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P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: <br />1 <br />PlanningrimadAUilding Age <br />Customer: ALARCON <br />SID: 0003867472 <br />TID: 293703 <br />Truss Mfr. Contact: Adrian Orduno <br />0 7/25 <br />ApprRvem <br />1-s-ls <br />5-11-9 <br />0 0 <br />0 0 <br />4-10-11 1-7-3 ti 1-7-1 4-10-12 <br />-11-9 1-6-0 <br />5-11-9 <br />10-10-4 12-5-7 16-1-12 21-0-8 <br />7-0-1 <br />1 <br />2 3 4 5 6 7 8 <br />Master ID: 9 <br />3x4_ <br />Date: <br />3/12 3x10 3x10 -3/12 <br />1.Sx3 1.Sx3 <br />to <br />4x4= e: 2-02-14 Max 4x4- <br />CDi <br />c0 <br />H: 2-00-04 Min <br />W: 5-00-00 <br />i <br />i <br />1 <br />CL:13-06-00 <br />Mechanical <br />O <br />i <br />3-14 3x12 <br />� <br />�3x123-14 <br />X <br />1.Sx3 4x8 3x4= 6x10 1.5x3 <br />75# <br />4 <br />5-11-8 <br />4-10-11 5-3-8 4-10-12 <br />5-11-9 <br />5-11-9 <br />I <br />10-10-4 16-1-12 21-0-8 <br />271-1 <br />1 <br />J <br />10 11 12 13 14 <br />9 <br />J <br />F <br />27-0-1 <br />Truss Weight = 128.2 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: 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 />0H 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 Swnmary (Lbs)--- <br />---------------- <br />TrussSpan Limit Actual(in) Location <br />E2x4 DEL #1B <br />Jet --X-Loc React -Up- --Width- -Regd -Mat PSI <br />Vert LL L/2.40 L/9991-0.27) 10-11 <br />+'ns 2x4 DEL Std/Stud <br />1 02-13 1459 0 05-08 02-05 DEL 523 <br />Vert DL L/120 L/799(-0.40) 11-13 <br />2x6 DEL SS <br />9 26-09-05 1459 0 05-08 02-05 DEL 523 <br />Vert CR L/180 L/302(-1.05) 11-13 <br />13 2x4 DFL Std/Stud <br />Max Horis -36 +36 at Joint 1 <br />= / <br />Harz LL 0.75in ( 0.07) @Jt 9 <br />Harz CR 1.25in ( 0.26) @Jt 9 <br />Member Forces Summary <br />Loads Summary <br />Ohng CR 2L/180 2L/999 (-0.02) 1- 1 <br />Max CSI in TC PANEL 2 - <br />3 0.74 <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 1 - 10 <br />0.63 <br />live load occurring at [13-06-01] using a 1.00 Full and 0.00 Reduced load <br />Bracing Data Summary <br />Max CSI in Web 4 - <br />6. 0.81 <br />factor. <br />------------Bracing Data ------------ <br />This truss has been designed for a 2327.0 lb Drag Load distributed along <br />Chords; continuous except where shown <br />... Mem... Ten Comp <br />.CSI. <br />the top chord rake in each direction and resisted at any bearing location <br />Attic tie beam (TB) & walls; bracing <br />TC OH- 1 33 0 <br />0.17 <br />shown. <br />indicated or rigid sheathing. <br />1- 2 255 4061 <br />0.48 <br />------------- Purlins ------------ <br />2- 3 235 3054 <br />0.74 <br />Attic space centered at 13-06-00 meets deflection criteria L/360. <br />---so--- --From-----To--- #Bays <br />3- 4 255 2866 <br />0.74 <br />TB 1-08-00 11-10-07 15-01-11 2 <br />4- 5 596 0 <br />0.74 <br />Designed for a mechanical unit dead load of 75 lb centered. at 13-06-.00, <br />Web Bracing -- None <br />5- 6 596 0 <br />0.74 <br />applied as a single point load to the BC. <br />Continuous Restraint Bracing Req'd <br />6- 7 255 2865 <br />0.74 <br />See Loadcase Report for load combinations and additional details. <br />See BCSI-B3 3.0 <br />7- 8 235 3053 <br />0.73 <br />Loads based on maximum and minimum reactions from tie-in spans <br />Plate offsets X, <br />8- 9 255 9059 <br />0.7 <br />Max Min Location Dir Description <br />' <br />9-OH 33 0 <br />0.17 <br />User loads: <br />Use <br />(None unless indicated below) <br />BC 1-10 3896 201 <br />0.63 <br />SC 75 45 13-06-00 Vert MechLoad @ 90 Deg <br />Jut5(0,-00-03), Jnt13(0,-00-08) <br />9-14 3895 191 <br />0.63 <br />10-11 3896 201 <br />0.63 <br />Notes <br />11-12 3551 150 <br />0.48 <br />Tooth -Holding green lumber factor applied: 0.80 <br />12-13 3551 141 <br />0.48 <br />Tooth -Holding reduction factors applied: Wet Service Condition <br />13-14 3895 191 <br />0.63 <br />Designed for green lumber that will be seasoned by time of installation. <br />Web 2-10 157 0 <br />0.06 <br />Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. <br />2-11 84 1118 <br />0.59 <br />Plates located at TC pitch breaks meet the prescriptive minimum size <br />3-11 444 0 <br />0.16 <br />requirement to transfer unblocked diaphragm loads across those joints. <br />4- 6 ISO 3521 <br />0.81 <br />7-13 445 0 <br />0.16 <br />8-13 85 1117 <br />0.59 <br />�pFESS/pAA <br />8-14 157 0 <br />648 <br />0.06 <br />0.1e <br />�, Pq4O� <br />12-13 32 <br />\�N1IA <br />F <br />2� <br />c� m <br />of C96148 r r" <br />9� <br />CIVi` Q- <br />FOF <br />CA`�FO <br />10127/2025 <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 />Component Solutions <br />the Truss Manufacturer and relies upon <br />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 for the truss component design shown. Seethe cover page and the "Important Information & General <br />2024 .3.2.1 <br />Notes" page for additional information. <br />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 />