Footing Design: Design Calculation Page 1 of 91

FOOTING DESIGN CALCULATIONS

Project Name : Two-Storey Residential Bldg.
Client Name : Engr. Christialn Karl Villaluz
Engineer Name : Angela L. Morada
Design File : C:\Users\Danilo Simara III\Dropbox (Old)
\PC\Documents\CM\Ilai\RCDC\Footing\Footing.rcdx
Analysis File : C:\Users\Danilo Simara III\Dropbox (Old)
\PC\Documents\CM\Ilai\STAAD\ILAYY.STD
Analysis Last Modified : 12/31/2024 12:03:15 AM

Definitions:
1. A = Plan area of footing base in 'sqmm'
2. Ast (min) = Area of longitudinal reinforcement as per code in 'sqmm'
3. Ast Prv = Area of tensile reinforcement provided in 'sqmm'
4. Ast Rqd = Area of longitudinal reinforcement from bearing moment
and minimum % steel provided by user and as per code
in 'sqmm'
5. Av = Area of shear reinforcement required in 'sqmm/m'
6. AvPrv = Area of shear reinforcement provided in 'sqmm/m'
7. A1 = Bearing area of footing at slope of 1:2 in 'sqmm'
8. A2 = C/s Area of column in 'sqmm'
9. B = Width of footing base in 'mm'
10. Beff = Effective width of footing in 'mm'
11. Boff = Footing offset along B in 'mm'
12. BoffB = Footing offset along B above column in plan in 'mm'
13. BoffT = Footing offset along B below column in planin 'mm'
14. B1 = Width of sloped footing at top in 'mm'
15. ColOff = Column offset in sloped footing in 'mm'
16. Cx = Width of column in 'mm'
17. Cy = Length of Column in 'mm'
18. D = Depth of footing in 'mm'
19. d = Effective Depth of footing in 'mm'
20. Dfd = Depth of founding layer in 'm'
21. Dw = Ground water level in 'm'
22. Ec = Modulus of elasticity of concrete in 'N/sqmm'
23. Es = Modulus of elasticity of steel in 'N/sqmm'
24. Foss = Safety factor against sliding
25. Fosu = Safety factor against uplift
26. Fst = Stress in steel in 'N/sqmm'
27. F'c = Characteristic strength of concrete in 'N/sqmm'
28. Icr = Moment of Inertia of concrete crack section in 'mm4'
29. L = Length of footing base in 'mm'
30. Leff = Effective length of footing in 'mm'

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31. Loff = Footing offset along L in 'mm'

32. LoffL = Footing offset along L on left side of column in 'mm'
33. LoffR = Footing offset along L on right side of column in 'mm'
34. L1 = Length of sloped footing at top in 'mm'
35. Mcr = Cracking Moment
36. Mx = Bending Moment along column D in 'kNm'
37. Mex = Eccentricity moment along column D
38. Mxx = Total Bending Moment along column D (Mx + Mex)
39. My = Bending Moment along column B in 'kNm'
40. Mey = Eccentricity moment along column B
41. Myy = Total Bending Moment along column B (My + Mey)
42. Muy = Factored moment along column B in 'kNm'
43. Mux = Factored moment along column D in 'kNm'
44. Netdown = Net downward load in 'kN'
45. OB = Maximum permissible offset On bottom side Of column
46. OL = Maximum permissible offset On left side Of column
47. Or = Maximum permissible offset On right side Of column
48. OT = Maximum permissible offset On top side Of column
49. P = Axial load For footing sizing In 'kN'
50. Pcr(axial) = Design pressure at the critical section in 'kN/sqm'
51. P1 = Soil pressure at corner 1 In 'kN/sqm'
52. P2 = Soil pressure at corner 2 'kN/sqm'
53. P3 = Soil pressure at corner 3 'kN/sqm'
54. P4 = Soil pressure at corner 4 'kN/sqm'
55. q = Surcharge Load In 'kN/sqm'
56. sp = Spacing Between bars at outer most layer In 'mm'
57. SPu = Upward Soil Pressure In 'kN/sqm'
58. SPuL = Upward Soil Pressure from left
59. SPuR = Upward Soil Pressure from right
60. SPuB = Upward Soil Pressure from bottom
61. SPuT = Upward Soil Pressure from top
62. Temp1 = Peak Hydration temperature In Degree
63. Temp2 = Seasonal Temperature Variations In Degree
64. Vs Capacity = Shear strength capacity Of provided shear reinforcement
'kN'
65. Vs = Nominal shear strength provided by shear reinforcement,
in 'kN'
66. Vc = Nominal shear strength provided by concrete in 'kN'
67. Vu = Design shear force in 'kN'
68. Vus = Strength of shear reinforcement in 'kN'
69. Vx = Shear along major axis in 'kN'
70. Vy = Shear along minor axis in 'kN'
71. Waterpr = Upward water pressure in 'kN/sqm'

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72. Waterup = Upward force due to water in 'kN/sqm'

73. WFoot = Add. Wt. due to difference in concrete and soil density in
'kN'
74. WFootc = Weight of footing and column with concrete density in
'kN'
75. WSoil = Weight of soil covering footing area in 'kN'
76. y = Neutral axis depth.
77. Zx = Section modulus of footing base along L in 'mm4'
78. Zy = Section modulus of footing base along B in 'mm4'
79. Φ = Strength reduction factor in shear
80. Φ1 = Strength reduction factor in concrete bearing
81. Φ1Pnb = Bearing strength of column in 'kN'

Code References:
ACI 318M - 14
Sr.No. Item Clause / Table
1. Ptmax : 7.3.3.1, 8.3.3.1, 9.3.3.1
2. Ptmin : 7.6.1.1 & 8.6.1.1/7.7.2.3
3. Vc : 22.6.5
4. Av : 22.5.10.5 & 22.6.7
5. Max Stirrup Spacing : 9.7.6.2 & 10.7.6.5
6. Vs : 22.5.1.2
7. fs,perm : 24.3.2.1
8. fc,perm : 22.2.2.4.1
9. Wcr : Eq 4.2(a)

Design Code : ACI 318M - 14

Footing No : FC1
Column No : C1 ( 400 mm X 400 mm)
Analysis No : 1

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %

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Live Load Reduction = 0 %

Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 4100mm X 4100mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 126.07 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 126.08 kN
Offset Along L (Loff) = 1850 mm
Offset Along B (Boff) = 1850 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 313
Critical Load Combination = [55] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
2: EZ) +(LOAD 7: RLL)
Pcomb = 148.61 kN
P = Pcomb + W1
P = 274.68 kN
Mx = -15.42 kNm
My = -26.64 kNm
P/A = 16.34 kN/sqm
Mx/Zx = -1.34 kN/sqm
My/Zy = -2.32 kN/sqm
Maximum Soil Pressure = 20 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 123
Critical Load Combination = [23] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) +0.3
(LOAD 1: EX) +(LOAD 2:
EZ)
Pcomb = 30.44 kN
P = Pcomb + W1 x 0.68
P = 116.17 kN
Mx = 16.54 kNm

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My = 40.72 kNm
P/A = 6.91 kN/sqm
Mx/Zx = 1.44 kN/sqm
My/Zy = 3.55 kN/sqm
Minimum Soil Pressure = 1.93 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 123
[23] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Pcomb = 30.44 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 34.59 kN
shear Vy = 17.21 kN
Resultant sliding force = 38.63 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 116.17 kN
Upward water pressure = 0 kN
Net downward force = 116.17 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 46.47 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.2
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 124
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 55.47 kN
Moment Mx = 24.57 kNm
P = Pcomb + (F1 + S1) x 0.68
= 141.2 kN
Stabilizing Moment for P = 289.46 kNm
DeStabilizing Moment = 24.57 kNm

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Overturning Factor of safety = 11.78

Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 123
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2)
Critical Load Combination =
+0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 30.44 kN
Moment My = 40.72 kNm
P = Pcomb + (F1 + S1) x 0.68
= 116.17 kN
Stabilizing Moment for P = 238.14 kNm
DeStabilizing Moment = 40.72 kNm
Overturning Factor of safety = 5.85
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 184.13 kN
Mux = -21.61 kNm
Muy = -37.45 kNm
P/A = 10.95 kN/sqm
Mx/Zx = -1.88 kN/sqm
My/Zy = -3.26 kN/sqm

Deff = 252 mm
Beff = 4100 mm
SPu = 12.83 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 90.05 kNm
Ast Rqd = 2460 sqmm
Ast (min) = 2460 sqmm
Ast Prv (Distributed Across Total Width) = 15 - #16 @ 300
= 3015.9 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 15 - #16 @ 300 c/c
= 3015.9 sqmm

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Bottom Reinforcement Along B:

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 184.13 kN
Mux = -21.61 kNm
Muy = -37.45 kNm
P/A = 10.95 kN/sqm
Mx/Zx = -1.88 kN/sqm
My/Zy = -3.26 kN/sqm

Deff = 236 mm
Leff = 4100 mm
SPu = 14.21 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 99.73 kNm
Ast Rqd = 2460 sqmm
Ast (min) = 2460 sqmm
Ast Prv (Distributed Across Total
= 15 - #16 @ 300
Length)
= 3015.9 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 15 - #16 @ 300 c/c
Length)
= 3015.9 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 184.13 kN
Mux = -21.61 kNm
Muy = -37.45 kNm
P/A = 10.95 kN/sqm
Mx/Zx = -1.88 kN/sqm
My/Zy = -3.26 kN/sqm

