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HMP 15-01; MARTIN RESIDENCE WALL DESIGN; 2019-04-19
JOB SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. CALCULATED BY CHECKED BY SCALE DATE 2) w SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. — CALCULATED BY CHECKED BY SCALE OF ::TE 44ie f 1'7 IATE - 5v'p1t PROLYJCI2O4.I i1 Inc., C,oton, Mass. 04471, fc = 3 ksi d) Phi Values Flexure: 0.90 1/2 7.50 fr = ft 7.50 = 443.706 psi Shear: 0.750 l.jl Density = 145.0 pcf 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E- Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 I 5.0 ft I 13.0 ft I Project Title: Mai,iiii,esidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence Printed: 2 MAY 2019, 1:08PM reteBeam - . . .FiIe. C:\Users\BOB-1.BOB\000IJME-1\ENERCA-1\13-085 marlin.ec6 - : Software copyright E.NERCALC, INC. 1983-2018, Build: 10.18.12.13'. Description : Vault Slab 4/22/19 2-Spans CODE REFERENCES .. Calculations perACl 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties - CrOsSecti6n & Reinforcing Details Rectangular Section, Width = 14.0Jn, Height = 6.750 in Span #1 Reinforcing.... 245 at 2.0 in from Bottom, from 0.0 to 5.0 ft in this span 245 at 2.0 in from Top, from 0.0 to 5.0 ft in this span Span #2 Reinforcing.... 245 at 2.0 in from Bottom, from 0.0 to 13.0 ft in this span 245 at 2.0 in from Top, from 0.0 to 13.0 ft in this span AjidCoids 1. T -. . Service loads entered. Load Factors will be applied for calculations. Loads on all spans... D = 0.1250, L = 0.0750 Uniform Load on ALL spans: D = 0. 1250, L = 0.0750 ksf, Tributary Width = 1.170 ft - DESIGN SUMMARY - - Maximum Bending Stress Ratio = 0.369 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.033 in Ratio = 4780 >=360. Mu : Applied 4.845 k-ft Max Upward Transient Deflection -0.015 in Ratio= 8150 >=360. Mn * Phi : Allowable 13.147 k-ft Max Downward Total Deflection 0.087 in Ratio = 1792>=180. Max Upward Total Deflection -0.039 in Ratio= 3056>=180 Location of maximum on span 7.482 ft Span # where maximum occurs Span #2 Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.916 1.296 Overall MINimum 1.094 0.486 1.823 0.810 2.916 . 1.296 4Otr14-1 1.823 0.810 413+5+H 1.823 0.810 4O40.750Lr40.750L--H 2.643 1.174 +D+0.750L+0.75054H 2.643 1.174 ncrete Beam Project Title: Mai esidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence Printed: 2 MAY 2019, 1:08PM FiIé = C:\Use man.ec6. Software copyriqht ENERCALC, INC. 1983-2018, Build:10.18.12.13 Description : Vault Slab 4/22/19 2-Spans Vertical Reaction ' Support notation Far left is #1 Load Combination Support 1 Support 2 Support 3 40+0.70E+H 1.823 0.810 +040.750Lr+0.750L-'0.450W41-1 2.643 1.174 +D40.750L+0.750S+0,450W41 2.643 1.174 +O+0.750L40.750S+0..3250E-*l 2.643 1.174 40.600+0.60W40.60H 1.094 0.486 60D'+0.70E+0.60H 1.094 0.486 D Only 1.823 0.810 Lr Only L Only 1.094 0.486 S Only WOnly E Only H Only Detailed Shear Information - Span Distance 'd Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (It) (in) Actual Design (k-if) (k) (k) (k) Req'd Suggest +1.20D+1.60L*0.50S+1.60H 1 0.00 4.75 0.00 0.00 0.00 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0,02 4.75 -0.01 0.01 0.00 1.00 6.77 Vu < PhiVc/2 lot Reqd Ii.' 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.04 4.75 -0.01 0.01 0.00 1.00 6.77 Vu <PhiVc12 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.06 4.75 -0.02 0.02 0.00 1.00 6.77 Vu<PhiVcI2 lot Reqd 11. 6.8 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.08 4.75 -0.03 0.03 0.00 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.10 4.75 -0.03 0.03 0.00 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 'i-1.20D+1.60L40.505+1.60H 1 0.12 4.75 -0.04 0.04 0.00 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L'0.50S+ .60H 1 0.14 4.75 -0.05 0.05 0.00 1.00 6.77 Vu <PhiVcI2 lot Reqd 11.4 6.8 0.0 0.0 .i-1.20D+1.60L40.50S+.60H 1 0.16 4, -0.05 0.05 0,00 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.' 6.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.1B 4.75 -0.06 0.06 0.01 1.00 6.77 Vu<PhiVcI2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D-i-1.60L*0.50S+1.60H 1 0.20 4.75 -0.06 0.06 0.01 1.00 6.77 Vu<PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 .*-1.20D+1.60L*0.508+1.60H 1 0.22 4.75 -0.07 0.07 0.01 1.00 6.77 Vu <PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S+I.60H 1 0.24 4.75 -0.08 0.08 0.01 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.505+I.60H 1 0.27 4.75 -0.08 0.08 0.01 1.00 6.77 Vu < PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L40.50S+i.60H 1 0.29 4.75 -0.09 0.09 0.01 1.00 6.77 Vu <PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20Di-1.60L+0.505+1.60H 1 0.31 4.75 -0.10 0.10 0.01 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.33 4,75 -0,10 0.10 0.02 1.00 6.77 Vu<PhiV2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.35 4.75 -0.11 0.11 0.02 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.37 4.75 -0.12 0.12 0.02 1.00 6.77 Vu < PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 +1.200+1.60L40.50S+1.60H 1 0.39 4.75 -0.12 0.12 0.02 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.41 4.75 -0.13 0.13 0.03 1.00 6.77 Vu <PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.43 4.75 -0.14 0.14 0.03 1.00 6.77 Vu<PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.45 4.75 -0.14 0.14 0.03 1.00 6.77 Vu<PhiVcI2 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.47 4.75 -0.15 0.15 0.03 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.200+1.60L40.505+1.60H 1 0.49 4.75 -0.15 0.15 0.04 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.4 6.8 0.0 0.0 +1.20D+1.60Li-0.50S+1.60H 1 0.51 4.75 -0.16 0.16 0.04 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.53 4.75 -0.17 0.17 0.04 1.00 6.77 Vu < PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L-f0.50S+1.60H 1 0.55 4.75 -0.17 0.17 0.05 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 -s-1.20D+1.60L-s'0.505+1.60H 1 0.57 4.75 -0.18 0.18 0.05 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L-+0.505+1.60H 1 0.59 4.75 -0.19 0.19 0.06 1.00 6.77 Vu<PhiVc/2 lot Reqd 11! 6.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.61 4.75 -0.19 0.19 0.06 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.63 4.75 -0.20 0.20 0.06 1.00 6.77 Vu < PhiVc/2 lot Reqd 11., 6.8 0.0 0.0 +1.20D-i-1.60L+0.50S+1.60H 1 0.65 4.75 -0.21 0.21 0.07 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.4 6.8 0.0 0.0 +1.20D+1.60L40.50S1.60H 1 0.67 4.75 -0.21 0.21 0.07 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L+0.50S-1.60H 1 0.69 4.75 -0.22 0.22 0.08 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.4 6.8 0.0 0.0 +1.20D+1.60L40.50S1.60H 1 0.71 4.75 -0.23 0.23 0.08 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L40.5051.60H 1 0.73 4.75 -0.23 0.23 0.09 1.00 6.77 Vu < PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L.i0.505-i-1.60H 1 0.76 4.75 -0.24 0.24 0.09 1.00 6.77 Vu<PhiVc/2 lot Reqd 11.' 6.8 0.0 0.0 Project Title: Mar L sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence Printed: 2 MAY 2019, 1:08PM C . C t File -.C --1\13-085martin.ec6. on re e B earn Software copvnahtENERCALC INC 1983-2018 Build 1018 12 13 Description: Vault Slab 4/22/19 2- Spans Detailed Shear Wiformatiön Span Distance d Vu (k) Mu d*Vu/Mu Phi*Vc Comment PhiVs Phi*Vn Spacing (in) Load Combination Number (if) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L40.50S+1 60H 2 16.94 4.75 -1.41 1.41 1.68 0.33 5.99 Vu <PhiVc/2 lot Reqd 11.1 6.0 0.0 0.0 +1.20D+1.60L+0.50S+1 60H 2 16.99 4.75 -1.43 1.43 1.60 0.35 6.02 Vu <PhiVc/2 lot Reqd 11.' 6.0 0.0 0.0 +1.20D+1.60L-i0.505+1.60H 2 17.04 4.75 -1.45 1.45 1.53 0.38 6.04 Vu < PhiVc/2 lot Reqd 11.1 6.0 0.0 0.0 i-1.20D+1.60L+0.505+1.60H 2 17.101 4.75 -1.46 1.46 1.45 0.40 6.07 Vu<PhiVc/2. lot Reqd 11.' 6.1 0.0 0.0 +1.20D+1.60L*0.505+1.6011 2 17.15 4.75 -1.48 1.48 1.37 0.43 6.10 Vu < PhiVc/2 lot Reqd 11.1 6.1 0.0 0.0 +1.20D+1.60L+0.505.i-1.60H 2 17.20 4.75 -1.50 1.50 1.29 0.46 6.14 Vu<PhiVc/2 IotReqd 11.1 6.1 0.0 0.0 +1.20D+1.60L.50S+1.60H 2 17.26 4.75 -1.51 1.51 1.21 0.49 6.18 Vu <PhiVc/2 lot Reqd hf 6.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 17.31 4.75 -1.53 1.53 1.13 0.54 6.23 Vu<PhiVc/2 lot Reqd 11.1 6.2 0.0 0.0 +1.20D+1.60L+0.50S+1:.60H 2 17.36 4.75 -1.55 1.55 1.05 0.58 6.28 Vu < PhiVc/2 lotReqd 11. 6.3 0.0 0.0 +1.20D+1.60L0.50S+1.60H 2 17.42 4.75 -1.57 1.57 0.97 0.64 6.35 Vu<PhiVc/2 IotReqd 11. 6.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 17.47 4.75 -1.58 1.58 0.88 0.71 6.43 Vu < PhiVc/2 otReqd 11. 6.4 0.0 0.0 +1.20D+1.60L40.508+1.60H 2 17.52 4.75 -1.60 1.60 0.80 0.79 6.53 Vu<PhiVci2 lot Reqd 11.1 6.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 17.58 4.75 -1.62 1.62 0.71 0.90 6.65 Vu<PhiVc/2 lot Reqd 11. 6.6 0.0 0.0 +1.20D-i-1.60L+0.50S+1.60H 2 17.63 4.75 -1.63 1.63 0.63 1.00 6.77 Vu<PhiVcI2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60Lf0.50S+ .60H 2 17.68 4.75 -1.65 1.65 0.54 1.00 6.77 Vu < PhiVc/2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D-i.1.60LA.50S+1.60H 2 17.73 4.75 -1.67 1.67 0.45 1.00 6.77 Vu<PhiVcI2 lot Reqd 11.L 6.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 2 17.79 4.75 -1.68 1.68 0.36 1.00 6.77 Vu < PhiVcI2 lot Reqd 11.1 6.8 0.0 0.0 +1.20D+1.60L-f0.50S-i-l.60H 2 17.84 4.75 -1.70 1.70 0.27 1.00 6.77 Vu<PhiVc/2 lot Reqd 11. 6.8 0.0 0.0 +1.20D+1.60L-e0.505+1.60H 2 17.89 4.75 -1.72 1.72 0.18 1.00 6.77 Vu < PhiVc/2 lot Reqd 11., 6.8 0.0 0.0 +1.20D+1.60L+0.50S+I.60H 2 17.95 4.75 -1.73 1.73 0.09 1.00 6.77 Vu < PhiVc12 lot Reqd 11.' 6.8 0.0 0.0 +1.20D.i-1.60L+0.505+1.60H 2 18.00 4.75 -1.75 1.75 0.00 1.00 6.77 Vu<PhiVcI2 lot Reqd 11.1 6.8 0.0 0.0 Maximum Forces & Stresses for Load ombthatuis j Load Combination Location (if) Bending Stress Results (k-ft) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 5.000 -3.92 13.15 0.30 Span #2 2 13.000 4.84 13.15 0.37 +1.40D+1.60F1 Span #1 1 5.000 -2.54 13.15 0.19 Span #2 2 13.000 3.14 13.15 0.24 +1.20D+1.601.40.505+ .60H Span #1 1 5.000 -3.92 13.15 0.30 Span #2 2 13.000 4.84 13.15 0.37 Overall Maximum Deflectuons Load Combination Span Max. Detl (in) Location in Span (if) Load Combination Max. W Defi (in) Location in Span (if) 1 0.0026 5.186 +Dt41 -0.0393 0.000 +04.+H 2 0.0870 6.871 0.0000 0.000 Project Title: MarL..sidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residerce zz oncrete Beam File= C:\Usérs\BOB-1.BOB\DOCUME'-1\ENERCAi\13-085 marlin.ec6 I . . SoftwarecopyghtENERcAL INC. 1983-2018, Build:10.18.12.13 . - ../ l'1 ' Description : Valt Slab 4/22/19 Small span to south CODE REFERENCES Calculations per ACI 318-I1, IBC 2012, CBC 2013, ASCE 7-10 j416 - Lt 0%1 Load Combination Set: IBC 2015 fc 1/2 = fr = fc * 7.50 3.5 ksi = 443.706 psi Phi Values Flexure: 0.90 Shear: 0.750 141 Density X LtWt Factor = 145.0 pcf = 1.0 = 0.850 c . Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi StirrupBar Size # = 29,000.0 ksi I Number of Resisting Legs Per Stirrup = 2 7.0 ft -j &wx6T5Ii Cross Section &RinforcingDetails Rectangular Section, Width = 8.0 in, Height = 6.750 in Span #1 Reinforc ng.... 145 at 2.0 in from Bottom, from 0.0 to 7.0 ft in this span 144 at 2.0 in from Top, from 0.0 to 7.0 ft in this span Applied Lods 7.- Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: C = 0.080, L = 0.050 k/ft, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.160 : I Maximum Deflection Section used fothis span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 19912>=360. Mu Applied 1.078 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Mn * Phi Allowable 6.747 k-ft Max Downward Total Deflection 0.011 in Ratio = 7658 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180.0 Location of maximum on span 3.494 ft Span # where maximum occurs Span # I Virtical Reactions - Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.455 0.455 Overall MINimum 0.168 0.168 +041 0.280 0.280 0.455 0.455 0.280 0.280 40+541 0.280 0.280 +040.750Lr40.750L41 0.411 0.411 +0*0.750L+0.750S-H 0.411 0.411 +0+0.60W+1-1 0.280 0.280 #040.70E#1 0.280 0.280 +040.750Lr+0.750L+0.450W41 0.411 0.411 #0+0.750L+0.750540.450W#1 0.411 0.411 Project Title: Mart.... sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence (D : - File= martin.ec6 Concrete earn Softwarecopyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Description : Vault Slab 4/22119 Small span to south Vertical Reactions -' Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750Li0.750S40.t250E#I 0.411 0.411 +0.60D40.60Wi-0.60H 0.168 0.168 +0.60D+0.70E*0.60N 0.168 0.168 D Only 0.280 0.280 Lronly LOnly 0.175 0.175 S Only W Only E Only H Only QétaitiShearIflf&mation - - Span Distance d Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L40.505+1.60H 1 0.00 4.75 0.62 0.62 0.00 1.00 3.78 Vu <PhiVcl2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L0.50S+1.60H 1 0.01 4.75 0.61 0.61 0.01 1.00 3.78 Vu <PhiVcl2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.03 4.75 0.61 0.61 0.02 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L*0.505+1.60H 1 0.04 4.75 0.61 0.61 0.02 1.00 3.78 Vu <PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L-'0.50S+1.60H 1 0.05 4.75 0.61 0.61 0.03 1.00 3.78 Vu <PhiVc12 lot Reqd 11.' 3.8 0.0 0.0 +1.20D+1.60L*0.505+11.60H 1 0.06 4.75 0.60 0.60 0.04 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.' 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.08 4.75 0.60 0.60 0.05 1.00 3.78 Vu < PhiVcI2 lotReqd 11. 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.09 4.75 0.60 0.60 0.05 1.00 3.78 Vu <PhiVc12 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L-'0.50S1.60H 1 0.10 4.75 0.60 0.60 0.06 1.00 3.78 Vu <PhiVcI2 lot Reqd 11. 3.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 0.11 4.75 0.60 0.60 0.07 1.00 3.78 Vu < PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.13 4.75 0.59 0.59 0.08 1.00 3.78 Vu <PhiVc12 lot Reqd 11.' 3.8 0.0 0.0 +1.20D+1.60L40.50S+.60H 1 0.14 4.75 0.59 0.59 0.08 1.00 3.78 Vu <PhiVc12 lot Reqd 11. 3.8 0.0 0.0 +1.200+1.60L-'-0.50S+.60H 1 0.15 4.75 0.59 0.59 0.09 1.00 3.78 Vu < PhiVc12 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L*0.505+i.60H 1 0.17 4.75 0.59 0.59 0.10 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.4 3.8 0.0 0.0 +1.200+1.60L40.505+1.60H 1 0.13 4.75 0.58 0.58 0.11 1.00 3.78 Vu<PhiVc12 lot Reqd 11. 3.8 0.0 0.0 +1.20D+1.60L+0.505+I.60H 1 0.19 4.75 0.58 0.58 0.11 1.00 3.78 Vu < PhiVc/2 lot Reqd 111 3.8 0.0 0.0 +1.200+1.60L+O.505+l .60H 1 0.23 4.75 0.58 0.58 0.12 1.00 3.78 Vu <Phi Vc/2 lot Reqd 11.2 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 4.75 0.58 0.58 0.13 1.00 3.78 Vu <PhiVc/2 lot Reqd I 1.z 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.23 4.75 0.58 0.58 0.14 1.00 3.78 Vu<PhiVc/2 lot Reqd ll.' 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.24 4.75 0.57 0.57 0.14 1.00 3.78 Vu < PhiVc/2 lot Reqd 11. 3.8 0.0 0.0 +1.20D+1.60L0.50S+1.60H 1 0.26 4.75 0.57 0.57 0.15 1.00 3.78 Vu <Phi Vc/2 lot Reqd 11.2 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.27 4.75 0.57 0.57 0.16 1.00 3.78 Vu <PhiVc12 lot Reqd 11.1 3.8 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.28 4.75 0.57 0.57 0.17 1.00 3.78 Vu < PhiVc12 lot Reqd 11.1 3.8 0.0 0.0 +1.200+1.60L40.505+1.60H 1 0.29 4.75 0.56 0.56 0.17 1.00 3.78 Vu <Phi Vc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.31 4.75 0.56 0.56 0.18 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.32 4.75 0.56 0.56 0.19 1.00 3.78 Vu < PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.50S#1.60H 1 0.33 4.75 0.56 0.56 0.19 1.00 3.78 Vu < PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D-'-1.60L40.50S+1.60H 1 0.34 4.75 0.56 0.56 0.20 1.00 3.78 Vu <PhiVcl2 lot Reqd 11.4 3.8 0.0 0.0 +1.20D+1.60L.0.50S+1.60H 1 0.36 4.75 0.55 0.55 0.21 1.00 3.78 Vu <PhiVc12 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L-.0.50S+1.60H 1 0.37 4.75 0.55 0.55 0.22 1.00 3.78 Vu < Phi Vc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 0.38 4.75 0.55 0.55 0.22 0.98 3.77 Vu <Phi Vc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.40 4.75 0.55 0.55 0.23 0.94 3.75 Vu < Phi Vc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.505~1.60H 1 0.41 4.75 0.54 0.54 0.24 0.91 3.73 Vu <PhiVc/2 lot Reqd 11.1 3.7 0.0 0.0 +1.20D+1.60L+0.50S-1.60H 1 0.42 4.75 0.54 0.54 0.24 0.88 3.72 Vu <PhiVc12 lot Reqd 11.' 3.7 0.0 0.0 +1.20D+1.60L0.50S-1.60H 1 0.43 4.75 0.54 0.54 0.25 0.85 3.70 Vu <PhiVcl2 lot Reqd 11.2 3.7 0.0 0.0 +1.20D+1.6OL4O.5OS1.60H 1 0.45 4.75 0.54 0.54 0.26 0.83 3.68 Vu < PhiVc12 lot Reqd 11.1 3.7 0.0 0.0 -i-1.200+1.60L+0.50S+1.60H 1 0.46 4.75 0.54 0.54 0.26 0.80 3.67 Vu <Phi Vc/2 lot Reqd 11.2 3.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.47 4.75 0.53 0.53 0.27 0.78 3.66 Vu <PhiVc12 lot Reqd 11.1 3.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.48 4.75 0.53 0.53 0.28 0.76 3.64 Vu < PhiVcl2 lot Reqd 11.4 3.6 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.50 4.75 0.53 0.53 0.28 0.74 3.63 Vu <Phi Vc/2 lot Reqd 11.2 3.6 0.0 0.0 -i-1.20D+1.60L+0.50S+1.60H 1 0.51 4.75 0.53 0.53 .0.29 0.72 3.62 Vu <PhiVc12 lot Reqd 11.4 3.6 0.0 0.0 +1.20D+1.60L40.50S1.60H 1 0.52 4.75 0.52 0.52 0.30 0.70 3.61 Vu <PhiVcI2 lot Reqd 11.1 3.6 0.0 0.0 Project Title: Mart sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence r t B m .. File C:Users\B0B-1.B08\D0CLIME-1\ENERCA-1\13-085 rnartin.ec6 Software copyght ENERCALC INC 1983-2018, Build:10.18.12.13 Description : Vault Slab 4122/19 Small span to south Detailed Shear Information Span Distance d Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L40.50S1.60H 1 6.73 4.75 -0.57 0.57 0.16 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.74 4.75 -0.57 0.57 0.15 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.76 4.75 -0.57 0.57 0.14 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L*0.505+1.60H 1 6.77 4.75 -0.58 0.58 0.14 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L-'0.505+1.60H 1 6.78 4.75 -0.58 0.58 0.13 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.80 4.75 -0.58 0.58 0.12 1.00 3.78 Vu <PhiVc12 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.81 4.75 -0.58 0.58 0.11 1.00 3.78 Vu < PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 6.82 4.75 -0.58 0.58 0.11 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.' 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.83 4.75 -0.59 0.59 0.10 1.00 3.78 Vu <PhiVc/2 lot Reqd 11. 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60N 1 6.85 4.75 -0.59 0.59 0.09 1.00 3.76 Vu < PhiV2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 6.8€ 4.75 -0.59 0.59 0.08 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.87 4.75 -0.59 0.59 0.08 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 6.89 4.75 -0.60 0.60 0.07 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.' 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.90 4.75 -0.60 0.60 0.06 1.00 3.78 Vu <PhiVc12 lot Reqd 11.4 3.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 6.91 4.75 -0.60 0.60 0.05 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 6.92 4.75 -0.60 0.60 0.05 1.00 3.78 Vu <Phi Vc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20Di-1.60L+0.50S+1.60H 1 6.94 4.75 -0.60 0.60 0.04 1.00 3.78 Vu <PhiVcI2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.95 4.75 -0.61 0.61 0.03 1.00 3.78 Vu < PhiVc/2 lot Reqd 11.4 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.96 4.75 -0.61 0.61 0.02 1.00 3.78 Vu <Phi VG/2 lot Reqd 11., 3.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.97 4.75 -0.61 0.61 0.02 1.00 3.78 Vu <PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 6.99 4.75 -0.61 0.61 0.01 1.00 3.73 Vu<PhiVc/2 lot Reqd 11.1 3.8 0.0 0.0 +1.20D+1.60L'0.505+1.60H 1 7.00 4.75 -0.62 0.62 0.00 1.00 3.791 Vu<PhiVc12 lot Reqd 11.4 3.8 0.0 0.0 Miritii Fé & Stressel for Load Combiriatiii Load Combination Location (ft) Bending Stress Results (k-ft) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 7.000 1.08 6.75 0.16 +1.40D+1.60H Span #1 1 7.000 0.69 6.7.5 0.10 +1.20D+1.60L40.505+1.60H Span #1 1 7.000 1.08 6.75 0.16 OeralI Maximum Deflectioiis Load Combination Span Max. - Defl (in) Location in Span (ft) Load Combination Max. W Defi (in) Location in Span (ft) +O-I1_44-1 1 0.0110 3.500 0.0000 0.000 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB SHEET NO. OF CALCULATED BY g. nu(wrn V PRODUCT 204-I L.7 Inc., Grnloa Mass 01401. IIATF Project Title: Marti , sidence (00 Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence C File =C:\Users\BOB-l.BOB\DOCUME-l\ENERCA-l\13-085 marlin.ec6 oncre e earn. .. Soàrópyriqh1.ENERCAlC, INC. 1983-2018, Build:10.18.12.13 Description : Vault Beam# 1 @ Hatch 4122119 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Proprtiés.. fc 1/2 =3.5 ksi 4 Phi Values Flexure: 0.90 fr= ft * 7.50 443.706 psi Shear: 0.750 w Density = 145.0 pcf = 0.850 . T. 2. LtWt Factor 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 (rossection&KeunTorcing iieaiis Tee Section, Stem Width = 24.0 in, Total Height = 12.0 in, Top Flange Width = 24.0 in, Flange Thickness = 7.0 in Span #1 Reinforcing.... 446 at 2.0 n from Bottom, from 0.0 to 7.250 ft in this span 446 at 2.0 in from Top, from 0.0 to 7.250 ft in this span Span #2 Reinforcing.... 446 at 2.0 in from Bottom, from 0.0 to 7.250 ft in this span 446 at 2.0 in from Top, from 0.0 to 7.250 ft in this span Apphid Loads Service loads entered Load Factors will be applied for calculations Load for Span Number I Uniform Load: D = 1.502, L = 0.9380 k/fl, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D=1.502, L = 0.9380 k/fl, Tributary Width = 1.0 ft DESIGN SUMMARY •.::...J Maximum Bending Stress Ratio = 0.295 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio = 38766>=360. Mu : Applied -21 .703 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0<360.0 Mn * Phi : Allowable 73.653 k-ft Max Downward Total Deflection 0.006 in Ratio = 14902>=180 Max Upward Total Deflection 0.000 in Ratio= 0<1800 Location of maximum on span 0.000 ft Span # where maximum occurs Span #2 Vertical. Reactions: •. Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.634 22.112 6.634 Overall MiNimum 2.450 8.167 2.450 -'041 4.084 13.612 4.084 40+1-41 6.634 22.112 6.634 +04.r4l 4.084 13.612 4.084 4.084 13.612 4.084 +D#0.750Lr-4750L41 5.996 19.987 5.996 Project Title: Marti sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence 19 Concrete Beam 'File=C:\Users\BOB-1.BOB\D0CUME1\ENEkCA-1\13-085mart1n.ec6. Scare motiaht ENERCALC. INC. 1982018. Build:10.18.1Z13. Description : Vault Beam# 1 @ Hatch 4/22/19 Vertical Reactions , Support notation: Far left is #1 Load Combination Support 1 Support 2 Support 3 +D0,750L0.750S-*l 5.996 19.987 5.996 +040.60W4H 4.084 13.612 4.084 +o+0.70E+H 4.084 13.612 4.084 +040.750Lr40.750L+0 450 W+H 5.996 19.987 5.996 +D+0.750L+0.7505'0.450W41 5.996 19.987 5.996 4040.750L40.750S40.5250E#1 5.996 19.987 5.996 +0.60D-'0.60W0.60H 2.450 8.167 2.450 60D+0.70E+0.60H 2.450 8.167 2.450 D Only 4.084 13.612 4.084 LrOnly LOnly 2.550 8.501 2.550 S Only W Only E0nly H Only DetiledShear Information . Span Distarce d' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-fl) (k) (k) (k) Reqd Suggest +1.20D+1.60L-10.505+1.60H 1 0.03 10.00 8.98 8.98 0.00 1.00 23.53 Vu <Phi Vc/2 lot Reqd 11.L 23.5 0.0 0.0 +1.20D+1.60L'0.50S-'-1.60H 1 0.03 10.00 8.88 8.88 0.26 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L40,505+-1.60H 1 0.06 10.00 8.79 8.79 0.53 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.i 23.5 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.09 10.00 8.69 8.69 0.78 1.00 23.53 Vu <Phi Vc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L4'0.50S+1.60H 1 0.12 10.00 8.59 8.59 1.04 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.15 10.00 8.49 8.49 1.29 1.00 23.53 Vu<PhiVcI2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-f0.5051-1.60H 1 0.18 10.00 8.39 8.39 1.54 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60Li0,505+1.60H 1 0.21 10.00 8.30 8.30 1.79 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1,20D+1.60L+0.50S-F1.60H 1 0.24 10.00 8.20 8.20 2.03 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20Di-1.60L+0,50S+1.60R 1 0.27 10.00 8.10 8.10 2.27 1.00 23.53 Vu <PhiVcI2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 0.30 10.00 8.00 8.00 2.51 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 i-1.20D+1.60L'0.50S+1.60H 1 0.33 10.00 7.91 7.91 2,75 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1,20D+1.60L40.50S+1,60H 1 0.36 10.00 7.81 7.81 2.98 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.38 10.00 7.71 7.71 3.21 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L40.50S-1.60H 1 0.41 10.00 7.61 7.61 3.44 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.2 23.5 0.0 0.0 +1.200+1.60L40.50S-1.60H 1 0.44 10.00 7.51 7.51 3.66 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.47 10.00 7.42 7.42 3.88 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.2 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.50 10.00 7.32 7.32 4.10 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L40.505+1,60R 1 0.53 10.00 7.22 7.22 4.31 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.2 23,5 0.0 0.0 +1.20D+1.60L40.50S#1.60H 1 0.56 10.00 7.12 7.12 4.53 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.2 23.5 0.0 0.0 +1.20D+1.60L0.50S+1.60H 1 0.59 10.00 7.03 7.03 4.74 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.62 10.00 6.93 6.93 4.94 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L40.505#i.60H 1 0.65 10.00 6.83 6.83 5.15 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 0.68 10.00 6.73 6.73 5.35 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1,20D+1,60L40.50S+1.60H 1 0.71 10.00 6.63 6.63 5.54 1.00 23.52 Vu <PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.74 10.00 6.54 6.54 5.74 0.95 23.36 Vu <PhiVcI2 lot Reqd 11.1 23.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0,77 10.00 6.44 6.44 5.93 0.90 23.22 Vu <Phi Vc/2 lot Reqd 11,1 23,2 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0,80 10.00 6.34 6.34 6.12 0.86 23.08 Vu<PhiVcI2 lot Reqd 11.2 23.1 0.0 0.0 +1,20D+1.60L40,50S+1,60H 1 0.83 10.00 6.24 6.24 6.31 0.82 22.96 Vu <PhiVcI2 lot Reqd 11.2 23.0 0.0 0,0 +1.20D-'-1.60L40.50S+1.60H 1 0.86 10.00 6.15 6.15 6.49 0.79 22.84 Vu <PhiVc/2 lot Reqd 11.1 22.8 0.0 0.0 +1.20D+1.60L0.50+1.60H 1 0.89 10.00 6.05 6.05 6.67 0.76 22.73 Vu <PhiVc/2 lot Reqd 11,2 22.7 0.0 0.0 +1.20D+1.60L-0.50S+1.60H 1 0.92 10.00 5.95 5.95 6.85 0.72 22,62 Vu <PhiVc/2 lot Reqd 11.1 22,6 0.0 0.0 +1,20D+1.60L0.50S+1,60H 1 0.95 10.00 5.85 5.85 7.02 0.69 22.52 Vu <Phi Vc/2 lot Reqd 11.2 22.5 0.0 0.0 +1.20D+1.60L0.50S+1.60H 1 0.98 10.00 5.75 5.75 7.19 0.67 22.43 Vu <PhiVc/2 lot Reqd 11.2 22.4 0.0 0.0 +1.20D+1.60L40.50S+1,60H 1 1.01 10.00 5.66 5.66 7.36 0.64 22.35 Vu <Phi Vc/2 lot Reqd 11.2 22,3 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 1.04 10.00 5.56 5.56 7.53 0.62 22.26 Vu < PhiVc/2 lot Reqd 11.1 22.3 0.0 0.0 +1.20D+1.60L40.505+1.60H I 1.07 10.00 5.46 5.46 7.69 0.59 22.19 Vu <PhiVcI2 lot Reqd 11.2 22.2 0.0 0,0 +1.20D+1.60L-'0.505+1.60H 1 1.09 10.00 5.36 5.36 7.85 0.57 22.11 Vu<PhiVc/2 lot Reqd 11.' 22.1 0.0 0.0 Project Title: Martir ;idence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence (S C ncr te B . File.=C:\Users\BOB-1.BOB\DOCUME-1\ENERCA-1\13-085martnec6 earn .. software *yright ENERCALC, INC. 1983-2O18 Build: 10,18.12.13 Description : Vault Beam# 1 @ hatch 4/22/19 Detailed Sheai Information Span Distance d Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L'+0.50S+1.60N 2 13.91 10.00 -7.03 7.03 4.74 1.00 23.53 Vu<PhiVcI2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 2 13.94 10.00 -7.12 7.12 4.53 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-i0.50S+160H 2 13.97 10.00 -7.22 7.22 4.31 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+160H 2 14.00 10.00 -7.32 7.32 4.10 1.00 23.53 Vu <PhiVcI2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L#0.50S+1 60H 2 14.03 10.00 -7.42 7.42 3.88 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 14.06 10.00 -7.51 7.51 3.66 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 14.09 10.00 -7.61 7.61 3.44 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 14.12 10.00 -7.71 7.71 3.21 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1.60L'+0.505+1.60H 2 14.14 10.00 -7.81 7.81 2.98 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 14.17 10.00 -7.91 7.91 2.75 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.L 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 14.20 10.00 -8.00 8.00 2.51 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L*0.505+1.60H 2 14.23 10.00 -8.10 8.10 2,27 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 2 14.26 10.00 -8.20 8.20 2.03 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L40.50S+.60H 2 14.29 10.00 -8.30 8.30 1.79 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.' 23.5 0,0 0.0 +1.20D+1.60L40.50S+..60R 2 14.32 10.00 -8.39 8.39 1.54 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 2 14.35 10.00 -8.49 8.49 1.29 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.200+1.60L40.50S+l.60H 2 14.38 10.00 -8.59 8.59 1.04 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 -'-1.20D+1.60L0.50S+1.60H 2 14.41 10.00 -8.69 8.69 0.78 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 14.44 10.00 -8.79 8.79 0.53 1.00 23.53 Vu<PhiVcI2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 14.47 10.00 -8.88 8.88 0.26 1.00 23.53 Vu <PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 +1.20D'i-1.60L40.50S+1.60H 2 14.50 10.00 -8.98 8.98 0.00 1.00 23.53 Vu < PhiVc12 lot Reqd 11.1 23.5 0,0 0.0 Maxiüm Forc & Stresses for Load Cómbittions Load Combination Location (ft) Bending Stress Results (k-ft) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.250 -21.26 73.65 0.29 Span #2 2 7.250 -21.70 73.65 0.29 +1.40D+1.60H Span #1 1 7.250 -13.54 73.65 0.18 Span #2 2 7.250 -13.82 73.65 0.19 +1,20D'-1.60L0.505+1.60H Span #1 1 7.250 -21.26 73.65 0.29 Span #2 2 7.250 -21.70 73.65 0.29 Overall Maximum Deflections. Load Combination Span Max. '-" Defi (in) Location in Span (ft) Load Combination Max. W Defi (in) Location in Span (ft) +D+1+H 1 0.0058 3.004 0.0000 0.000 +0414H 2 0.0058 4.246 0.0000 0.000 Project Title: Martit - Adence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence File = C:\Users\BOB-1.BOB\DOCUME-1\ENERCA-1\13-085 martin.ec6 Concrete. Beam - .- Soft.varecopyrightENERCALC, INC. 1983-2018, Build:1O.18.12.13 Descrtption: Vault Beam# 2 4/22/19 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 MfcriI Prtmcrti - -. = fc 3.50 ksi Phi Values Flexure: 0.90 1/2 fr = ft * 7.50 = 443.706 psi Shear: 0.750 141 Density = 145.0 pcf 131 = 0.850 ? LtWt Factor = 1.0 T. .. Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60 0 ksi E -Stirrups = 29,000.0 ksi E - MainRebar = 29,000.0 ksi StirrupBarSize# 3 Number of Resisting Legs Per Stirrup= 2 0(4.084 L(2.55) D(O 3 L(0 - D(O 0.244 t 2.50 ft __2.50 10.50 ft 24 w x 12 h Cross Section &gDts. Tee Section, Stem Width = 24.0 in, Total Height = 12.0 in, Top Flange Width = 50.0 in, Flange Thickness = 7.0 in Span #1 Reinforcing.... 446 at 2.0 in from Bottom, from 0.0 to 2.50 ft in this span 446 at 2.0 in from Top, from 0.0 to 2.50 ft in this span Span #2 Reinforcing.... 446 at 2.0 ii from Bottom, from 0.0 to 10.50 ft in this span 446 at 2.0 in from Top, from 0.0 to 1050 ft in this span Applied Loads ,- - - - - Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: D = 0.390, L = 0.2440 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: C = 0.390, L = 0.2440 k/ft, Tributary Width = 1.0 ft Point Load: D = 4.084, L = 2.550 k @6.70 ft, (Beam #1) DESIGN SUMMARY Maximum Bendiig Stress Ratio = 0.387 : 1 Maximum Deflection Section used fo this span Typical Section Max Downward Transient Deflection 0.010 in Ratio = 12561>=360, Mu : Applied 31.701 k-ft Max Upward Transient Deflection -0.007 in Ratio = 9088 >=360. Mn Phi: Allowable 81.855 k-ft Max Downward Total Deflection 0.026 in Ratio= 4830>=180. Max Upward Total Deflection -0.017 in Ratio = 3494>=180. Location of maximum on span 6.686 ft Span # where maximum occurs Span #2 Vtidl. Reactions . .• - - Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.503 7.373 Overall MiNimum 2.770 2.722 4.617 4.537 40+L+H 7.503 7.373 +04.r+H 4.617 4.537 Project Title: Martir idence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence Concrete Beam - File= C:\Users\BOB-1.BOB\DOCUME-1\ENERCA--1\13-085 martin,ec6. Softàre copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 Description : Vault Beam# 2 4/22/19 Véitical Reactions . Support notation Far left is #1 Load Combination Support 1 Support 2 Support 3 +0+5+1-I 4.617 4,537 +D'0,750Lr40.750L4H 6.781 6.664 +040.750L+0.750S4H 6.781 6.664 +D40.60W+-I 4.617 4.537 40-+0.70E+Fl 4.617 4.537 +0-I0.750Lr-I0.750L40 450W-i-H 6.781 6.664 -'IJ40.750L40.750S40.450W+H 6.781 6.664 -fD-+0.750L-i0.750540.5250E+H 6.781 6.664 060D+0.60W+1.60H 2.770 2.722 +0.60D-f0.70E+0.60H 2.770 2.722 D Only 4.617 4.537 Lronly LDnly 2.886 2.836 S Only WOnly EOnly H Only - Detailed Shear Information Span Distance d' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest -i-1.40D+1.60H 1 0.00 10.00 -0.00 0.00 0.00 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.01 10.00 -0.01 0.01 0.00 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.02 10.00 -002 0.02 0.00 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 -i-1.20D+1.60L-+0.505-'-1.60H 1 0.03 10.00 -0.03 0.03 0.00 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.04 10.00 04 0.04 0.00 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1 .60L40.50S+1.60H 1 0.05 10.00 -0.04 0.04 0.00 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1.60L-i0.505+1.60F1 1 0.03 10.00 -0.05 0.05 0.00 1.00 23.53 Vu < PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L0.50S+1.60H 1 0.07 10.00 -0.06 0.06 0.00 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L.