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

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P-468 -ALARCON NEW ACCESSORY DWELLING UNIT Qty: 1 Planningrimad*uilding Age Customer: ALARCON SID: 0003867473 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 7-3-7 13-6-0 19-8-9 27 0-0�� 1 2 3 4 5 Master ID: 6 10226# 10226# Date: - 3x8 3/12 -3/12 4x6 4x6 v? c� � m o 3-14 3x8 i 3x4= 3-14 X 4x10 5x6= 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 .l 7 8 9 10 11 12 13 6 27-0-0 Truss Weight = 249.3 lb Code/Design: CBC-2022/TPI-2014 -----------Snow Load Specs ---------- ----------Wind Load Specs ---------- -------Additional Design Checks------ PIE Live Dead Dur 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 I= 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 49.7 ft B = 27.0 it 200 lb BC Accessible Ceiling: No Total 48.0 Plt 1.25 1,60 N/A Thermal Condition: All Others(1.0) M.R.H(h)= 15.Oft Kzt = 1.0 Ke = 1.00 300 lb TC Maintenance Load: No Spacing: 2-00-00 0.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 MWERS OH Soffit Load: 2.0 psf C&C End Zone: 3-00-00 Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #lB ___ _____ - Reaction Swnmary (Lbs)---____________ TrussSpan Limit Actual(in) Location BC 2x4 DFL #1B Jnt--X-Loc React -Up- --Width- -Regd -Mat PSI Vert LL L/2.40 L/999(-0.08) 7- 8 Webs 2x4 DFL Std/Stud 1 02-12 1570 0 05-08 01-08 DFL 471 Vert DL L/120 L/999(-0.12) 7- 8 FC 2x4 DFL Std/Stud 10 18-03-04 8 188 10-02-00 Vert CR L/180 L/606(-0.33) 7- 8 11 19-08-09 3014 0 10-02-00 Herz LL 0.75in ( 0.02) @Jt 9 Member Forces SummaryHors Max Ho0ns = / at Joint 1 CR 1.25in 0.05) @Jt 9 Max CSI in TC PANEL 5 - 6 0.59 how n < Reactions not shown: down < 400 and up < 150 Chug CR 2L/180 2L/999(-0.01) 1- 1 g Max CSI in BC PANEL 7 - 8 0.40 ---- Reaction Summary (plf) ----- Ohng CR 2L/180 2L/999(-0.01) 5- 6 Max CSI in Web 8 - 5 0.49 Jnt-Jnt React -Up- --Width- Bracing Data Summary 9- 6 29 0 10-02-00 (reduced) ------------Bracing Data------------ ..Mem... Ten Comp .CS1. Chords; continuous except where shown TC OH- 1 34 0 0.10 Loads Summary Web Bracing -- None 1- 2 0 4527 0.51 This truss has been designed for the effects of an unbalanced top chord 2- 3 11 1775. 0.44 live load occurring at (13-06-001 using a 1.00 Full and 0.00 Reduced load Plate offsets (X, Y): 3- 5 11 1781 0.52 factor. (None unless indicated below) 5- 6 1237 0 0.59 See Loadcase Report for load combinations and additional details. Jntll(0,-01-00) 6-OH 34 0 0.10 Loads based on maximum and minimum reactions from tie-in spans BC 1- 7 4350 0 0.36 Mbr Max Min Location Din Description 6-13 0 1120 0.10 User loads: 7- 8 4350 0 0.40 TC 1026 32 8-00-00 Vert User @ 90 Deg 8- 9 0 1116 0.19 TC 1026 32 19-00-00 Vert User @ 90 Deg 9-10 0 1116 0.19 10-12 0 1120 0 1120 0.00.02 I1-1 2-PLY TRUSS Fastener Spacing 12-13 1120 0.03 Fasten each ply to the adjacent ply as follows(rows staggered): 7 Web 2- 7 256 0 0.04 TC 2x9, 1-row(s) of 0.131" din. x 3.0" Nails @ 12.0" o.c.** 2- 8 0 3032 0.44 BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c. 3- 8 195 0. 0.03 WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9..0" c.c. 5- 8 265 6 6 0 0.49. - Use additional fasteners of the same type (u.n.o.) within +/-12" of 5-11 294.0.49 the location(s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): TC:8-00-00, 5, TC:19-00-00, 5 Notes 01 QROFESSto Tooth -Holding green lumber factor applied: 0.80 �,0 PlA PADF Fasteners green lumber factor applied: 0.70 �Q- ��(N O y h GJ Tooth -Holding reduction factors applied: Wet Service Condition If this truss is exposed to wind load perpendicular to the plane of the is CD i � m truss, gable studs must be braced according to the Construction CD r" Documents, BCSI-B3, or a gable stud bracing detail matching the design uJ C961 48 wind speed shown. Lateral bracing of the truss itself to resist out -of -plane wind load must be in accordance with the Construction Documents. The.. maximum rake overhang length is 12.011. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq 0.80 Rotational Tolerance 10.0 degrees. CIVIL O2� ! ``-- OF at and of C A�-\c Plates located at TC pitch breaks meet the prescriptive minimum size 10/27/2025 requirement to transfer unblocked diaphragm loads across those joints. This truss is not symmetric - proper orientation is critical. 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 Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss studio v acceptance of professional engineering responsibility solely for the truss component design shown. Seethe 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