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Home My WebLink AboutX2018-2535 - CalcsTitle Block Line 1 Title: Soni Residence Job# 47 of 51 You can changes this area Dsgnr: JV using the "Settings" menu item Project Desc.: House Remodeling and then using the "Printing & Title Black" selection. Project Notes: Title Block Line 6 Plated 25 JUL 2017 Le General Footing Design RIWc.lcocemeeie,nd selon9ekoalce JepoINyoocem. c,aNaacAm o•s Fl.,�nl-es- ENERCALC, INC. 19832008, Ver. 6.B.1B, N:993Yr Description :' (N) Concrete Underpin Pad Line 1 for Cant Sit Beam 3'4"SOx14" W/4#5 BWs DESIGN SUMMARY X -X, +D Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.48925 Soil Bearing 0.73388 ksf 1.50 ksf +D+L+H PASS We 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 -fl No Overturning PASS me Sliding - X -X 0.0 k 0.0 k No Sliding PASS We Sliding -Z-Z - 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.10145 Z Flexure (+X) 1.7117 k -ft 16.8726 k -ft +1.20D+0.50Lr+1.60L+ PASS 0.10145 Z Flexure (-X) 1.7117 k -ft 16.8726 k -ft +1.20D+O.50Lr+1,60L+ PASS 0.10145 X Flexure (+Z) 1.7117 k -ft 16.8726 k -ft +1.20D+0.50Lr+1.60L+ PASS 0.10145 X Flexure (-Z) 1.7117 k -ft 16.8726 k -ft +120D+O.SOLr+1.60L+ PASS 0.083704 1 -way Shear (+X) 7.1148 psi 85.0 psi +1.200+0.50Lr+1.60L+ PASS 0.083704 1 -way Shear (-X) 7.1148 psi 85.0 psi +120D+0.50Lr+1.60L+ PASS 0.083704 1-way5hear (+Z) 7.1148 psi 85.0 psi +120D+0.50Lr+1.60L+ PASS 0.083704 1 -way Shear (-Z) 7.1148 psi I 85.0 psi +120D+D.SOLr+1.60L+ PASS 0.15577 2 -way Punching 26.4815 psi 170.0 psi +1.20D+0.50Lr+1.601-+ Detailed Results 0.0 k -ft Infinity OK Soil Bearing None 0.0 k -ft Infinity Rotation Axis & None Actual Soil Bearing Stress Actual /Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z •X -X Ratio X -X, +D 1.50 ksf We 0.0 in 0.14041 ksf 0.14041 ksf We ksf We ksf 0.094 X -X, +D+L+H 1,50 ksf me 0.0 in 0.73388 ksf 0.73388 ksf rue ksf me ksf 0.489 X -X, +D+Lr+H 1.50 ksf n/a 0.0 in 0.14041 ksf 0.14041 ksf n/a ksf n/a ksf 0.094 X -X, +D+0.750Lr+0.750L+H 1.50 ksf n/a 0.0 in 0.58551 ksf 0.58551 ksf We ksf n/a ksf 0.380 Z -Z, +D 1.50 ksf 0.0 in n/a n/a ksf We ksf 0.14041 ksf 0.14041 ksf 0.094 Z -Z, +D+L+H 1,50 ksf 0.0 In n/a n/a ksf We ksf 0.73388 lost 0.73388 ksf 0.489 Z -Z, +D+Lr+H 1.50 ksf 0.0 in We n/a ksf n/a ksf 0.14041 ksf 0.14041 ksf 0.094 Z -Z, +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in n/a n/a ksf We ksf 0.58551 ksf 0.58551 ksf 0.390 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D Nona 0.0 k -fl Infinity OK X -X, +D+L+H None 0.0 k -ft Infinity OK X -X, +D+Lr+H None 0.0 k -ft Inflnitv OK X -X, +D+0.7501-1+0.7501-+1-4 None 0.0 k -ft Infinity OK Z -Z, +D None 0.0 k -ft Infinity OK Z -Z, +D+L+H None 0.0 k -fl Infinily OK Z -Z, +D+Lr+H None 0.0 k -ft Infinily OK Z -Z, +D+0.750Lr+0.750L+H None 0.0 k -ft Infinity OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status X -X, +D+0.756Lr+0.750L+H 0.0 k 3.2897 k No Sliding OK X -X, +D+0.750Lr+0.750L+H 0.0 k 5.4707 