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Home My WebLink AboutRS_Engineer_Responses_Resubmittal_1_181126_v2 1915 Dayton Ave NE, Renton, WA 98056 Phone: 206.200.8764 Email: elreng33@gmail.com Date: 11/15/2018 To: Alan D. Findlay, PE Building Plan Reviewer City of Renton From: Eric L. Rice, PE ELR Engineering Subject: Response to plan review letter dated 11/4/18 Permit ID: B18005659 Plan ID: Rueppell Home Design Plan 2306 Project address: Lot 5 862 Chelan Place NE Renton, WA Attachments: 10 pages Reference: Revised S-0 and S-2 dated 11/15/18 The purpose of this letter is to respond to the structural items (general and lateral) in the plan review referenced above as follows: Structural General 2. S-0 is revised (dated 11/15/18) to include plan review comment. Lateral 3. Attached calculations provided addressing the noted irregularities. S-2 is revised (dated 11/15/18) to include additional related elements. Please call or email with any questions. Eric L. Rice, PE ELR Engineering Eric L. Rice 11/15/18 Eric L. Rice08/08/17 REVISION Received: 11/26/2018 / aalexander BUILDING DIVISION D08-053 B18005659 V2 APPROVEDBUILDING DIVISION THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALLTIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BEOCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTONBUILDING DIVISION AND RECEIPT OF CERTIFICATE OFOCCUPANCY. APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TOVIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES,OR OTHER REGULATIONS ENFORCED BY THIS CITY. DATE: 12/07/2018 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 6 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:28AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus JoistParallam PSL 2.2E 2,900.0 2,900.0 2,900.0 625.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 4.580 ft Uniform Load : D = 0.010 ksf, Tributary Width = 8.080 ft Uniform Load : D = 0.0180, S = 0.0250 ksf, Tributary Width = 2.0 ft Point Load : D = 0.6820, S = 0.9470 k @ 0.0 ft Point Load : D = 0.1410, S = 0.1970 k @ 0.0 ft Point Load : W = 0.8810, E = 2.086 k @ 10.330 ft Point Load : W = -0.8810, E = -2.086 k @ 0.3750 ft Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 3.130 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.273: 1 Load Combination +D+0.750L+0.750S Span # where maximum occurs Span # 1 Location of maximum on span 5.165ft 70.54 psi= = FB : Allowable 3,335.00psi Fv : Allowable 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S= = = 333.50 psi== Section used for this span 3.5x11.875 fb : Actual Maximum Shear Stress Ratio 0.212 : 1 0.000ft= = 908.87psi fv : Actual Maximum Deflection 14294>=3601064Ratio =0<240.0 Max Downward Transient Deflection 0.039 in 3142Ratio =>=360Max Upward Transient Deflection -0.009 in Ratio = Max Downward Total Deflection 0.116 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.001.00Length = 10.330 ft 1 0.186 0.145 0.90 1.000 1.00 1.00 1.00 3.33 486.09 2610.00 1.05 261.001.00 37.73 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 6 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:28AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.330 ft 1 0.252 0.195 1.00 1.000 1.00 1.00 1.00 5.00 729.71 2900.00 1.57 290.001.00 56.64 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 10.330 ft 1 0.242 0.188 1.15 1.000 1.00 1.00 1.00 5.53 806.18 3335.00 1.73 333.501.00 62.571.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.184 0.143 1.25 1.000 1.00 1.00 1.00 4.58 668.80 3625.00 1.44 362.501.00 51.91 1.00+D+0.750L+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 10.330 ft 1 0.273 0.212 1.15 1.000 1.00 1.00 1.00 6.23 908.87 3335.00 1.95 333.501.00 70.54 1.00+D+0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.102 0.082 1.60 1.000 1.00 1.00 1.00 3.23 471.74 4640.00 1.06 464.001.00 38.081.00+D-0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 10.330 ft 1 0.108 0.083 1.60 1.000 1.00 1.00 1.00 3.43 500.65 4640.00 1.06 464.001.00 38.42 1.00+1.130D+1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.098 0.102 1.60 1.000 1.00 1.00 1.00 3.11 454.19 4640.00 1.31 464.001.00 47.431.00+1.130D-1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.141 0.102 1.60 1.000 1.00 1.00 1.00 4.48 