2523 STATE ST 2026-01-06 - Laserfiche WebLink

7f 17 COMPANY PROJECT Design Build Services,Inc. Julie&Michael Larson- W4 0(�Wo r k s® 28119rinse, to St 7 Everett Remodel eE- tulonroe,wA9t3272 25235sate Street Everett,WA 98201 PH:360-193-9659 Job#22-32315 SOFrWARFFOR WOOD DFSION Nov.10,2D22 12:19 b3.wwb Design Check Calculation Sheet WoodWorks Sizer 2019(Update 4) Loads: Load Type Distribution Pat- Location ift] Magnitude Unit tern Start End Start End 1 c9 Dead Point No 7.93 192 lbs 2 C9 Snow Point Yes 7.93 288 lbs 3 ell Dead Point No 2.04 481 lbs 4 cll Snow Point Yes 2.04 750 lbs 5 w30 Dead Partial UDL No 0.04 0.04 59.3 59.3 plf 6_w30 Snow Partial UDL Yes 0.04 0.04 131.3 131.3 plf Load? Dead (till UDL No 56.0 plf - DL Floor Dead Full Area No 10.00(1.331) psf LL Floor Live Full Area Yes 90.00(1.331) nsf Self-weight Dead Full UDL No 2.6 plf Maximum Reactions(lbs)and Searing Lengths(in) 8.37 A 8. 2' Unfactored- Dead -97 1357 488 Live 54 344 136 Snow 11 1641 554 Factored: Uplift -290 Total 2999 1042 Bearing: Length I SO: 2.82 1.11 Min re 'd 0-501 2.8211 11 'Minimum bearing length setting used:1Y2'for end supports W Lumber-soft,D.Fir-L,No.2,2x8(1-112"x7-1/4") Supports:All-Timber-soft Column,D.Fir-L No2 Total length:S.39;Clear span:2.9,6.0';Volume=0.6 cu,ft, Lateral support:top=continuous,bottom=at all 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= 114 Fv' = 207 psi fv/Fv' = 0.55 Bending(+) fb = 830 Fh' = 1242 psi fb/Fb' - 0.67 Bending(-) fb - 956 Fb' - 1090 psi fb/Fb' = 0.87 Live Defl'n 0.04 - < L/999 0.21 = L/360 in 0.17 Total Defl'n 0.07 = < L/999 0.31 = L/240 in 0.22 Additional Data: FACTORS: FIE(Psi) CD CM ct CL CF ;;Cu �- Cfrt Ci Lc8 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 900 1.is i.00 1.00 1.000 1.200 - 1.00 1.00 1.00 12 Fb'- 900 1.15 1.00 1.00 0.884 1.200 - 1.00 1.00 1.00 3 - Fcp' 625 - I.00 1.00 - - - 1.00 1-00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 12 Resin' 0.58 million I.00 1.00 - - - 1.00 1-00 12 CRITICAL LOAD COMBINATIONS: Shear : LC 03 - D + 0.75iL + S) Bending(+): LC 412 = D + 0.75(L + S) (pattern: sX) Bending(-): LC 83 D + 0.7511, + S) Deflection: LC #12 = D + 0.75(L + S) (pattern: sX) (live) LC 012 D+ 0.75(L + S) (pattern: SX) (total) D=dead 1,=live S=snow All LC 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 / IBC 2016 1605.3.1 CALCULATIONS: v max 1025, v design - 623 lbs; M(+) = 909 lbs-ft; M(-) = 1047 lbs-ft EIy = 76.21 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow-) Total deflection - 1.0 dead+ "live- Lateral stability(-): Lu - 6.19' Le = 11.88' RE= 21.4; Lu based on full span Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 201 B),using Allowable Stress Design(ASO).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 21S 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.