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REVIEWED BLD BLD2020-0994+Structural_Analysis_or_Calculations+10.15.2020_11.52.08_AML2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 STRUCTURAL CALCULATIONS Spratt Residence 8706 Olympic View Drive Edmonds, WA 98026 Kevin Spratt Project # 20-070 September 27, 2020 9/27/2020 L L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 TABLE OF CONTENTS • Gravity Calculations • Lateral Calculations Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Gravity Calculations Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 Project Title: Engineer: Project ID: Project Descr: Printed: 16 SEP 2020, 5:46PN Wood Beam File: Spratt.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1' DESCRIPTION: Interior Header- 6.25' Max CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 575.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 575.0 psi Ebend- xx 1,100.0 ksi Fc - Prll 575.0 psi Eminbend - xx 400.0 ksi Wood Species : Hem -Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 140.0 psi Ft 375.0 psi Density 26.840pcf Beam Bracing : Completely Unbraced 91106y111FDA 2-2x8 Span = 6.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.010, L = 0.010 ksf, Tributary Width = 15.0 ft, (Ceiling) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.979.1 Maximum Shear Stress Ratio = 0.374 :1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb: Actual = 668.85psi fv: Actual = 52.38 psi Fb: Allowable = 683.24psi Fv: Allowable = 140.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.125ft Location of maximum on span = 5.657ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.049 in Ratio = 1517 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.099 in Ratio = 758 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Project Title: Engineer: Project ID: Project Descr: Printed: 16 SEP 2020, 5:25PM Wood Beam File: Spratt.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1' KW-06011909 L2 Engineers DESCRIPTION: Exterior Header - Worst Case CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 575 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 575 psi Ebend- xx 1100 ksi Fc - Prll 575 psi Eminbend - xx 400 ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 140 psi Ft 375 psi Density 26.84pcf Beam Bracing : Completely Unbraced D(0.075) L(0.075) D(0.255) Lr(0.34) S(0.425) 2-2x10 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =17.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.010 ksf, Tributary Width = 7.50 ft, (Ceiling) DESIGN SUMMARY nmmm•� Maximum Bending Stress Ratio = 0.921: 1 Maximum Shear Stress Ratio = 0.439 :1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb: Actual = 661.80psi fv: Actual = 70.75 psi Fb: Allowable = 718.93psi Fv: Allowable = 161.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio = 2172 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.049 in Ratio = 1222 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Gravity Calculations Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 Project Title: Engineer: Project ID: Project Descr: Printed: 17 SEP 2020, 5:49PM File: Sp Wood Beam Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.2.20.8.1.1' KW-06011909 L2 Engineers DESCRIPTION: (E) Joist Check - At New Guest Room CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : Select Structural Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.01995) L(0.053 2x10 Span = 14.0 ft 1500 psi E : Modulus of Elasticity 1500 psi Ebend- xx 1900 ksi 1700 psi Eminbend - xx 690 ksi 625 psi 180 psi 1000 psi Density 31.21 pcf Repetitive Member Stress Increase D(0.24), L(0.24) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =1.330 ft, (Floor Load) Point Load : D = 0.240, L = 0.240 k @ 10.50 ft, (Jamb Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.807. 1 Maximum Shear Stress Ratio = 0.490 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 1,531.85psi fv: Actual = 88.21 psi Fb: Allowable = 1,897.50psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.635ft Location of maximum on span = 13.234ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.334 in Ratio = 503 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.514 in Ratio = 327 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Lateral Calculations Ipm L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346