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REVIEWED BLD2023-1485+Structural_Analysis_or_Calculations+11.16.2023_8.22.59_AM+3903971
RECEIVED BLD2023-1485 Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT MORRISH DESIGN D:Z=AM I DESIGN I '--U1_D 8510 Dune Lake Road SE, Moses Lake WA 98837 Phone:805.215.0215 www.morrishdesign.com Structural Calculations Potter Residence Remodel 7502 178th Place SW Edmonds, WA Prepared for Merle Inc. PO Box 153 Cle Elum, WA Project 23174 '�v W�A SZ� �-s 0 55-472 ��'O� �F�1``SgT ER�U SS;�. G Date signed: 10/30/2023 Morrish Design 8510 Dune Lake Road SE Moses Lake WA 98837 Wood Beam Project File: Potter.ec6 LIC# : KW-06013298, Build:20.23.08.30 Morrish Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Kitchen Window Header CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 2-2X8 Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, Lr = 0.020, S = 0.030 ksf, Tributary Width = 18.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.639.1 Maximum Shear Stress Ratio Section used for this span 2-2x8 Section used for this span fb: Actual = 793.31 psi fv: Actual F'b = 1,242.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 2338> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.033 in Ratio = 1453 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r D Only Length = 4.0 ft 1 0.309 0.196 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.466 0.296 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.639 0.406 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.405 0.257 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.539 0.343 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.406 :1 2-2x8 = 83.96 psi = 207.00 psi +D+S = 3.401 ft = Span # 1 omens M fb F'b 0.0 0.66 300.2 972.0 0.0 1.38 628.9 1,350.0 0.0 1.74 793.3 1,242.0 0.0 1.20 546.7 1,350.0 0.0 1.47 670.0 1,242.0 Shear Values V fv F'v 0.00 0.0 0.0 0.46 31.8 162.0 0.00 0.0 0.0 0.97 66.6 225.0 0.00 0.0 0.0 1.22 84.0 207.0 0.00 0.0 0.0 0.84 57.9 225.0 0.00 0.0 0.0 1.03 70.9 207.0 Morrish Design 8510 Dune Lake Road SE Moses Lake WA 98837 Wood Beam LIC# : KW-06013298, Build:20.23.08.30 DESCRIPTION: Kitchen Window Header Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 Length = 4.0 ft 1 0.104 0.066 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.39 180.1 1,728.0 Project File: Potter.ec6 Shear Values V fv F'v 0.00 0.0 0.0 0.28 19.1 288.0 Morrish Design 8510 Dune Lake Road SE Moses Lake WA 98837 Wood Beam Project File: Potter.ec6 LIC# : KW-06013298, Build:20.23.08.30 Morrish Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Master Bath GT - VERT CHECK ONLY CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2021 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 1 2-2x8 Span = 26.0 ft 900.0 psi E : Modulus of Elasticity 900.0psi Ebend-xx 1,600.Oksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi 180.0 psi 575.0 psi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0180, Lr = 0.020, S = 0.030 ksf, Tributary Width = 4.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 6.111: 1 Maximum Shear Stress Ratio = 0.815 :1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 7,589.75psi fv: Actual = 168.64 psi F'b = 1,242.00psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 13.000ft Location of maximum on span = 25.431 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 8.142 in Ratio = 38 <360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 13.346 in Ratio = 23 <180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Hatios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 3.045 0.406 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 6.48 2,959.8 972.0 0.95 65.8 162.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 4.479 0.597 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 13.24 6,046.4 1,350.0 1.95 134.3 225.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 6.111 0.815 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 16.62 7,589.7 1,242.0 2.45 168.6 207.0 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 3.907 0.521 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 11.55 5,274.8 1,350.0 1.70 117.2 225.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 5.179 0.690 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 14.09 6,432.3 1,242.0 2.07 142.9 207.0 Morrish Design 8510 Dune Lake Road SE Moses Lake WA 98837 Wood Beam LIC# : KW-06013298, Build:20.23.08.30 Morr DESCRIPTION: Master Bath GT - VERT CHECK ONLY Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 Length = 26.0 ft 1 1.028 0.137 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.89 1,775.9 1,728.0 Project File: Potter.ec6 Shear Values V fv F'v 0.00 0.0 0.0 0.57 39.5 288.0 Morrish Design 8510 Dune Lake Road SE Moses Lake WA 98837 Wood Beam Project File: Potter.ec6 LIC# : KW-06013298, Build:20.23.08.30 Morrish Design (c) ENERCALC INC 1983-2023 DESCRIPTION: Copy of Master Bath GT - VERT CHECK ONLY CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling = 2.50 ft Applied Loads Beam self weight calculated and added to loading Point Load : D = 1.0, Lr = 1.040, S = 1.540 k @ 1.250 ft, (GT) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.5851 Maximum Shear Stress Ratio = Section used for this span 2-2x8 Section used for this span fb: Actual = 726.53psi fv: Actual = F'b = 1,242.00psi F'v = Load Combination +D+S Load Combination Location of maximum on span = 1.250ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 5250> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.009 in Ratio = 3174 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios omens Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb F'b D Only 0.0 Length = 2.50 ft 1 0.295 0.214 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.63 287.1 972.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 Length = 2.50 ft 1 0.432 0.314 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.28 583.8 1,350.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 Length = 2.50 ft 1 0.585 0.424 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.59 726.5 1,242.0 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 Length = 2.50 ft 1 0.378 0.274 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.12 509.6 1,350.0 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 Length = 2.50 ft 1 0.497 0.360 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.35 616.7 1,242.0 0.424 :1 2-2x8 87.80 psi 207.00 psi +D+S 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 0.50 34.7 162.0 0.00 0.0 0.0 1.02 70.6 225.0 0.00 0.0 0.0 1.27 87.8 207.0 0.00 0.0 0.0 0.89 61.6 225.0 0.00 0.0 0.0 1.08 74.5 207.0 Morrish Design 8510 Dune Lake Road SE Moses Lake WA 98837 Wood Beam LIC# : KW-06013298, Build:20.23.08.30 Morrish Design DESCRIPTION: Copy of Master Bath GT - VERT CHECK ONLY Maximum Forces & Stresses for Load Combinations Project File: Potter.ec6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.50 ft 1 0.100 0.072 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.38 172.2 1,728.0 0.30 20.8 288.0