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REVIEWED BLD2023-1028+Structural_Calculations+8.14.2023_12.19.17_PM+3723950BURT ENGINEERING BLD2023-1028 RECEIVED Structural Calculation Aug 18 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Curry Residence 19804 86th Pl W Edmonds, WA 98026 BE Project # 23076 July 25, 2023 2018 International Building Code 18530 MERIDIAN AVE N. SHORELINE. WA 98133 REVIEWED BY CITY OF EDMONDS BURT STRUCTURAL ENGINEERING ENGINEERING BUILDING CODE CONSULTING PROJECT (i V Fe� py PROJECT # Z30'I 6 DATE .Z-9-- �3 SUBJECT 4 �16 -4+ PL V✓ SHEET OF 0/Ul) I Zc) I& BY tg 611i2-, IV 1I--7, . POo4-1 � W bV ��4P NRJC, �5�Fm ebY = P- P— PL- +- 5�pc,4� = 26��; F wt n/p ; r (o� (� SS�I-2y3 �ns:.ln3v5 Curry 1 1 of 4 BURT ENGINEERING STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT (i V [y py PROJECT # 130'7 6 DATE 'Z-9-- �3 SUBJECT q &u4 �16 -4+ PL V✓ SHEET OF �hM 0/Ul) S, fN/d I Vc) 2% BY tiTCoL;?c6 O,C-, ©&T - (e� sv�C 4pw Z t�?q(,T- V'FPFt 4) r C-772 F jV1LT $jjt_W �L/-' .ter-- f v�>(. Curry 2of4 BURT ENGINEERING STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT (i V [y py PROJECT # 130'7 6 DATE 'Z-9-- �3 SUBJECT q &u4 �16 -4+ PL V✓ SHEET OF �hM 0/Ul) S, fN/d I Vd I& BY Z V � 4�5 �p tp-�/ Curry 3of4 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 7 JUL 2023, 11:07PM Wood Beam Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: rafter R1 new and o/ (E) garage w solar 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 + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 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 575.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x6 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 1.330 ft, (roof w solar) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.767: 1 Maximum Shear Stress Ratio = 0.240 : 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual = 1,187.11 psi fv: Actual = 49.64 psi F'b = 1,547.33 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.000ft 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 0.226 in Ratio = 530 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.407 in Ratio = 294 -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 Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.436 0.136 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.33 527.6 1,211.0 0.12 22.1 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.767 0.240 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.75 1,187.1 1,547.3 0.27 49.6 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.661 0.207 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.64 1,022.2 1,547.3 0.24 42.7 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 10.0 ft 1 0.147 0.046 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.20 316.6 2,152.8 0.07 13.2 288.0 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 7 JUL 2023, 11:07PM Wood Beam Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: rafter R1 new and o/ (E) garage w solar Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+S 1 0.4071 5.036 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1809 in 5.036 ft 0.0000 in 0.000 ft +D+S 1 0.4071 in 5.036 ft 0.0000 in 0.000 ft +D+0.750S 1 0.3505 in 5.036 ft 0.0000 in 0.000 ft +0.60D 1 0.1085 in 5.036 ft 0.0000 in 0.000 ft S Only 1 0.2261 in 5.036 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.299 0.299 Max Upward from Load Combinations 0.299 0.299 Max Upward from Load Cases 0.166 0.166 D Only 0.133 0.133 +D+S 0.299 0.299 +D+0.750S 0.258 0.258 +0.60D 0.080 0.080 S Only 0.166 0.166 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 7 JUL 2023, 11:07PM Wood Beam Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: rafter R2 exist o/ house w/ solar 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 + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 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 575.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase I �7(iZiyz:1 ":3I.Y[iZixkYz.7 2-2x6 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 1.330 ft, (roof w solar) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.552 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: Actual = 854.72 psi fv: Actual = 30.26 psi F'b = 1,547.33 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft 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 0.234 in Ratio = 614 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.422 in Ratio = 341 > 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 Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.314 0.083 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.48 