Footing Design: Design Calculation Page 1 of 8

FOOTING DESIGN CALCULATIONS

Project Name : PARKING GURUDWARA
Client Name : PMC
Engineer Name : M ANSARI
Design File : E:\project\M-555-GURUDWARA\RCDC\M-555-CAR PARKING
GURUDWARA.rcdx
Analysis File : E:\project\M-555-GURUDWARA\RCDC\GURUDRAWARA
DRAINAGE 11-09-2024.mdb
Analysis Last Modified : 11-09-2024 08:52:12

Definitions:
1. α = Coefficient of Thermal Expansion
2. ε1 = Strain at level considered, Calculated ignoring the
stiffening of the concrete in tension zone
3. εm = Average steel strain at level considered
4. ρact = Percentage steel provided
5. ρcrit = Percentage steel critical as per code
6. A = Plan area of footing base
7. Acr = Distance from the point considered to the surface of the
nearest longitudinal bar
8. AstPrv = Area of tensile reinforcement provided
9. Astrqd = Area of tensile reinforcement required
10. Asv = Area of shear reinforcement required
11. AsvPrv = Area of shear reinforcement provided
12. A1 = Bearing area of footing at slope of 1:2
13. A2 = C/s Area of column
14. B = Width of footing base
15. Beff = Effective width of footing
16. BoffB = Footing offset along B below column in plan
17. BoffT = Footing offset along B above column in plan
18. B1 = Width of sloped footing at top
19. ColOff = Column offset in sloped footing
20. D = Depth of footing
21. Deff = Effective Depth of footing
22. Df = Depth of founding layer
23. Dw = Ground water level
24. Ec = Modulus of elasticity of concrete
25. Es = Modulus of elasticity of steel
26. Foss = Safety factor against sliding
27. Fosu = Safety factor against uplift
28. Fst = Stress in steel
29. L = Length of footing base
30. Leff = Effective length of footing
31. LoffL = Footing offset along L on left side of column
32. LoffR = Footing offset along L on right side of column
33. L1 = Length of sloped footing at top

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34. Mx = Bending Moment along column D

35. Mx' = Bending Moment along column D due to odd shaped
column
36. Mex = Eccentricity moment along column D
37. Mxx = Total Bending Moment along column D (Mx + Mx' +
Mex)
38. My = Bending Moment along column B
39. My' = Bending Moment along column B due to odd shaped
column
40. Mey = Eccentricity moment along column B
41. Myy = Total Bending Moment along column B (My + My' +
Mey)
42. Muy = Factored moment along column B
43. Muy' = Factored Moment along column B due to odd shaped
column
44. Mux = Factored moment along column D
45. Mux' = Factored Moment along column D due to odd shaped
column
46. Netdown = Net downward load
47. OB = Maximum permissible offset on bottom side of column
in plan
48. OL = Maximum permissible offset on left side of column in
plan
49. OR = Maximum permissible offset on right side of column in
plan
50. OT = Maximum permissible offset on top side of column in
plan
51. P = Axial load for footing sizing
52. P1 = Soil pressure at corner 1
53. P2 = Soil pressure at corner 2
54. P3 = Soil pressure at corner 3
55. P4 = Soil pressure at corner 4
56. Pdelta = Column Load to be transferred by reinforcement
57. Pt = Calculated percentage tensile reinforcement
58. Pu = Factored axial load
59. q = Surcharge Load
60. sp = Spacing Between bars at outer most layer
61. SPu = Upward Soil Pressure
62. SPuL = Upward Soil Pressure from left
63. SPuR = Upward Soil Pressure from right
64. SPuB = Upward Soil Pressure from bottom
65. SPuT = Upward Soil Pressure from top
66. Tc = Design shear strength of concrete
67. Temp1 = Peak Hydration temperature
68. Temp2 = Seasonal Temperature Variations
69. Tv = Nominal shear stress
70. Vu = Design shear force
71. Vus = Strength of shear reinforcement

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72. Vx = Shear along major axis

