5131 HARBOR LN 2024 Plans 2024-11-26

13/20 COMPANY PROJECT Design Build Services,Inc. Golltzin Residence Deck fit %o0 d Y//�\/M O r kC2Monroe,WA 8119 120th St SE 93-9659272 5130 Harbor b6e 98204 View Lane .wwb SOFSWAREFOR WOOD DESIGN Mar.25,202415:53 Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load Type Distribution Pat- Location fftl Magnitude Unit ,tern Start End Start End 1 b17 Dead Point No 12.54 71 lbs 2 b17 Construction Point Yes 12.54 293 lbs 3 b19 Dead Point No 12.54 71 lbs 4 b19 Construction Point Yes 12.54 281 lbs 5 b20 Dead Point No 3.54 26 lbs 6 b20 Construction Point Yes 3.54 45 lbs 7 b21 Dead Point No 3.54 29 lbs 8 b21 Construction Point Yes 3.54 42 lbs Self-weight Dead Full UDL No 10.5 plf Maximum Reactions(lbs)and Bearing Lengths(in): 'I 12-6.5" 5--6" 12'-6" Unfactored: Dead -178 506 Live 32 1361 Factored: Uplift -909 Total 1867 Bearing: Length 0.50* 1.15 Min req'd 0.00 1.15 "Minimum bearing length setting used:112"for end supports b8 Lumber n-ply,Hem-Fir,No.2,2x12,3-ply(4.1/2"x11.1/4") Supports:1-Timber-soft Column,D.Fir-L No.2;2-Timber-soft Beam,D.Fir-L No.2; Total length:12'-6.5';Clear span:5'-5.44",6'-11.44";Volume=4.4 cu.ft. Wet service;Incised;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 2018: Criterion Analysis Value Design Value Unit Analysis/Design Sheer fv = 32 Fv' = 145 psi fv/Fv' = 0.22 Bending)-) fb 6cc It' 977 poi fb/r9' 0.60 Deflection: Interior Dead -0.01 = < L/999 Live -0.02 = < L/999 0.18 = L/360 in 0.12 Total -0.03 < L/999 0.28 = L/240 in 0.11 Cantil. Dead 0.10 = L/845 Live 0.34 = L/246 0.47 = L/180 in 0.73 Total 0.44 = L/190 0.70 = L/120 in 0.63 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC11 Fv' 150 1.25 0.97 1.00 - - - - 1.00 0.80 2 Fb'- 850 1.25 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 4 Emin' 0.47 million 0.90 1.00 - - - 1.00 0.95 4 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D + L Bending(-): LC 92 = D + L Deflection: LC 114 = (live) LC 114 = (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=S/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 = 1067, V design = 1067 (NDS 3.9.3.1(a)) lbs; MI-) = 5269 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 NOS 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.