1802 75TH ST SW 2019 Plans 2023-04-19

WoodWorks' PROJECT WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN ea Vood No�^IDS® Glulam Beam WoodWorks®Sizer11.1 Paget Aug.8,201813:24 Glulam Beam Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Design Check Calculation Sheet Ey' 265 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 0.80 1.00 0.999 0.817 1.00 1.00 1.00 1.00 3 • WoodWorks Sizer 11.1 Fb'- 1450 1.15 0.80 1.00 0.985 0.961 1.00 1.00 1.00 1.00 2 Loads: Fco' 650 - 0.53 1.00 - - - - 1.00 E' - 1.8 million 0.83 1.00 - - - - 1.00 Load Type Distribution Pat- Location [ft] Magnitude Unit Eminy' 0.85 million 0.83 1.00 - - 1.00 - - 3 tern Start End Start End Only the lesser of CL and CV is applied, as per NDS 5.3.6 Load2 Dead Full Area No 10.00(19.34') psi CRITICAL LOAD COMBINATIONS: Load3 Snow Full Area Yes 25.00(19.34') psf Shear : LC 02 = D+S, V max = 13687, V design = 11646 lbs Self-weight Dead Full UDL No 63.1 plf Bending(+): LC $3 = D+S (pattern: Ss), M = 115410 lbs-ft Bending(-): LC 02 = D+S, M = 13317 lbs-ft Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): Deflection: Lc ))3 = (live) LC 43 = (total) T 43.177' I k D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake 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: ASCE 7-10 / IBC 2015 a' CALCULATIONS: 0' 36' 42' Deflection: EI = 26737e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,..) Unfactored: Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Dead 4716 6283 Lateral stability(+): Lu = 2.00' Le = 3.75' RB = 3.1 Snow 9149 11843 Lateral stability(-): Lu = 36.00' Le = 58.19' RB = 12.4; Lu based on full span Factored: Total 13865 18126 Design Notes: Bearing: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the Capacity National Design Specification(NDS 2015),and NDS Design Supplement.59253 59253 Des ratio 2.Please verify that the default deflection limits are appropriate for your application. Beam 0.23 0.31 3.Glulam lul m design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI ALoad comb 03 tit 4.Grades with equal9 Length 16.00 16.00 bending capacity in the top and bottom edges of the beam cross-section are recommended for Min req'd 3.74 4.52 continuous beams. Cb 1.00 1.00 5.GLULAM:bxd=actual breadth x actual depth. Cb min 1.00 1.08 6.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. Maximum reaction on at least one support is from a different load combination than the critical one for bearing 7.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). design,shown here,due to Kd factor.See Analysis results for reaction from critical load combination. Glulam Beams Glulam-Unbal.,West Species,24F-1.8E WS,10-3/4"x25-1/2" 17 laminations,10-3/4"maximum width, Supports:All-Non-wood Total length:42.0';Clear span:35.991',5.995';volume= 80.0 cu.ft. Service:wet;Lateral support top=24 bottom=at supports;[in] Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 64 Fv' _ 267 psi fv/Fv' = 0.24 Bending(+) fb = 1189 Fb' = 1805 psi fb/Fb' = 0.66 Bending(-) fb = 137 Fb' = 1282 psi fb/Fb' = 0.11 Deflection: Interior Live 0.79 = L/544 1.80 = L/240 in 0.44 Total 1.20 = L/360 2.40 = L/180 in 0.50 Cantil. Live -0.41 = L/175 0.60 = L/120 in 0.68 Total -0.61 = L/117 0.80 = L/90 in 0.77 '