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P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: <br />6 <br />Planningrmd4uilding Age <br />Customer: ALARCON <br />SID: 0003867471 <br />TID: 293703 <br />Truss Mfr. Contact: Adrian Orduno <br />0 4/25 <br />ApprRvem <br />1-6-0 <br />7-3-7 <br />3-6-13 1-7-3 1-0-91-0-9 1a-3 3-6-13 <br />7-3-7 <br />4. 1-6-0 <br />7-3-7 <br />10-10-4 12-5-7 16-1-1z 19-8-9 <br />27- -0 <br />1 <br />2 3 4 5 6 7 8 <br />9 <br />Master ID: <br />3x4= <br />Date: <br />3/12 3x8 3x8 -3/12 <br />1.Sx4 1.5x4 <br />_ <br />4x4- 4x4- <br />H: 2-02-14 Max <br />o <br />H: 2-00-04 Min <br />W: 5-00-00 <br />rl <br />i <br />m 3-14 3x12 <br />21-:13-06-00 <br />Mechanical <br />O <br />3x12 3-14 <br />1.5x3 4x8 3x4= 4x8 5x8 <br />75# <br />7-3-7 <br />3-6-13 5-3-8 3-6-13 <br />7-3-7 <br />7-3-7 <br />10-10-4 16-1-12 19-8-9 <br />27-0-0 <br />1 <br />10 11 12 13 14 <br />9 <br />27-0-0 <br />Truss Weight = 126.2 lb <br />Code/Design: CBC-2022/TPI-2014 <br />-----------Snow Load Specs ---------- <br />----------Wind Load Specs ---------- <br />-------Additional Design Checks------ <br />PSF Live Dead Dur <br />Factors <br />ASCE7-16 Ground Snow(Pg) = N/A <br />ASCE7-16 Wind Speed(V) = 120 mph <br />10 psf Non -Concurrent BCLL: Yes <br />TC 20.0 18.0 Live <br />Wind Snow <br />Risk Cat: II Terrain Cat: C <br />Risk Cat: II Exposure Cat: C <br />20 psf BC Limited .Storage: Yes <br />BC 0.0 10.0 I= 1.25 <br />1.60 N/A <br />Roof Exposure: Sheltered <br />Bldg Dims: L = 49.7 ft B = 27.0 it <br />200 lb BC Accessible Ceiling: No <br />Total 48.0 Plt 1.25 <br />1.60 N/A <br />Thermal Condition: All Others(1.0) <br />M.R.H(h)= 15.Oft Kzt = 1.0 Ke = 1.00 <br />300 lb TC Maintenance Load: No <br />Spacing: 2-00-00 0.c. Plies: <br />1 <br />Unobstructed Slippery Roof: No <br />Bldg Enclosure: Enclosed <br />2000 lb TC Safe Load: No <br />Repetitive Member Increase: <br />Yes <br />Low -Slope Min imums(Pfmin): No <br />Wind DL(psf): TC = 10.8 BC = 6.0 <br />Unbalanced TCLL: Yes <br />Green Lumber: Yes Wet Service: <br />Yes <br />Unbalanced Snow Loads: No <br />End Vertical Exposed: L = Yes R = Yes <br />Fab Tolerance: 20o Creep <br />(Kcr) = 3.0 <br />Rain Surcharge: No Ice Dam Chk: No <br />Wind Uplift Reporting: ASCE7 MWERS <br />C,H Soffit Load: 2.0 psf <br />C&C End Zone: 3-00-00 <br />Material Summary <br />Reaction Summary <br />Deflection Summary <br />I-' 2x4 DEL #lB <br />-------------- Reaction Summary (Lbs)--- <br />---------------- <br />TrussSpan Limit Actuallin) Location <br />E' 2x4 DEL #1B <br />Jet --X-Loc React -Up- --Width- -Regd -Mat PSI <br />Vert LL L/2.40 L/9991-0.24) 11-13 <br />+'ns 2x4 DEL Std/Stud <br />1 02-12 1459 0 05-08 02-05 DEL 523 <br />Vert DL L/120 L/891 (-0.38) 11-13 <br />2x6 DEL SS <br />9 26-09-04 1459 0 05-08 02-05 DEL 523 <br />Vert CR L/180 L/319(-1.00) 11-13 <br />13 2x4 DFL Std/Stud <br />Max Horis = -36 / +36 at Joint 1 <br />Harz LL 0.75in ( 0.07) @Jt 9 <br />Harz CR 1.25in ( 0.25) @Jt 9 <br />Member Forces Summary <br />Loads Summary <br />Ohng CR 2L/180 2L/999 t-0.02) 1- 1 <br />Max CSI in TC PANEL 1 - <br />2 0.84 <br />This truss has been designed for the effects of an unbalanced top chord <br />Ohng CR 2L/180 2L/999(-0.02) 9- 9 <br />Max CSI in BC PANEL I - <br />10 0.64 <br />live load occurring at [13-06-00] using a. 1.00 Full and 0.00 Reduced load <br />Bracing Data Summary <br />Max CSI in Web 4 - <br />6. 