933 S Harmon St Unit #2 - Plan - Laserfiche WebLink

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P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 1 PlanningrmdABuilding Age Customer: ALARCON SID: 0003867469 TID: 293703 Truss Mfr. Contact: Adrian Orduno 0 4/25 ApprRvem 2-Ply 1-6-0 7-3-7 6-2-9 6-2-9 7 3-7 1-6-0 8-7 7-3-7 13-6-0 19-9 2 0-0�� 1 2 3 4 5 Master ID: 6 10226# 10226# Date: 3x10 3/12 -3/12 4x4 - 4x4 - m � m , o 3-14 3x12 , 3x12 3-14 Z =Q Z 4x10 6x10-18 Typical plate: 1.5x3 7-3-7 6-2-9 6-2-9 7-3-7 I } I 7-3-7 13-6-0 19-8-9 27-0-0 1 J 7 8 9 6 J r 27-0-0 Truss Weight = 261.9 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PSF Live Dead Dux Factors ASCE7-16 Ground Snow(Pg) = N/A ASCE7-16 Wind Speed(V) = 120 mph 10 psf Non -Concurrent BCLL: Yes TC 20.0 18.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited .Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 It B = 27.0 ft 200 lb BC Accessible Ceiling: No Total 48.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00 300 in TC Maintenance Load: No Spacing: 2-00-00 c.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low -Slope Minimums(Pfmin): No Wind DL(psf): TC = 10.8 BC = 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: Yes Unbalanced Snow Loads: No End Vertical Exposed: L = Yes R = Yes Fab Tolerance: 20% Creep (Kcr) = 3.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS OH Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #1B --------------eaction Summary (Lbs)---------------- R 'TrussSpan Limit Actual(in) Location SC 2x4 DFL #1B Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/240 L/9991-0.22) 7- 8 Webs 2x4 DFL Std/Stud 1 02-12 2447 0 05-08 01-15 DFL 971 Vert DL L/120 L/999(-0.31) 8- 9 FC 2x4 DFL Std/Stud 6 26-09-04 2447 0 05-08 01-15 DFL 471 Vert CR L/180 L/384(-0.83) 8- 9 Max Boris = -36 / +36 at Joint 1 Horz LL 0.75in ( 0.06) @it 6 Member Forces Summary Horz CR I.25in 0.21) @Jt 6 Max CSI in TC PANEL 2 - 3 0.79 Loads Summary Chug CR 2L/180 2L/999(-0.01) 1- 1 Max CSI in BC PANEL 7 - 8 0.67 This truss has been designed for the effects of an unbalanced top chord Chug CR 2L/180 2L/999(-0.01) 6- 6 Max CSI in Web 2 - 8 0.41 live load occurring at [13-06-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary factor. ------------Bracing Data ------------ ..Mem... Ten Comp .CSI. See Loadcase Report for load combinations and additional details. Chords; continuous except where shown TC OH- 1 34 0 0.10 Loads based on maximum and minimum reactions from tie-in spans Web Bracing -- None 1- 2 0 7856 0.74 Mbr Max Min Location Dir Description 2- 3 0 5371 0.79 User loads: Plate offsets (X, Y): 3- 5 0 5371 0.78 TC 1026 32 8-00-00 Vert User @ 90 Deg (None unless indicated below) 5- 6 0 7856 0.74 TC 1026 32 19-00-00 Vert User @ 90 Deg Jnt9(0,-00-08) 6-OH 34 0 0.10 BC 1- 7 7571 0 0.65 2-PLY TRUSS Fastener Spacing 6- 9 7571 0 0.65 Fasten each ply to the adjacent ply as follows(rows staggered): 7- 8 7571 0 O 6 TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" c.c.** 8- 9 7571 0 0.67 BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" c.c. Web 2- 7 190 0 0.03 WE 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" c.c. 2- 8 0 2811 0.41 .* Use additional fasteners of the same type (u.n.o.) within +/-12" of 3- 8 1790 0 0.33 the location(s) indicated (except where approved hangers are used with 5- 8 0 2811 0.41 fasteners that transfer the load to all plies): 5- 9 190 0 0.03 TC:8-00-00, 5, TC:19-00-00, 5 Notes Tooth -Holding green lumber factor applied: 0.80 Fasteners green lumber factor applied: 0.70 Tooth -Holding reduction factors applied: Wet Service Condition If this truss is exposed to wind load perpendicular to the plane of the truss, gable studs must be braced according to the Construction Q�OFESS/() N NAP q < Documents, SCSI-B3, or a gable stud bracing detail matching the design ��Q \�' �S 4- wind speed shown. Lateral bracing of the truss itself to resist �� (� out -of -plane wind load must be in accordance with the Construction m Documents. The maximum rake overhang length is 12.0". Lu rTt C96148� 20 Designed for green lumber that will be seasoned by time of installation. d _ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees. Plates located TC breaks the at pitch meet prescriptive minimum size]. requirement to transfer unblocked diaphragm loads across those joints. 9�.� CIVIk ! 0- OF CA 10/27/2025 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Asset on this drawing indicates Truss studio v acceptance of professional engineering responsibility solely forthe truss component design shown. See the cover page and the "Important Information & General 2024.3.2.1 Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector � 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. EngDrwg: 2021r5RGT_Eng