k No Sliding OK X -X, +D+0.750Lr+0.750L+H 0.0 k - 3.2897 k No Sliding OK X -X, +D+0.750Lr+0.750L+H 0.0 k 4.9255 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 3.2897 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 5.4707 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 3.2897 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 4.9255 k No Sliding OK Footing Flexure Footing Flexure Which Tension Q Bot. Load Combination... Mu Side? or Top? As Req'd Gvrn. As Actual As Phi*Mn Status X -X, +1,40D 0.30095 k -ft +Z Bottom 0.0081 in2/11 Caic'd Bending 0.3543 int/fl 16.8726 k -ft OK X -X, +1.40D 0.30095 k -ft -Z Bottom 0.0081 in2/ft Calc'd Bending 0.3543 i,2/ft 16.8726 k -ft OK Title Block Line i You can changes this area using the "Settings" menu item and then using the "Printing 8 Title Block" selection. General Footing Design Title: Soni Residence Joint 48 of 51 Dsgnr: JV Project Desc.: House Remodeling Project Notes: Pmte4: 25 JUL 2017 Fila: cJeo[umanle anE SetlingsMrtica EepolVAy D....m dENERCALG axle Flt.--LeW - ENERCALC, INC. 1883.2008, Ver: 6.0.18. N:33327 Description : (N) Concrete Underpin Pad Line 1 for Cant SO Beam 3'-6"SOx14" w/4#5 BW's Footing Flexure Footing Flexure Which Tension @ Bot. Load Combination... Mu Side? or Top ? As Req'd Gem. As Actual As Phi•Mn Status X -X, +1200+0.501-r+1.60L+1.60H 1.7117 k -ft +Z Bottom 0.0462 In2/ft Calc'd Bending 0.3543 in2/ft 16.8726 k -ft OK X -X, +1.20D+0.5OLr+1.60L+1.60H 1.7117 k -ft -z Bottom 0.0462 m2/ft Calc'd Bending 0.3543 In2/ft 16.8726 k -ft OK X -X, +1.20D+1.6OLr+0,50L 0.71225 k -ft +z Bottom 0.0192 m2/ft Celc'd Bending 0.3543 In2/ft 16.8726 k -ft OK X -X, +1.20D+1.6OLr+O.SOL 0.71225 k -ft -z Bottom 0.0192 in2/ft Calc'd Bending 0.3543 inMI 16.8726 k -ft OK Z -Z, +1.400 0.30095 k -ft -X Bottom 0.0081 in2/ft Calc'd Bending 0.3543 in2/ft 16.8726 k -ft OK Z -Z, +1.40D 0.30095 k -ft +X Bottom 0.0081 in21ft Calc'd Bending 0.3543 in2/ft 16.8726 k -ft OK Z -Z, +1.20D+0.5OLr+1.60L+1.60H 1.7117 k -ft -X Bottom 0.0462 In2dt Calc'd Bending 0.3543 in2/ft 16.8726 k -ft OK Z -Z, +1.20D+0.5OLr+1.60L+1.60H 1.7117 k -ft +X Bottom 0.0462 in2/ft Calc'd Bending 0.3543 In2/ft 16.8726 k -ft OK Z -Z, +1.20D+1.6OLr+0.50L 0.71225 k -it -X Bottom 0.0192 In2/ft Calc'd Bending 0.3543 in2/fl 16.8726 k -ft OK Z -Z, +1.20D+1.6OLr+0.50L 0.71225 k -ft +X Bottom 0.0192 in2/ft Celc'd Bending 0,3543 Milt 16.8726 k -ft OK One Way Shear Load Combination... Vu@ -X Vu @+X Vu (9-Z Vu @+z Vu:Max Phi Vn Phi`Vn / Vu Status +1.40D 1.2509 1.2509 1.2509 1.2509 1.2509 85.0 0.014717 OK +1.20D+6.56Lr+1.60L+1.60H 7.1148 7.1148 7,1148 7.1148 7.1148 85.0 0.083704 OK +1.20D+1.6OLr+0.50L 2.9605 2.9605 2.9605 2.9605 2.9605 85.0 0.034830 OK Punching Shear Load Combination... Vu PhiaVn Phi'Vn / Vu Status +1.40D 4.6559 170.0 0.027388 OK +1.20D+0.5OLr+1.60L+1.60H 26.4815 170.0 0.15577 OK +1.20D+1.60Lr+0.50L 11.0191 170.0 0.064818 OK 1 [ Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. General Footing Design ..11:1 2.0 it Description : (N) Concrete Underpin Pad Intersection of Line 3 and Line E General Information = No Material Properties = 250.0 pcf to: Concrete 28 day strength = 2.50 ksi Fy: Rebar Yield = 60.0 ksi Concrete Density = 145.0 pcf Ec: Concrete Eleatic Modulus 3,122.0 ksi O Values Flexure = 0.90 Shear = 0.850 Analysis Settings 0.0 Min Steel % Bending Feint. _ .00140 Min Allow % Temp Reinf. _ .00180 Min. Overturning Safety Factor = 1.50: 7 Min. Overturning Safety Factor ' 1.50 : 1 AutoCalc Fooling Weight as DL No AutoCalc Pedestal Weight as DL No Dimensions 0.0 Width along X -X Axis 4.0 it Length along Z -Z Axi = 4.0 it Footing Thicknes = 14.0 in Load location offset from footing center... 0.0 ex: Along X -X Axis = 0.0 in ez: Along Z -Z Axis = 0.0 in Pedestal dimensions... = 0.0 px: Along X -X Axis = 0.0 in pz: Along Z -Z Axis -_ 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete.. at Top of footing = 3.0 in at Bottom of footing = 3.0 in Reinforcing Bars along X -X Axis _ Reinforcing Bar Size #5.0 Number of Bars = 5.0 Bars along Z -Z Axis 4 Reinforcing Bar Siz- _ 95.0 Number of Bars = 5.0 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a Applied Loads Title: Soni Residence Dsgnr: JV Project Desc.: House Remodeling Project Notes: 4'-0"SOx14" w/5#5 BWs Job# 49 of 51 Printed: 25 JUL 2017 IOo11My OocUmanlelENEPCRLC dela FilesleanLeoB ENERCPLO, INC. 1983-2008, Ver. 0.0.18. WNW Calculations per IBC 2015, CBC 2016, ACI 31844 Soil Design Values 2.0 it Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Reference Depth below Surface = 2.0 it Allow. Pressure Increase per foot of depth = 0.0 ksf when base footing is below = 0.0 It Increases based on footing Width H Allow. Pressure Increase per foot of width = 0.0 ksf when footing is wider than = 0.0 it D Lr L s w E H P: Column Load = 2.350 0.0 7.830 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 _X 0.0 0.0 0.0 0.0 0.0 a f 0 J V -x = 0.0 0.0 0.0 0.0 0.0 0.0 �:':• a V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k u 4 0' J Z 99 [S --=#5=B. X -X Section Looking to +Z 4 fi� 5 # 5 Bars Z -Z Section Looking to+X D Lr L s w E H P: Column Load = 2.350 0.0 7.830 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 General Footing Design 1.11:1 Description : (N) Concrete Underpin Pad Intersection of Line 3 and Line E 4'-0"SQxl4" w/W BWs DESIGN SUMMARY Job# 50 of 51 Printed 25 JUL 2017 P.s., Doc mu .n.IENERCALC Cela Flleals°nLecB ENERCALC, INC. 1888@008, ver: 6.0.18, N:33327 Min. Ratio Title Block Line 1 Title: Soni Residence You can changes this area Dsgnr: JV using the "Settings" menu Item Project Desc.: House Remodeling and then using the "Printing & 0.63625 ksf Title Block" selection. Project Notes: General Footing Design 1.11:1 Description : (N) Concrete Underpin Pad Intersection of Line 3 and Line E 4'-0"SQxl4" w/W BWs DESIGN SUMMARY Job# 50 of 51 Printed 25 JUL 2017 P.s., Doc mu .n.IENERCALC Cela Flleals°nLecB ENERCALC, INC. 1888@008, ver: 6.0.18, N:33327 