Deff = 252 mm
Beff = 4100 mm

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SPu = 12.83 kN/sqm

Vu = SPu X (Loff - d) X B
= 84.09 kN
φVc = 687.43 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 184.13 kN
Mux = -21.61 kNm
Muy = -37.45 kNm
P/A = 10.95 kN/sqm
Mx/Zx = -1.88 kN/sqm
My/Zy = -3.26 kN/sqm

Deff = 236 mm
Leff = 4100 mm
SPu = 14.21 kN/sqm
Vu = SPu X (Boff - d) X L
= 94.06 kN
φVc = 645.77 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 405

Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 186.67 kN
Mux = 12.71 kNm
Muy = -13.59 kNm
P/A = 11.1 kN/sqm
Mx/Zx = 1.11 kN/sqm

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My/Zy = -1.18 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure
= 11.1 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 182.07 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 186.67 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 16.81 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC2
Column No : C2 ( 400 mm X 400 mm)

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Analysis No : 33

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 2750mm X 2750mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 56.72 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 56.72 kN
Offset Along L (Loff) = 1175 mm
Offset Along B (Boff) = 1175 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 313
Critical Load Combination = [55] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
2: EZ) +(LOAD 7: RLL)
Pcomb = 197.02 kN
P = Pcomb + W1
P = 253.74 kN
Mx = -13.53 kNm
My = -14.9 kNm
P/A = 33.55 kN/sqm
Mx/Zx = -3.9 kN/sqm
My/Zy = -4.3 kN/sqm
Maximum Soil Pressure = 41.75 kN/sqm

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Allowable Soil Pressure = 1x200 kN/sqm

= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 124
Critical Load Combination = [24] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -0.3
(LOAD 1: EX) +(LOAD 2:
EZ)
Pcomb = 59.61 kN
P = Pcomb + W1 x 0.68
P = 98.18 kN
Mx = 24.36 kNm
My = 20.62 kNm
P/A = 12.98 kN/sqm
Mx/Zx = 7.03 kN/sqm
My/Zy = 5.95 kN/sqm
Minimum Soil Pressure = 0 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 124
[24] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Pcomb = 59.61 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 15.15 kN
shear Vy = 23.47 kN
Resultant sliding force = 27.93 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 98.18 kN
Upward water pressure = 0 kN
Net downward force = 98.18 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 39.27 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.41
> 1.2

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Check For Overturning:

Along Width:
Critical Analysis Load Combination = 124
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 59.61 kN
Moment Mx = 24.36 kNm
P = Pcomb + (F1 + S1) x 0.68
= 98.18 kN
Stabilizing Moment for P = 135 kNm
DeStabilizing Moment = 24.36 kNm
Overturning Factor of safety = 5.54
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 124
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 59.61 kN
Moment My = 20.62 kNm
P = Pcomb + (F1 + S1) x 0.68
= 98.18 kN
Stabilizing Moment for P = 135 kNm
DeStabilizing Moment = 20.62 kNm
Overturning Factor of safety = 6.55
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 243.31 kN
Mux = -19.11 kNm
Muy = -20.74 kNm
P/A = 32.17 kN/sqm
Mx/Zx = -5.51 kN/sqm
My/Zy = -5.98 kN/sqm

Deff = 252 mm

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Beff = 2750 mm
SPu = 37.69 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 71.54 kNm
Ast Rqd = 1650 sqmm
Ast (min) = 1650 sqmm
Ast Prv (Distributed Across Total Width) = 11 - #16 @ 300
= 2211.66 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 11 - #16 @ 300 c/c
= 2211.66 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 243.31 kN
Mux = -19.11 kNm
Muy = -20.74 kNm
P/A = 32.17 kN/sqm
Mx/Zx = -5.51 kN/sqm
My/Zy = -5.98 kN/sqm

Deff = 236 mm
Leff = 2750 mm
SPu = 38.16 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 72.43 kNm
Ast Rqd = 1650 sqmm
Ast (min) = 1650 sqmm
Ast Prv (Distributed Across Total
= 11 - #16 @ 300
Length)
= 2211.66 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 11 - #16 @ 300 c/c
Length)
= 2211.66 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm

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Critical Analysis Load Combination = 406

Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 243.31 kN
Mux = -19.11 kNm
Muy = -20.74 kNm
P/A = 32.17 kN/sqm
Mx/Zx = -5.51 kN/sqm
My/Zy = -5.98 kN/sqm

Deff = 252 mm
Beff = 2750 mm
SPu = 37.69 kN/sqm
Vu = SPu X (Loff - d) X B
= 95.66 kN
φVc = 461.08 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 243.31 kN
Mux = -19.11 kNm
Muy = -20.74 kNm
P/A = 32.17 kN/sqm
Mx/Zx = -5.51 kN/sqm
My/Zy = -5.98 kN/sqm

Deff = 236 mm
Leff = 2750 mm
SPu = 38.16 kN/sqm
Vu = SPu X (Boff - d) X L
= 98.53 kN
φVc = 433.14 kN
Vu < φVc

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Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 406

Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 243.31 kN
Mux = -19.11 kNm
Muy = -20.74 kNm
P/A = 32.17 kN/sqm
Mx/Zx = -5.51 kN/sqm
My/Zy = -5.98 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure
= 32.17 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 229.97 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 243.31 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 7.56 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4

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Thus, Modification Factor = 2

Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC3
Column No : C3 ( 400 mm X 400 mm)
Analysis No : 34

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 3400mm X 3400mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 86.7 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 86.7 kN
Offset Along L (Loff) = 1500 mm
Offset Along B (Boff) = 1500 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 310

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Critical Load Combination = [52] : (LOAD 3: DL1) +(LOAD 4: DL2) +

(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 143.64 kN
P = Pcomb + W1
P = 230.34 kN
Mx = -7.79 kNm
My = -20.18 kNm
P/A = 19.93 kN/sqm
Mx/Zx = -1.19 kN/sqm
My/Zy = -3.08 kN/sqm
Maximum Soil Pressure = 24.2 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 121
Critical Load Combination = [21] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -
(LOAD 1: EX) +0.3 (LOAD
2: EZ)
Pcomb = 21.98 kN
P = Pcomb + W1 x 0.68
P = 80.94 kN
Mx = 16.09 kNm
My = 28.22 kNm
P/A = 7 kN/sqm
Mx/Zx = 2.46 kN/sqm
My/Zy = 4.31 kN/sqm
Minimum Soil Pressure = 0.24 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 122
[22] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Pcomb = 21.98 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 23.44 kN
shear Vy = 9.48 kN

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Resultant sliding force = 25.28 kN

Downward force = Pcomb + (F1 + S1) x 0.68
= 80.94 kN
Upward water pressure = 0 kN
Net downward force = 80.94 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 32.38 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.28
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 21.98 kN
Moment Mx = 16.09 kNm
P = Pcomb + (F1 + S1) x 0.68
= 80.94 kN
Stabilizing Moment for P = 137.6 kNm
DeStabilizing Moment = 16.09 kNm
Overturning Factor of safety = 8.55
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 21.98 kN
Moment My = 28.22 kNm
P = Pcomb + (F1 + S1) x 0.68
= 80.94 kN
Stabilizing Moment for P = 137.6 kNm
DeStabilizing Moment = 28.22 kNm
Overturning Factor of safety = 4.88
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:

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Footing Design: Design Calculation Page 19 of 91

Critical Analysis Load Combination = 404

Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 179.27 kN
Mux = -11.05 kNm
Muy = -28.32 kNm
P/A = 15.51 kN/sqm
Mx/Zx = -1.69 kN/sqm
My/Zy = -4.32 kN/sqm

Deff = 252 mm
Beff = 3400 mm
SPu = 17.19 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 65.77 kNm
Ast Rqd = 2040 sqmm
Ast (min) = 2040 sqmm
Ast Prv (Distributed Across Total Width) = 13 - #16 @ 300
= 2613.78 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 13 - #16 @ 300 c/c
= 2613.78 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 179.27 kN
Mux = -11.05 kNm
Muy = -28.32 kNm
P/A = 15.51 kN/sqm
Mx/Zx = -1.69 kN/sqm
My/Zy = -4.32 kN/sqm

Deff = 236 mm
Leff = 3400 mm
SPu = 19.83 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 75.85 kNm
Ast Rqd = 2040 sqmm
Ast (min) = 2040 sqmm

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Ast Prv (Distributed Across Total

= 13 - #16 @ 300
Length)
= 2613.78 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 13 - #16 @ 300 c/c
Length)
= 2613.78 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 179.27 kN
Mux = -11.05 kNm
Muy = -28.32 kNm
P/A = 15.51 kN/sqm
Mx/Zx = -1.69 kN/sqm
My/Zy = -4.32 kN/sqm

Deff = 252 mm
Beff = 3400 mm
SPu = 17.19 kN/sqm
Vu = SPu X (Loff - d) X B
= 72.96 kN
φVc = 570.06 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) +(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 179.27 kN
Mux = -11.05 kNm
Muy = -28.32 kNm
P/A = 15.51 kN/sqm

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Footing Design: Design Calculation Page 21 of 91

Mx/Zx = -1.69 kN/sqm

My/Zy = -4.32 kN/sqm

Deff = 236 mm
Leff = 3400 mm
SPu = 19.83 kN/sqm
Vu = SPu X (Boff - d) X L
= 85.23 kN
φVc = 535.52 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 404

Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 179.27 kN
Mux = -11.05 kNm
Muy = -28.32 kNm
P/A = 15.51 kN/sqm
Mx/Zx = -1.69 kN/sqm
My/Zy = -4.32 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure
= 15.51 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 172.84 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 404

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Critical Load Combination = [125] : 1.2 (LOAD 3: DL1)

+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) +(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 179.27 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 11.56 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC4
Column No : C4 ( 400 mm X 400 mm)
Analysis No : 35