653.89 4640.00 1.31 464.001.00 47.43 1.00+D+0.750L+0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.142 0.112 1.60 1.000 1.00 1.00 1.00 4.51 658.00 4640.00 1.44 464.001.00 51.961.00+D+0.750L-0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.146 0.113 1.60 1.000 1.00 1.00 1.00 4.66 679.69 4640.00 1.45 464.001.00 52.43 1.00+D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 10.330 ft 1 0.194 0.152 1.60 1.000 1.00 1.00 1.00 6.16 898.06 4640.00 1.95 464.001.00 70.43 1.00+D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.198 0.153 1.60 1.000 1.00 1.00 1.00 6.30 919.75 4640.00 1.97 464.001.00 71.06 1.00+1.098D+0.750L+0.750S+1.313E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 10.330 ft 1 0.190 0.166 1.60 1.000 1.00 1.00 1.00 6.05 883.01 4640.00 2.14 464.001.00 77.15 1.00+1.098D+0.750L+0.750S-1.313E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.223 0.168 1.60 1.000 1.00 1.00 1.00 7.08 1,032.79 4640.00 2.16 464.001.00 77.821.00+0.60D+0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.060 0.050 1.60 1.000 1.00 1.00 1.00 1.90 277.37 4640.00 0.64 464.001.00 23.13 1.00+0.60D-0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.066 0.050 1.60 1.000 1.00 1.00 1.00 2.10 306.29 4640.00 0.65 464.001.00 23.331.00+0.4695D+1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.035 0.048 1.60 1.000 1.00 1.00 1.00 1.10 160.31 4640.00 0.62 464.001.00 22.50 1.00+0.4695D-1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 10.330 ft 1 0.073 0.048 1.60 1.000 1.00 1.00 1.00 2.32 339.00 4640.00 0.62 464.001.00 22.50 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.149 3.468 Overall MINimum 2.010 -2.010 D Only 2.113 1.290 +D+L 2.760 1.937 +D+S 4.107 2.140 +D+0.750L 2.598 1.775 +D+0.750L+0.750S 4.093 2.412 +D+0.60W 1.604 1.800 +D-0.60W 2.623 0.781 +D+0.70E 0.706 2.697 +D-0.70E 3.520 -0.117 +D+0.750L+0.450W 2.216 2.157 +D+0.750L-0.450W 2.980 1.393 +D+0.750L+0.750S+0.450W 3.711 2.795 +D+0.750L+0.750S-0.450W 4.476 2.030 +D+0.750L+0.750S+0.5250E 3.038 3.468 +D+0.750L+0.750S-0.5250E 5.149 1.357 +0.60D+0.60W 0.759 1.284 +0.60D-0.60W 1.777 0.265 +0.60D+0.70E -0.139 2.181 +0.60D-0.70E 2.675 -0.633 L Only 0.647 0.647 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 6 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:28AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS S Only 1.994 0.850 W Only -0.849 0.849 -W 0.849 -0.849 E Only -2.010 2.010 E Only * -1.0 2.010 -2.010 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 9 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:32AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - LarchNo.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 2.110, L = 0.650, S = 1.990, W = 0.850, E = 2.010 k @ 3.920 ft Uniform Load : D = 0.010 ksf, Tributary Width = 8.080 ft Varying Uniform Load : D= 0.0820->0.0270, S= 0.1150->0.03750 k/ft, Extent = 3.920 -->> 6.130 ft, Trib Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.916: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.915ft 112.66 psi= = FB : Allowable 1,138.50psi Fv : Allowable 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S= = = 207.00 psi== Section used for this span 4x12 fb : Actual Maximum Shear Stress Ratio 0.544 : 1 5.213ft= = 1,042.34psi fv : Actual Maximum Deflection 3238>=3601145Ratio =0<240.0 Max Downward Transient Deflection 0.024 in 3102Ratio =>=360 Max Upward Transient Deflection -0.023 in Ratio = Max Downward Total Deflection 0.064 in Ratio =>=240.Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 6.130 ft 1 0.632 0.376 0.90 1.100 1.00 1.00 1.00 3.46 563.18 891.00 1.60 162.001.00 60.991.00+D+L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.720 0.427 1.00 1.100 1.00 1.00 1.00 4.38 712.31 990.00 2.02 180.001.00 76.83 1.00+D+S 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.130 ft 1 0.916 0.544 1.15 1.100 1.00 1.00 1.00 6.41 1,042.34 1138.50 2.96 207.001.00 112.66 1.00+D+0.750L 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 9 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:32AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 6.130 ft 1 0.545 0.324 1.25 1.100 1.00 1.00 1.00 4.15 675.03 1237.50 1.91 225.001.00 72.87 1.00+D+0.750L+0.750S 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.130 