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REVIEWED BLD BLD2021-1245+Calculations+9.7.2021_7.04.49_PM+2396523M 0 BURT ENGINEERING RECEIVED Structural Calculations 918/21 Stubenrauch Residence CITY OF EDMONDS 16907 76' Ave W DEVELOPMENT SERVICES DEPARTMENT Edmonds, WA 98026 BLD2021-1245 BE Project # 21081 September 3, 2021 2018 International Building Code 18530 MERIDIAN AVE N. SHORELINE. WA 98133 BURT STRUCTURAL ENGINEERING ENGINEERING BUILDING CODE CONSULTING PROJECT PROJECT # DATE SUBJECT SHEET OF BY � v r H -0vs rf- t,rAlt F P�A- 4A-9vf �. — ' - - W� P,T-, 6 x,6 wbsI" b� i FOUNDATION PLAN l g ',z X `l Fvo PAv�1, StK' 9-Y BURT ENGINEERING PROJECT �tL) 6em rdp SUBJECT l6 q0 % % 1PnL7- 0I I'JiL'L6 S S PT17 7— pr�-- Z-MA-A ✓210 16' o STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT # SHEET_ pr b x 16 DATE OF BY C" L m�lpl o�u h` $4"L- tU �vfpf ' " uo rt pk- Cokp F2T�K Ib Dn12 FRAMING PLAN P� 6? lC6 STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT # DATE SHEET OF BY /`—' PD sT /_;'� P4A q) o-y Vw �q nvd Y fj �D 4 BEBURT ENGINEERING r STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT # SHEET !a 0, -7 X 2 1. 5" p-r 6 xt 0 DATE OF BY �00rNq 55V 10A-V 5 o/J PW FT J ��> 6 , lc, r if STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT # DATE SHEET OF 74 J s 1➢' LA`S D - Drr,� vt�- l0X Z8 Xla) _ cos- lr ( b'�) pti)A./ -/-,apg z --> .' r-T)o-hti6- r5 F� 6)TM (OA) S AIvok" AA ( (^/(,- V/Vj)l?�j-Pt1l1A-jA1l push pier w/ bracket typ C STRUCTURAL ENGINEERING BUILDING CODE CONSULTING PROJECT # DATE SHEET OF BY 1 2 12 / (ob nU �S 1� DL PL O-P Alb ; DL �q U b� -boo SL 6��- w�cL fo CE ?� x f� ( d NORTH BURT ENGINEERING PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com Wood Beam DESCRIPTION: deck beam CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Software Printed: 10 JUN 2021, 6:37PM File: stubenrauch.ec6 INC. 1983-2020. Build:12.20.8.17 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 + 1050 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1050 psi Ebend- xx 1300ksi Fc - Prll 750 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.1 Fv 140 psi Ft 525 psi Density 26.84 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 6x10 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 5.0 f1 DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.809t 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 679.93 psi fv: Actual = 45.58 psi Fb: Allowable = 840.00 psi Fv: Allowable = 112.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 857 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.175 in Ratio = 686>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.180 0.090 0.90 1.000 0.80 1.00 1.00 1.00 1.00 0.94 135.99 756.00 0.32 9.12 100.80 +D+L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.809 0.407 1.00 1.000 0.80 1.00 1.00 1.00 1.00 4.69 679.93 840.00 1.59 45.58 112.00 +D+0.750L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.518 0.260 1.25 1.000 0.80 1.00 1.00 1.00 1.00 3.75 543.94 1050.00 1.27 36.46 140.00 +0.60D 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.061 0.031 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.56 81.59 1344.00 0.19 5.47 179.20 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span ir%'l 4 n 47dn G n4G n nnnn n nnn BURT ENGINEERING PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com Project Title: Engineer: Project ID: Project Descr: Printed: 10 JUN 2021, 6:37PM Wood Beam File: stubenrauch.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 0.00 DESCRIPTION: deck beam Vertical Reactions Load Combination Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MINimum 1.500 1.500 D Only 0.375 0.375 +D+L 1.875 1.875 +D+0.750L 1.500 1.500 +0.60D 0.225 0.225 L Only 1.500 1.500 BURT ENGINEERING PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com Project Title: Engineer: Project ID: Project Descr: Printed: 10 JUN 2021, 7:11PM Pole FootingEmbedded in Soil File: stubenrauch.ec6 Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.17 KW-06007583 DESCRIPTION: typ deck post ftg to resist moment Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter ........... 18.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .................. 250.0 pcf Max Passive ................... 1,500.0 psf Point Load Controlling Values Governing Load Combination : +D+0.70E _ Lateral Load 0.2450 k 0 Moment 1.960 k-ft � NO Ground Surface Restraint Pressures at 1/3 Depth Soil Surface No lateral restraint Actual 321.728 psf Allowable 322.239 psf d Minimum Required Depth 3.875 ft I Footing Base Area 1.767 ft^2 Maximum Soil Pressure 2.051 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D : Dead Load k k/ft 0.6250 k Lr : Roof Live k k/ft k L : Live k k/ft 3.0 k S : Snow k k/ft k W : Wind k k/ft k E : Earthquake 0.350 k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 8.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combinationqewp� Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor D Only 0.000 0.000 0.13 0.0 0.0 1.000 +D+L 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.70E 0.245 1.960 3.88 321.7 322.2 1.000 +D+0.750L+0.5250E 0.184 1.470 3.50 288.8 290.0 1.000 +0.60D+0.70E 0.245 1.960 3.88 321.7 322.2 1.000 BURT ENGINEERING PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com Project Title: Engineer: Project ID: Project Descr: Printed: 10 JUN 2021, 7:18PM Pole FootingEmbedded in Soil File: stubenrauch.ec6 Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.17 KW-06007583 DESCRIPTION: deck post ftg to resist moment - corner loading Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter ........... 18.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .................. 250.0 pcf Max Passive ................... 1,500.0 psf Point Load Controlling Values Governing Load Combination : +D+0.70E _ Lateral Load 0.2450 k 0 Moment 1.960 k-ft � NO Ground Surface Restraint Pressures at 1/3 Depth Soil Surface No lateral restraint Actual 321.728 psf Allowable 322.239 psf d Minimum Required Depth 3.875 ft I _ Footing Base Area 1.767 ft^2 Maximum Soil Pressure 1.061 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D : Dead Load k k/ft 0.3750 k Lr : Roof Live k k/ft k L : Live k k/ft 1.50 k S : Snow k k/ft k W : Wind k k/ft k E : Earthquake 0.350 k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 8.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combinationqewp� Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor D Only 0.000 0.000 0.13 0.0 0.0 1.000 +D+L 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.70E 0.245 1.960 3.88 321.7 322.2 1.000 +D+0.750L+0.5250E 0.184 1.470 3.50 288.8 290.0 1.000 +0.60D+0.70E 0.245 1.960 3.88 321.7 322.2 1.000 BURT ENGINEERING PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com Wood Beam Project Title: Engineer: Project ID: Project Descr: Software Printed: 10 JUN 2021, 7:17PM File: stubenrauch.ec6 INC. 1983-2020. Build:12.20.8.17 DESCRIPTION: deckjoist 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 + 1050 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1050 psi Ebend- xx 1300ksi Fc - Prll 750 psi Eminbend - xx 470 ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.1 Fv 140 psi Ft 525psi Density 26.84pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.809: 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 679.93 psi fv: Actual = 45.58 psi Fb: Allowable = 840.00 psi Fv: Allowable = 112.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 857>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.175 in Ratio = 686>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv Overall Maximum Deflections Load Combination Span Max. '-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2