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 6400mm X 6400mm X 300mm

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Without considering Effect of Water

Table
Footing Self Wt., F1 = 307.2 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 307.2 kN
Offset Along L (Loff) = 3000 mm
Offset Along B (Boff) = 3000 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 311
Critical Load Combination = [53] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 132.77 kN
P = Pcomb + W1
P = 439.97 kN
Mx = 19.53 kNm
My = -17.04 kNm
P/A = 10.74 kN/sqm
Mx/Zx = 0.45 kN/sqm
My/Zy = -0.39 kN/sqm
Maximum Soil Pressure = 11.58 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 119
Critical Load Combination = [19] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) +
(LOAD 1: EX) +0.3 (LOAD
2: EZ)
Pcomb = -13.54 kN
P = Pcomb + W1 x 0.68
P = 195.35 kN
Mx = -26.45 kNm
My = 48.19 kNm
P/A = 4.77 kN/sqm
Mx/Zx = -0.61 kN/sqm
My/Zy = 1.1 kN/sqm
Minimum Soil Pressure = 3.06 kN/sqm
> 0

Check For Buoyancy:

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Footing Design: Design Calculation Page 24 of 91

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 123
[23] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Pcomb = -8.63 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 65.99 kN
shear Vy = 1.66 kN
Resultant sliding force = 66.01 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 200.26 kN
Upward water pressure = 0 kN
Net downward force = 200.26 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 80.11 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.21
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 119
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = -13.54 kN
Moment Mx = 26.45 kNm
P = Pcomb + (F1 + S1) x 0.68
= 195.35 kN
Stabilizing Moment for P = 625.13 kNm
DeStabilizing Moment = 26.45 kNm
Overturning Factor of safety = 23.64
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 123
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2)
Critical Load Combination =
+0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50

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Pcomb = -8.63 kN
Moment My = 65.64 kNm
P = Pcomb + (F1 + S1) x 0.68
= 200.26 kN
Stabilizing Moment for P = 640.84 kNm
DeStabilizing Moment = 65.64 kNm
Overturning Factor of safety = 9.76
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 168.12 kN
Mux = 27.52 kNm
Muy = -24.79 kNm
P/A = 4.1 kN/sqm
Mx/Zx = 0.63 kN/sqm
My/Zy = -0.57 kN/sqm

Deff = 252 mm
Beff = 6400 mm
SPu = 4.73 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 136.35 kNm
Ast Rqd = 3840 sqmm
Ast (min) = 3840 sqmm
Ast Prv (Distributed Across Total Width) = 23 - #16 @ 300
= 4624.38 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 23 - #16 @ 300 c/c
= 4624.38 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 161.1 kN
Mux = -4.18 kNm
Muy = -49.72 kNm

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P/A = 3.93 kN/sqm

Mx/Zx = -0.1 kN/sqm
My/Zy = -1.14 kN/sqm

Deff = 236 mm
Leff = 6400 mm
SPu = 5.07 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 146.05 kNm
Ast Rqd = 3840 sqmm
Ast (min) = 3840 sqmm
Ast Prv (Distributed Across Total
= 23 - #16 @ 300
Length)
= 4624.38 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 23 - #16 @ 300 c/c
Length)
= 4624.38 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 168.12 kN
Mux = 27.52 kNm
Muy = -24.79 kNm
P/A = 4.1 kN/sqm
Mx/Zx = 0.63 kN/sqm
My/Zy = -0.57 kN/sqm

Deff = 252 mm
Beff = 6400 mm
SPu = 4.73 kN/sqm
Vu = SPu X (Loff - d) X B
= 83.26 kN
φVc = 1073.06 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

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= 236 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 161.1 kN
Mux = -4.18 kNm
Muy = -49.72 kNm
P/A = 3.93 kN/sqm
Mx/Zx = -0.1 kN/sqm
My/Zy = -1.14 kN/sqm

Deff = 236 mm
Leff = 6400 mm
SPu = 5.07 kN/sqm
Vu = SPu X (Boff - d) X L
= 89.71 kN
φVc = 1008.03 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 405

Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 168.12 kN
Mux = 27.52 kNm
Muy = -24.79 kNm
P/A = 4.1 kN/sqm
Mx/Zx = 0.63 kN/sqm
My/Zy = -0.57 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure

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= 4.1 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 166.41 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 168.12 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 40.96 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC5
Column No : C5 ( 300 mm X 400 mm)
Analysis No : 36

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

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Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 2050mm X 1950mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 29.98 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 29.98 kN
Offset Along L (Loff) = 825 mm
Offset Along B (Boff) = 825 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 312
Critical Load Combination = [54] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
2: EZ) +(LOAD 7: RLL)
Pcomb = 191.96 kN
P = Pcomb + W1
P = 221.94 kN
Mx = 2.73 kNm
My = 16.11 kNm
P/A = 55.52 kN/sqm
Mx/Zx = 2 kN/sqm
My/Zy = 12.4 kN/sqm
Maximum Soil Pressure = 69.92 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 126
Critical Load Combination = [26] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -0.3
(LOAD 1: EX) -(LOAD 2:
EZ)

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Pcomb = 75.74 kN
P = Pcomb + W1 x 0.68
P = 96.12 kN
Mx = 5.53 kNm
My = -25.36 kNm
P/A = 24.05 kN/sqm
Mx/Zx = 4.05 kN/sqm
My/Zy = -19.52 kN/sqm
Minimum Soil Pressure = 0.48 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 126
[26] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -0.3 (LOAD 1: EX) -(LOAD 2: EZ)
Pcomb = 75.74 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 31.17 kN
shear Vy = 5.41 kN
Resultant sliding force = 31.64 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 96.12 kN
Upward water pressure = 0 kN
Net downward force = 96.12 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 38.45 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.22
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 106.65 kN
Moment Mx = 25.67 kNm

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P = Pcomb + (F1 + S1) x 0.68

= 127.04 kN
Stabilizing Moment for P = 130.22 kNm
DeStabilizing Moment = 25.67 kNm
Overturning Factor of safety = 5.07
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 126
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) -(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 75.74 kN
Moment My = 25.36 kNm
P = Pcomb + (F1 + S1) x 0.68
= 96.12 kN
Stabilizing Moment for P = 93.72 kNm
DeStabilizing Moment = 25.36 kNm
Overturning Factor of safety = 3.7
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 219.72 kN
Mux = -23.06 kNm
Muy = 7.7 kNm
P/A = 54.96 kN/sqm
Mx/Zx = -16.88 kN/sqm
My/Zy = 5.93 kN/sqm

Deff = 252 mm
Beff = 1950 mm
SPu = 71.85 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 47.68 kNm
Ast Rqd = 1170 sqmm
Ast (min) = 1170 sqmm
Ast Prv (Distributed Across Total Width) = 8 - #16 @ 300
= 1608.48 sqmm

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Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 8 - #16 @ 300 c/c
= 1608.48 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1) +0.9 (LOAD 4:
DL2) +(LOAD 2: EZ)
Pu = 184.81 kN
Mux = 3.33 kNm
Muy = 22.77 kNm
P/A = 46.23 kN/sqm
Mx/Zx = 2.44 kN/sqm
My/Zy = 17.52 kN/sqm

Deff = 236 mm
Leff = 2050 mm
SPu = 63.76 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 44.48 kNm
Ast Rqd = 1230 sqmm
Ast (min) = 1230 sqmm
Ast Prv (Distributed Across Total
= 8 - #16 @ 300
Length)
= 1608.48 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 8 - #16 @ 300 c/c
Length)
= 1608.48 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 219.72 kN
Mux = -23.06 kNm
Muy = 7.7 kNm
P/A = 54.96 kN/sqm
Mx/Zx = -16.88 kN/sqm
My/Zy = 5.93 kN/sqm

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Deff = 252 mm
Beff = 1950 mm
SPu = 71.85 kN/sqm
Vu = SPu X (Loff - d) X B
= 80.28 kN
φVc = 326.95 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1)
+0.9 (LOAD 4: DL2) +
(LOAD 2: EZ)
Pu = 184.81 kN
Mux = 3.33 kNm
Muy = 22.77 kNm
P/A = 46.23 kN/sqm
Mx/Zx = 2.44 kN/sqm
My/Zy = 17.52 kN/sqm

Deff = 236 mm
Leff = 2050 mm
SPu = 63.76 kN/sqm
Vu = SPu X (Boff - d) X L
= 76.98 kN
φVc = 322.89 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 235.59 kN
Mux = 1.4 kNm
Muy = -0.2 kNm
P/A = 58.93 kN/sqm
Mx/Zx = 1.03 kN/sqm

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My/Zy = -0.16 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 544 mm
Punching Perimeter = 2376 mm
Punching Area = 579744 sqmm
SPu = Average Pressure
= 58.93 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 214.94 kN
φVn = 1150.39 kN
φVc = 759.26 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 235.59 kN
A2 = 0.12 sqm
A1 = 2.4 sqm
Base Area = 4 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4.4721
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 3712.8 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC6
Column No : C6 ( 300 mm X 300 mm)
Analysis No : 37

Concrete Grade : C28

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Steel Grade : Fy415

Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 1350mm X 1350mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 13.67 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 13.67 kN
Offset Along L (Loff) = 525 mm
Offset Along B (Boff) = 525 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 311
Critical Load Combination = [53] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 154.69 kN
P = Pcomb + W1
P = 168.36 kN
Mx = 10.68 kNm
My = 2.87 kNm
P/A = 92.38 kN/sqm
Mx/Zx = 26.04 kN/sqm
My/Zy = 7 kN/sqm
Maximum Soil Pressure = 125.42 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

