf, plus any added ASCE7-05 Wind Specification ATTIC WB 2x4 SPF STUD-CAN loads indicated. Room LL Defl. is L/480. Bldg Enclosed = Yes, Importance Factor = 1.00 TO FORCE Ala. BND csi Lumber shear ailowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF Truss Location = Not End Zone 1-2 -1616 0.01 0.50 0.51 IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. HurriCatie/Ocean Line = No Exp Category = H 2-3 -1027 0.00 0.61 0.61 tasting and approval as required by IBC 1703 Loaded for 10 PSF nos-concurrent BCLL. Bldg Length - 99.99 ft, Bldg Width = 50.00 ft 3-4 188 0.00 0.61 0.61 and ANSI/TPI and are reported in available One row of cross bridging (X-bracing) may be Mean roof height = 26.00 ft, mph = 90 4-5 188 0.00 0.61 0.61 documents as ER-1607 and SSR-1118. required at centerline of room per NDS. ASCE7 II Standard Occupancy, Dead Load = 10.2 psf 5-6 -1027 0.00 0.61 0.61 End verticals are designed for axial loads Attic collar tie requires lateral restraint Designed as Main Wind Force Resisting System 6-7 -1616 0.01 0.50 0.51 only unless noted otherwise. Showa, or rigid sheathing is required. - Low-rise and Components and Cladding Extensions above or below the truss profile 20 psf bottom chord live load NOT required Tributary Area = 40 BC FORCE Ala. END CSI (if any) have been designed for loads on this truss, per IHC/IRC requirements for -----------LOAD CASE #1$1 DESIGN LOADS --------------- 8-9 -245 0.00 0.35 0.35 indicated only. Horizontal loads applied at attics with limited storage. Dir L.Plf L.Loc R.Plf R.Loc LL/ 9-10 961 0.03 0.41 0.44 the and of the extensions have not been TC Vert 104.00 - 1- 6- 0 104.00 0- 0- 0 0.6 10-11 -245 0.00 0.35 0.35 considered unless shown. A drop-leg to an TC Vert 84.00 0- 0- 0 84.00 4- 9- 4 0.8 otherwise unsupported wall may create a TC Vert 94.00 4- 9- 4 94.00 7- 4-14 0.7 WED FORCE CS1 WEB FORCE Cal hinge effect that requires additional design TC Vert 84.00 7- 4-14 84.00 12- 7- 2 0.8 1-8 -1860 0.58 6-10 667 0.07 consideration (by others). TC Vert 94.00 12- 7- 2 94.00 15- 2-12 0.7 1-9 1031 0.62 7-10 1031 0.62 TC Vert 84.00 15- 2-12 84.00 20- 0- 0 0.8 2-9 667 0.07 7-11 -1860 0.59 TC Vert 104.00 20- 0- 0 104.00 21- 6- 0 0.6 TB BC Vert 20.00 0- 0- 0 20.00 4- 9- 4 0.0 -1145 B00NID C38 BC Vert 106.00 4- 9- 4 106.00 15- 2-12 0.6 3-12 -1145 0.38 0.00 0.38 49 4 �T� I I 1;'6-� BC Vert 20.00 15- 2-12 20.00 20- 0- 0 0.0 12-5 -1145 0.38 0.00 0.38 N,4-9„4 3-5 V 10.00 7- 4-14 10.00 12- 7- 2 0.0 , ...Type... lbs X.Loc LL/TL Fastener AW FORCE c02 AW FORCE CSI 4-9-4 20-0-0 TC Vert 60.0 - 1- 6- 0 1.00 4-12 40 0.02 10-0-0 10-0-0 TC Vert 60.0 21- 6- 0 1.00 1 2 3 t4 $ 6 7 BC Vert 2B.7 4- 9- 4 0.00 BC Vert 28.7 15- 2-12 0.00 F12.00 12.0 MAX DEFLECTION (span) RSX6 L/798 MEM 9-10 (LIVE) LC 1 L= -0.30^ D= -0.14" T= -0.43 4X4 4X4 Joint Locations 1 0- 0- 0 7 20- 0- 0 2 4- 9- 4 8 0- 0- 0 3 7- 6-10 9 4- 9- 4 2X4 2X4 4 10- 0- 0 10 15- 2-12 12-0-0 12-1-12 6 15- 2-12 12 10- 0- 0 8-1-14 SHIP 6X8 6X8 I2-0-0 :Q 12-0-0 7X6 2X4 B2 W:508W:508 R:1787 1787 U: U: 20-0-0 8 9 10 11� 4-9_4 10-54 49_4 � 49-4 15-2-12 20-0-0 10/17/2014 AU connector plates are Truswa120 ga.unless preceded by"W"for Wave 20 ga.,"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. Scale:118"=1' WARNING Read all notes on this sheet and give a Copy Of it to the Erecting Contractor. Wght: 203 WORK ORDER:Q261448 V I L LA U M E This design Is for an Individual building component not truss system.It has been based on specifications provided by the component manufacturer Chk' CUST:SAWHORSE and done In accordance with the current versions of TPI and AFPA design standards.No responsibility Is assumed for dimensional accuracy.Dimensions ars to be verified by the component manufacturer and/or building designer prforto fabrication.The building designer must ascertain that the toads Dsgnr.SJS DUE DATE:10117/14 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 ornoer sheathing and the bottom chord is laterally braced by a rlgtd sheathing material directly attached,unless otherwise TC Live 35.00 psf DurFaCS L=1.15 P=1.15 noted.Bracing shown Is for lateral support of compensate members only to reduce buckling length.Thts componentshall not ba placed In arty TC Dead 7.00 psf Defl.Ratio: 240 environment that will cause the mola4ue content of the wood to exceed 19%and/or cause connector plate corrosion.Fabricate,handle,install BC Live 0.00 psf O.C.Spacing 2-0-0 2926 Lone Oak Circle,St Paul,MN 55121 and bracathis truss In accordance wfth the following standards:'Joint and Cutting Detall Reports'available as output from Truswal software, PH;651-464-3610 FAX;651-454-47r5 'ANSUTP V,WTCA V-Wood Tn=Council o►America Standard Design Responsibilities,VULDINO COMPONENT SAFETY WFORMA110W- BC Dead 10.00 psf Design Spec IRC-2006 (SCSI)and!SCSI SUMMARY SHEETS'by WrCA antl TPI.The Truss Plate Institute(TPI)Is located at 218 N.Lee Streat Suite 312, Alexandria,VA 22314.The American Forest and Paper Association(APPA)Is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. 1 TOTAL 62.00 psf Seqn T6.5.19- 56487