ft 1 0.909 0.539 1.15 1.100 1.00 1.00 1.00 6.36 1,034.40 1138.50 2.93 207.001.00 111.621.00+D+0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.429 0.255 1.60 1.100 1.00 1.00 1.00 4.18 680.19 1584.00 1.93 288.001.00 73.42 1.00+D-0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.130 ft 1 0.282 0.169 1.60 1.100 1.00 1.00 1.00 2.75 446.18 1584.00 1.27 288.001.00 48.57 1.00+1.130D+1.750E 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.760 0.447 1.92 1.100 1.00 1.00 1.00 8.88 1,443.67 1900.80 4.06 345.601.00 154.641.00+1.130D-1.750E 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.130 ft 1 0.090 0.073 1.92 1.100 1.00 1.00 1.00 1.05 170.33 1900.80 0.66 345.601.00 25.26 1.00+D+0.750L+0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.482 0.285 1.60 1.100 1.00 1.00 1.00 4.69 762.78 1584.00 2.16 288.001.00 82.191.00+D+0.750L-0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.371 0.221 1.60 1.100 1.00 1.00 1.00 3.61 587.27 1584.00 1.67 288.001.00 63.55 1.00+D+0.750L+0.750S+0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.708 0.420 1.60 1.100 1.00 1.00 1.00 6.90 1,122.15 1584.00 3.17 288.001.00 120.941.00+D+0.750L+0.750S-0.450W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.598 0.355 1.60 1.100 1.00 1.00 1.00 5.82 946.64 1584.00 2.69 288.001.00 102.30 1.00+1.098D+0.750L+0.750S+1.313E 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.130 ft 1 0.892 0.526 1.92 1.100 1.00 1.00 1.00 10.43 1,694.76 1900.80 4.77 345.601.00 181.86 1.00+1.098D+0.750L+0.750S-1.313E 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.255 0.154 1.92 1.100 1.00 1.00 1.00 2.98 484.26 1900.80 1.40 345.601.00 53.32 1.00+0.60D+0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 6.130 ft 1 0.287 0.170 1.60 1.100 1.00 1.00 1.00 2.80 454.92 1584.00 1.29 288.001.00 49.02 1.00+0.60D-0.60W 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.139 0.084 1.60 1.100 1.00 1.00 1.00 1.36 220.90 1584.00 0.63 288.001.00 24.171.00+0.4695D+1.750E 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.564 0.331 1.92 1.100 1.00 1.00 1.00 6.59 1,071.42 1900.80 3.00 345.601.00 114.33 1.00+0.4695D-1.750E 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.130 ft 1 0.285 0.175 1.92 1.100 1.00 1.00 1.00 3.34 542.57 1900.80 1.59 345.601.00 60.59 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.181 3.759 Overall MINimum -0.725 -1.285 D Only 1.060 1.718 +D+L 1.294 2.134 +D+S 1.813 3.124 +D+0.750L 1.236 2.030 +D+0.750L+0.750S 1.800 3.084 +D+0.60W 1.244 2.044 +D-0.60W 0.876 1.392 +D+0.70E 1.567 2.618 +D-0.70E 0.553 0.818 +D+0.750L+0.450W 1.374 2.275 +D+0.750L-0.450W 1.098 1.785 +D+0.750L+0.750S+0.450W 1.938 3.329 +D+0.750L+0.750S-0.450W 1.662 2.839 +D+0.750L+0.750S+0.5250E 2.181 3.759 +D+0.750L+0.750S-0.5250E 1.420 2.409 +0.60D+0.60W 0.820 1.357 +0.60D-0.60W 0.452 0.705 +0.60D+0.70E 1.143 1.931 +0.60D-0.70E 0.129 0.131 L Only 0.234 0.416 S Only 0.753 1.406 W Only 0.306 0.544 -W -0.306 -0.544 E Only 0.725 1.285 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 9 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:32AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS E Only * -1.0 -0.725 -1.285 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 7 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:30AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species :Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi850.0ksiEbend- yyEminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 6.250 ft, Tributary Width = 8.080 ft Varying Uniform Load : D= 0.0820->0.0270, S= 0.1150->0.03750 k/ft, Extent = 0.0 -->> 6.250 ft, Trib Width = 1.0 ft Varying Uniform Load : D= 0.0610->0.0270, S= 0.0850->0.03750 k/ft, Extent = 6.0 -->> 9.830 ft, Trib Width = 1.0 ft Point Load : D = 1.290, L = 0.650, S = 0.850, W = 0.850, E = 2.010 k @ 6.080 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.490: 1 Load Combination +1.098D+0.750L+0.750S+1.313E Span # where maximum occurs Span # 1Location of maximum on span 6.063ft 116.90 psi= = FB : Allowable 4,608.00psi Fv : Allowable 5.5x9Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +1.098D+0.750L+0.750S+1.313E= = = 508.80 psi== Section used for this span 5.5x9 fb : Actual Maximum Shear Stress Ratio 0.230 : 1 9.112ft== 2,260.14psi