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Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 120
Critical Load Combination = [20] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) +
(LOAD 1: EX) -0.3 (LOAD
2: EZ)
Pcomb = 88.57 kN
P = Pcomb + W1 x 0.68
P = 97.86 kN
Mx = -14.75 kNm
My = -6.62 kNm
P/A = 53.7 kN/sqm
Mx/Zx = -35.97 kN/sqm
My/Zy = -16.14 kN/sqm
Minimum Soil Pressure = 1.59 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 120
[20] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +(LOAD 1: EX) -0.3 (LOAD 2: EZ)
Pcomb = 88.57 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 8.41 kN
shear Vy = 18.05 kN
Resultant sliding force = 19.92 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 97.86 kN
Upward water pressure = 0 kN
Net downward force = 97.86 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 39.15 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.97
> 1.2

Check For Overturning:

Along Width:

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Critical Analysis Load Combination = 120

0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) -0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 88.57 kN
Moment Mx = 14.75 kNm
P = Pcomb + (F1 + S1) x 0.68
= 97.86 kN
Stabilizing Moment for P = 66.06 kNm
DeStabilizing Moment = 14.75 kNm
Overturning Factor of safety = 4.48
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 125
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2)
Critical Load Combination =
+0.3 (LOAD 1: EX) -(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 79.16 kN
Moment My = 11.27 kNm
P = Pcomb + (F1 + S1) x 0.68
= 88.46 kN
Stabilizing Moment for P = 59.71 kNm
DeStabilizing Moment = 11.27 kNm
Overturning Factor of safety = 5.3
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 186.68 kN
Mux = 14.97 kNm
Muy = 3.99 kNm
P/A = 102.43 kN/sqm
Mx/Zx = 36.51 kN/sqm
My/Zy = 9.73 kN/sqm

Deff = 252 mm
Beff = 1350 mm
SPu = 138.94 kN/sqm
Mu = SPu X B X Loff X Loff / 2

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= 25.85 kNm
Ast Rqd = 810 sqmm
Ast (min) = 810 sqmm
Ast Prv (Distributed Across Total Width) = 6 - #16 @ 300
= 1206.36 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 6 - #16 @ 300 c/c
= 1206.36 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 209.55 kN
Mux = 0.44 kNm
Muy = 0.35 kNm
P/A = 114.98 kN/sqm
Mx/Zx = 1.07 kN/sqm
My/Zy = 0.86 kN/sqm

Deff = 236 mm
Leff = 1350 mm
SPu = 115.84 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 21.55 kNm
Ast Rqd = 810 sqmm
Ast (min) = 810 sqmm
Ast Prv (Distributed Across Total
= 6 - #16 @ 300
Length)
= 1206.36 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 6 - #16 @ 300 c/c
Length)
= 1206.36 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)

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Pu = 186.68 kN
Mux = 14.97 kNm
Muy = 3.99 kNm
P/A = 102.43 kN/sqm
Mx/Zx = 36.51 kN/sqm
My/Zy = 9.73 kN/sqm

Deff = 252 mm
Beff = 1350 mm
SPu = 138.94 kN/sqm
Vu = SPu X (Loff - d) X B
= 51.21 kN
φVc = 235.09 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 209.55 kN
Mux = 0.44 kNm
Muy = 0.35 kNm
P/A = 114.98 kN/sqm
Mx/Zx = 1.07 kN/sqm
My/Zy = 0.86 kN/sqm

Deff = 236 mm
Leff = 1350 mm
SPu = 115.84 kN/sqm
Vu = SPu X (Boff - d) X L
= 45.2 kN
φVc = 219.17 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)

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Pu = 209.55 kN
Mux = 0.44 kNm
Muy = 0.35 kNm
P/A = 114.98 kN/sqm
Mx/Zx = 1.07 kN/sqm
My/Zy = 0.86 kN/sqm

Deff = 244 mm
Leff = 544 mm
Beff = 544 mm
Punching Perimeter = 2176 mm
Punching Area = 530944 sqmm
SPu = Average Pressure
= 114.98 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 175.53 kN
φVn = 1053.56 kN
φVc = 695.35 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 209.55 kN
A2 = 0.09 sqm
A1 = 2.25 sqm
Base Area = 1.82 sqm
A1 > Base Area
Thus, A1 = 1.82
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4.4969
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 2784.6 kN
Φ1Pnb > Pu, Hence Safe.

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Design Code : ACI 318M - 14

Footing No : FC7
Column No : C7 ( 300 mm X 400 mm)
Analysis No : 38

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 2700mm X 2600mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 52.65 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 52.65 kN
Offset Along L (Loff) = 1150 mm
Offset Along B (Boff) = 1150 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 310
Critical Load Combination = [52] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 127.21 kN
P = Pcomb + W1
P = 179.86 kN
Mx = -15.16 kNm
My = -12.87 kNm
P/A = 25.62 kN/sqm

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Mx/Zx = -4.8 kN/sqm

My/Zy = -4.23 kN/sqm
Maximum Soil Pressure = 34.65 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 121
Critical Load Combination = [21] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -
(LOAD 1: EX) +0.3 (LOAD
2: EZ)
Pcomb = 57.16 kN
P = Pcomb + W1 x 0.68
P = 92.96 kN
Mx = 21.57 kNm
My = 18.87 kNm
P/A = 13.24 kN/sqm
Mx/Zx = 6.83 kN/sqm
My/Zy = 6.2 kN/sqm
Minimum Soil Pressure = 0.21 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 122
[22] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Pcomb = 57.16 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 24.06 kN
shear Vy = 14.57 kN
Resultant sliding force = 28.13 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 92.96 kN
Upward water pressure = 0 kN
Net downward force = 92.96 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 37.19 kN
Factor of safety available = Resisting Force / Sliding

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Force
= 1.32
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 57.16 kN
Moment Mx = 21.57 kNm
P = Pcomb + (F1 + S1) x 0.68
= 92.96 kN
Stabilizing Moment for P = 125.5 kNm
DeStabilizing Moment = 21.57 kNm
Overturning Factor of safety = 5.82
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 57.16 kN
Moment My = 18.87 kNm
P = Pcomb + (F1 + S1) x 0.68
= 92.96 kN
Stabilizing Moment for P = 120.85 kNm
DeStabilizing Moment = 18.87 kNm
Overturning Factor of safety = 6.41
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 155.52 kN
Mux = -21.32 kNm
Muy = -18.13 kNm
P/A = 22.15 kN/sqm
Mx/Zx = -6.75 kN/sqm

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My/Zy = -5.96 kN/sqm

Deff = 252 mm
Beff = 2600 mm
SPu = 28.9 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 49.69 kNm
Ast Rqd = 1560 sqmm
Ast (min) = 1560 sqmm
Ast Prv (Distributed Across Total Width) = 10 - #16 @ 300
= 2010.6 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 10 - #16 @ 300 c/c
= 2010.6 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 155.52 kN
Mux = -21.32 kNm
Muy = -18.13 kNm
P/A = 22.15 kN/sqm
Mx/Zx = -6.75 kN/sqm
My/Zy = -5.96 kN/sqm

Deff = 236 mm
Leff = 2700 mm
SPu = 28.11 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 50.19 kNm
Ast Rqd = 1620 sqmm
Ast (min) = 1620 sqmm
Ast Prv (Distributed Across Total
= 10 - #16 @ 300
Length)
= 2010.6 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 10 - #16 @ 300 c/c
Length)
= 2010.6 sqmm
Design For Shear:

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One Way Shear Along L:

Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 155.52 kN
Mux = -21.32 kNm
Muy = -18.13 kNm
P/A = 22.15 kN/sqm
Mx/Zx = -6.75 kN/sqm
My/Zy = -5.96 kN/sqm

Deff = 252 mm
Beff = 2600 mm
SPu = 28.9 kN/sqm
Vu = SPu X (Loff - d) X B
= 67.48 kN
φVc = 435.93 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) +(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 155.52 kN
Mux = -21.32 kNm
Muy = -18.13 kNm
P/A = 22.15 kN/sqm
Mx/Zx = -6.75 kN/sqm
My/Zy = -5.96 kN/sqm

Deff = 236 mm
Leff = 2700 mm
SPu = 28.11 kN/sqm
Vu = SPu X (Boff - d) X L
= 69.38 kN

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φVc = 425.26 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 158.83 kN
Mux = -0.22 kNm
Muy = 0.03 kNm
P/A = 22.63 kN/sqm
Mx/Zx = -0.07 kN/sqm
My/Zy = 0.01 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 544 mm
Punching Perimeter = 2376 mm
Punching Area = 579744 sqmm
SPu = Average Pressure
= 22.63 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 150.91 kN
φVn = 1150.39 kN
φVc = 759.26 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 158.83 kN
A2 = 0.12 sqm
A1 = 2.4 sqm
Base Area = 7.02 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4.4721

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Thus, Modification Factor = 2

Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 3712.8 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC8
Column No : C8 ( 300 mm X 300 mm)
Analysis No : 39

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 1400mm X 1400mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 14.7 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 14.7 kN
Offset Along L (Loff) = 550 mm
Offset Along B (Boff) = 550 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 311

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Critical Load Combination = [53] : (LOAD 3: DL1) +(LOAD 4: DL2) +