379.9 1,211.0 0.15 13.5 162.0 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.552 0.146 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.15 1.08 854.7 1,547.3 0.33 30.3 207.0 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.476 0.126 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.93 736.0 1,547.3 0.29 26.1 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.106 0.028 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.15 0.29 227.9 2,152.8 0.09 8.1 288.0 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 7 JUL 2023, 11:07PM Wood Beam Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: rafter R2 exist o/ house w/ solar Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+S 1 0.4220 6.044 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1876 in 6.044 ft 0.0000 in 0.000 ft +D+S 1 0.4220 in 6.044 ft 0.0000 in 0.000 ft +D+0.750S 1 0.3634 in 6.044 ft 0.0000 in 0.000 ft +0.60D 1 0.1125 in 6.044 ft 0.0000 in 0.000 ft S Only 1 0.2345 in 6.044 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.359 0.359 Max Upward from Load Combinations 0.359 0.359 Max Upward from Load Cases 0.200 0.200 D Only 0.160 0.160 +D+S 0.359 0.359 +D+0.750S 0.309 0.309 +0.60D 0.096 0.096 S Only 0.200 0.200 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 4 JUL 2023, 12:56PM Wood Beam Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: RB1 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 + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1850 psi Ebend- xx 1800 ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.5x 12 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.743 1 Maximum Shear Stress Ratio = 0.304 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb: Actual = 2,045.45psi fv: Actual = 92.57 psi F'b = 2,753.98psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 10.000ft 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 0.635 in Ratio = 377 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 1.143 in Ratio = 209 -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 Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.422 0.173 0.90 1.00 1.00 1.00 0.998 1.00 1.00 1.00 10.00 909.1 2,155.3 1.81 41.1 238.5 +D+S 1.00 1.00 1.00 0.998 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.743 0.304 1.15 1.00 1.00 1.00 0.998 1.00 1.00 1.00 22.50 2,045.5 2,754.0 4.07 92.6 304.8 +D+0.750S 1.00 1.00 1.00 0.998 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.640 0.262 1.15 1.00 1.00 1.00 0.998 1.00 1.00 1.00 19.38 1,761.4 2,754.0 3.51 79.7 304.8 +0.60D 1.00 1.00 1.00 0.998 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.142 0.058 1.60 1.00 1.00 1.00 0.998 1.00 1.00 1.00 6.00 545.5 3,831.6 1.09 24.7 424.0 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 4 JUL 2023, 12:56PM Wood Beam am Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: RB1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+S 1 1.1430 10.073 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.5080 in 10.073 ft 0.0000 in 0.000 ft +D+S 1 1.1430 in 10.073 ft 0.0000 in 0.000 ft +D+0.750S 1 0.9842 in 10.073 ft 0.0000 in 0.000 ft +0.60D 1 0.3048 in 10.073 ft 0.0000 in 0.000 ft S Only 1 0.6350 in 10.073 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.500 4.500 Max Upward from Load Combinations 4.500 4.500 Max Upward from Load Cases 2.500 2.500 D Only 2.000 2.000 +D+S 4.500 4.500 +D+0.750S 3.875 3.875 +0.60D 1.200 1.200 S Only 2.500 2.500 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Wood Beam Printed: 4 JUL 2023, 12:59PM Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: RB2 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 + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0.2 5.5x 10.5 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.699 1 Maximum Shear Stress Ratio = 0.293 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb: Actual = 1,930.24 psi fv: Actual = 89.20 psi F'b = 2,760.00 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.500ft 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 0.495 in Ratio = 412 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.891 in Ratio = 229 -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 Ratios Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr D Only Length = 17.0 ft 1 0.397 0.166 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 17.0 ft 1 0.699 0.293 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 17.0 ft 1 0.602 0.252 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Length = 17.0 ft 1 0.134 0.056 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 7.23 857.9 2,160.0 1.53 39.6 238.5 0.0 0.00 