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EngDrwg: 2021r5RGT_Eng <br />23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A3 <br />Customer: P&P Morales <br />Truss Mfr. Contact: Vice Ahumada <br />SID:0003668809 <br />TID:280459 <br />Date:07 / 18 / 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 /> <br /> <br /> <br /> <br /> <br />3x10 <br />4x4= <br />5x12 1.5x4 5x12 <br />4x4 = <br />3x10 <br />1.5x4 3x4 =6x8 3x4 =1.5x4 <br />47#47# <br />2-0-0 2-0-0 <br />3-14 3-143- <br />0 <br />- <br />4 <br />3- <br />3 <br />- <br />1 <br />3 <br />3- <br />9 <br />- <br />8 <br />1 <br />6-2-15 <br />6-2-15 2 <br />5-8-12 <br />11-11-11 3 <br />3-8-9 <br />15-8-4 4 <br />3-8-9 <br />19-4-13 5 <br />5-8-12 <br />25-1-9 6 <br />6-2-15 <br />31-4-8 7 <br />1 <br />6-2-15 <br />6-2-15 8 <br />5-2-1 <br />11-5-0 9 <br />4-3-4 <br />15-8-4 10 <br />4-3-4 <br />19-11-8 11 <br />5-2-1 <br />25-1-9 12 <br />6-2-15 <br />31-4-8 7 <br />31-4-8 <br /> 3/12 -3/12 <br />Truss Weight = 144.6 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: No <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 = 58.8 ft B = 39.0 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: 3-10-12 <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 1 - 2 0.82 <br />Max CSI in BC PANEL 1 - 8 0.94 <br />Max CSI in Web 2 - 9 0.35 <br /> <br />...Mem... Ten Comp .CSI. <br />TC OH- 1 42 0 0.39 <br /> 1- 2 998 4536 0.82 <br /> 2- 3 923 3818 0.69 <br /> 3- 4 1064 4161 0.80 <br /> 4- 5 1064 4161 0.80 <br /> 5- 6 923 3818 0.69 <br /> 6- 7 998 4536 0.82 <br /> 7-OH 42 0 0.39 <br />BC 1- 8 4353 886 0.94 <br /> 7-12 4353 897 0.94 <br /> 8- 9 4353 886 0.93 <br /> 9-10 3670 763 0.72 <br /> 10-11 3670 763 0.72 <br /> 11-12 4353 897 0.93 <br />Web 2- 8 161 0 0.06 <br /> 2- 9 140 718 0.35 <br /> 3- 9 331 7 0.12 <br /> 3-10 661 189 0.24 <br /> 4-10 233 535 0.11 <br /> 5-10 661 189 0.24 <br /> 5-11 331 7 0.12 <br /> 6-11 140 718 0.35 <br /> 6-12 161 0 0.06 <br /> Reaction Summary <br /> --------------Reaction Summary(Lbs)---------------- <br /> Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI <br /> 1 01-12 1589 133 03-08 01-11 DFL 781 <br /> 7 31-02-12 1589 133 03-08 01-11 DFL 781 <br /> Max Horiz = -32 / +32 at Joint 1 <br />Loads Summary <br />User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04 <br />are based on 1.00 full and 0.00 reduced load factors. <br />See Loadcase Report for load combinations and additional details. <br />Loads based on maximum and minimum reactions from tie-in spans <br /> Mbr Max Min Location Dir Description <br /> Transfer loads: <br /> TC 47 -9 12-00-12 Vert 1-A_0005 @ 135 Deg <br /> TC 47 -9 19-03-12 Vert 1-A_0005 @ 45 Deg <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 />Lumber and plating have been applied symmetrically. <br />Deflection Summary <br />TrussSpan Limit Actual(in) Location <br />Vert LL L/360 L/890(-0.42) 9-10 <br />Vert DL L/120 L/768(-0.49) 10-11 <br />Vert CR L/240 L/412(-0.90) 10-11 <br />Horz LL 0.75in ( 0.09) @Jt 7 <br />Horz CR 1.25in ( 0.20) @Jt 7 <br />Ohng CR 2L/240 2L/999(-0.04) 1- 1 <br />Ohng CR 2L/240 2L/999(-0.04) 7- 7 <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 />Jnt3(0,-01-00), Jnt5(0,-01-00), <br />Jnt10(0,-00-08)