(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 162.09 kN
P = Pcomb + W1
P = 176.79 kN
Mx = 14.29 kNm
My = 2.37 kNm
P/A = 90.2 kN/sqm
Mx/Zx = 31.24 kN/sqm
My/Zy = 5.18 kN/sqm
Maximum Soil Pressure = 126.62 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 120
Critical Load Combination = [20] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) +
(LOAD 1: EX) -0.3 (LOAD
2: EZ)
Pcomb = 95.59 kN
P = Pcomb + W1 x 0.68
P = 105.59 kN
Mx = -17.08 kNm
My = -7.23 kNm
P/A = 53.87 kN/sqm
Mx/Zx = -37.34 kN/sqm
My/Zy = -15.82 kN/sqm
Minimum Soil Pressure = 0.72 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 119
[19] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Pcomb = 91.6 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 2.11 kN
shear Vy = 21.57 kN

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Resultant sliding force = 21.67 kN

Downward force = Pcomb + (F1 + S1) x 0.68
= 101.6 kN
Upward water pressure = 0 kN
Net downward force = 101.6 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 40.64 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.88
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 119
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 91.6 kN
Moment Mx = 18.49 kNm
P = Pcomb + (F1 + S1) x 0.68
= 101.6 kN
Stabilizing Moment for P = 71.12 kNm
DeStabilizing Moment = 18.49 kNm
Overturning Factor of safety = 3.85
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 124
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 101.52 kN
Moment My = 10.84 kNm
P = Pcomb + (F1 + S1) x 0.68
= 111.52 kN
Stabilizing Moment for P = 78.06 kNm
DeStabilizing Moment = 10.84 kNm
Overturning Factor of safety = 7.2
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:

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Critical Analysis Load Combination = 405

Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 196.17 kN
Mux = 19.89 kNm
Muy = 3.43 kNm
P/A = 100.09 kN/sqm
Mx/Zx = 43.49 kN/sqm
My/Zy = 7.49 kN/sqm

Deff = 252 mm
Beff = 1400 mm
SPu = 143.58 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 30.4 kNm
Ast Rqd = 840 sqmm
Ast (min) = 840 sqmm
Ast Prv (Distributed Across Total Width) = 6 - #16 @ 300
= 1206.36 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 6 - #16 @ 300 c/c
= 1206.36 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 191.61 kN
Mux = 3.7 kNm
Muy = -10.48 kNm
P/A = 97.76 kN/sqm
Mx/Zx = 8.09 kN/sqm
My/Zy = -22.9 kN/sqm

Deff = 236 mm
Leff = 1400 mm
SPu = 120.66 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 25.55 kNm
Ast Rqd = 840 sqmm
Ast (min) = 840 sqmm

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Ast Prv (Distributed Across Total

= 6 - #16 @ 300
Length)
= 1206.36 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 6 - #16 @ 300 c/c
Length)
= 1206.36 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 196.17 kN
Mux = 19.89 kNm
Muy = 3.43 kNm
P/A = 100.09 kN/sqm
Mx/Zx = 43.49 kN/sqm
My/Zy = 7.49 kN/sqm

Deff = 252 mm
Beff = 1400 mm
SPu = 143.58 kN/sqm
Vu = SPu X (Loff - d) X B
= 59.9 kN
φVc = 242.13 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 191.61 kN
Mux = 3.7 kNm
Muy = -10.48 kNm
P/A = 97.76 kN/sqm

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Mx/Zx = 8.09 kN/sqm

My/Zy = -22.9 kN/sqm

Deff = 236 mm
Leff = 1400 mm
SPu = 120.66 kN/sqm
Vu = SPu X (Boff - d) X L
= 53.04 kN
φVc = 225.9 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 215.78 kN
Mux = 1.57 kNm
Muy = -0.61 kNm
P/A = 110.09 kN/sqm
Mx/Zx = 3.43 kN/sqm
My/Zy = -1.34 kN/sqm

Deff = 244 mm
Leff = 544 mm
Beff = 544 mm
Punching Perimeter = 2176 mm
Punching Area = 530944 sqmm
SPu = Average Pressure
= 110.09 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 183.2 kN
φVn = 1053.56 kN
φVc = 695.35 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)

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+1.4 (LOAD 4: DL2)

Pu = 215.78 kN
A2 = 0.09 sqm
A1 = 2.25 sqm
Base Area = 1.96 sqm
A1 > Base Area
Thus, A1 = 1.96
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4.6667
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 2784.6 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC9
Column No : C9 ( 300 mm X 400 mm)
Analysis No : 40

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 2800mm X 2700mm X 300mm
Without considering Effect of Water
Table

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Footing Self Wt., F1 = 56.7 kN

Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 56.7 kN
Offset Along L (Loff) = 1200 mm
Offset Along B (Boff) = 1200 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 310
Critical Load Combination = [52] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 142.75 kN
P = Pcomb + W1
P = 199.45 kN
Mx = -20.11 kNm
My = -13.05 kNm
P/A = 26.38 kN/sqm
Mx/Zx = -5.7 kN/sqm
My/Zy = -3.84 kN/sqm
Maximum Soil Pressure = 35.92 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 121
Critical Load Combination = [21] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -
(LOAD 1: EX) +0.3 (LOAD
2: EZ)
Pcomb = 60.23 kN
P = Pcomb + W1 x 0.68
P = 98.78 kN
Mx = 26.55 kNm
My = 18.5 kNm
P/A = 13.07 kN/sqm
Mx/Zx = 7.52 kN/sqm
My/Zy = 5.44 kN/sqm
Minimum Soil Pressure = 0.1 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

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Check For Sliding:

Critical Analysis Load Combination = 122
[22] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Pcomb = 60.23 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 23.3 kN
shear Vy = 17.85 kN
Resultant sliding force = 29.35 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 98.78 kN
Upward water pressure = 0 kN
Net downward force = 98.78 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 39.51 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.35
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 60.23 kN
Moment Mx = 26.55 kNm
P = Pcomb + (F1 + S1) x 0.68
= 98.78 kN
Stabilizing Moment for P = 138.29 kNm
DeStabilizing Moment = 26.55 kNm
Overturning Factor of safety = 5.21
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 60.23 kN
Moment My = 18.5 kNm

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P = Pcomb + (F1 + S1) x 0.68

= 98.78 kN
Stabilizing Moment for P = 133.36 kNm
DeStabilizing Moment = 18.5 kNm
Overturning Factor of safety = 7.21
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 175.11 kN
Mux = -28.25 kNm
Muy = -18.33 kNm
P/A = 23.16 kN/sqm
Mx/Zx = -8.01 kN/sqm
My/Zy = -5.39 kN/sqm

Deff = 252 mm
Beff = 2700 mm
SPu = 31.17 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 60.6 kNm
Ast Rqd = 1620 sqmm
Ast (min) = 1620 sqmm
Ast Prv (Distributed Across Total Width) = 10 - #16 @ 300
= 2010.6 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 10 - #16 @ 300 c/c
= 2010.6 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 175.11 kN
Mux = -28.25 kNm
Muy = -18.33 kNm
P/A = 23.16 kN/sqm
Mx/Zx = -8.01 kN/sqm

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My/Zy = -5.39 kN/sqm

Deff = 236 mm
Leff = 2800 mm
SPu = 28.55 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 57.56 kNm
Ast Rqd = 1680 sqmm
Ast (min) = 1680 sqmm
Ast Prv (Distributed Across Total
= 11 - #16 @ 300
Length)
= 2211.66 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 11 - #16 @ 300 c/c
Length)
= 2211.66 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 175.11 kN
Mux = -28.25 kNm
Muy = -18.33 kNm
P/A = 23.16 kN/sqm
Mx/Zx = -8.01 kN/sqm
My/Zy = -5.39 kN/sqm

Deff = 252 mm
Beff = 2700 mm
SPu = 31.17 kN/sqm
Vu = SPu X (Loff - d) X B
= 79.79 kN
φVc = 452.7 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm

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Critical Analysis Load Combination = 404

Critical Load Combination = [125] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) +(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 175.11 kN
Mux = -28.25 kNm
Muy = -18.33 kNm
P/A = 23.16 kN/sqm
Mx/Zx = -8.01 kN/sqm
My/Zy = -5.39 kN/sqm

Deff = 236 mm
Leff = 2800 mm
SPu = 28.55 kN/sqm
Vu = SPu X (Boff - d) X L
= 77.06 kN
φVc = 441.01 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 404

Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 175.11 kN
Mux = -28.25 kNm
Muy = -18.33 kNm
P/A = 23.16 kN/sqm
Mx/Zx = -8.01 kN/sqm
My/Zy = -5.39 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 544 mm
Punching Perimeter = 2376 mm
Punching Area = 579744 sqmm
SPu = Average Pressure
= 23.16 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}

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= 167 kN
φVn = 1150.39 kN
φVc = 759.26 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) +(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 175.11 kN
A2 = 0.12 sqm
A1 = 2.4 sqm
Base Area = 7.56 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4.4721
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 3712.8 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC10
Column No : C10 ( 400 mm X 400 mm)
Analysis No : 41

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %

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Permissible SBC Increase for Wind = 0 %

Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 5500mm X 5500mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 226.87 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 226.88 kN
Offset Along L (Loff) = 2550 mm
Offset Along B (Boff) = 2550 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 312
Critical Load Combination = [54] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
2: EZ) +(LOAD 7: RLL)
Pcomb = 134.15 kN
P = Pcomb + W1
P = 361.02 kN
Mx = -7.53 kNm
My = 34.51 kNm
P/A = 11.93 kN/sqm
Mx/Zx = -0.27 kN/sqm
My/Zy = 1.24 kN/sqm
Maximum Soil Pressure = 13.45 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 126
Critical Load Combination = [26] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -0.3
(LOAD 1: EX) -(LOAD 2:
EZ)
Pcomb = 39.15 kN
P = Pcomb + W1 x 0.68
P = 193.42 kN

