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REVIEWED REV1 BLD2022-0207+Structural_Calculations+5.13.2022_1.38.36_PM+2869502
REVISION May 13 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT is BLD2022-0207 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Table of Contents SUPPLEMENTAL STRUCT CALCS S 1 - S4 REVIEWED CITY OF EDMONDS 05/12/2022 STRUCTURAL CALCULATIONS MANOGARAN RESIDENCE EDMONDS, WA MAY 12, 2022 Project #: 21-32 Caitlin Rose Engineering, LLC :: Po Box 2381 :: Lynnwood, WA 98036 :: (425) 301— 6554 :: caitlinroseengineering.com CAITLI N ROSE Project Title: Manogaran Addition S1 ENGINEERING, LLC Engineer: CRW Project ID: 21-32 1:iR Caitlin R. Wilhelm, PE Project Descr: Printed: 13 NOV 2021, 5:01PN Wood Beam File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, DESCRIPTION: Wood Beam @ Patio Cover - North Side 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 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi 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 D(0.233) Lr(0.31) S(0.387) 3.5x10.5 Span =9.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.2330, Lr = 0.310, S = 0.3870 , Tributary Width =1.0 ft, (Joist RXN) Maximum Bending Stress Ratio = 0.4731 Maximum Shear Stress Ratio = 0.322 : 1 Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 fb: Actual = 1,305.07psi fv: Actual = 98.27 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.750ft Location of maximum on span = 8.633 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.117 in Ratio = 971 >=500 Max Upward Transient Deflection 0.000 in Ratio = 0 <500 Max Downward Total Deflection 0.188 in Ratio = 606 >=500 Max Upward Total Deflection 0.000 in Ratio = 0 <500 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Pv D Only 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.227 0.155 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.63 490.45 2160.00 0.90 36.93 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.381 0.260 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.13 1,142.99 3000.00 2.11 86.06 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.473 0.322 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.99 1,305.07 2760.00 2.41 98.27 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.327 0.223 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.25 979.86 3000.00 1.81 73.78 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.399 0.272 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.90 1,101.42 2760.00 2.03 82.93 304.75 +0.601) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.077 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 294.27 3840.00 0.54 22.16 424.00 CAITLI N ROSE Project Title: Manogaran Addition S2 ENGINEERING, LLC Engineer: CRW Project ID: 21-32 1:iR Caitlin R. Wilhelm, PE Project Descr: Printed: 13 NOV 2021, 5:01PN Wood Beam File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, 1.i DESCRIPTION: Wood Beam @ Patio Cover - North Side Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1880 4.785 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.945 2.945 Overall MINimum 1.838 1.838 D Only 1.107 1.107 +D+Lr 2.579 2.579 +D+S 2.945 2.945 +D+0.750Lr 2.211 2.211 +D+0.750S 2.485 2.485 +0.60D 0.664 0.664 Lr Only 1.473 1.473 S Only 1.838 1.838 CAITLIN ROSE Project Title: ENGINEERING, LLC Engineer: Project ID: 1:iR Caitlin R. Wilhelm, PE Project Descr: Manogaran Addition S3 CRW 21-32 Printed: 6 MAY 2022, 11:55AIV Wood Beam File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, DESCRIPTION: Wood Beam Option @ Patio Cover 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 + 1,000.0 psi Load Combination ASCE 7-16 Fb - 1,000.0 psi Fc - Prll 1,000.0 psi Wood Species Fc - Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 3.5x10.5 Span = 12.0 ft E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 1,300.0 ksi Density 34.0 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.120, Lr = 0.1570, S = 0.1960 , Tributary Width =1.0 ft, (Joist RXN) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.92a 1 Maximum Shear Stress Ratio = 0.892 : 1 Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 fb: Actual = 1,061.32 psi fv: Actual = 66.66 psi Fb: Allowable = 1,150.00 psi Fv: Allowable = 74.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft 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 0.210 in Ratio = 687 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.338 in Ratio = 426 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr D Only Length = 12.0 ft 1 0.448 0.433 0.90 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 12.0 ft 1 0.744 0.719 1.25 1.000 1.00 1.00 +D+S 1.000 1.00 1.00 Length = 12.0 ft 1 0.923 0.892 1.15 1.000 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 Length = 12.0 ft 1 0.639 0.617 1.25 1.000 1.00 1.00 +D+0.750S 1.000 1.00 1.00 Length = 12.0 ft 1 0.780 0.753 1.15 1.000 1.00 1.00 +0.601) 1.000 1.00 1.00 Length = 12.0 ft 1 0.151 0.146 1.60 1.000 1.00 1.00 C m C t C L Moment Values M fb F'b V Shear Values fv Pv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.16 403.03 900.00 0.62 25.31 58.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.99 930.33 1250.00 1.43 58.43 81.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.69 1,061.32 1150.00 1.63 66.66 74.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.28 798.51 1250.00 1.23 50.15 81.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.81 896.75 1150.00 1.38 56.32 74.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.30 241.82 1600.00 0.37 15.19 104.00 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam DESCRIPTION: Wood Beam Option @ Patio Cover Project Title: Manogaran Addition Engineer: CRW Project ID: 21-32 Project Descr: S4 Printed: 6 MAY 2022, 11:55AIV Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.3379 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.896 1.896 Overall MINimum 1.176 1.176 D Only 0.720 0.720 +D+Lr 1.662 1.662 +D+S 1.896 1.896 +D+0.750Lr 1.427 1.427 +D+0.750S 1.602 1.602 +0.60D 0.432 0.432 Lr Only 0.942 0.942 S Only 1.176 1.176