0.0 0.0 16.26 1,930.2 2,760.0 3.43 89.2 304.8 0.0 0.00 0.0 0.0 14.00 1,662.2 2,760.0 2.96 76.8 304.8 0.0 0.00 0.0 0.0 4.34 514.7 3,840.0 0.92 23.8 424.0 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 4 JUL 2023, 12:59PM Wood Beam am Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: RB2 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+S 1 0.8906 8.562 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.3958 in 8.562 ft 0.0000 in 0.000 ft +D+S 1 0.8906 in 8.562 ft 0.0000 in 0.000 ft +D+0.750S 1 0.7669 in 8.562 ft 0.0000 in 0.000 ft +0.60D 1 0.2375 in 8.562 ft 0.0000 in 0.000 ft S Only 1 0.4948 in 8.562 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.825 3.825 Max Upward from Load Combinations 3.825 3.825 Max Upward from Load Cases 2.125 2.125 D Only 1.700 1.700 +D+S 3.825 3.825 +D+0.750S 3.294 3.294 +0.60D 1.020 1.020 S Only 2.125 2.125 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Wood Beam Printed: 4 JUL 2023, 12:58PM Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: RH1 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 + 900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 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 575.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span =8.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.209. 1 Maximum Shear Stress Ratio = 0.088 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 281.79 psi fv: Actual = 18.17 psi F'b = 1,345.50 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 7.416ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 3683 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.047 in Ratio = 2046 -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 Ratios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 8.0 ft 1 0.119 0.050 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 8.0 ft 1 0.209 0.088 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 8.0 ft 1 0.180 0.076 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 8.0 ft 1 0.040 0.017 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.32 125.2 1,053.0 0.14 8.1 162.0 0.0 0.00 0.0 0.0 0.72 281.8 1,345.5 0.31 18.2 207.0 0.0 0.00 0.0 0.0 0.62 242.6 1,345.5 0.26 15.6 207.0 0.0 0.00 0.0 0.0 0.19 75.1 1,872.0 0.08 4.8 288.0 Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project ID: cb@burtengineering.com Project Descr: 206-779-6856 Printed: 4 JUL 2023, 12:58PM Wood Beam am Project File: curry.ec6 LIC# : KW-06014812, Build:20.23.05.25 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2023 DESCRIPTION: RH1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+S 1 0.0469 4.029 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0209 in 4.029 ft 0.0000 in 0.000 ft +D+S 1 0.0469 in 4.029 ft 0.0000 in 0.000 ft +D+0.750S 1 0.0404 in 4.029 ft 0.0000 in 0.000 ft +0.60D 1 0.0125 in 4.029 ft 0.0000 in 0.000 ft S Only 1 0.0261 in 4.029 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.360 0.360 Max Upward from Load Combinations 0.360 0.360 Max Upward from Load Cases 0.200 0.200 D Only 0.160 0.160 +D+S 0.360 0.360 +D+0.750S 0.310 0.310 +0.60D 0.096 0.096 S Only 0.200 0.200 BURT ENGINEERING PROJECT (i V rL pY SUBJECT q gug 0 #i LA/ STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT # 2307 6 DATE -z3- �3 SHEET OF BY wz: l g xzox2,9 = 7&dl , sus � I L U � C94 47?g (VV) = I l 2 -Z- llzZ�b LVIVk, :-r,o ?�ap r, (o' S wG -�—. �7b v f h_ LVI lV t0 p7?m1-s bVg6 A/- " Curry 1 4 of 4 7/25/23. 10:39 PM U.S. Seismic Design Maps 19804 86th PI W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8194889,-122.3507342 Maplewood Park©10 2� 00 s v Go gle Date Design Code Reference Document Risk Category Site Class Type Ss S1 SMS SM1 SDS SD1 Type SDC Fa Fv PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd PGAUH OSH PD Seaview Home Inspection 198th St SW c 19 a 0 �o Ole198th PI SW co w Map data ©2023 7/25/2023, 10:39:04 PM ASCE7-16 11 D - Default (See Section 11.4.3) Value Description 1.293 MCER ground motion. (for 0.2 second period) 0.456 MCER ground motion. (for 1.0s period) 1.551 Site -modified spectral acceleration value null -See Section 11.4.8 Site -modified spectral acceleration value 1.034 Numeric seismic design value at 0.2 second SA null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Value null -See Section 11.4.8 1.2 null -See Section 11.4.8 0.552 1.2 0.662 6 1.293 1.424 2.424 0.456 0.51 1.006 0.854 0.552 CRS 0.908 CR1 0.895 https://www.seismicmaps.org Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s 1/3 7/25/23. 10:39 PM Type Value Description Cv 1.359 Vertical coefficient U.S. Seismic Design Maps https://www.seismicmaps.org 2/3