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Mx = 21.41 kNm
My = -64.27 kNm
P/A = 6.39 kN/sqm
Mx/Zx = 0.77 kN/sqm
My/Zy = -2.32 kN/sqm
Minimum Soil Pressure = 3.3 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 126
[26] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -0.3 (LOAD 1: EX) -(LOAD 2: EZ)
Pcomb = 39.15 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 63.17 kN
shear Vy = 7.99 kN
Resultant sliding force = 63.67 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 193.42 kN
Upward water pressure = 0 kN
Net downward force = 193.42 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 77.37 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.22
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 119
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 60.06 kN
Moment Mx = 39.16 kNm
P = Pcomb + (F1 + S1) x 0.68
= 214.33 kN
Stabilizing Moment for P = 589.41 kNm

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DeStabilizing Moment = 39.16 kNm

Overturning Factor of safety = 15.05
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 126
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) -(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 39.15 kN
Moment My = 64.27 kNm
P = Pcomb + (F1 + S1) x 0.68
= 193.42 kN
Stabilizing Moment for P = 531.91 kNm
DeStabilizing Moment = 64.27 kNm
Overturning Factor of safety = 8.28
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 150.8 kN
Mux = 35.98 kNm
Muy = -37.41 kNm
P/A = 4.99 kN/sqm
Mx/Zx = 1.3 kN/sqm
My/Zy = -1.35 kN/sqm

Deff = 252 mm
Beff = 5500 mm
SPu = 6.28 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 112.35 kNm
Ast Rqd = 3300 sqmm
Ast (min) = 3300 sqmm
Ast Prv (Distributed Across Total Width) = 20 - #16 @ 300
= 4021.2 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 20 - #16 @ 300 c/c
= 4021.2 sqmm

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Bottom Reinforcement Along B:

Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 150.8 kN
Mux = 35.98 kNm
Muy = -37.41 kNm
P/A = 4.99 kN/sqm
Mx/Zx = 1.3 kN/sqm
My/Zy = -1.35 kN/sqm

Deff = 236 mm
Leff = 5500 mm
SPu = 6.33 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 113.27 kNm
Ast Rqd = 3300 sqmm
Ast (min) = 3300 sqmm
Ast Prv (Distributed Across Total
= 20 - #16 @ 300
Length)
= 4021.2 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 20 - #16 @ 300 c/c
Length)
= 4021.2 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 150.8 kN
Mux = 35.98 kNm
Muy = -37.41 kNm
P/A = 4.99 kN/sqm
Mx/Zx = 1.3 kN/sqm
My/Zy = -1.35 kN/sqm

Deff = 252 mm

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Beff = 5500 mm
SPu = 6.28 kN/sqm
Vu = SPu X (Loff - d) X B
= 79.41 kN
φVc = 922.16 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 150.8 kN
Mux = 35.98 kNm
Muy = -37.41 kNm
P/A = 4.99 kN/sqm
Mx/Zx = 1.3 kN/sqm
My/Zy = -1.35 kN/sqm

Deff = 236 mm
Leff = 5500 mm
SPu = 6.33 kN/sqm
Vu = SPu X (Boff - d) X L
= 80.62 kN
φVc = 866.28 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 405

Critical Load Combination = [126] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 150.8 kN
Mux = 35.98 kNm
Muy = -37.41 kNm
P/A = 4.99 kN/sqm

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Mx/Zx = 1.3 kN/sqm

My/Zy = -1.35 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure
= 4.99 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 148.74 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 405
Critical Load Combination = [126] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 150.8 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 30.25 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC11

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Column No : C11 ( 300 mm X 400 mm)

Analysis No : 42

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 4400mm X 4300mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 141.9 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 141.9 kN
Offset Along L (Loff) = 2000 mm
Offset Along B (Boff) = 2000 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 313
Critical Load Combination = [55] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
2: EZ) +(LOAD 7: RLL)
Pcomb = 211.38 kN
P = Pcomb + W1
P = 353.28 kN
Mx = 7.31 kNm
My = -16.59 kNm
P/A = 18.67 kN/sqm
Mx/Zx = 0.53 kN/sqm
My/Zy = -1.22 kN/sqm

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Maximum Soil Pressure = 20.42 kN/sqm

Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 123
Critical Load Combination = [23] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) +0.3
(LOAD 1: EX) +(LOAD 2:
EZ)
Pcomb = 9.91 kN
P = Pcomb + W1 x 0.68
P = 106.4 kN
Mx = -16.19 kNm
My = 26.76 kNm
P/A = 5.62 kN/sqm
Mx/Zx = -1.17 kN/sqm
My/Zy = 1.97 kN/sqm
Minimum Soil Pressure = 2.48 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 123
[23] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Pcomb = 9.91 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 34.08 kN
shear Vy = 7.06 kN
Resultant sliding force = 34.8 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 106.4 kN
Upward water pressure = 0 kN
Net downward force = 106.4 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 42.56 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.22

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> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 119
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 52.29 kN
Moment Mx = 31.94 kNm
P = Pcomb + (F1 + S1) x 0.68
= 148.78 kN
Stabilizing Moment for P = 327.31 kNm
DeStabilizing Moment = 31.94 kNm
Overturning Factor of safety = 10.25
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 123
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2)
Critical Load Combination =
+0.3 (LOAD 1: EX) +(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 9.91 kN
Moment My = 26.76 kNm
P = Pcomb + (F1 + S1) x 0.68
= 106.4 kN
Stabilizing Moment for P = 228.75 kNm
DeStabilizing Moment = 26.76 kNm
Overturning Factor of safety = 8.55
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 266.27 kN
Mux = 9.96 kNm
Muy = -23.46 kNm
P/A = 14.07 kN/sqm
Mx/Zx = 0.72 kN/sqm
My/Zy = -1.73 kN/sqm

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Deff = 252 mm
Beff = 4300 mm
SPu = 14.79 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 127.21 kNm
Ast Rqd = 2580 sqmm
Ast (min) = 2580 sqmm
Ast Prv (Distributed Across Total Width) = 16 - #16 @ 300
= 3216.96 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 16 - #16 @ 300 c/c
= 3216.96 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 266.27 kN
Mux = 9.96 kNm
Muy = -23.46 kNm
P/A = 14.07 kN/sqm
Mx/Zx = 0.72 kN/sqm
My/Zy = -1.73 kN/sqm

Deff = 236 mm
Leff = 4400 mm
SPu = 15.8 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 139.07 kNm
Ast Rqd = 2640 sqmm
Ast (min) = 2640 sqmm
Ast Prv (Distributed Across Total
= 16 - #16 @ 300
Length)
= 3216.96 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 16 - #16 @ 300 c/c
Length)
= 3216.96 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face

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= 252 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 266.27 kN
Mux = 9.96 kNm
Muy = -23.46 kNm
P/A = 14.07 kN/sqm
Mx/Zx = 0.72 kN/sqm
My/Zy = -1.73 kN/sqm

Deff = 252 mm
Beff = 4300 mm
SPu = 14.79 kN/sqm
Vu = SPu X (Loff - d) X B
= 111.18 kN
φVc = 720.96 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 266.27 kN
Mux = 9.96 kNm
Muy = -23.46 kNm
P/A = 14.07 kN/sqm
Mx/Zx = 0.72 kN/sqm
My/Zy = -1.73 kN/sqm

Deff = 236 mm
Leff = 4400 mm
SPu = 15.8 kN/sqm
Vu = SPu X (Boff - d) X L
= 122.66 kN
φVc = 693.02 kN
Vu < φVc

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Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 406

Critical Load Combination = [127] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) -
(LOAD 2: EZ) +0.5 (LOAD 7: RLL)
Pu = 266.27 kN
Mux = 9.96 kNm
Muy = -23.46 kNm
P/A = 14.07 kN/sqm
Mx/Zx = 0.72 kN/sqm
My/Zy = -1.73 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 544 mm
Punching Perimeter = 2376 mm
Punching Area = 579744 sqmm
SPu = Average Pressure
= 14.07 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 261.34 kN
φVn = 1150.39 kN
φVc = 759.26 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 406
Critical Load Combination = [127] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) -(LOAD 2: EZ) +0.5
(LOAD 7: RLL)
Pu = 266.27 kN
A2 = 0.12 sqm
A1 = 2.4 sqm
Base Area = 18.92 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2

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SquareRoot(A1/A2) = 4.4721
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 3712.8 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC12
Column No : C12 ( 400 mm X 400 mm)
Analysis No : 45

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 6450mm X 6450mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 312.02 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 312.02 kN
Offset Along L (Loff) = 3025 mm
Offset Along B (Boff) = 3025 mm

Check For Maximum Soil Pressure:

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Critical Analysis Load Combination = 312

Critical Load Combination = [54] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
2: EZ) +(LOAD 7: RLL)
Pcomb = 190.53 kN
P = Pcomb + W1
P = 502.55 kN
Mx = -16 kNm
My = 27.78 kNm
P/A = 12.08 kN/sqm
Mx/Zx = -0.36 kN/sqm
My/Zy = 0.62 kN/sqm
Maximum Soil Pressure = 13.06 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 126
Critical Load Combination = [26] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -0.3
(LOAD 1: EX) -(LOAD 2:
EZ)
Pcomb = -52.23 kN
P = Pcomb + W1 x 0.68
P = 159.94 kN
Mx = 40.13 kNm
My = -43.62 kNm
P/A = 3.84 kN/sqm
Mx/Zx = 0.9 kN/sqm
My/Zy = -0.98 kN/sqm
Minimum Soil Pressure = 1.97 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 126
[26] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) -0.3 (LOAD 1: EX) -(LOAD 2: EZ)
Pcomb = -52.23 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 40.85 kN

