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EngDrwg: 2021r5RGT_PS <br />08401 - 08401 Qty: 1 Truss: A3 <br />Customer: Walk-in <br />Truss Mfr. Contact: Charlie Shepard <br />SID:0002410428 <br />TID:203630 <br />Date:09 / 07 / 23 <br />Page:1 of 1 <br />NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by <br />the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates <br />acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General <br />Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector <br />plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. <br />Component Solutions <br />Truss Studio V <br />2023.7.0.65 <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br />3x4 = <br />1.5x3 <br />4x6 <br />4x6 <br />1.5x3 <br />4x4 = <br />4x6 3x4 =5x6 = <br />10 <br />- <br />1 <br />4 <br />10 <br />- <br />1 <br />4 <br />3-15 3-15 <br />4- <br />1 <br />0 <br />- <br />1 <br />2 <br />5- <br />2 <br />- <br />2 <br />1 <br />2-5-4 <br />2-5-4 <br />2 <br />4-9-14 <br />7-3-2 <br />3 <br />6-5-6 <br />13-8-8 <br />4 <br />6-5-6 <br />20-1-14 <br />5 <br />7-3-2 <br />27-5-0 <br />6 <br />1 <br />2-5-4 <br />2-5-4 <br />7 <br />6-4-5 <br />8-9-9 <br />8 <br />9-9-15 <br />18-7-7 <br />9 <br />8-9-9 <br />27-5-0 <br />6 <br />27-5-0 <br />2-3-82-3-8 <br /> 4/12 -4/12 <br />Truss Weight = 113.2 lb <br />Code/Design: CBC-2022/TPI-2014 <br />PSF Live Dead Dur Factors <br />TC 20.0 16.0 Live Wind Snow <br />BC 0.0 10.0 Lum 1.25 1.60 N/A <br />Total 46.0 Plt 1.25 1.60 N/A <br />Spacing: 2-00-00 o.c. Plies: 1 <br />Repetitive Member Increase: Yes <br />Green Lumber: No Wet Service: No <br />Fab Tolerance: 20% Creep (Kcr) = 2.0 <br />OH Soffit Load: 2.0 psf <br />-----------Snow Load Specs---------- <br />ASCE7-16 Ground Snow(Pg) = N/A <br />Risk Cat: II Terrain Cat: C <br />Roof Exposure: Sheltered <br />Thermal Condition: All Others(1.0) <br />Unobstructed Slippery Roof: No <br />Low-Slope Minimums(Pfmin): No <br />Unbalanced Snow Loads: No <br />Rain Surcharge: No Ice Dam Chk: No <br />----------Wind Load Specs---------- <br />ASCE7-16 Wind Speed(V) = 120 mph <br />Risk Cat: II Exposure Cat: C <br />Bldg Dims: L = 0.0 ft B = 0.0 ft <br />M.R.H(h) = 15.0 ft Kzt = 1.0 <br />Bldg Enclosure: Enclosed <br />Wind DL(psf): TC = 9.6 BC = 6.0 <br />End Vertical Exposed: L = Yes R = Yes <br />Wind Uplift Reporting: ASCE7 MWFRS <br />C&C End Zone: 3-00-00 <br />-------Additional Design Checks------ <br />10 psf Non-Concurrent BCLL: Yes <br />20 psf BC Limited Storage: Yes <br />200 lb BC Accessible Ceiling: Yes <br />300 lb TC Maintenance Load: Yes <br />2000 lb TC Safe Load: No <br />Unbalanced TCLL: Yes <br />Material Summary <br />TC 2x4 DFL #1B <br />BC 2x4 DFL #1B <br />Webs 2x4 DFL #2 <br /> <br />Member Forces Summary <br />Max CSI in TC PANEL 5 - 6 0.60 <br />Max CSI in BC PANEL 8 - 9 0.61 <br />Max CSI in Web 7 - 3 0.34 <br /> <br />...Mem... Ten Comp .CSI. <br />TC OH- 1 47 0 0.10 <br /> 1- 2 770 145 0.22 <br /> 2- 3 761 121 0.36 <br /> 3- 4 301 1945 0.52 <br /> 4- 5 328 2375 0.54 <br /> 5- 6 337 2656 0.60 <br /> 6-OH 47 0 0.10 <br />BC 1- 7 156 700 0.20 <br /> 6- 9 2460 245 0.61 <br /> 7- 8 1827 198 0.55 <br /> 8- 9 1482 131 0.61 <br />Web 2- 7 80 360 0.03 <br /> 3- 7 285 2307 0.34 <br /> 3- 8 126 153 0.02 <br /> 4- 8 445 4 0.08 <br /> 4- 9 943 50 0.16 <br /> 5- 9 179 510 0.08 <br /> Reaction Summary <br /> --------------Reaction Summary(Lbs)---------------- <br /> Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI <br /> 7 2-05-04 1460 4 03-08 01-13 SPF 531 <br /> 6 27-03-04 1213 3 03-08 01-08 SPF 531 <br /> Max Horiz = -56 / +56 at Joint 7 <br />Loads Summary <br />This truss has been designed for the effects of an unbalanced top chord <br />live load occurring at [13-08-08] using a 1.00 Full and 0.00 Reduced load <br />factor. <br />20.0 psf Live load has been reduced for pitch(R2= 1.00) to (20.0 psf) <br />(allowed by the selected code) <br />See Loadcase Report for loading combinations and additional details. <br />Notes <br />Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. <br />Plates located at TC pitch breaks meet the prescriptive minimum size <br />requirement to transfer unblocked diaphragm loads across those joints. <br />Continuous Lateral Restraint (CLR) rows require diagonal bracing per <br />D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. <br />This truss is not symmetric - proper orientation is critical. <br />Deflection Summary <br />TrussSpan Limit Actual(in) Location <br />Vert LL L/240 L/999(-0.18) 8- 9 <br />Vert DL L/120 L/999(-0.25) 8- 9 <br />Vert CR L/180 L/696(-0.43) 8- 9 <br />Horz LL 0.75in ( 0.03) @Jt 6 <br />Horz CR 1.25in ( 0.06) @Jt 6 <br />Ohng CR 2L/180 2L/999(-0.00) 1- 1 <br />Ohng CR 2L/180 2L/999(-0.00) 6- 6 <br />Cant CR 2L/180 2L/999( 0.01) 1- 7 <br />Bracing Data Summary <br />------------Bracing Data------------ <br />Chords; continuous except where shown <br />------- Web Bracing -- CLR ----------- <br />Single: 7- 3 <br />Continuous Restraint Bracing Req’d <br />See BCSI–B3 3.0 <br /> <br />Plate offsets (X, Y): <br />(None unless indicated below) <br />Jnt6(0,00-02), Jnt9(0,-01-00) <br />HOLD - 122 N <br />Bewley St9/24/2024