fv : Actual Maximum Deflection 1106>=360 484Ratio =12658>=240. Max Downward Transient Deflection 0.107 in 1106Ratio =>=360Max Upward Transient Deflection -0.107 in Ratio = Max Downward Total Deflection 0.244 in Ratio =>=240.Max Upward Total Deflection -0.009 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 9.830 ft 1 0.320 0.153 0.90 1.000 1.00 1.00 1.00 4.27 690.58 2160.00 1.20 238.501.00 36.46 1.00+D+L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.389 0.184 1.00 1.000 1.00 1.00 1.00 5.78 933.56 2400.00 1.61 265.001.00 48.65 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 7 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:30AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.411 0.200 1.15 1.000 1.00 1.00 1.00 7.03 1,135.36 2760.00 2.01 304.751.00 60.841.00+D+0.750L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.291 0.138 1.25 1.000 1.00 1.00 1.00 5.40 872.81 3000.00 1.50 331.251.00 45.60 1.00+D+0.750L+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.437 0.210 1.15 1.000 1.00 1.00 1.00 7.46 1,206.40 2760.00 2.11 304.751.00 63.881.00+D+0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.229 0.109 1.60 1.000 1.00 1.00 1.00 5.45 881.22 3840.00 1.52 424.001.00 46.02 1.00+D-0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.130 0.063 1.60 1.000 1.00 1.00 1.00 3.09 499.93 3840.00 0.89 424.001.00 26.911.00+1.130D+1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.455 0.211 1.92 1.000 1.00 1.00 1.00 12.97 2,095.57 4608.00 3.54 508.801.00 107.15 1.00+1.130D-1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.150 0.061 1.92 1.000 1.00 1.00 1.00 3.31 534.20 3552.00 1.03 508.801.00 31.20 1.00+D+0.750L+0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.265 0.124 1.60 1.000 1.00 1.00 1.00 6.29 1,015.79 3840.00 1.74 424.001.00 52.77 1.00+D+0.750L-0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.190 0.091 1.60 1.000 1.00 1.00 1.00 4.52 729.83 3840.00 1.27 424.001.00 38.43 1.00+D+0.750L+0.750S+0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.351 0.168 1.60 1.000 1.00 1.00 1.00 8.35 1,349.38 3840.00 2.34 424.001.00 71.051.00+D+0.750L+0.750S-0.450W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.277 0.134 1.60 1.000 1.00 1.00 1.00 6.58 1,063.42 3840.00 1.87 424.001.00 56.72 1.00+1.098D+0.750L+0.750S+1.313E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.490 0.230 1.92 1.000 1.00 1.00 1.00 13.98 2,260.14 4608.00 3.86 508.801.00 116.901.00+1.098D+0.750L+0.750S-1.313E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.072 0.049 1.92 1.000 1.00 1.00 1.00 2.06 333.58 4608.00 0.82 508.801.00 24.94 1.00+0.60D+0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.158 0.074 1.60 1.000 1.00 1.00 1.00 3.74 604.99 3840.00 1.04 424.001.00 31.44 1.00+0.60D-0.60W 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.058 0.031 1.60 1.000 1.00 1.00 1.00 1.39 224.28 3840.00 0.44 424.001.00 13.28 1.00+0.4695D+1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.001.00Length = 9.830 ft 1 0.356 0.163 1.92 1.000 1.00 1.00 1.00 10.14 1,639.12 4608.00 2.74 508.801.00 83.05 1.00+0.4695D-1.750E 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.830 ft 1 0.279 0.101 1.92 1.000 1.00 1.00 1.00 6.13 990.64 3552.00 1.70 508.801.00 51.50 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.310 2.813 Overall MINimum -0.767 -1.243 D Only 1.177 1.233 +D+L 1.425 1.635 +D+S 1.904 2.067 +D+0.750L 1.363 1.534 +D+0.750L+0.750S 1.908 2.160 +D+0.60W 1.371 1.548 +D-0.60W 0.982 0.917 +D+0.70E 1.714 2.103 +D-0.70E 0.640 0.362 +D+0.750L+0.450W 1.509 1.771 +D+0.750L-0.450W 1.217 1.298 +D+0.750L+0.750S+0.450W 2.054 2.397 +D+0.750L+0.750S-0.450W 1.762 1.924 +D+0.750L+0.750S+0.5250E 2.310 2.813 +D+0.750L+0.750S-0.5250E 1.505 1.507 +0.60D+0.60W 0.901 1.055 +0.60D-0.60W 0.512 0.424 +0.60D+0.70E 1.243 1.610 +0.60D-0.70E 0.169 -0.131 L Only 0.248 0.402 S Only 0.727 0.835 Wood Beam Licensee : ELR EngineeringLic. # : KW-06010691 Description :111518)> UPPER FLOOR framing member = 7 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 15 NOV 2018, 9:30AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT5~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS W Only 0.324 0.526 -W -0.324 -0.526 E Only 0.767 1.243 E Only * -1.0 -0.767 -1.243