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shear Vy = 33.51 kN
Resultant sliding force = 52.84 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 159.94 kN
Upward water pressure = 0 kN
Net downward force = 159.94 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 63.98 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.21
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 126
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) -(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = -52.23 kN
Moment Mx = 40.13 kNm
P = Pcomb + (F1 + S1) x 0.68
= 159.94 kN
Stabilizing Moment for P = 515.8 kNm
DeStabilizing Moment = 40.13 kNm
Overturning Factor of safety = 12.85
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 126
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -0.3
Critical Load Combination =
(LOAD 1: EX) -(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = -52.23 kN
Moment My = 43.62 kNm
P = Pcomb + (F1 + S1) x 0.68
= 159.94 kN
Stabilizing Moment for P = 515.8 kNm
DeStabilizing Moment = 43.62 kNm
Overturning Factor of safety = 11.83
Safe in Overturning > 1.50

Design For Bending:

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Bottom Reinforcement Along L:

Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1) +0.9 (LOAD 4:
DL2) +(LOAD 2: EZ)
Pu = 213.27 kN
Mux = -22.56 kNm
Muy = 39.16 kNm
P/A = 5.13 kN/sqm
Mx/Zx = -0.5 kN/sqm
My/Zy = 0.88 kN/sqm

Deff = 252 mm
Beff = 6450 mm
SPu = 5.63 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 166.17 kNm
Ast Rqd = 3870 sqmm
Ast (min) = 3870 sqmm
Ast Prv (Distributed Across Total Width) = 23 - #16 @ 300
= 4624.38 sqmm

Top Steel Along L:

Deff = 252 mm
Beff = 6450 mm
S/W + Soil + Surcharge Load = 7.5 kN/sqm
Mu = 265.6 kNm
Pt = 0.24 %
Maximum of following
Ast Rqd (BM) = 3870 sqmm
Ast = Min Pt for Top Reinforcement X D X B
= 0.13% X 300 X 6450
= 2515.5 sqmm
Max Ast = 3870 sqmm
Ast Prv (Distributed Across Total Width) = 23 - #16 @ 300 c/c
= 4624.38 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1) +0.9 (LOAD 4:
DL2) +(LOAD 2: EZ)
Pu = 213.27 kN
Mux = -22.56 kNm
Muy = 39.16 kNm

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P/A = 5.13 kN/sqm

Mx/Zx = -0.5 kN/sqm
My/Zy = 0.88 kN/sqm

Deff = 236 mm
Leff = 6450 mm
SPu = 6 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 177.12 kNm
Ast Rqd = 3870 sqmm
Ast (min) = 3870 sqmm
Ast Prv (Distributed Across Total
= 23 - #16 @ 300
Length)
= 4624.38 sqmm

Top Steel Along B:

Deff = 236 mm
Beff = 6450 mm
S/W + Soil + Surcharge Load = 7.5 kN/sqm
Mu = 265.6 kNm
Pt = 0.25 %
Maximum of following
Ast Rqd (BM) = 3870 sqmm
Ast = Min Pt for Top Reinforcement X D X L
= 0.13% X 300 X 6450
= 2515.5 sqmm
Max Ast = 3870 sqmm
Ast Prv (Distributed Across Total
= 23 - #16 @ 300 c/c
Length)
= 4624.38 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1) +0.9 (LOAD 4:
DL2) +(LOAD 2: EZ)
Pu = 213.27 kN
Mux = -22.56 kNm
Muy = 39.16 kNm
P/A = 5.13 kN/sqm
Mx/Zx = -0.5 kN/sqm
My/Zy = 0.88 kN/sqm

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Deff = 252 mm
Beff = 6450 mm
SPu = 5.63 kN/sqm
Vu = SPu X (Loff - d) X B
= 100.71 kN
φVc = 1081.44 kN
Vu < φVc
One Way Shear Along L (Tension Case):
At face of column
Soil + Surcharge Load,q = 7.5 kN/sqm
Deff = 252 mm
Beff = 6450 mm
Vu = q x Loff X B X 1.2
= 175.6 kN
φVc = 1081.44 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1)
+0.9 (LOAD 4: DL2) +
(LOAD 2: EZ)
Pu = 213.27 kN
Mux = -22.56 kNm
Muy = 39.16 kNm
P/A = 5.13 kN/sqm
Mx/Zx = -0.5 kN/sqm
My/Zy = 0.88 kN/sqm

Deff = 236 mm
Leff = 6450 mm
SPu = 6 kN/sqm
Vu = SPu X (Boff - d) X L
= 107.97 kN
φVc = 1015.91 kN
Vu < φVc

One Way Shear Along B (Tension Case):

At face of Column
Soil + Surcharge Load,q = 7.5 kN/sqm

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Deff = 236 mm
Leff = 6450 mm
Vu = q x Boff X L X 1.2
= 175.6 kN
φVc = 1015.91 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 410

Critical Load Combination = [131] : 0.9 (LOAD 3: DL1) +0.9 (LOAD 4:
DL2) +(LOAD 2: EZ)
Pu = 213.27 kN
Mux = -22.56 kNm
Muy = 39.16 kNm
P/A = 5.13 kN/sqm
Mx/Zx = -0.5 kN/sqm
My/Zy = 0.88 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure
= 5.13 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 211.14 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Design For Punching Shear (Tension Case):

At face of column
Pu = -18.24 kN
Deff = 244 mm
Leff = 400 mm
Beff = 400 mm
Punching Perimeter = 1600 mm

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Punching Area = 390400 sqmm

Vu = 18.24 kN
φVn = 774.68 kN
φVc = 511.29 kN
Vu < φVc

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 410
Critical Load Combination = [131] : 0.9 (LOAD 3: DL1)
+0.9 (LOAD 4: DL2) +
(LOAD 2: EZ)
Pu = 213.27 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 41.6 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC13
Column No : C13 ( 300 mm X 300 mm)
Analysis No : 43

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

Soil Bearing Capacity = 200 kN/sqm
Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %

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Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 1650mm X 1650mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 20.42 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 20.42 kN
Offset Along L (Loff) = 675 mm
Offset Along B (Boff) = 675 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 311
Critical Load Combination = [53] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) -0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 146.01 kN
P = Pcomb + W1
P = 166.43 kN
Mx = 19.75 kNm
My = 2.41 kNm
P/A = 61.13 kN/sqm
Mx/Zx = 26.38 kN/sqm
My/Zy = 3.22 kN/sqm
Maximum Soil Pressure = 90.73 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 126
Critical Load Combination = [26] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) -0.3
(LOAD 1: EX) -(LOAD 2:
EZ)
Pcomb = 79.15 kN
P = Pcomb + W1 x 0.68
P = 93.03 kN
Mx = 18.01 kNm
My = -6.85 kNm

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P/A = 34.17 kN/sqm

Mx/Zx = 24.06 kN/sqm
My/Zy = -9.15 kN/sqm
Minimum Soil Pressure = 0.97 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 119
[19] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Pcomb = 106.73 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 1.51 kN
shear Vy = 36.06 kN
Resultant sliding force = 36.09 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 120.61 kN
Upward water pressure = 0 kN
Net downward force = 120.61 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 48.25 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.34
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 119
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 106.73 kN
Moment Mx = 30.28 kNm
P = Pcomb + (F1 + S1) x 0.68
= 120.61 kN
Stabilizing Moment for P = 99.51 kNm
DeStabilizing Moment = 30.28 kNm
Overturning Factor of safety = 3.29

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Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 125
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2)
Critical Load Combination =
+0.3 (LOAD 1: EX) -(LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 79.69 kN
Moment My = 8.3 kNm
P = Pcomb + (F1 + S1) x 0.68
= 93.58 kN
Stabilizing Moment for P = 77.2 kNm
DeStabilizing Moment = 8.3 kNm
Overturning Factor of safety = 9.31
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 176.9 kN
Mux = -27.29 kNm
Muy = -1.58 kNm
P/A = 64.98 kN/sqm
Mx/Zx = -36.45 kN/sqm
My/Zy = -2.11 kN/sqm

Deff = 252 mm
Beff = 1650 mm
SPu = 101.43 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 38.13 kNm
Ast Rqd = 990 sqmm
Ast (min) = 990 sqmm
Ast Prv (Distributed Across Total Width) = 7 - #16 @ 300
= 1407.42 sqmm

Top Steel Along L:

Ast Prv (Distributed Across Total Width) = 7 - #16 @ 300 c/c
= 1407.42 sqmm

Bottom Reinforcement Along B:

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Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 205.32 kN
Mux = 0.28 kNm
Muy = 0.97 kNm
P/A = 75.42 kN/sqm
Mx/Zx = 0.38 kN/sqm
My/Zy = 1.3 kN/sqm

Deff = 236 mm
Leff = 1650 mm
SPu = 76.72 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 28.84 kNm
Ast Rqd = 990 sqmm
Ast (min) = 990 sqmm
Ast Prv (Distributed Across Total
= 7 - #16 @ 300
Length)
= 1407.42 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 7 - #16 @ 300 c/c
Length)
= 1407.42 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 176.9 kN
Mux = -27.29 kNm
Muy = -1.58 kNm
P/A = 64.98 kN/sqm
Mx/Zx = -36.45 kN/sqm
My/Zy = -2.11 kN/sqm

Deff = 252 mm
Beff = 1650 mm
SPu = 101.43 kN/sqm
Vu = SPu X (Loff - d) X B

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= 70.79 kN
φVc = 279.06 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 205.32 kN
Mux = 0.28 kNm
Muy = 0.97 kNm
P/A = 75.42 kN/sqm
Mx/Zx = 0.38 kN/sqm
My/Zy = 1.3 kN/sqm

Deff = 236 mm
Leff = 1650 mm
SPu = 76.72 kN/sqm
Vu = SPu X (Boff - d) X L
= 55.57 kN
φVc = 260.83 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 205.32 kN
Mux = 0.28 kNm
Muy = 0.97 kNm
P/A = 75.42 kN/sqm
Mx/Zx = 0.38 kN/sqm
My/Zy = 1.3 kN/sqm

Deff = 244 mm
Leff = 544 mm
Beff = 544 mm
Punching Perimeter = 2176 mm

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Punching Area = 530944 sqmm

SPu = Average Pressure
= 75.42 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 183 kN
φVn = 1053.56 kN
φVc = 695.35 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 205.32 kN
A2 = 0.09 sqm
A1 = 2.25 sqm
Base Area = 2.72 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 5
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 2784.6 kN
Φ1Pnb > Pu, Hence Safe.

