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Margo Day 8214 Mn Flr Bm Review Letter.pdfStructural Design Associates Engineering Structures to Last 'e,,r vr.� SDA#8214 Oct. 11, 2018 Corry Morris 219 Skyline Dr. Edmonds, WA Subject: Main Floor 6x12 Beam Review SDA Ref. # 8214 To whom this may concern: The structural plans provided by Structural Design Associates requires a 6x 12 DF# 1 header to support the main floor framing at the west sliding door. A review of this beam has been conducted. The clear span of this beam does not exceed 15'-6" and supporting length (tributary length) of the floor does not exceed 6'-5". A 6x12 DF#2 beam has been installed in place of the specified 6x12 DF#1 beam. The structural capacity of the 6x12 DF#2 beam has been calculated and deemed adequate as an alternative to the previously specified 6x12 DF#1 beam. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, e��X� I /-I Jasper Baarbe, E.I.T. Chris Covington, P.E. OCT 1 1 20 3006 Rucker Ave. Everett, WA 98201 Ph: 425-339-0293 Fax: 425-252-0916 www.sdaeverett.com STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer: Project ID: SDA#8214 Project Descr: Printed. 11 OCT 2018, 8:59AM Wood Beam File=C:1NETWOR-11P 0JEC-118000-8-11821¢M-1.ED-N820C44-118214-181010-6xl2BM.ec6. ' Software copyrighlENERCALC, INC.1983.2018, Build: 10. 18.9.30 . KW-0601 1301 Description : 6x12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor D Fb Load Combination ASCE 7-10 Fb Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 07704) L(0.2568 6x12 Span = 15-330 ft Applied Loads Uniform Load : D = 0.0120, L = 0,040 ksf, Tributary Width = 6.420 ft, (FLOOR) DESIGN SUMMARY 875.0 psi E : Modulus of Elasticity 875.0 psi Ebend- xx 1,300.0 ksi 600.0 psi Eminbend - xx 470.0 ksi 625.0 psi 170.0 psi 425 0 psi Density 31.210pcf Service loads entered Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.968 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb : Actual 1,463.59psi fv : Actual FB : Allowable = 1,512.00psi Fv: Allowable Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination Location of maximum on span = 7.665ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.354 in Ratio = 519>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.460 in Ratio = 399>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V % C FN C i Cr +1.40D+1.60H 1.000 1.00 1.00 Length = 15.330 ft 1 0.277 0.078 0.60 1.000 1.00 1.00 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.00 1.00 Length = 15.330 ft 1 0.968 0.273 0.80 1.000 1.00 1.00 +1.20D+1.60L+0.50S+1.60H 1.000 1.00 1.00 Length = 15.330 ft 1 0.968 0.273 0.80 1.000 1.00 1.00 +1.20D+1.60Lr+0.50L+1.60H 1.000 1.00 100 Length = 15.330 ft 1 0.425 0.120 0.80 1.000 1.00 1.00 +1.20D+1.60Lr+0.50W+1.60H 1.000 1.00 1.00 Length = 15.330 ft 1 0 178 0.050 0.80 1 000 1.00 1.00 +1.20D+0.50L+1.60S+1.60H 1.000 1.00 1.00 Length = 15.330 ft 1 0.425 0.120 0.80 1.000 1.00 1.00 0.273 : 1 6x12 80.14 psi = 293.76 psi +1. 20 D+0. 50 L r+1. 60 L+1. 60 H = 0.000 ft Span # 1 Moment Values Shear Values C m C t C L Mu fb Fb Vu fv Fv 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.17 313.63 1134.00 0.72 17.17 220.32 1.00 1.00 1.00 0.00 0.00 0.00 000 1.00 1.00 1.00 14.79 1,463.59 1512.00 3.38 80.14 293.76 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1479 1,463.59 1512.00 3.38 80.14 293.76 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 6.49 642.19 1512.00 1.48 3516 293.76 1.00 1.00 1.00 0.00 0.00 0.00 000 1.00 1.00 1.00 2.72 268.82 1512.00 0.62 14.72 293.76 1.00 1.00 1.00 0.00 0.00 0.00 000 1.00 1.00 1.00 6.49 64219 1512.00 1.48 35.16 293.76 STRUCTURAL DESIGN ASSOCIATES Project Title: Engineer: Project ID: SDA#8214 Project Descr: Printed: 11 OCT 2018, 8:59AM Wood Beam File=C:WETWOR-11PROJEC-118=-8-118214-M-1.EDM1820C44-118214.181010.6x12BM.ec6. ' Software copyright ENERCALC, INC.1983-2018. Build:1018.9.30 KW-06011301 Licensee: Covington Description : 6x12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C i Cr C m C t C L Mu fb Fb Vu fv Fv +1.20D+1.60S+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.330 ft 1 0.178 0.050 0.80 1.000 1.00 1.00 1.00 1.00 1.00 2.72 268.82 1512.00 0.62 14.72 293.76 +1.20D+0.50Lr+0.50L+W+1.60H 1.000 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length = 15.330 ft 1 0.340 0.096 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6,49 642.19 1890.00 1.48 35.16 367.20 +1.20D+0.50L+0.50S+W+1.60H 1.000 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.330 ft 1 0.340 0.096 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.49 642.19 1890.00 1.48 35.16 367.20 +1.20D+0.50L+0.20S+E+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.330 ft 1 0.340 0.096 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.49 642.19 1890.00 1.48 35.16 367.20 +0.90D+W+0.90H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.330 ft 1 0.107 0.030 1.00 1.000 100 1.00 1.00 1.00 1.00 2.04 201.62 1890.00 0.47 11.04 367.20 +0.90D+E+0.90H 1.000 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length = 15.330 ft 1 0.107 0.030 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.04 201.62 1890.00 0.47 11.04 367.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+' Defl Location in Span +D+L+H 1 0.4605 7.721 0.0000 0 000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.559 2.559 Overall MINimum 1.968 1.968 +D+H 0.591 0.591 +D+L+H 2.559 2.559 +D+Lr+H 0.591 0.591 +D+S+H 0 591 0.591 +D+0.750Lr+0.750L+H 2.067 2.067 +D+0.750L+0.750S+H 2067 2.067 +D+0.60W+H 0.591 0.591 +D+0.70E+H 0.591 0.591 +D+0.750Lr+0.750L+0.450W+H 2.067 2.067 +D+0.750L+0.750S+0 450W+H 2.067 2.067 +D+0.750L+0.750S+0.5250E+H 2.067 2.067 +0.60D+0.60W+0.60H 0.354 0.354 +0.60D+0.70E+0.60H 0.354 0.354 D Only 0.591 0.591 Lr Only L Only 1.968 1968 S Only W Only E Only H Only