5131 HARBOR LN 2024 Plans 2024-11-26

9/20 COMPANY PROJECT Design Build Services,Inc. Golitzin Residence Deck 28119 WoodWorks® (360)72 Ah St27 Evertt9820 Harbor ViewLane Monroe,WA 98272 Everett 98204 (360)793-9659 b4.wwb SOFIWARFFOR WOOD DESIGN Mar.25,2024 15:43 • 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 2,27 165 lbs 2 b10 Construction Point Yes 2.27 680 lbs 3 b13 Dead Point No 19.52 27 lbs 4 b13 Construction Point Yes 19.52 94 lbs 5 b14 Dead Point No 19.52 86 lbs 6 b14 Construction Point Yes 19.52 335 lbs Self-weight Dead Full UDL No 13.9 plf Maximum Reactions(lbs)and Bearing Lengths(in): 19'-6.29" l 12-6" 19'-6" Unfactored: Dead 131 418 Live 558 792 Factored: Uplift -109 Total 689 1211 Bearing: Length 0.50* 0.50* t4in req'd 0.42 0.48** *Minimum bearing length setting used:1/2"for end supports and 1/2"for interior supports "Minimum bearing length governed by the required width of the supporting member. b4 Lumber n-ply,Hem-Fir,No.2,2x12,4-ply(6"x11-1/4") Supports:1-Timber-soft Column,D.Fir-L No.2;2-Timber-soft Beam,D.Fir-L No.2; Total length:19'-6.3l";Clear span:12.-5.56",6'-11.75";Volume=9.2 cult. Wet service;Lateral support:top=continuous,bottom=at supports; This section PASSES the design code check. Analysis vs.Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv= 15 Fv' = 182 psi fv/Fv' = 0.08 Bending(4) fb= 144 Fb' = 1062 psi fb/Fb' - 0.14 Bending(-) fb 392 th' 395 psi fb/I'b' 0.99 Deflection: Interior Dead -0.01 = < L/999 Live -0.06= < L/999 0.42 = L/360 in 0.15 Total -0.07 = < L/999 0.62 = L/240 in 0.11 Cantil. Dead 0.08 = < L/999 Live 0.28 = L/296 0.47 = L/180 in 0.61 Total 0.36= L/232 0.70 = L/120 in 0.52 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 3 Fb'+ 850 1.25 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3 850 1.25 1.00 1.00 0.372 1.000 - 1.00 1.00 1.00 4 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 #3 = D + L (pattern: L_) Bending(+): LC #3 = D + L (pattern: L ) Bending(-): LC 414 = D+ L (pattern: _L) Deflection: LC #4 = (live) LC #4 = (total) Long-term Deflection = 1.5(Dead Load Deflection + 0.33*Live Load Deflection). D=dead L=construction A11 LC's are listed in the Analysis output Load Patterns: s=3/2, 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 = 689, V design = 676 (NDS 3.9.3.1(a)) lbs; 14(+) = 1515 lbs-ft; M(-) = 4140 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"Lateral stability(-): Lu= 12'-6.00" Le = 20'-9.75" RB = 35.3 • Lu ends at 0 moment pt.; b = single ply width 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:NOS 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.