+0.505-i-1.60H 1 0.08 10.00 -0.07 0.07 0.00 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.200+1.60L#0.50S+1.60H 1 0.09 10.00 -0.08 0.08 0.00 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.L 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.10 10.00 -0.09 0.09 0.00 1.00 23.53 Vu<PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60K 1 0.11 10.00 10 0.10 0.01 1.00 23.53 Vu<PhiVc/2 lot Reqd 11,1 23.5 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.12 10.00 -0.11 0.11 0.01 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.200+1.60L-f0.505-i-1.60H 1 0.13 10.00 -0.11 0.11 0.01 1.00 23.53 Vu <PhiVcl2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-f0.505-i-1.60H 1 0.14 10.00 -0.12 0.12 0.01 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.15 10.00 -0.13 0.13 0.01 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D-i-1.60L40.50S+1.60H 1 0.16 10.00 -0.14 0.14 0.01 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.4 23.5 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 0.17 10.00 -0.15 0.15 0.01 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.200+1.60L+0.50S-i-1.60H 1 0.118 10.00 -0.16 0.16 0.01 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D-i-1.60L+0.50S+1.60H 1 0.19 10.00 -0.17 0.17 0.02 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 -I-1.20D+1.60L40.50S+1.60H 1 0.20 10.00 -0.18 0.18 0.02 1.00 23.53 Vu < PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 s-1.20D-i-1.60L+0.505+1.60H 1 0.21 10.00 -0.18 0.18 0.02 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-'0.505+1.60H 1 0.22 10.00 -0.19 0.19 0.02 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505i-1.60H 1 0.23 10.00 -0.20 0.20 0.02 1.00 23.53 Vu<PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 +1.200+1.60L40.505i-1.60H 1 0.24 10.00 -0.21 0.21 0.03 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-'0.505460H 1 0.26 10.00 -0.22 0.22 0.03 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1 .60L+0.505+1.60H 1 0.27 10.00 -0.23 0.23 0.03 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.200+1.60Li-0.505+1.60H 1 0.28 10.00 -0.24 0.24 0.03 1.00 23.53 Vu<PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 +1.200-i-1.60L-*0.50S+1.60H 1 0.29 10.00 -0.25 0.25 0.04 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 '-1.200+1.60L-'0.505+1.60H 1 0.30 10.00 -0.25 0.25 0.04 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.200+1.60L-.0.505i-1.60H 1 0.31 10.00 -0.26 0.26 0.04 1.00 23.53 Vu <PhiVc/2 lot Reqd 11., 23.5 0.0 0.0 +1.20D+1.60L+0.50S-i-1.60H 1 0.32 10.00 -0.27 0.27 0.04 1.00 23.53 Vu<PhiVc/2 lotReqd 11.1 23.5 0.0 0.0 -i-1.200+1.60L+0.50S-i-1.60H 1 0.33 10.00 -0.28 0.28 0.05 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 -i-1.20D-i-1.60L-+0.505+1.60H 1 0.34 10.00 -0.29 0.29 0.05 1.00 23.53 Vu <PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 i-1.20D+1.60L40.505+1.60H 1 0.35 10.00 -0.30 0.30 0.05 1.00 23.53 Vu<PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 -i-1.20D+1.60L-+0.505+1.60H 1 0.36 10.00 -0.31 0.31 0.05 1.00 23.53 Vu<PhiVc/2 lot Reqd I 1.1 23.5 0.0 0.0 Project Title: Martir idence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence B -• File C:\Users\B0B-1.B0B\D0CUME--1\ENERCA--113-085 martin.ec6 Conctete earn .. :SoftwargcopyrightENERcALC, INC. 1983-2018, Build: 10.18.12.13 ' Description: Vault Beam# 2 4/22/19 Detailed Shear lAformátion Span Distance d Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*VS Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L40.50S+1.60H 2 12.06 10.00 -9.17 9.17 9.03 0.85 23.03 Vu < PhiVc/2 lot Reqd 11.1 23.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 12.10 10.00 -9.21 9.21 8.64 0.89 23.17 Vu<PhiVc/2 lot Reqd 11.1 23.2 0.0 0.0 +1.20D+1.60L40.50S+1.60H 2 12.14 10.00 -9.25 9.25 8.24 0.94 23.32 Vu < PhiVc/2 lot Reqd 11. 23.3 0.0 0.0 +1.20D+1.60L+0.505+1.60R 2 12.19 10.00 -9.28 9.28 7.84 0.99 23.49 Vu'zPhiVcI2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 12.23 10.00 -9.32 9.32 7.44 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 12.27 10.00 -9.36 9.36 7.04 1.00 23.53 Vu < PhiVc/2 lotReqd 11. 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 12.31 10.00 -9.39 9.39 6.64 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 12.36 10.00 -9.43 9.43 6.24 1.00 23.53 Vu<PhiVcl2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L0.50S+1.60N 2 12.40 10.00 -9.47 9.47 5.83 1.00 23.53 Vu<PhiVc/2 lotReqd 11.' 23.5 0.0 0.0 +1.20D+1.60L40.505+1.60H 2 12.44 10.00 -9.50 9.50 5.43 1.00 23.53 Vu < PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 i-1.20D+1.60L+0.50S+1.60H 2 12.49 10.00 -9.54 9.54 5.02 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.2 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 2 12.53 10.00 -9.58 9.58 4.61 1.00 23.53 Vu<PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 12.57 10.00 -9.61 9.61 4.20 1.00 23.53 Vu<PhiVcI2 lot Reqd 11. 23.5 0.0 0.0 +1.20D+1.60L'0.50S+1.60H 2 12.61 10.00 -9.65 9.65 3.79 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L.50S+1.60H 2 12.66 10.00 -9.69 9.69 3.37 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-0.50S+1.60R 2 12.70 10.00 -9.72 9.72 2.96 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D-i-1.60L.0.50S+1.60H 2 12.74 10.00 -9.76 9.76 2.54 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 .*-1.20D+1.60L+0.505+1.60H 2 12.79 10.00 -9.80 9.80 2.12 1.00 23.53 Vu<PhiVc/2 lot Reqd 11. 23.5 0.0 0.0 4-1.20D+1.60L40.50S+1.60H 2 12.83 10.00 -9.83 9.83 1.70 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 12.87 10.00 -9.87 9.87 1.28 1.00 23.53 Vu<PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L-i.0.505i-1.60N 2 12.91 10.00 -9.91 9.91 0.85 1.00 23.53 Vu <PhiVc/2 lot Reqd 11.1 23.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 2 12.96 10.00 -9.94 9.94 0.43 1.00 23.53 Vu < PhiVc/2 lot Reqd 11.' 23.5 0.0 0.0 +1.20D+1.60L*0.50S+1.60H 2 13.00 10.00 -9.98 9.98 0.00 1.00 23.53 Vu <PhiVcI2 lot Reqd 11.1 23.5 0.0 0.0 MuF&rs& Stresses rLoa n . Load Combination Location (ft) Bending Stress Results (k-ft) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 2.500 -2.66 73.65 0.04 Span #2 2 10.500 31.70 81.85 0.39 +1.40D-i-1.60H Span #1 1 2.500 -1.69 73.65 0.02 Span #2 2 10.500 20.18 81.85 0.25 +1.20D+1.60L40.505+1.60H Span # 1 1 2.500 -2.66 73.65 0.04 Span #2 2 10.500 31.70 81.85 0.39 :Overall Maxirnun Deflections Load Combination Span Max. "-" Defi (in) Location in Span (ft) Load Combination Max. W Defi (in) Location in Span (ft) 4O4t*I 1 0.0011 2.650 4D4.l-I -0.0172 0.000 4044.*I 2 0.0261 5.550 0.0000 0.000 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB 4A1tiI SHEET NO. tI. OF t2S 4liti1I1 CALCULATED BY CHECKED BY PROMO 2O4.J Jot, Goobo, Moot 01471. DATE rete Column Project Title: Mar esdence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence ' File = C:\Users\13013-1.80B\DOCUME-1\E Software coovnaht ENERCALC INC martin.ec6. 0.18.12.13 0 Description : Cot @ Vault Beam # I 'Code References Calculations perACi 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc: Concrete 28 day strength = 3.5 ksi Overall Column Height = 5.0 ft E = = 3,122.0 ksi End Fixity Top & Bottom Pinned Density 145.0 Pcf Brace condition for deflection (buckling) along columns: = 0.850 X-X (width) axis: fy - Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling = 1 ft, K = 1.0 E - Main Rebar = 29,000.0 ksi Y-Y (depth) axis: Allow. Reinforcing Limits ASTMA615Bars Used Unbraced Length for X-X Axis buckling = 6.7 ft, K = 1.0 Min.Reinf. = 1.0% Max. Reinf. = 8.0% '.Co!umnCross:Section .. Column Dimensions: 12.0in Square Column, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing: 4 - #6 bars @ corners, Applied Coads'. 'T. , ' ' ;J' Entered loads are factored per load combinations specified by user. Column self weight included : 725.0 lbs * Dead Load Factor AXIAL LOADS.., Axial Load at 5.0 ft above base, D = 13.612, L = 8.501k BENDING LOADS... Lat. Uniform Load creating Mx-x, E = 0.2580, H = 0.9570 kilt DESIGN SUMMARY Load Combination +1 .20Di-1 .60L+1 .60H Maximum SERVICE Load Reactions.. Location of max.above base 4.966 ft Top along Y-Y 0.0k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.130: 1 Top along X-X 2.844k Bottom along X-X 2.844 k Ratio = (Pu12+Mu12)A.5 I (PhiPnA2+PhiMnA2)A.5 Pu = 30.806 k ( * Pn = 236.610k * Mu-x= 4.785 k-ft ( Mn-x= -36.703k-ft Maximum SERVICE Load Deflections U-Y - - M 00 ( *M - kft - n-y - 00 ' ft . . Along Y-Y 0.002997in at 2.517ft above base for load combination: +D+0.70E+H Mu Angle = 0.0 deg Along X-X 0.01n at 0.oft above base Mu at Angle = 4.785 k-ft qMn at Angle = 36.920 k-ft for load combination: Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information. = 0.6EO = 0.850 = 0.80 % Reinforcing P.Ok Pnmax: Nominal Max. Compressive Axial Capacity 528.76 k p : 1.222 % Rebar Pnmin: Nominal Mm. Tension Axial Capacity k Reinforcing Area 1.760 inA2 ( Pn, max: Usable Compressive Axial Capacity 274.957 k Concrete Area 144.0 inA2 ( Pn, mm : Usable Tension Axial Capacity k Governing Load CombinatiOn Results - GOeminFtored Moment Dist. from Axial LOad " ' Bending Analysis k-ft , Utilization Load Combinatior XX Y Y base ft Pu p *Ph ox ox Mw OY y* Muy Alpha (deg) Mu (p Mn Ratio +1.40D+1.60H Actual 4.97 20.07 192.04 1.000 4.78 0.000 4.78 45.45 0.105 Project Title: Mai Iesidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence óncréteCö1urnn. 7: Description: Ccl @ Vault Beam # 1 File 3-085 martin.ec6 Buiid:10.18.12.13 Governing Load Combination Results Governing Factored Moment Dist. from Axial Load .Bending Analysis k-ft Utilization Load Combinabon X X Y Y base ft Pu Pn x x Mux y y * Muy Alpha (deg) Mu q Mn Ratio +1.20D+1.60L+1.60H Actual 4.97 30.81 236.61 1.000 4.78 0.000 4.78 36.92 0.130 -'-0.90D-'-E-+0.90H Actual 4.97 12.90 175.60 1.000 3.50 0.000 3.50 47.70 0.073 Maximum Reati3n - Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k.ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base © Top © Base @ Top +D-i4-1 2.393 2.393 14.337 2.393 2.393 22.838 4040.750L-*l 2.393 2.393 20.713 +D+0.70E+H 2.844 2.844 14.337 +D+0.750L+0.5250E+H 2.731 2.731 20.713 60D0.60H 1.436 1.436 8.602 -f0.60D+0.70E-f0.60H 1.887 1.887 8.602 D Only 14.337 L Only 8.501 E Only 0.645 0.645 H Only - . 2.393 2.393 Maximum Moment Reactions - Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base © Top +D+H k-ft k-It k-ft k-ft +O+0.750L41 k-ft k-ft #040.70E#H k-ft k-ft 4040.750L40.5250E+H k-ft k-ft 60D.60H k-ft k-ft 60D40.70E+0.60H k-ft k-ft DOnly k-ft k-ft LOnly k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft Mxirnuni De f ections for LOad Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.003 in 2.517 ft 0.0000 in 0.000 ft 0.003 in 2.517 ft 40-+0.750L41 0.0000 in 0.000 ft 0.003 in 2.517 ft -+040.70E4+1 0.0000 in 0.000 ft 0.003 in 2.517 ft -+1J-i-0.750L-f0.525)E+H 0.0000 in 0.000 ft 0.003 in 2.517 ft '0.60D40.60H 0.0000 in 0.000 ft 0.002 in 2.517 ft -i.060D+0.70E40.60H 0.0000 in 0.000 ft 0.002 in 2.517 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.001 in 2.517 ft H Only 0.0000 in 0.000 ft 0.003 in 2.517 It ¼ Project Title: Mai esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence .0 -c i -• - - File C:\Users\BOB-1BOB\DOCUME--1\ENERCA-1\13-085 martin.ec6 oncre e - 0 LIflil) ..3ftwaremyrihtENERCALC, INC. 1983-2018, Build:10.18.12.13 RI I Description : Col @ Vault Beam # 1 Sketches Project Title: Mai esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence I : fl = C\Users\BOB-1.BOBIDOCUME-1\ENERCA-1\13-085 martin.ec6 oncre e. o umn SoftwareáopyghtENERCALC, INC. 1983-2018 Büild:10.1812.13 Description : Co @ Vault Beam # 1 Concrete Column P-M Interaction Diagram Load Comb. = +1.400+1.6CC. Ca= 0.0dog, (20.C7,4.78) . . Project Title: Mar esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence [ncretéColumn File 983-2018, Build:10.18.12.13:. UI E I'áTYU.T7.Y Yl ' Description Co: @ Vault Beam # 1 Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) 325.0 Load Conb. ,1.2D00160L+1.60H, PJpha OOdeg, (30.81478) Project Title: Mar asidence Engineer: RD' ( i) Project ID: 13-085 Project Descr: Single family residence Concrete Column File=martin.ec. SoarecopyghtENERcALO, INC. 1982018, Build: 1O.18.12.13. IlEJW4!IN'III .h{.YA'i[CIII [ej Description : Col © Vault Seam # 1 Concrete Column P-M Interaction Diagram Phi *Mn@Alpha (k-ft) Project Title: Mai esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residerce r . . - File = Ue\B0B-1.B0B\D0CUME1\ENERcA1\1OB5 man;ec6. I General Footing . . . SoftarepyrightENERcAC, INC. 1983-2018Build:10.18.12.13 Description : Footing @ VItBm I Code References. - . .. Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General 1nf01mat1On Material Properties Soil Design Values fc : Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 444.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 i.p Values Flexure r 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.830 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 : 1 Mm. Sliding Safety Factor = 1.50 : I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : No i = 0.0 ksf when max. length or width s greater than Add Pedestal Wt for Soil Pressure : No = 0.0 It Use Pedestal wt for stability, mom & shear : No Dimensions-:.. . ... . . ... Width parallel to X-X Axis = 3.50 ft . Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 24.0 in - j -- x Pedestal dimensions... ., px : parallel to X-X Axis = 0.0 in L. - pz: parallel to Z-Z Axis 0.0 in I, Height - 0.0 in - Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - ------. 1:. Reiñfórcing Bars parallel to X-X Axis - Number of Bars - 6.0 Reinforcing Bar Size = # 6 77 . Bars parallel to Z-Z Axis Number of Bars = 6.0 I Reinforcing Bar Size = # 6 1E,1 Bandwidth Distribution Check (ACI 15442) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a D Lr L S W E H P: Column Load 13.612 0.0 8.501 0.0 0.0 0.0 0.0k OB: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Project Title: Mai esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence Gene . I F ' ' RIerC:\Users\BQB-i.B0B\O0CUME-1\ENERCA1\13-085mar8n.ec6 ra. oo ing ': . ' Softw'are.cqpyghtENERCALC,, INC. 1983-2018, Buiid:10.18.12.13 Descption: Footing @ VltBni 1 DESIGN .SUMMARY . 1' Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.9025 Soil Beang 1.805 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05441 Z Flexure (+X) 3.742 k-ft/ft 68.770 k-ft/ft +1.20D+1.60L PASS 0.05441 Z Flexure (-X) 3,742 k-ft/ft 68.770 k-ft/ft +1.20D+1.60L PASS 0.05441 X Flexure (+Z) 3.742 k-ft/ft 68.770 k-ft/ft +1.20D+1.60L PASS 005441 X Flexure (-Z) 3.742 k-ftlft 68.770 k-ft/ft +1.20D+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 93.113 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 93.113 psi n/a PASS n/a 1-way Shear .(-Z) 0.0 psi 93.113 psi n/a PASS n/a 2-way Punching 12.728 psi 93.113 psi +1.20D+1.60L befihed iuIt Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -X Right, +X Ratio X-X.DOnlv 2.0 n/a 0.0 1.111 1.111 n/a n/a 0.556 X-X. +D+L 2.0 n/a 0.0 1.805 1.805 n/a n/a 0.903 X-X. +D+0.750L 2.0 n/a 0.0 1.632 1.632 n/a n/a 0.816 X-X. #0,60D 2.0 n/a 0.0 0.6667 0.6667 n/a n/a 0.333 Z-Z. DOnlv 2.0 0.0 n/a n/a n/a 1.111 1.111 0.556 Z-Z, +D+[. 2.0 0.0 n/a n/a n/a 1.805 1.805 0.903 Z-Z. +D0.750L 2.0 0.0 n/a n/a n/a 1.632 1.632 0.816 Z-Z. 40.60D 2.0 0.0 n/a n/a n/a 0.6667 0.6667 0.333 Overturning Stab]liti Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k SAditiIity Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure.: . Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhrMn Status k-ft Surface inA2 inA2 inA2 k-ft x-x, +1.40D 2.382 +Z Bottom 0.5184 Min Temo% 0.7543 68.770 OK X-X. +1,40D 2.382 -Z Bottom 0.5184 Min Temo % 0.7543 68.770 OK X-X.+1.20D-'-1.60L 3.742 +Z Bottom 0.5184 Min Tem% 0.7543 68.770 OK X-X,+1.20D+1.6CL 3.742 -Z Bottom 0.5184 Min TemD% 0.7543 68.770 OK X-X, +1.20D+0.50L 2.573 +Z Bottom 0.5184 Min Temo % 0.7543 68.770 OK X-X.+1,20D#0,50L 2.573 -Z Bottom 0.5184 Min Temo% 0.7543 68.770 OK X-X, +1.20D 2.042 +Z Bottom 0.5184 Min Temo % 0,7543 68.770 OK X-X. +1.20D 2.042 -Z Bottom 0.5184 Min TemD% 0.7543 68.770 OK X-X. 40.90D 1.531 +Z Bottom 0.5184 Min TemD % 0.7543 68.770 OK X-X, 40900 1.531 -Z Bottom 0.5184 Min Temp % 0.7543 68.770 OK Z-Z. +1.40D 2.382 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1.400 2.382 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK z-z. +1.200+1.60L 3.742 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1.20D-'-1.60L 3.742 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1,20D.+0.50L 2.573 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1.20D+0.50L 2.573 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Project Title: Mat esidence Engineer: RDb Project ID: 13-085 Project Descr: Single family residence G ..- .• -Fiie C:Users\BOb-1,bOH\uOUUME-1\ENi<A-1\1i-ub marun.ecb - eflera 00 Ifl9 . - - SoThare copyright ENERCALC, INC. 1983-2018, Bufld:10.18.12.13 Hit '. - - -, 'T" lilt i-g1 YI3P1-1 MIZEM Description: Footing @ VItBm 1 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface inA2 in' nA2 k-ft 2 Z-Z. +1.20D 2.042 -X Bottom 0.5184 Min TemP % 0.7543 68.770 OK Z-Z,+1.20D 2.042 +X Bottom 0.5184 Min Temp% 0.7543 68.770 OK Z-Z. -f0.90D 1.531 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z, 7f0.90D 1.531 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK One Way Shear . .... Load Combination... Vu @ -X Vu @ +X Vu © -Z Vu @ +Z Vu:Max Phi '/n Vu I Phi*Vn Status +1.40D 0.00 Psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi 0.00 OK +1.20D+1.60L 000 psi 0.00 ()Si 0.00 psi 0.00 psi 0.00 osi 93.11 psi 0.00 OK +1.20Dt0.50L 000 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi 0.00 OK -40.90D 0.00 psj 0.00 psi 0.00 psi 0.00 psi 0.00 psi 93.11 PSI 0,00 OK T"-Way "Punching"-Shéar , -- All units k Load Combination,.. Vu Phi*Vn Vu I Phi*Vn Status +1.40D 8.10 psi 186.23psi 0.04351 OK -'-1.20D+1.60L 12.73 psi 186.23psi 0.06835 OK +1.20D-'0.50L 8.75 psi 186.23p5i 0.047 OK +1.20D 6.95 psi 186.23psi 0.03729 OK 40.90D 5.21 psi 186.23psi 0.02797 OK Project Title: Mat esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence C oncre 0 U té C I ' Filé=C:\Users\BOB-1BOB\DOCUME-1\ENERCA-1\13-085mar1in.ec6 fl .. Software copyright ENERCALC, INC. 1983-2018, BuiId:10.18,12.13 .,. Description : Ccl © Vault Beam #2 + Steel Frame Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information fc: Concrete 28 day strength = 3.50 ksi Overall Column Height = 5.0 ft Er = 3,122.0 ksi End Fixity lop & Bottom Pinned Density = 145.0 pcf Brace condition for deflection (buckling) along columns 3 = 0.850 X-X (width) axis: fy - Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling = 5.0 ft, K = 1.0 E - Main Rebar = 29,000.0 ksi Y-Y (depth) axis: Allow. Reinforcing Limits ASTMA615Bars Used Unbraced Length for X-X Axis buckling = 5.0 ft, K = 1.0 Min.Reinf. = 1.0% Max. Reinf. 8.0% Column Cross Section •• , . Column Dimensions: 24.0in Square Column, Column Edge to Rebar Edge Cover = 2.01n Column Reinforcing: 4 - #8 bars @ corners,, 1 - #8 bars top & bottom between corner bars, I - #8 bars left & right between corner bars Applied Loads;.; '. . . Entered loads are factored per load combinations specified by user. Column self weight included : 2,900.0 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 5.0 ft above base, D = 13.688, L = 11.341 k BENDING LOADS... Lat. Uniform Load creating Mx-x, E = 0.2580, H = 0,9570 k/ft DESIGN SUMMARY . Load Combination +1.200+1 .60L+1 .60H Maximum SERVICE Load Reactions.. Location of max,above base 4.966 ft Top along Y-Y 0.0k Bottom along Y-Y 0.0 k Miyimiim ress Ratio 0.035: 1 Top along X-X 2.844k Bottom along X-X 2.844 k Ratio =(PuA2+MuA2)A.5 / (PhiPnA2+PhiMnA2)F.5 Pu= 38.051 k cp *Pn= 1,078.48k Mu-x = 4.785 k-ft ( * Mn-x = -133.063k-ft Maximum SERVICE Load Deflections Mu-y= 0.0 k-ft P *Mn y= 0.1359k-ft Along Y-Y 0.000187in at 2.517 ft above base for load combination: +D+0.70E+H Mu Angle = 0.0 deg Along X-X 0.0in at 0.0 ft above base Mu at Angle = 4.785 k-ft (pMn at Angle = 135.612 k-ft for load combination: Pn & Mn values located at Pu-Mu vector intersection with capacity curve General Section Information. = 0.650 = 0.850 = 0.80 Column Capacities... Pnmax : Nominal Max. Compressive Axial Capacity 2,074.0 k p : % Reinforcing 1.097 % Rebar % Ok Pnmin : Nominal Min. Tension Axial Capacity k Reinforcing Area 6.320 in"2 Concrete Area 576.0 in A2 ( Pn, max: Usable Compressive Axial Capacity 1,078.48 k (P Pn, mm : Usable Tension Axial Capacity k Governing LÔd Combination Results Gov&iiing.Factored Tx meflt Dist. from Axial Load ., . - . Bending-.Analysis k-ft Utilization Load Combination Y V base ft Pu * Pn x x Mux f, Y y Muy Alpha (deg) Mu (p Mn Ratio .1.1 Aflfl4.1 rnH 4r.tirl 407 23.22 1.06308 1.000 4.78 0000 4.78 219.08 0.022 oncrete .Cohirnfl . •.: '1 Descnption: Col @ Vault Beam #2 + Steel Frame Project Title: Mar esidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence File =C:1U\9OB1,B0B\D0CUME1\E Spiare cbpyght.ENERCALC, INC. E" maitin.ec6 10.18.12.13 Governing Load Càmbinatioti Results Governing Fà6tored .. . . Moment. 01st. frOm xiàl.Load . . Bending Analysis k-ft . Utilization Load Combination XX YY base ft Pu ( Ph x ox Mux OY Oy*Muy Alpha (eg) OMu (p Mn Rao +1.20D+1.60L+1.60H Actual 4.97 35.0b I,Ulb.4b i.uuu 4.15 u.uuu '+.io ! 1X).o i u.u, +0.90D+E0.90H Actual 4.97 14.93 1,031.06 1.000 3.50 0.000 3.50 239,11 0.015 axunReactions . .. . ,. . Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 2.393 2.393 16.588 +D+L+H 2.393 2.393 27.929 +D+0.750L+H 2.393 2.393 25.094 +0+0.70E4H 2.844 2.844 16.588 +O+0.750L40.5250E4H 2.731 2.731 25.094 +0.60D0.60H 1.436 1.436 9.953 40.60D40.70E40.60 -1 1.887 1.887 9.953 D Only 16.588 LOnly 11.341 E Only 0.645 0.645 H Only 2.393 2.393 Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top k-ft k-ft +D+0.750L+H k-ft k-ft +D+0.70E#1 k-ft k-ft +D+0.750L0.5250E#I k-ft k-ft +0.60D+0.60H k-ft k-ft 60D+0.70E.60H k-ft k-ft 0 Only k-ft k-ft LOnly k-ft k-ft E Only k-ft k-ft HOnly k-ft k-ft axi Li1 ombinai Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 40+H 0.0000 in 0.000 It 0.000 in 2.517 ft 40+1+1-I 0.0000 in 0.000 ft 0.000 in 2.517 ft +0+O.750L1-I 0.0000 in 0.000 ft 0.000 in 2.517 ft .i13+0,70E+1-I 0.0000 in 0.000 ft 0.000 in 2.517 ft 40+0.750L0.5250E+1-1 0.0000 in 0.000 ft 0.000 in 2.517 ft +0.60D+0.60H 0.0000 in 0.000 ft 0.000 in 2.517 ft .0.60D+0.70E"0.60H 0.0000 in 0.000 ft 0.000 in 2.517 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 2.517 ft H Only 0.0000 in 0.000 ft 0.000 in 2.517 ft Project Title: Mar esidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence (3) t Column Q:\Users\BOB-1.80B\DQCUME-1\ENERCA1\13-085 martin.ec6 ,Concrete 0 IImn - - - Software copyght ENERCALCINC. 19832018, Build: 1O.18.12.13 Iq4!AtN'IiJP1 1I ' Description : Co Vault Beam #2 + Steel Frame Sketches interaction Diagáms - H Project Title: Mar sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence ncrete ÔoIunn FiIeC:\Users\B0B-1.BOB\DQQUM-1\ENERCA--1\13-O85 martin.ec6 I - SoarepghtENECALC, INC. 1982018, Build:10.18,12.13. LTT I Description: Col @ Vault Beam #2 + Steel Frame Project Title: Mar asidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence C:Usem\B0B-1BOBD0CUME-1\ENERA-1\085 man,ec6. Concrete Column Sdftware.cyrightENERcALC, INC; 1983-2018, BuiId10.18.12,13 Description : Col @ Vault Beam #2 + Steel Frame 705.0 5875 - - - - - - - - - - a- Project Title: Mar ?sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence 0 Load Comb. = *0.900.Eo0.$0H. O.Mog (1493,3+50) Project Title: Ma ?sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence G - I F t" File = C:\Users\BO8-tBOB\DOCUME•-1\ENERA-1\13-O85 marlin.ec6 enera; 00 It1 SQftware côpyght ENERçALC, INC. 1983-2018, 8uild:1018.12.13 Description : Footing @ VItBm2+St Frame Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 GeneI Ihförmati . . . Material Properties Soil Design Values fc Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.850 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 444.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 a.p Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.830 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. 0.00180 when footing base is below = 0.0 ft Mm. Overturning Safety Factor = 1.50 : Mm. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : No i = when max. length or width s greater than 0.0 ksf Add Pedestal Wt for Soil Pressure : No = 0.0 ft Use Pedestal wt for stability, mom & shear : No Dimensions -, .. Width parallel to X-X Axis = 3.5 ft . . Length parallel to Z-Z Axis = 3.50 ft . Footing Thickness = 24.0 in --=: Pedestal dimensions... . -- F -. ,------ - - . px : parallel to X-X Axis 0.0 in pz: parallel to Z-Z Axis : 0.0 in Height 0.0 in V - Rebar Centerline to Edge of Concrete... . 3.0 in . . - at Bottom of footing = ... .. ,- .