5131 HARBOR LN 2024 Plans 2024-11-26

10/20 COMPANY PROJECT Design Build Services,Inc. Golitzin Residence Deck 28119 i WoodWorks© (360)73.9 St SE Evertt8820arbor ViewLane Monroe,WA 98272 Everett 88204 (360)793.9659 b5.wwb SOFlWARFFOR WOOD DESIGN Mar.25,2024 16:02 Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 b10 Dead Point No 2.28 165 lbs 2 b10 Construction Point Yes 2.28 680 lbs 3 b14 Dead Point No 19.50 86 lbs 4 b14 Construction Point Yes 19.50 335 lbs 5 b15 Dead Point No 19.50 70 lbs 6 b15 Construction Point Yes 19.50 252 lbs Self-weight Dead Full UDL No 13.9 pl£ Maximum Reactions(lbs)and Bearing Lengths(in): 19'-6„ 0' 12'5.7" 19'-5.7" Unfactored: .1 Dead 107 40 4 '� _/t / ��! -LI 0-4 485 Live 557 v L- -[- 4 1038 Factored: Uplift -222 Total 664 1523 Bearing: Length 0.50* 5.50 Min req'd 0.41 0.61** "Minimum bearing length selling used:1/2"for end supports "*Minimum bearing length governed by the required width of the supporting member. b5 Lumber n-ply,Hem-Fir,No.2,2x12,4-ply(6"x11-1l4") Supports:1-Timber-soft Column,D.Fir-L No.2;2-Timber-soft Beam,D.Fir-L No.2; Total length:19'-6.0";Clear span:12'-2.75",6'-9.25";Volume=9.1 cult Wet service;Lateral support:top=continuous,bottom=continuous Repetitive factor:applied where permitted(refer to online help); This section PASSES the design code check. Analysis vs.Allowable Stress and Deflection using NDS 201E: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 18 Fv' = 182 psi fv/Fv' = 0.10 Bending(+) fb = 139 Fb' = 1222 psi fb/Fb' = 0.11 Bending(-) fb 625 1'b' 1222 poi fb/Ib' 0.13 Deflection: Interior Dead -0.01 = < L/999 Live -0.09 = < L/999 0.42 = L/360 in 0.20 Total -0.10 = < L/999 0.62 = L/240 in 0.16 Cantil. Dead 0.10 = L/800 Live 0.39 = L/217 0.47 = L/180 in 0.83 Total 0.49 = L/170 0.70 = L/120 in 0.70 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.25 0.97 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.25 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 3 Fb'- 850 1.25 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - E' 1.3 million 0.90 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 0.90 1.00 - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #9 = (total) Long-term Deflection = 1.5(Dead Load Deflection + 0.33*Live Load Deflection). D=dead L=construction All LC's are listed in the Analysis output Load Patterns: s=5/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 840, V design = 824 (NDS 3.4.3.1(a)) lbs; 14(+) = 1461 lbs-ft; M(-) = 5537 lbs-ft EI = 231.37e06 lb-in"2/ply "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2021)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASD).Design values are from the NDS Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt Joints are present)and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required.