0.74 <br />factor. <br />------------Bracing Data ------------ <br />Attic space centered at 13-06-00 meets deflection criteria L/360. <br />Chords; continuous except where shown <br />..Mem... Ten Comp <br />.CSI. <br />Attic tie beam (TB) & walls; bracing <br />TC OH- 1 34 0 <br />0.17 <br />Designed for a mechanical unit dead load of 75 lb centered at 13-06-00, <br />indicated or rigid sheathing. <br />1- 2 254 3941 <br />0.8S4 <br />applied as a single point load to the BC. <br />-------------Purlins------------ <br />2- 3 237 3033 <br />0.72 <br />See Loadcase Report for load combinations and additional details. <br />---so--- --From-----To--- #Bays <br />3- 4 253 2841 <br />0.69. <br />TB 1-08-00 11-10-07 15-01-09 2 <br />4- 5 419 0 <br />0.61 <br />Notes <br />Web Bracing -- None <br />5- 6 419 0 <br />0.61 <br />Tooth -Holding green lumber factor applied: 0.80 <br />Continuous Restraint Bracing Regd <br />6- 7 253 2841 <br />0.69 <br />Tooth -Holding reduction factors applied: Wet Service Condition <br />See BCSI-B3 3.0 <br />7- 8 237 3033 <br />0.72 <br />Designed for green lumber that will be seasoned by time of installation. <br />8- 9 254 3941 <br />0.84 <br />Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. <br />X offsets , <br />Plate OY)) <br />9-OH 34 0 <br />0.17 <br />Plates located at TC pitch breaks meet the prescriptive minimum size <br />(None unless indicated below) <br />BC 1-10 3770 190 <br />0.64 <br />requirement to transfer unblocked diaphragm loads across those joints. <br />Jnt5(0,-00-03), Jnt19(0,-01-00) <br />9-14 3770 180 <br />0.64 <br />10-11 3770 190 <br />0.51 <br />11-12 3465 131 <br />0.47 <br />12-13 3465 122 <br />0.47 <br />13-14 3770 180. <br />0.5.1 <br />Web 2-10 189 0 <br />0.07 <br />2-11 79 1048 <br />0.37 <br />3-11 517 0 <br />0.19 <br />4- 6 144 3247 <br />0.74 <br />7-13 517 0 <br />0.19 <br />8-13 79 1048 <br />0.37 <br />�pFESS/pAA <br />8-14 189 0 <br />0.07 <br />OQ Y <br />Q, Pq40 <br />12-13 15 586 <br />0.18 <br />\�NpIA <br />Fyn <br />c� m <br />of C96148 r r" <br />9� <br />CIVi` Q- <br />FOF <br />CA`�FO <br />10127/2025 <br />NOTICEAcopy 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 />Component Solutions <br />the Truss Manufacturer and relies upon the accuracy and <br />completeness of the information set forth by the Building Designer. Aseal on this drawing indicates <br />Truss studio v <br />acceptance of professional engineering <br />responsibility solely forthe truss component design shown. See the cover page and the "Important Information & General <br />2024 .3. 2. 1 <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 />EngDrwg: 2021r5RGT-Eng <br />