2102 WETMORE AVE 2016-11-17 - Laserfiche WebLink

� � COMPANV PROJECT Design Build Services, Inc. A and S Construction -'� �OO � Wo r k s� 28119 120th St SE 2102 Wetmore Ave, Everett Monroe, WA 98272 Steve Findley (360) 793-9659 b1l.wwb somvaee rou woov �srcN Juty 25, 2012 1731 Design Check Calculation Sheet WoodWorks Sizer 9.15 Loads: Load Type Distribution Pat- Location [ft] Magr,itude Unit tern Start End Start End 1_j13 Dead Partial UDL 0.06 1.56 55.7 55.7 plf 2_j13 Live Partial UDL 0.06 1.56 160.0 160.0 plf 3_j19 Dead Partial UDL 0.06 1.56 62.7 62.7 plf n j14 Live Partial UDL 0.06 L 56 160.0 180.0 plf 5_j15 Dead Partial UDL 1.56 13.56 62.7 62.7 plf 6_j15 Live Partial UDL 1.56 13.56 180.0 180.0 plf 7_j16 Dead Partial UDL 1.56 13.56 212.6 212.6 plf 8_j16 Live Partial UDL 1.56 13.56 220.0 220.0 plf 9 b13 Dead Point 1.56 46� lbs 10 b13 Live Point 1.56 139 lbs 11 b13 Snow Point 1.56 51 lb& Self-wei ht Dead Full UI7L 13.3 lf Maximum Reactions (Ibs) and Bearing Lengths (in) : � - - - - - - 13'-7.3" -� 13�_6�. Unfactored: Dead 2141 1987 Live 2739 2710 Snow 45 6 Factored: Total 4880 4698 Eearing: Length 1.37 1.31 Min re 'd 1.37 1.31 b11 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/2"x10-1/2" Supports: All - Timber-soft Column, D.Fir-L No2 Tola I I en gth : 13'-7.3"; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 : Criterion Anal sis value Desi n value Anal sis/Desi n Shear fv = ll5 Fv� = 265 fv Fv� = 0.43 Hending(�) fb = 1902 Fb' = 2400 fb/Fb' = 0.79 Dead Defl�n 0.24 = L/685 Live Defl'n 0.32 = L/512 0.95 = L/360 0.70 Total Defl�n 0.67 = L/241 0.68 = L/240 0.99 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'i 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.Oo - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin� 0.85 million 1.00 1.00 - - - - 1.00 - - Z CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V= 4880, V design = 4439 lbs Bending(.): LC #2 = D+L, M= 16022 lbs-ft Deflection: LC #Z = D+L (live) LC #2 = D+L (total) D=dead L=1ive 5=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-OS / IBC 2009 CALCULATIONS: Deflection: EI = 955e06 lb-in2 "Live" deflectior. _ �eflection from all non-dead loads (l.ive, wind, snew...; Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: t. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2009), lhe National Design Specifcation (NDS 2005), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSIlAITC A190.1-1992 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).