73. Vy = Shear along minor axis
74. Waterpr = Upward water pressure
75. Waterup = Upward force due to water
76. Wcr = Surface Crack Width
77. WFoot = Add. Wt. due to difference in concrete and soil density
78. WFootc = Weight of footing and column with concrete density
79. WSoil = Weight of soil covering footing area
80. Zx = Section modulus of footing base along L
81. Zy = Section modulus of footing base along B

Code References:
IS 456
Parameter Reference
1. Ptmax : Cl. 26.5.2.1
2. Ptmin : Cl. 26.5.2.1
3. Pt : Cl. 38
4. Tc : Cl. 40.2.1
5. Tcmax : Cl. 40.2.3
6. Asv : Cl. 40.4
7. Min Shear Reinf : Cl. 26.5.1.6
8. Max Stirrup Spacing : Cl. 26.5.1.5
9. Punching Shear design : Cl. 31.6.3
10. Load transfer : Cl. 34.4
11. Ptnominal : Cl. 34.5.2
12. Crack width calculation : Annex-F
13. Cracking : Cl. 35.3.2

BS 8007 (For Early / Initial Thermal Cracking)

1. Surface Zone for suspended : Figure A.1
slab
2. Surface Zone for ground : Figure A.2
slab
3. Factors for the calculation : Table A.1
of minimum reinforcement

Design Code : IS 456

Footing No : FC7
Column No : C7 ( 750mm X DIA )
Analysis No : C7

Concrete Grade : M25 N/sqmm

Steel Grade : Fe500 N/sqmm
Clear Cover : 75 mm
Df : 4M
Dw : 1M

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Density of Soil = 18 kN/cum

Soil Bearing Capacity = 250 kN/sqm
Permissible SBC Increase for EQ = 25 %
Permissible SBC Increase for = 25 %
Wind
Live Load Reduction = 50 %
Permissible area of loss of = 0 %
contact

Design cross section by : Average pressure

Footing Type : Pad

Footing Size (L x B x D) : 2950mm X 2950mm X 600mm
Effective Self Weight = 130.54 kN

Offset Along L (Loff) = 1100 mm

Offset Along B (Boff) = 1100 mm

Check For Maximum Soil Pressure:

Critical Load Combination = [2] : (Dead) +(Live) +(EQX)
Pcomb = 325.62 kN
P = Pcomb + Effective Self Weight
P = 456.15 kN
Mx = 165.88 kNm
My = -53.17 kNm
P/A = 52.42 kN/sqm
Mx/Zx = 38.77 kN/sqm
My/Zy = -12.43 kN/sqm
Maximum Soil Pressure = 103.61 kN/sqm
Allowable Soil Pressure = 1.25x250 kN/sqm
= 312.5 kN/sqm

Check For Minimum Soil Pressure:

Critical Load Combination = [2] : (Dead) +(Live) +
(EQX)
Pcomb = 325.62 kN
P = Pcomb + Effective Self Weight
P = 456.15 kN
Mx = 165.88 kNm
My = -53.17 kNm
P/A = 52.42 kN/sqm
Mx/Zx = 38.77 kN/sqm
My/Zy = -12.43 kN/sqm
Minimum Soil Pressure = 1.22 kN/sqm

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> 0

Design For Bending:

Bottom Reinforcement Along L:
Critical Load Combination = [19] : 1.5 (Dead) +1.5 (EQX)
Pu = 365 kN
Mux = 220.21 kNm
Muy = -51.15 kNm
P/A = 41.94 kN/sqm
Mx/Zx = 51.47 kN/sqm
My/Zy = -11.96 kN/sqm

Deff = 517 mm
Beff = 2950 mm
SPu = 93.41 kN/sqm
Mu = SPu X B X Loff X Loff / 2
= 166.71 kNm
Pt = 0.12 %
Ast Rqd (BM) = 1830 sqmm
Ast Prv = 24 - T10 @ 130
= 1885 sqmm
Distributed Across Total Width

Top Reinforcement Along L:

