5412 1ST DR W 2019-05-22 - Laserfiche WebLink

4 At 8/8 COMPANY PROJECT Design Build Services,Inc. Keith Addition E. 5412 1st Dr W WoodWorks® Monroe, 72 2 22 Everett,WA 98203 SOFFWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Snow Full UDL Yes 50.0 plf Load2 Dead Full UDL no 30.0 plf Self-weight Dead Full UDL No 1.7 plf Maximum Reactions(lbs)and Bearing Lengths(in): 9'-5.06' • 6,$. 0' 6'-6" Unfactored: Dead 103 189 Snow 157 276 Factored: Total 260 465 Bearing: Length 0.50' 0.50• Min req'd 0.50' 0.39 'Minimum bear no lenstt setting used:1/2'for end supports and 1/2'for interior supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design,shown here,due to Kd factor.See Analysis results for reaction from critical load combination. j22 Lumber-soft,Hem-Fir,No.2,2x6(1-1/2"x5-1/2") Supports:All-Non-wood Roof Joist spaced at 24.0`c/c;Total length:9'-5.06';Clear span:2'-1.73',6'-11.96';volume=0.5 cu.ft.;Pitch:-5/12 Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 201s: Criterion Analysis Value Design Value Unit Analysis/Design • Shear fv= 44 Ey' = 172 psi fv/Fv' = 0.26 Bending(+) fb= 616 Fb' =1461 psi fb/Fb' - 0.42 Bending(-) fb= 268 Fb' =1264 psi fb/Fb' = 0.21 Deflection: Interior Dead 0.05=<L/999 Live 0.08=<L/999 0.35= L/240 in 0.22 Total 0.15= L/576 0.47 = L/180 in 0.31 Cantil. Dead -0.03= L/825 Live -0.07= L/394 0.22= L/120 in 0.30 Total -0.11= L/229 0.29= L/90 in 0.39 Additional Data: FACTORS, F/E(psi)cD CN Ct CL cF Cfu Cr Cfrt Ci Cn LC1I Dv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 kb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 3 Pb' 850 1.15 1.00 1.00 0.865 1.300 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 3.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Frain' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 02 =D+S, V max= 277, V design- 242 lbs Bending(+): Lc 03 =D+5 (pattern: Ss), M= 388 lbs-ft Bending(-): LC 62 =D+S, M= 169 lbs-ft Deflection: LC k3 = (live) LC#3 = (total) Dr-dead L=live 3=anow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: 0=0/2, X=L+S or 1,17.,r, =no pattern load in this span Load combinations: ASCE 7-10 /IBC 2015 CALCULATIONS: Deflection: EI= 27.0e06 lb-int • "Live"deflection=Deflection from all non-dead loads (live, wind, snow_) Total Deflection= 1.50(Dead Load Deflection) +Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per ODS 3.10.3 Lateral stability(-): Lu=7'-0.50" Le=11'-6.19" BB= 18.41 Lu based on full span Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NOS 2015),and NDS Design 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.SLOPED BEAMS:level bearing Is required for all sloped beams. 6.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design.