Soil Bearing Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.42417 Soil Bearing 0.63625 ksf 1.50 ksf +D+L+H 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 We 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 0.10433 Z Flexure (+X) 1.9182 k -ft 18.3863 k -ft +1.20D+0.50Lr+1.60L+ PASS 0.10433 Z Flexure (-X) 1.9182 k -ft 18.3863 k -ft +120D+0.50Lr+1.60L+ PASS 0.10433 X Flexure (+Z) 1.9182 k -ft 18.3863 k -ft +1.20D+0.50Lr+1.60L+ PASS 0.10433 X Flexure (-Z) 1.9182 k -ft 18.3863 k -ft +1.20D+D.50Lr+1.60L+ PASS 0.091194 1 -way Shear (+X) 7.7515 psi 85.0 psi +1.20D+0.50Lr+1.60L+ PASS 0.091194 1 -way Shear (-X) 7.7515 psi 85.0 psi +120D+0.50Lr+1.60L+ PASS 0.091194 1 -way Shear (+Z) 7.7515 psi 85.0 psi +1.20D+0.50Lr+1.60L+ PASS 0.091194 1 -way Shear (-Z) 7.7515 psi 85.0 psi +1.20D+0,50Lr+1.60L+ PASS 0.17695 2 -way Punching 30.0815 psi 170.0 psi +120D+0.50Lr+1.60L+ ailed Results None 0.0 k -ft Infinity OK Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual /Allowable Load Combination... Gross Allowable XBCC Zecc +Z +Z •X -X Ratio X -X, +D 1,50 ksf We 0.0 in 0.14688 ksf 0.14588 ksf n/a ksf n/a ksf 0.098 X -X, +D+L+H 1,50 ksf n/a 0.0 in 0.63625 ksf 0.63625 ksf We ksf n/a ksf 0.424 X -X, +D+Lr+H 1.50 ksf n/a 0.0 in 0.14688 ksf 0.14688 ksf We ksf n/a ksf 0.098 X -X, +D+0.750Lr+0.750L+H 1.50 ksf n/a 0.0 in 0.51391 ksf 0.51391 ksf We ksf We ksf 0.343 Z -Z, +D 1.50 ksf 0.0 in n/a n/a ksf We ksf 0.14588 ksf 0.14688 ksf 0.098 Z -Z, +D+L+H 1.50 ksf 0.0 in We We ksf n/a ksf 0.63625 ksf 0.63625 ksf 0.424 Z -Z, +D+Lr+H 1.50 ksf 0.0 in n/a n/a ksf n/a ksf 0.14688 ksf 0.14688 ksf 0.098 Z -Z, +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in n/a We ksf nla ksf 0.51391 ksf 0.51391 ksf 0.343 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D None 0.0 k -ft Infinity OK X -X, +D+L+H None 0.0 k -ft Infinitv OK X -X, +D+Lr+H None 0.0 k -ft Infinitv OK X -X, +D+0.750Lr+0.750L+H None 0.0 k -ft Infinitv OK Z -Z, +D None 0.0 k -fl Infinitv, OK Z -Z, +D+L+H None 0.0 k -ft Infinitv OK Z -Z, +D+Lr+H None 0.0 k -ft Infinity OK Z -Z, +0+0.750Lr+0.750L+H None 0.0 k -ft Infinitv OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Farce Sliding SafetyRatio Status X -X, +D+0.750Lr+0.750L+H 0.0 k 3.9765 k No Sliding OK X -X, +0+0.750Lr+0.750L+H 0.0 k 6.3255 k No Sliding OK X -X, +D+0.750Lr+0.750L+H 0.0 k 3.9765 k No Sliding OK X -X, +0+0.750Lr+0.750L+H 0.0 k 5.7382 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 3.9765 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 6.3255 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 3.9765 k No Sliding OK Z -Z, +D+0.759Lr+0.750L+H 0.0 k 5.7382 k No Sliding OK Fooling Flexure Footing Flexure Which Tension @ Bot. Load Combination... Mu Side? or Top? As Req'd Gvrn. As Actual As Phi'Mn Status X -X, +1.40D 0.41118 k -ft +Z Bottom 0.0111 in2/ft Calc'd Bendinq 0.3875 in21ft 18.3863 k -ft OK X -X, +1.40D 0.41118 k -ft -Z Bottom 0.0111 in2/ft Calc'd Bending 0.3875 in2/ft 18.3863 k -ft OK