D = 600 mm
<= 1000 mm, Hence
Ast = Min Pt for Top Reinforcement X D X B
= 0.06% X 600 X 2950
= 1062 sqmm
Ast Prv = 14 - T10 @ 230 c/c
= 1100 sqmm
Bottom Reinforcement Along B:
Critical Load Combination = [22] : 1.5 (Dead) -1.5 (EQY)
Pu = 363.56 kN
Mux = 51.15 kNm
Muy = -211.89 kNm
P/A = 41.78 kN/sqm
Mx/Zx = 11.96 kN/sqm
My/Zy = -49.52 kN/sqm

Deff = 501 mm
Leff = 2950 mm
SPu = 91.3 kN/sqm
Mu = SPu X L X Boff X Boff / 2
= 162.94 kNm
Pt = 0.12 %

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Ast Rqd (BM) = 1774 sqmm

Ast Prv = 23 - T10 @ 135
= 1806 sqmm
Distributed Across Total Length

Top Reinforcement Along B:

D = 600 mm
<= 1000 mm, Hence
Ast = Min Pt for Top Reinforcement X D X L
= 0.06% X 600 X 2950
= 1062 sqmm
Ast Prv = 14 - T10 @ 230 c/c
= 1100 sqmm

Design For Shear:

One Way Shear Along L:
Critical Section @ d from Column Face
= 517 mm
Critical Load Combination = [19] : 1.5 (Dead) +1.5 (EQX)
Pu = 365 kN
Mux = 220.21 kNm
Muy = -51.15 kNm
P/A = 41.94 kN/sqm
Mx/Zx = 51.47 kN/sqm
My/Zy = -11.96 kN/sqm

Deff = 517 mm
Beff = 2950 mm
SPu = 93.41 kN/sqm
Vu = SPu X (Loff - d) X B
= 160.65 kN
Tv = Vu / (Beff X Deff)
= 0.11 N/sqmm
Tc = 0.27 N/sqmm
Tv < Tc

One Way Shear Along B:

Critical Section @ d from Column Face

= 501 mm
Critical Load Combination = [22] : 1.5 (Dead) -1.5
(EQY)
Pu = 363.56 kN
Mux = 51.15 kNm
Muy = -211.89 kNm

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P/A = 41.78 kN/sqm

Mx/Zx = 11.96 kN/sqm
My/Zy = -49.52 kN/sqm

Deff = 501 mm
Leff = 2950 mm
SPu = 91.3 kN/sqm
Vu = SPu X (Boff - d) X L
= 161.33 kN
Tv = Vu / (Leff X Deff)
= 0.11 N/sqmm
Tc = 0.27 N/sqmm
Tv < Tc

Design For Punching Shear:

Critical Section @ d/2 from Column Face
= 254 mm

Critical Load Combination = [10] : 1.5 (Dead) +1.5 (Live)

Pu = 459.14 kN
Mux = 79.76 kNm
Muy = -79.76 kNm
P/A = 52.76 kN/sqm
Mx/Zx = 18.64 kN/sqm
My/Zy = -18.64 kN/sqm

Deff = 509 mm
Leff = 1259 mm
Beff = 1259 mm
SPu = Average Pressure
= 52.76 kN/sqm
Vu = SPu X ((L X B)-(Leff X Beff)
= 375.51 kN
Tv = Vu / (2 X (Leff + Beff) X Deff))
= 0.146 N/sqmm
Tc = 1.25 N/sqmm
Tv < Tc
Design Of Face Reinforcement
Asfr = SFR % X D X 500(mm)
= 0.05% X 600 X 500
= 150 sqmm

Asfr Prv = 2-T10

= 157 sqmm

Load Transfer Check For Load Transfer From Column To Footing

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Critical Load Combination = [10] : 1.5 (Dead) +1.5

(Live)
Pu = 459.14 kN
A2 = 0.56 sqm
A1 = 9.92 sqm
Base Area = 8.7 sqm
A1 > Base Area
Thus, A1 = 8.7
Modification Factor = SquareRoot(A1/A2) < =
2
SquareRoot(A1/A2) = 3.9415
Thus, Modification Factor = 2
Concrete Bearing Capacity = 0.45 X Fck X Modication Factor X Column Area
= 12656.25 kN
Concrete Bearing Capacity > Pu, Hence Safe.

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