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EngDrwg: 2021r5RGT_Eng <br />23493 - Duong's ADU Qty: 1 Truss: A4D <br />Customer: Michael Vu <br />Truss Mfr. Contact: Vice Ahumada <br />SID:0003680459 <br />TID:281223 <br />Date:07 / 23 / 25 <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 />2024.5.1.5 <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br /> <br />3x6 <br />4x4= <br />5x6 = <br />4x4 = <br />3x6 <br />1.5x4 3x4 =5x6 =1.5x4 <br />2-0-0 2-0-0 <br />4-2 4-2 <br />6- <br />0 <br />- <br />1 <br />4 <br />6- <br />1 <br />1 <br />- <br />1 <br />0 <br />1 <br />4-0-13 <br />4-0-13 <br />2 <br />8-5-3 <br />12-6-0 <br />3 <br />8-5-3 <br />20-11-3 <br />4 <br />4-0-13 <br />25-0-0 <br />5 <br />1 <br />4-0-13 <br />4-0-13 <br />6 <br />5-7-11 <br />9-8-8 <br />7 <br />5-7-0 <br />15-3-8 <br />8 <br />5-7-11 <br />20-11-3 <br />9 <br />4-0-13 <br />25-0-0 <br />5 <br />25-0-0 <br /> 5.5/12 -5.5/12 <br />Drag = 3900 lb <br />Truss Weight = 115.4 lb <br />Code/Design: CBC-2022/TPI-2014 <br />PSF Live Dead Dur Factors <br />TC 20.0 17.0 Live Wind Snow <br />BC 0.0 7.0 Lum 1.25 1.60 N/A <br />Total 44.0 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) = 130 mph <br />Risk Cat: II Exposure Cat: C <br />Bldg Dims: L = 41.9 ft B = 25.0 ft <br />M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00 <br />Bldg Enclosure: Enclosed <br />Wind DL(psf): TC = 10.2 BC = 4.2 <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: No <br />300 lb TC Maintenance Load: No <br />2000 lb TC Safe Load: No <br />Unbalanced TCLL: Yes <br />Material Summary <br />TC 2x4 DFL #2 <br />BC 2x4 DFL #2 <br />Webs 2x4 DFL Std/Stud <br /> <br />Member Forces Summary <br />Max CSI in TC PANEL 2 - 3 0.92 <br />Max CSI in BC PANEL 1 - 6 0.63 <br />Max CSI in Web 2 - 7 0.44 <br /> <br />...Mem... Ten Comp .CSI. <br />TC OH- 1 71 0 0.36 <br /> 1- 2 1550 3384 0.74 <br /> 2- 3 549 1616 0.92 <br /> 3- 4 549 1616 0.92 <br /> 4- 5 1550 3384 0.74 <br /> 5-OH 71 0 0.36 <br />BC 1- 6 2921 1250 0.63 <br /> 5- 9 2921 1250 0.63 <br /> 6- 7 2921 1250 0.48 <br /> 7- 8 2562 1541 0.41 <br /> 8- 9 2921 1250 0.48 <br />Web 2- 6 110 28 0.04 <br /> 2- 7 325 667 0.44 <br /> 3- 7 386 70 0.14 <br /> 3- 8 386 70 0.14 <br /> 4- 8 325 667 0.44 <br /> 4- 9 110 28 0.04 <br /> Reaction Summary <br /> --------------Reaction Summary(Lbs)---------------- <br /> Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI <br /> 1 01-12 1574 485 03-08 01-11 DFL 781 <br /> 5 24-10-04 1574 485 03-08 01-11 DFL 781 <br /> Max Horiz = -128 / +128 at Joint 1 <br />Loads Summary <br />User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00 <br />are based on 1.00 full and 0.00 reduced load factors. <br />This truss has been designed for a 3900.0 lb Drag Load distributed along <br />the top chord rake in each direction and resisted at any bearing location <br />shown. <br />See Loadcase Report for load 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 />Deflection Summary <br />TrussSpan Limit Actual(in) Location <br />Vert LL L/360 L/999(-0.08) 6- 7 <br />Vert DL L/120 L/999(-0.11) 6- 7 <br />Vert CR L/240 L/999(-0.19) 6- 7 <br />Horz LL 0.75in ( 0.07) @Jt 5 <br />Horz CR 1.25in ( 0.10) @Jt 5 <br />Ohng CR 2L/240 2L/999(-0.04) 1- 1 <br />Ohng CR 2L/240 2L/999(-0.04) 5- 5 <br />Bracing Data Summary <br />------------Bracing Data------------ <br />Chords; continuous except where shown <br />Web Bracing -- None <br /> <br />Plate offsets (X, Y): <br />(None unless indicated below) <br />Jnt8(0,-01-00)