-. orcing .. .., Bars parallel to X-X Axis - Number of Bars - 6 Reinforcing Bar Size = # 6 Bars Ao Ax umber of is ars 6 g Reinforcing Bar Size # Bandwidth Distribution Check (ACI 15442) _________________ - .. . Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads .. .... ... D Lr L S W E H P: Column Load = 13.688 0.0 11.341 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k .GenOral FOoting I OWN mv=~ 777,j Description: Footing @ VItBm2+Stl Frame Project Title: Marl sidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence \ENERCA-1\13-085 martin.ec6 1983-2018, BuiId:10.18.12.13 DESIGN SUMMARY : Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7168 Soil Bearing PASS n/a Overturning - X-X PASS n/a Overturning - Z-Z PASS n/a Sliding - X-X PASS n/a Sliding - Z-Z PASS n/a Uplift PASS 0.06284 Z Flexure (+X) PASS 0.06284 Z Flexure (-X) PASS 0.06284 X Flexure (+Z) PASS 0.06284 X Flexure (-Z) PASS n/a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) PASS n/a 1-way Shear (i-Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Detailed Results Soil 2.043 ksf 2.850 ksf +0+L about Z-Z axis 0.0 k-ft 0.0 k-ft No Overturning 0.0 k-ft 0.0 k-ft No Overturning 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 4.321 k-ft/ft 68.770 k-ft/ft +1.200+1.60L 4.321 k-ft/ft 68.770 k-ft/ft +1.20D+1.60L 4.321 k-ft/ft 68.770 k-ft/ft +1.20D+1.60L 4.321 k-ft/ft 68.770 k-ft/ft +1.20D+1.60L 0.0 psi 93.113 psi n/a 0.0 psi 0.0 psi n/a 0.0 psi 93.113 psi n/a 0.0 psi 93.113 psi n/a 14.699 psi 93,113 psi +1.20D+1.60L Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @Location Actual I Allow lnid Combination--- Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. DOnlv 2.850 n/a 0.0 1.117 1.117 n/a n/a 0.392 X-X. +D+L 2.850 n/a 0.0 2.043 2.043 n/a n/a 0.717 X-X. +D+0.750L 2.850 n/a 0.0 1.812 1.812 n/a n/a 0.636 X-X. +0.60D 2.850 n/a 0.0 0.6704 0.6704 n/a n/a 0.235 Z-Z, D Only 2.850 0.0 n/a n/a n/a 1.117 1.117 0.392 Z-Z, +jJ+L 2.850 0.0 n/a n/a n/a 2.043 2.043 0.717 Z-Z. +D+0.750L 2.850 0.0 n/a n/a n/a 1.812 1.812 0.636 Z-Z. -'-0.60D 2.850 0.0 n/a n/a n/a 0.6704 0.6704 0.235 :.r Oierturning .Stabilit. Rotation Axis & Load Combination.. Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status - Footing Has g Footing Fléxure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface InA2 In12 In12 k-ft X-X,+1.400 2.395 +Z Bottom 0.5184 Min lemo% 0.7543 68.770 OK X-X.+1.400 2.395 -Z Bottom 0.5184 Min Terri) % 0.7543 68.770 OK X-X.+1.20D+1.60L 4.321 +Z Bottom 0.5184 Min Temo% 0.7543 68,770 OK X-X, +1.20D+1.60L 4.321 -Z Bottom 0.5184 Min Temp% 0.7543 68.770 OK X-X.+1.20040.50L 2.762 +Z Bottom 0.5184 Min lemo% 0.7543 68.770 OK X-X.+1.200+0.50L 2.762 -Z Bottom 0.5184 Min Temo% 0.7543 68.770 OK X-X,+1.200 2.053 +Z Bottom 0.5184 Min lemo% 0.7543 68.770 OK X-X. +1.200 2.053 -Z Bottom 0.5184 Min Temo % 0.7543 68.770 OK X-X, -+0.90D 1.540 +Z Bottom 0.5184 Min Temo% 0.7543 68.770 OK X-X. +0.90D 1.540 -Z Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1.40D 2.395 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1.40D 2.395 +X Bottom 0.5184 Min Temp % 0.7543 68.770 OK Z-Z. +1.20D+1.60L 4.321 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z, +1.20D+1.60L 4.321 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. +1.20D40.50L 2.762 -X Bottom 0.5184 Min Temo % 0.7543 68,770 OK Z-Z. +1.20D.50L 2.762 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Project Title: Marl sidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence :raI Footin .. : File = C:\User\BOB-1.BO8\DOCLME-l\ENERCA-l\l3-085 martin.ec6 SoflwarecopyrightENERCALC, INC. 1983-2018, Build:10.18.12.13 Description : Footing @ VItBm2+Sll Fran. Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in"2 in"2 inA2 k-ft Z-Z. +1.20D 2.053 -X Bottom 0.5184 Min Temp % 0.7543 68.770 OK Z-Z. +1.20D 2.053 +X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z. -'0.90D 1.540 -X Bottom 0.5184 Min Temo % 0.7543 68.770 OK Z-Z,+0.90D 1.540 +X Bottom 0.5184 Min lemo% 0.7543 68.770 OK One Way: Shear . : .• Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu © +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 0.000si 0.00 psi 0.00 osi 0.00 osi 0.00osi 93.11 osi 0.00 OK +1.20D+1.60L 0.00 osi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 93.11 OSI 0.00 OK +1.20D40.50L 0.00 osi 0.00 osi 0.00 [)Si 0.00 OSI 0.00 osi 93.11 osi 0.00 OK +1.20D 0000si 0.00os1 0.00 osi 0.00 osi 0.00osi 93.11 osi 0.00 OK -+O.90D - 0 00 osj osi - .0.00 0.00 osi 0.00 osi 0.00 osi 93.11 DSi 0.00 OK Two-Way Punching" Shear. . . . •.. . .. . .. .., . . All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 8.15 osi 186.23osi 0.04375 OK +1.20D+1.60L 14.70 osi 186.23osi 0.07893 OK +1.20D+0.50L 9.40 osi 186.23osi 0.05045 OK +1.20D 6.98 osi 186,23osi 0.0375 OK -+0900 5.24 osi 186.23osi 0.02813 OK DATE CHECKED BY SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 PROBiCT 204-I L? Inc.. 404cc, Mane. 01411. JOB yj SHEET NO. -345 OF CALCULATED BY DATE SCALE oncrete Column Project Title: Mart sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence File C t)sers\BOB-1 BOB\DOCI.wE-1\E Software copyright ENERCALC iNC 3-085 martin.ec6 Build: 1O.18.12.13 Description : Col @ Vault Beam #2 Grid 2.7 B Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2015 General Information fc: Concrete 28 day strength = 3.50 ksi Overall Column Height = 5.0 ft E = = 3,122.0 ksi End Fixity Top & Bottom Pinned Density = 145.0 pcf Brace condition for deflection (buckling) along columns: = 0.850 X-X (width) axis: fy - Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling = 5 ft, K = 1.0 E - Main Rebar = 29,000.0 ksi V-V (depth) axis: Allow. Reinforcing Limits AS TM A615 Bars Used Unbraced Length for X-X Axis buckling = 5.0 ft, K = 1.0 Min.Reinf. = 1.0 0/0 Max. Reinf. = 8.0 D/ ColUmnCross Section Column Dimensions: 12.0in high x 12.Oin Wide, Column Edge to Rebar Edge Cover = 2.0in *, Column Reinforcing: 4 - #7 bars f corners, AppiiedLOads Entered loads are factored per load combinations specified by user. Column self weight included : 725.0 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 5.0 ft above base, D = 4.617, L = 2.886k BENDING LOADS... Lat. Uniform Load creating Mx-x, E = 0.2580, H = 0.9570 klft DESIGN SUMMARY Load Combination +1 .20D+1 .60L+1 .60H Maximum SERVICE Load Reactions.. Location of max.above base 4.966 ft Top along Y-Y 0.0k Bo-tom along V-V 0.0 k Maximum Stress Ratio 0.085: 1 Top along X-X 2.844k Bo:tom along X-X 2.844 k Ratio = (PUA 2+M uA2)A.5 I (PhiPne2+PhiMnA2)A.5 PU = 11.028k (p*pn _ 131.274k Maximum SERVICE Load Deflections * Mu-x = 4.785 k-ft ( Mn-x = -56.330 k-ft Along V-V 0.002997in at 2.517 ft above base Mu- 00 - Y = . kft - P *M n-y - 0.0 1L for load combination: +D+0.70E+H Mu Angle = 0.0 deg Along X-X 0.0jn at 0.0ft above base Mu at Angle = 4.785 k-ft (pMn at Angle = 56.405 k-ft for load combination: Pn & Mn values located at Pu-Mu vector intersection with capacity curve General Section Information. = 0.650 = 0.850 0 = 0.80 Column Capacities... Pnmax: Nominal Max. Compressive Axial Capacity 565.26 k p : % Reinforcing 1.667 % Rebar % Ok Pnmin : Nominal Mm, Tension Axial Capacity k Reinforcing Area 2.40 in A2 ç Pn, max: Usable Compressive Axial Capacity 293.935 k Concrete Area 144.0 in A2 (P Pn, mm : Usable Tension Axial Capacity k GóveminqLoad Combination Results. Governing Factored . Moment Dist. from Axial Load Bending Analysis k-ft Utilization LoadCombinaon X-X V-V base ft Pu * p ox ox * Mux 6 y * Muy Alpha (deg) 8 Mu p Mn Ratio +1.40D+1.60H Actual 4.97 7.48 94.40 1.000 4./6 i.uuu 4.I6 VJ.J b U.UU Project Title: Mart sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence con créte Co!umn •. File C.\Users\BOB-lBOB\DOC1iME-l\ENERCA-1\l3-085marta. I!LifiIi!A'N'IiI P.Zt -. -. '' gemiga Description: Cot @ Vault Beam #2 Grid 2.7 B Governing Load: Combination Results Governing Factored .Wompht Dist from Axial Load Bending Analysis k-ft Utilization Load Cornbiralion x-x Y-y base ft Pu p * On x öx* Mux 3y * Muy Alpha (deg) Mu (p Mn Ratio .i-1.20D+1.60L+1.60H, Actual 4.97 11.03 131.27 1.000 4.78 0.000 4.78 56.40 0.085 #0.90D+E-F0.90H Actual 4.97 4.81 85.34 1.000 3.50 0.000 3,50 61.72 0.057 Maximum Reactions. ' Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base © Top +0-1+1 2.393 2.393 5.342 +D+L-i4-1 2.393 2.393 8.228 40+0.750L+H 2.393 2.393 7.507 +D-i-0.70E41 2.844 2.844 5.342 -+0-+0.750L-+0.5250E.+4-1 2.731 2.731 7.507 +0.60D40.60H 1.436 1.436 3.205 .60D-+0.70E-'0.60H 1.887 1.887 3.205 D Only 5.342 L Only 2.886 E Only 0.645 0.645 H Only 2.393 2.393 Maximum Moment'k u6 S, ' • Note: Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top k-ft k-ft 40+L41 k-ft k-ft 40+0.750L41 k-ft k-ft 4040.70E*l k-ft k-ft 4".750L+0.5250E+H k-ft k-ft +0.60D40.60H k-ft k-ft 40.60D40.70E+0.60H k-ft k-ft O Only k-ft k-ft L Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.000 ft 0.003 in 2.517 ft -+D+L+H 0.0000 in 0.000 ft 0.003 in 2.517 ft 40-+0.750L41 0.0000 in 0.000 ft 0.003 in 2.517 It +1D40.70E1+1 0.0000 in 0.000 ft 0.003 in 2.517 ft +0-'0.750L40.525CE41 0.0000 in 0.000 ft 0.003 in 2.517 ft 4060D-+0.60H 0.0000 in 0.000 ft 0.002 in 2.517 It -+0.60D-f0.70E40.631-1 0.0000 in 0.000 ft 0.002 in 2.517 ft 0 Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0001 in 2.517 ft H Only 0.0000 in 0.000 It 0.003 in 2.517 It Project Title: Mart sidence Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence C t C : File = C:\Use\BOB-1.BOB\DOCUME1ENRUA1\1-OU5 martlnecb 13 oncre e 0 UTfl Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 =11,41141-PZ11 N i !TAV.lt1L3I.!JI t.VR eII.1I Description : Col @ Vault Beam #2 Grid 2.7 B Sketches Interaction Diagrams 280.0 245.0 210.0 175.0 140.0 105.0 70.0 Project Title: Marti sidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence File C:\Users\BOB-tBOB\DOCUME-1ENERA-l\13-O85 martin.ec6 Concrete Column Software.cpyrightENERCALC, INC. 19832018, Build:10.18.12.1.3 Description Col @ Vault Beam #2 Grid 2.7 B Concrete Column P-M Interaction Diagram Phi *Mn@Alpha (k-ft) 350.0 0 Load Cnb.+i4OO1.6OH. Alpha= J.Odeg. Project Title: Mart sidence (4j Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence icr teO i Fe=C:\Usèrs\BOB-1,BOB\DOCUME-1\ENERCA1\13-085martifl.eC6 0 0 e Uh1fl . ... . SoftiarecopyrightENERCALC, INC.' 198312018; Build: 10.18.12.13 3 4T :WL Description 350.0 315.0 RME 245.0 210.0 175.0 140.0 Col @ Vault Beam #2 Grid 2.7 B Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) 105.of 350.0 315.0 280.0 245.0 210.0 175.0 0 LOACcmb..O.SOD€+O9*t O.O (4-81, 3.50) Project Title: Mart sidence (?cj) Engineer: RIDS Project ID: 13-085 Project Descr: Single family residence C .t Column .File = C:\users\BOBi,.BOB\DOCuME-1\ENERCA-1\13-085 martin.ec6 oncre e . . Software copyght ENERCALC, INC. 1983-2018, Build:10.18.12.13 . . Description: Col @ Vault Beam #2 Grid 2.7 B Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) Project Title: Marti sidence Engineer: RDS qD Project ID: 13-085 Project Descr: Single family residence 1 File = C:\Users\BOB-1.BOB\DOçUME-1\ENERCA-1\13-085 enera 00 ung Softeare copynght ENERCALC INC 1983-2018 Build 10181213 . 1[c1 Description : Footing @ VltBm2 Gd 2.7 B Code References - - Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Iformation: Material Properties Soil Design Values ft : Concrete 28 day strength = 3.50 ksi Allowable Soil Bearing = 2.20 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Focting Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 444.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.40 (p Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.830 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : Mm. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : No Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : No i = ksf when max. length or width s greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom & shear : No Dimeisions: Width parallel to X-X Axis = 2.84 ft Length parallel to Z-Z Axis = 2.840 ft Footing Thickness = 24.0 in r Pedestal dimensions...i X px: parallel toX-XAxis in pz: parallel toZ-ZAxis : in Height in Rebar Centeine to Edge of Concrete... -. - at Bottom of footing = 3.0 in 2-10.1/I6 Bars parallel to X-X Axis - Number of Bars - 5.0 Reinforcing Bar Size = # 6 Bars parallel toZZAxis Number of Bars = 40 - - Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requinng Closer Separation •-:- ,- - - n/a L. - # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loäds. D Lr L S W E H P: Column Load = 4.617 2.879 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Project Title: Marti sidence c4x)o Engineer: RDS Project ID: 13-085 Project Descr: Single family residence G .. F . . File = C:\USers\BOB'1.BOB\D0 .. CUME1\ENERCA"1\13:-O85 martin.ec6 eneraI 00ti . . .. •Softwáe copyright ENERCALC, INC. 1983-2018, Build: 1O.18.12.13 .. ' - •1WjpJ1:(s1'ATiU Ieill1[et Description : Footing @ VItBm2 Grid 2.7 B DESIGN SUMMARY.... .. . . [ Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.4225 Soil Bearing 0.9294 ksf 2.20 ksf +0+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a . Uplift 0.0 k 0.0 k No Uplift PASS 0.01788 Z Flexure (+X) 1.268 k-ftlft 70.935 k-ftift +120D+160L PASS 0.01788 Z Flexure (-X) 1.268 k-ft/ft 70.935 k-ft/ft +1,20D-i-1,60L PASS 0.02221 X Flexure (+Z) 1.268 k-ft/ft 57.111 k-ft/ft +1.20D+1.60L PASS 0.02221 X Flexure (-Z) 1.268 k-ft/ft 57.111 k-ft/ft +1.20D+1.60L PASS n/a 1-way Shear (+X) 0.0 psi 100.573 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 100.573 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 100.573 psi n/a PASS n/a 2-way Punching 3.541 psi 100.573 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.20 n/a 0.0 0.5724 0.5724 n/a n/a 0.260 X-X, +D+L 2.20 n/a 0.0 0.9294 0.9294 n/a n/a 0.423 X-X. +D+0.750L 2.20 n/a 0.0 0.8401 0.8401 n/a n/a 0.382 X-X. 40.60D 2.20 n/a 0.0 0.3435 0.3435 n/a n/a 0.156 Z-Z, D Only 2.20 0.0 n/a n/a n/a 0.5724 0.5724 0.260 Z-Z. +D+L 2.20 0.0 n/a n/a n/a 0.9294 0.9294 0,423 Z-Z, +D-0.750L 2.20 0.0 n/a n/a n/a 0.8401 0.8401 0.382 Z-Z. +0.60D 2.20 0.0 n/a n/a n/a 0.3435 0.3435 0.156 OverturningStabillty Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k ' ' sithiibiiiI ' • Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NOSliding . Footing Flexure - Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in A2 in'2 in A2 k-ft X-X, +1.40D 0.8080 +Z Bottom 0.5184 Min Tem% 0.6197 57.111 OK X-X.+1.40D 0.8080 -Z Bottom 0.5184 Min Temo% 0.6197 57.111 OK X-X.+1.20D+1.60L 1,268 +Z Bottom 0.5184 Min lemo% 0.6197 57.111 OK X-X.+1.20D+1.60L 1.268 -Z Bottom 0.5184 Min Temo% 0.6197 57.111 OK X-X.+1,20D-4'0,50L 0.8725 +Z Bottom 0.5184 Min Temo% 0.6197 57.111 OK X-X. +1.20D-40.50L 0.8725 -Z Bottom 0.5184 Min Tem% 0.6197 57.111 OK X-X,+1.20D 0.6926 +Z Bottom 0.5184 Min lemo% 0.6197 57.111 OK X-X. +1.20D 0.6926 -Z Bottom 0.5184 Min Temo% 0.6197 57.111 OK X-X.-+O.90D 0.5194 +Z Bottom 0.5184 Min Temo% 0.6197 57.111 OK X-X. 40.90D 0.5194 -Z Bottom 0.5184 Min Temp % 0.6197 57.111 OK Z-Z. +1,40D 0.8080 -X Bottom 0.5184 Min Temo % 0.7746 70.935 OK Z-Z. +1.40D 0.8080 +X Bottom 0.5184 Min Temp % 0.7746 70.935 OK Z-Z, +1,20D+1.60L 1.268 -X Bottom 0.5184 Min Temo% 0.7746 70.935 OK Z-Z, +1.20D+1.60L 1.268 +X Bottom 0.5184 Min Temo % 0.7746 70.935 OK Z-Z. +1.20D-+0.50L 0.3725 -X Bottom 0.5184 Min Temo % 0.7746 70.935 OK Z-Z. -i-1.20D-i'0.50L 0.8725 +X Bottom 0.5184 Min Temo % 0.7746 70.935 OK Project Title: Mart sidence Engineer: RDS Project ID: 13-085 Project Descr: Single family residence G File C:\Ijsers\B0B-1.B0B\00CUME--1\ENERCA-1\13-085 martin.ec6 enera 00 ung . SoftwàrecopyrightNERCALC, INC. 1983-2018, Build: 10.18.12.13 Description: Footing @ VItBm2 Grid 2.7 B Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Status k-ft Surface in12 in' in k-ft 2 2 Z-Z.+1.20D 0.6926 -X Bottom 0.5184 Min lemD% 0.7746 70.935 OK Z-Z+1.200 0.6926 +X Bottom 0.5184 Min iemo% 0.7746 70.935 OK Z-Z, +0.90D 0.5194 -X Bottom 0.5184 Min Temo % 0.7746 70.935 OK Z-Z. tHOD. 0.5194 . +X Bottom 0,5184 Min Temo % 0.7746 70.935 OK One Way Shear - Load Combination Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0,000Si 0.00 osi 0.00 osi 0.00 DSi 0.00 osi 100.57 OSi 0.00 OK +1.20D+1.60L 0,000si 0.00 osi 0.00 osi 0.00 osi 0.00 osi 100.57 osi 0.00 OK +1.20D#0,50L 0,00Dsi 0.00 osi 0.00 osi 0.00 osi 0.00 osi 100.57 osi 0.00 OK +1.20D 0,00 osi 0.00os1 0.00 osi 0.00 osi 0.00 osi 100.57 osi 0.00 OK -+090D 0.00.si 0.00 osi 0.00 PSI 0.00 oSi 0.00 osi 100.57 osi 0.00 OK - . Tv-Way "Pünchiflg" Shear • . • All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status -i-1.40D 2.26 DSi 201.15osi 0.01121 OK +1.20D+1.60L 3.54 osi 201.15osi 0.0176 OK +1.200+0.50L 2.44 si 201,15psi 0.01211 OK +1.20D 1.93 osi 201,l5 osi 0.009612 OK -i0.90D 1.45 osi 201.l5 osi 0.007209 OK Retained Height = 5.00 ft Wall height above soil = 0.50 ft Total Wall Height = 5.50 ft Top Support Height = 5.00 ft Slope Behind Wal = 0.00 Height of Soil ove: Toe = 0.34 in Vertical componeit of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACl Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 /I'WZ17A1 614-F (Iogo VAU1f W44-~ -2017, Build 11.17. %A1 11 License: KW-06057201 WbLtdIJIU WLdIIIIII vvaii License To: ROBERT SOWARDS [Criteria J [Soil Data Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method At-rest Heel Pressure = 55.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density = 120.00 pcf FootingSoil Frictior 0.400 Soil height to ignore for passive pressure = 12.00 in Code: IBC 2015,ACI 318-14,ACI 530-13 Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 1,021.0 lbs - - at Back of Wall 0.0 ft Axial Live Load = 638.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth[ Pressure Seismic Load • Kh Soil Density Multiplier = 1.000 g Added seismic per unit area = 0.0 psf F/ WWeight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Design Summary II Concrete Stem Construction Total Bearing Load = 3,120 lbs Thickness = 9.00 in Fy = 60,000 psi resultant ecc. = 0.17 in Wall Weight = 112.5 psf fc = 3,000 psi Soil Pressure @ Toe = 1,186 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,186 psf OK Allowable = 1,900 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @' Toe = 1,677 psf Stem OK Stem OK Stem OK ACI Factored Q Heel = 1,791 psf Design Height Above FtE 5.00 ft 2.13 ft 0.00 ft Footing Shear © Toe = 4.3 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 3.2 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 228.2 lbs Rebar Depth 'd' = 6.50 in 7.00 in 6.50 in Reaction at Bottom = 816.6 lbs Sliding Caics Lateral Sliding Force = 816.6 lbs fb/FB + fa/Fa = 0.000 0.106 0.000 Mu .... Actual = 0.0 ft-# 749.8 ft-# 0.oft-# Mn * Phi.....Allowable = 6,561.4 ft-# 7,084.6 ft-# 6,561.4 ft-# Shear Force © this height 389.6 lbs 779.2 lbs Shear.....Actual = 4.99 psi 9.99 psi Shear.....Allowable 82.16 psi 82.16 psi Other Acceptable Sizes & Spacings: Toe: #5 @ 18.00 in -or- Not reqd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel:# 4 @ 16.00 in -or- Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Footing Strengths & Dimensions Toe Width = 1.25 ft Heel Width = 1.38 Total Footing Widft = 2.63 Footing Thickness = 14.00 n Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 3.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in RetainPro (c) 1987-2017, Build 11.17.11.03 License: KW-06057201 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: ROBERT SOWARDS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0 in2/ft (4/3) * As: 0 in2/ft Min Stem T&S Reinf Area 1.080 in2 200bd/fy: 200(12)(.5)/60000: 0.26 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.216 1n2/ft 0.0018bh : 0.0018(12)(9): 0.1944 1n2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1944 in2/ft #4@ 11.11 in #4@ 22.22 in Provided Area: 0.2325 in2/ft #5© 17.22 in #5@ 34.44 in Maximum Area: 1.0567 1n2/ft #6@ 24.44 in #6@ 48.89 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0249 in2/ft (4/3) * As: 0.0332 in2/ft Min Stem T&S Reinf Area 0.620 in2 200bd/fy: 200(12)17)/60000: 0.28 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.216 in2/ft 0.0018bh : 0.001812)(9): 0.1944 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1944 in21ft #4@ 11.11 in #4@ 22.22 in Provided Area: 0.2325 in2/ft #5© 17.22 in #5@ 34.44 in Maximum Area: 1.1379 in2/ft #6© 24.44 in #6© 48.89 in Base Support As (based on applied moment) (4/3) * As 200bd/fy: 200(12)(6.5)/60000: 0.0018bh : 0.0018(12)(9) Required Area: Provided Area: Maximum Area: Vertical Reinforcing Horizontal Reinforcing o in2/ft 0 in2/ft Min Stem T&S Reinf Area 0.460 in2 0.26 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.216 in2/ft 0.1944 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: 0.1944 in2/ft #4@ 11.11 in #4@ 22.22 in 0.2325 in2/ft #5@ 17.22 in #5@ 34.44 in 1.0567 in2/ft #6 24.44 in #6@ 48.89 in Footing Design Results I2Q Factored Pressure = 1,677 1,791 psf Mu': Upward = 1,324 357 ft-# Mu': Downward = 195 215 ft-# Mu: Design = 1,129 -142 ft-# Actual 1-Way Shear = 4.27 3.16 psi Allow 1-Way Shear = 75.00 75.00 psi Min footing T&S reinf Area 0.80 1n2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4c 7.94 in #4@ 15.87 in #5@ 12.30 in #5© 24.60 in #6@ 17.46 in #6@ 34.92 in 11.17.11.03 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 1,021.Olbs 1.63 ft 1,659.1ft-# Soil Over Toe = 4.31bs 0.63 ft 2.7ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 618.81bs 1.63 ft 1,005.5ft-# Soil Over Heel = 378.Olbs 2.32 ft 875.1 ft-# Footing Weight = 460.3 lbs 1.32 ft 605.7ft4 Total Vertical Force = 3,120.31b5 Moment = 4,148.Oft-# Net Mom. at Stem/Ftg Interface = -44.9 ft-# Allow. Mom. ® Stem/Ftg Interface = 3,859.7 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,186.4 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. TYP ~kutj el Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft at Back of Wall - Poisson's Ratio = 0.300 Sowards and Brown Eng. Inc. Title Martin Vault Wall Tern p.Constr cond Page: 1 QD Job #:13-085 Dsgnr: RIDS Date: 24 APR 2019 Description.... deepened wall @ vault This Wall in File: c:\users\bob.bobsowards\documents\retaiflprO 10 project files\13-085 martin.rpx RetainPro (c) 1987-2017, Build 11.17.11.03 License: KW-06057201 - - Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Criteria Retained Height = 5.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.17 in Water height over heel = 0.0 ft [surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 1.77 OK Slab Resists All Sliding Total Bearing Load = 1,459 lbs resultant ecc. = 6.90 in Lsoil Data ~ =19 Allow Soil Bearing = 1,900.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 36.0 psf/ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction I - Design Height Above Ftc ft = Wall Material Above "Hf' = Design Method = Thickness = Rebar Size = Rebar Spacing Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm psi Fs psi= Solid Grouting = Soil Pressure @ Toe = 1,314 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,840 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear © Heel = 4.6 psi OK Allowable = 88.7 psi Sliding Calcs Lateral Sliding Force = 684.5 lbs Bottom Stem OK 0.00 Concrete LRFD 9.00 #5 1600 Edge 0.175 765.0 1,275.0 7,280.7 8.9 82.2 7.19 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 Modular Ratio 'n' = Wall Weight psf = 112.5 - Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= 3,000.0 Fy psi = 60,C00.0 Sowards and Brown Eng. Inc. Page: 2 Title Martifl Vault Wall Temp.Constr cond Job #:13-085 Dsgnr: RDS Date: 24 APR 2019 Description.... deepened wall @ vault This Wall in File: c:\u:sers\bob.bobsowards\documents\retainpro 10 project files\13-085 martin.rpx RetainPro (c) 1987-2017, Build 11.17.11.03 License: KW-06057201 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: ROBERT SO WARDS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0412 in2/ft (4/3) *As . 