Design Code : ACI 318M - 14

Footing No : FC14
Column No : C14 ( 400 mm X 400 mm)
Analysis No : 44

Concrete Grade : C28

Steel Grade : Fy415
Clear Cover : 40 mm
Dfd : 1.5 m
Dw : 10 m

Density of Soil = 18 kN/cum

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Soil Bearing Capacity = 200 kN/sqm

Permissible SBC Increase for EQ = 0 %
Permissible SBC Increase for Wind = 0 %
Live Load Reduction = 0 %
Permissible area of loss of contact = 0 %

Design cross section by Consider : Average pressure

overburden pressure

Footing Type : Pad

Footing Size (L x B x D) : 3350mm X 3350mm X 300mm
Without considering Effect of Water
Table
Footing Self Wt., F1 = 84.17 kN
Soil Weight, S1 = 0 kN
Total Weight, W1 = F1 + S1
= 84.17 kN
Offset Along L (Loff) = 1475 mm
Offset Along B (Boff) = 1475 mm

Check For Maximum Soil Pressure:

Critical Analysis Load Combination = 310
Critical Load Combination = [52] : (LOAD 3: DL1) +(LOAD 4: DL2) +
(LOAD 5: LL1) +(LOAD 6: LL2) +0.71 (LOAD
1: EX) +(LOAD 7: RLL)
Pcomb = 122.53 kN
P = Pcomb + W1
P = 206.7 kN
Mx = -36.05 kNm
My = -18.94 kNm
P/A = 18.42 kN/sqm
Mx/Zx = -5.75 kN/sqm
My/Zy = -3.02 kN/sqm
Maximum Soil Pressure = 27.19 kN/sqm
Allowable Soil Pressure = 1x200 kN/sqm
= 200 kN/sqm

Check For Minimum Soil Pressure:

Critical Analysis Load Combination = 119
Critical Load Combination = [19] : 0.68 (LOAD 3: DL1)
+0.68 (LOAD 4: DL2) +
(LOAD 1: EX) +0.3 (LOAD
2: EZ)
Pcomb = 92.33 kN

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P = Pcomb + W1 x 0.68
P = 149.57 kN
Mx = -56.52 kNm
My = -26.1 kNm
P/A = 13.33 kN/sqm
Mx/Zx = -9.02 kN/sqm
My/Zy = -4.17 kN/sqm
Minimum Soil Pressure = 0.14 kN/sqm
> 0

Check For Buoyancy:

Depth of Water Table is below Depth of Foundation, hence Buoyancy check Not Applicable

Check For Sliding:

Critical Analysis Load Combination = 119
[19] : 0.68 (LOAD 3: DL1) +0.68 (LOAD 4:
Critical Load Combination =
DL2) +(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Pcomb = 92.33 kN
Coefficient Of Friction = 0.4
Factor of safety = 1.2
Shear Vx = 21.57 kN
shear Vy = 33.47 kN
Resultant sliding force = 39.82 kN
Downward force = Pcomb + (F1 + S1) x 0.68
= 149.57 kN
Upward water pressure = 0 kN
Net downward force = 149.57 kN
Friction Coeff X Net
Force resisting sliding =
Downward Force
= 59.83 kN
Resisting Force / Sliding
Factor of safety available =
Force
= 1.5
> 1.2

Check For Overturning:

Along Width:
Critical Analysis Load Combination = 119
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) +
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 92.33 kN
Moment Mx = 56.52 kNm
P = Pcomb + (F1 + S1) x 0.68

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= 149.57 kN
Stabilizing Moment for P = 250.53 kNm
DeStabilizing Moment = 56.52 kNm
Overturning Factor of safety = 4.43
Safe in Overturning > 1.50

Along Length:
Critical Analysis Load Combination = 121
0.68 (LOAD 3: DL1) +0.68 (LOAD 4: DL2) -
Critical Load Combination =
(LOAD 1: EX) +0.3 (LOAD 2: EZ)
Factor of safety = 1.50
Pcomb = 80.26 kN
Moment My = 28.1 kNm
P = Pcomb + (F1 + S1) x 0.68
= 137.49 kN
Stabilizing Moment for P = 230.3 kNm
DeStabilizing Moment = 28.1 kNm
Overturning Factor of safety = 8.2
Safe in Overturning > 1.50

Design For Bending:

Bottom Reinforcement Along L:
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 147.93 kN
Mux = -50.86 kNm
Muy = -26.74 kNm
P/A = 13.18 kN/sqm
Mx/Zx = -8.12 kN/sqm
My/Zy = -4.27 kN/sqm

Deff = 252 mm
Beff = 3350 mm
SPu = 21.3 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 77.62 kNm
Ast Rqd = 2010 sqmm
Ast (min) = 2010 sqmm
Ast Prv (Distributed Across Total Width) = 13 - #16 @ 300
= 2613.78 sqmm

Top Steel Along L:

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Ast Prv (Distributed Across Total Width) = 13 - #16 @ 300 c/c

= 2613.78 sqmm

Bottom Reinforcement Along B:

Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 147.93 kN
Mux = -50.86 kNm
Muy = -26.74 kNm
P/A = 13.18 kN/sqm
Mx/Zx = -8.12 kN/sqm
My/Zy = -4.27 kN/sqm

Deff = 236 mm
Leff = 3350 mm
SPu = 17.45 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 63.59 kNm
Ast Rqd = 2010 sqmm
Ast (min) = 2010 sqmm
Ast Prv (Distributed Across Total
= 13 - #16 @ 300
Length)
= 2613.78 sqmm

Top Steel Along B:

Ast Prv (Distributed Across Total
= 13 - #16 @ 300 c/c
Length)
= 2613.78 sqmm
Design For Shear:
One Way Shear Along L:
Critical Section @ d from Column Face
= 252 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1) +1.2 (LOAD 4:
DL2) +0.5 (LOAD 5: LL1) +(LOAD 6: LL2) +
(LOAD 1: EX) +0.5 (LOAD 7: RLL)
Pu = 147.93 kN
Mux = -50.86 kNm
Muy = -26.74 kNm
P/A = 13.18 kN/sqm
Mx/Zx = -8.12 kN/sqm
My/Zy = -4.27 kN/sqm

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Deff = 252 mm
Beff = 3350 mm
SPu = 21.3 kN/sqm
Vu = SPu X (Loff - d) X B
= 87.26 kN
φVc = 561.68 kN
Vu < φVc

One Way Shear Along B:

Critical Section @ d from Column Face

= 236 mm
Critical Analysis Load Combination = 404
Critical Load Combination = [125] : 1.2 (LOAD 3: DL1)
+1.2 (LOAD 4: DL2) +0.5
(LOAD 5: LL1) +(LOAD 6:
LL2) +(LOAD 1: EX) +0.5
(LOAD 7: RLL)
Pu = 147.93 kN
Mux = -50.86 kNm
Muy = -26.74 kNm
P/A = 13.18 kN/sqm
Mx/Zx = -8.12 kN/sqm
My/Zy = -4.27 kN/sqm

Deff = 236 mm
Leff = 3350 mm
SPu = 17.45 kN/sqm
Vu = SPu X (Boff - d) X L
= 72.42 kN
φVc = 527.64 kN
Vu < φVc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 122 mm

Critical Analysis Load Combination = 401

Critical Load Combination = [122] : 1.4 (LOAD 3: DL1) +1.4 (LOAD 4:
DL2)
Pu = 165.55 kN
Mux = 0.61 kNm
Muy = 0.42 kNm

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P/A = 14.75 kN/sqm

Mx/Zx = 0.1 kN/sqm
My/Zy = 0.07 kN/sqm

Deff = 244 mm
Leff = 644 mm
Beff = 644 mm
Punching Perimeter = 2576 mm
Punching Area = 628544 sqmm
SPu = Average Pressure
= 14.75 kN/sqm
Vu = { SPu [ (L x B)- (Leff x
Beff)]}
= 159.43 kN
φVn = 1247.23 kN
φVc = 823.17 kN
No Shear
Vu < φVc Reinforcement
Required

Load Transfer Check For Load Transfer From Column To Footing

Critical Analysis Load Combination = 401
Critical Load Combination = [122] : 1.4 (LOAD 3: DL1)
+1.4 (LOAD 4: DL2)
Pu = 165.55 kN
A2 = 0.16 sqm
A1 = 2.56 sqm
Base Area = 11.22 sqm
A1 < Base Area
Modification Factor = SquareRoot(A1/A2) < = 2
SquareRoot(A1/A2) = 4
Thus, Modification Factor = 2
Φ1 = 0.65
Φ1Pnb = Φ1 X 0.85 X Fck X Modification Factor X
Column Area
= 4950.4 kN
Φ1Pnb > Pu, Hence Safe.

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