0.055 1n2/ft Min Stem T&S Reinf Area 1.188 in2 200bd/fy: 200(12)(7.1875)/60000: 0.2875 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.216 in2/ft 0.0018bh : 0.0018(12)(9): 0.1944 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.1944 in2/ft #4@ 11.11 in #4@ 22.22 in Provided Area: 0.2325 in2/ft #5@ 17.22 in #5@ 34.44 in Maximum Area: 1.1684 in2/ft #6@ 24.44 in #6© 48.89 in Footing Dimensions & Strengths • Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 1.38 Factored Pressure = 1,840 0 psf Total Footing Wicth = 2.63 Mu: Upward = 1,168 1 ft-# Footing Thickness = 14.00 in Mu: Downward = 193 215 ft-# Mu: Design = 974 214 ft-# Key Width = 12.00 in Actual 1-Way Shear = 3.74 4.61 psi Key Depth = 0.00 in Allow 1-Way Shear = 47.33 47.33 psi Key Distance from Toe = 2.50 ft Toe Reinforcing = # 5 @ 16.00 in ft = 3,500 psi Fy = 60,000-psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 © 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area 0.80 in2 Min footing T&S reinf Area per foot 0.30 in2 Ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 684.5 2.06 1,407.0 Soil Over Heel = 378.0 2.32 875.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Lo3d = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 2.1 0.63 1.3 Surcharge Over Toe = Total 684.5 O.T.M. 1,407.0 Stem Weight(s) = 618.8 1.63 1,005.5 Earth @ Stem Transitions = = = Footing Weight = 460.3 1.32 605.2 Resisting/Overturning Ratio = 1.77 Key Weight = 3.00 Vertical Loads used for Soil Pressure = 1,459.1 lbs Vert. Component = Total = 1,459.1 lbs R.M. 2,487.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Sowards and Brown Eng. Inc. Title Martin Vault Wall iemp.Constrcond Page: 3 Job#: 13-085 Dsgnr: RDS Date: 24 APR 2019 Description.... deepened wall @ vault This Wall in File: c:\users\bob.bobsowards\documents\retainpro 10 project files\13-085 martin.rpx RetainPro (C) 1987-2017, Build 11.17.11.03 License: KW-06057201 Cantilevered Retaining Wall Code: IBC 2015,ACl 318-14,ACl 530-13 License To: ROBERT SOWARDS Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.076 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Thp V.Aj) ai M) - (5 4z -rn4 i2v -I j W4cf1I- p /1 Mô6V to" //W7J c4Cr o - ZTh MIr2_I1N I3o8S Q (5th2 [42cmi cow . etainPro (c) 1987-2017, Build 11.17.11.03 Cantilevered Retaining Wall icense: KW-06057201 icense To: ROBERT SOWARDS Criteria Soil Data Retained Height 5.00 ft Allow Soil Bearing = 1,900.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 36.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.17 in = Water height over heel = 0.0 ft Passive Pressure = 444.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingSoiI Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Code: IBC 2015,ACI 318-14,ACI 530-13 Surcharge Loads Lateral Load Applied to Stem [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning . . .Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft [Aal Load Applied to Stem = Load Type (Service Level) Footing Type Line Load _____________________________________ Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning 1.64 OK Slab Resists All Sliding Total Bearing Load = 1,270 lbs ...resultant ecc. = 9.07 in Soil Pressure @ Toe = 1,021 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,429 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.0 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 760.5 lbs Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth,H 1.700 Wind, W 1.300 Seismic, E 1.000 Stem Construction Bottom Stem OK Design Height Above FtG ft= 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.205 Total Force @ Section Service Level lbs = Strength Level lbs = 765.0 Moment .... Actual Service Level ft-#= Strength Level ft-# = 1,275.0 Moment.....Allowable = 6,234.5 Shear.....Actual Service Level psi = Strength Level psi = 10.3 Shear ..... Allowable psi= 82.2 Anet (Masonry) in2 = Rebar Depth 'd' in 6.19 Masonry Data fm psi= Fs psi Solid Grouting = Modular Ratio n Wall Weight psf = 100.0 - Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium V Masonry Design Method = ASD Concrete Data ft psi= 3,000.0 Fy psi = 60,000.0 Vertical component of active lateral soil pressure lc NOT considered in the calculation of soil bearing Veight Retainpro (c) 1987-2017, Build 11.17.11.03 License: KW-06057201 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: ROBERT SOWARDS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0483 in2/ft (4/3) * As: 0.0644 1n2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(6.1875)I60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 1n2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 1n2/ft #.4@ 0.00 in #4@ 0.00 in Provided Area: 0.2325 in2lft #5i 0.00 in #5@ 0.00 in Maximum Area: 1.0059 1n2/ft #6l 0.00 in #6@ 0.00 in [Footing Dimensions & StrengthsJ I Footing Design Results Toe Width 2.50 ft Toe Heel Heel Width = 0.67 Factored Pressure = 1,429 0 psf Total Footing Width = 3.17 Mu': Upward = 2.969 0 ft-# Footing Thickness = 18.00 in Mu': Downward = 992 0 ft# Mu: Design = 1,978 0 ft-# Key Width = 12.00 in Actual 1-Way Shear = 4.98 0.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.50 ft Toe Reinforcing = #5 © 16.00 in ft = 2,500 psi Fy = 60.000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 © 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 @ Btm= 3.00 in Toe: Not req'd: Mu < Heel: Not req'd: Mu < Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area 0.00 in2 Min footing T&S reinf Area per foot 0.00 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 0.00 in #4© 0.00 in #5@ 0.00 in #5c 0.00 in #6 0.00 in #6© 0.00 in of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs It ft-# Heel Active Preesure = 760.5 2.17 1,647.8 Soil Over Heel = 2.0 3.17 6.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Deed Load on Stem = Load © Stem Above Soil = Axial Live Load on Stem = Soil Over Toe = 4.3 1.25 5.3 Surcharge Over Toe = Stem Weight(s) = 5500 2.83 1,558.3 Total 7605 O.T.M. 1,647.8 Earth @ Stem Transitions = = = Footing Weighi = 713.3 1.59 1,130.5 Resisting/Overturning Ratio 1.64 Key Weight = 3.00 Vertical Loads used for Soil Pressure = 1,269.5 lbs Vert. Component = Total = 1,269.5 lbs R.M.= 2,700.5 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation at Overturning Resistance. \Jjic WW, C,1?U?GI m @Top Support Stem OK 5.00 ft #5 1;6.00 in Edge 8.25 in Mmax Between Top & Base Stem OK 2.13 ft #5 16.00 in Edge 8.75 in @ Base of Wall Stem OK 0.00 ft #5 16.00 in Edge 8.25 in pull (k'i 0 K 9 J h-U' q4AD Cp. RetainPro(c) 1987-2017, Build 11.17.11.03 License: KW-06057201 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: ROBERT SOWARDS rCriteria J Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 1,900.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Total Wall Height = 5.50 ft At-rest Heel Pressure = 55.0 psf/ft Top Support Height = 5.00 ft Passive Pressure = 444.0 psf/ft Soil Density = 120.00 pcf Slope Behind Wal = 0.00 FootingSoil Frictior = 0.400 Height of Soil over Toe = 8.00 in Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Uniform Lateral Load Applied to Stem j Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 0.0 lbs -Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 150.0 lbs - at Back of Wall - 0.0 ft Axial Live Load = 180.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kh Soil Density Multiplier = 1.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,876 lbs Thickness = 10.75 in Fy = 60,000 psi resultant ecc. = 1.45 in Wall Weight = 134.4 psf f'c = 3,000 psi _ - 1 441 ,.- Stem is FREE to rotate at top of footing 0011 riesuue t I - i, ,i , ..',s Soil Pressure @ Heel = 1,117 psf OK Allowable = 1,900 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,285 psf ACI Factored @ Heel = 906 psf Footing Shear © Toe = 2.8 psi OK Footing Shear c Heel = 0.2 psi OK Allowable = 75.0 psi Reaction at Tcp = 228.2 lbs Reaction at Bottom = 932.7 lbs Sliding Caics Lateral Sliding Force = 932.7 lbs Design Height Above Ft Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu... Actual Mn * Phi.....Allowable = Shear Force © this height 0.000 0.084 0.000 0.0 ft-# 749.8 ft-# 0.0ft-# 8,392.4ft-# 8,915.5ft-# 8,392.4ft-# 389.6 lbs 779.2 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACl Dead Load 1.400 Live Load 1.700 Earth,H 1.700 Wind, W 1.300 Seismic, E 1.000 Shear.. ... Actual = 3.94 psi 7.87 psi Shear.....Allowable = 82.16 psi 82.16 psi Other Acceptable Sizes & Spacings: Toe: #5 © 18.00 in -or- Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Heel:# 4 @ 16.00 in -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on (9 License Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) * As: 0 1n2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy: 200(12)8.25)/60000: 0.33 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.000 in2/ft 0.0018bh : 0.00181:12)(10.75): 0.2322 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: i3.2322 in2/ft #4@ 0.00 in #4 0.00 in Provided Area : 0.2325 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area: 1.3411 1n2/ft #6c 0.00 in #6© 0.00 in Mmax Between Ends As (based on applied moment) (4/3) * As 200bd/fy: 200(12)(8.75)/60000 0.0018bh : 0.0018(12)(10.75): Required Area: Provided Area: Maximum Area: Base Support As (based on applied moment) (4/3)*As : 200bd/fy: 200(12)(8.25)/60000 0.0018bh : 0.0018(12)(10.75): Required Area: Provided Area: Maximum Area: Vertical Reinforcing Horizontal Reinforcing 0.0198 in2/ft 0.0263 1n2/ft Min Stem T&S Reinf Area 0.000 1n2 0.35 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft 0.2322 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: 0.2322 in2/ft #4@ 0.00 in #4@ 0.00 in 0.2325 in2/ft #5© 0.00 in #5cm 0.00 in 1.4224 in2/ft #6@ 0.00 in #6© 0.00 in Vertical Reinforcing Horizontal Reinforcing 0 in2/ft 0 in2/ft Min Stem T&S Reinf Area 0.000 1n2 0.33 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 in2/ft 0.2322 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: 0.2322 in2/ft #4@ 0.00 in #4© 0.00 in 0.2325 in2/ft #5@ 0.00 in #5@ 0.00 in 1.3411 in2/ft #6 0.00 in #60_ 0.00 in Footing Design Results Toe !jeel Factored Pressure = 2,285 906 psf Mu': Upward = 7 272 ft-# Mu': Downward = 1 286 ff4 Mu: Design = 6 14 ft4 Actual 1-Way Shear = 2.77 0.15 psi Allow 1-Way Shear = 75.00 75.00 psi Min footing T&S reinf Area 0.00 in2 Min footing T&S reinf Area per foot 0.00 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 0.00 in #4@ 0.00 in #5@ 0.00 in #5@ 0.00 in #6@ 0.00 in #6c 0.00 in Footing Strengths & Dimensions Toe Width = 0.08 ft Heel Width = 1.60 Total Footing Widtt 1.68 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance f0m Toe 3.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in RetainPro(c) 1987-2017, Build 11.17.11.03 License: KW-06057201 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC! 530-13 License To: ROBERT SOWARDS I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 150.0 lbs 0.53 ft 79.2ft-# Soil Over Toe = 6.41bs 0.04 ft 0.3ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft4 Stem Weight = 739.1 lbs 0.53 ft 390.2ft-# Soil Over Heel = 422.51b5 1.33 ft 561.0ft-# Footing Weight = 378.0 lbs 0.84 ft 318.0ft-# Total Vertical Force = 1,876.0 lbs Moment = 1,348.7ft-# Net Mom. at StemlFtg Interface = 227.1 ft-# Allow. Mom. @ Stem/Ftg Interface = 4,936.7 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,116.6 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. ov? \JAutx $T*#\(p 6fi-to C09-7)