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Isolated Footing Design (IS 456-2000)Design For Isolated Sloped Footing 1001Design For Isolated Sloped Footing 1002
Design For Isolated Sloped Footing 1003Design For Isolated Sloped Footing 1004Design For Isolated Sloped Footing 1005Design For Isolated Sloped Footing 1006Design For Isolated Sloped Footing 1007Design For Isolated Sloped Footing 1008
Footing No. Group ID Foundation Geometry
- - Length Width Thickness Slope End Thickness
1001 1 1.000 m 1.000 m 0.451 m 0.151 m
1002 2 1.000 m 1.000 m 0.451 m 0.151 m1003 3 1.000 m 1.000 m 0.451 m 0.151 m
1004 4 1.000 m 1.000 m 0.451 m 0.151 m
1005 5 1.000 m 1.000 m 0.451 m 0.151 m
1006 6 1.000 m 1.000 m 0.451 m 0.151 m
1007 7 1.000 m 1.000 m 0.451 m 0.151 m
1008 8 1.000 m 1.000 m 0.451 m 0.151 m
Footing No.
FootingReinforcement
PedestalReinforceme
nt
- BottomReinforcement(M
z)
BottomReinforcement(M
x)
TopReinforcement(M
z)
TopReinforcement(M
x)
Main Steel Trans
Steel
1001 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1002 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1003 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1004 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1005 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1006 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1007 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
1008 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c 8 @ 85 mm c/c N/A N/A
Isolated Footing 1001
http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1001http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1001http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1002http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1002http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1003http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1003http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1004http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1004http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1005http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1005http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1006http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1006http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1007http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1007http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1008http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1008http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1008http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1007http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1006http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1005http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1004http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1003http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1002http://d/Program%20Files/Staad.foundation%205.3/CalcXsl/footing.xml%23foot1001 -
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.064 -0.000 -0.000 -0.089
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.064 -0.000 -0.000 -0.089
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 0.096 -0.000 -0.000 -0.133
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 0.096 -0.000 -0.000 -0.133
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 71.0641 72.4744 72.4742 71.0640 0.000
1 71.0641 72.4744 72.4742 71.0640 0.000
1 71.0641 72.4744 72.4742 71.0640 0.000
1 71.0641 72.4744 72.4742 71.0640 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 71.0641 72.4744 72.4742 71.0640
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1 71.0641 72.4744 72.4742 71.0640
1 71.0641 72.4744 72.4742 71.0640
1 71.0641 72.4744 72.4742 71.0640
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 591.882 9461188.324 3898641.477 323.612
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 1
Governing Disturbing Force : 0.064 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 591.882
Critical Load Case for Overturning about X-Direction : 0
Governing Overturning Moment : 0.000 kNm
Governing Resisting Moment : 0.000 kNm
Minimum Overturning Ratio for the Critical Load Case : 1000000.000Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 0
Governing Disturbing Force : 0.000 kN
Governing Restoring Force : 0.000 kN
Minimum Sliding Ratio for the Critical Load Case : 1000000.000
Critical Load Case for Overturning about Z-Direction : 1
Governing Overturning Moment : -0.118 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 323.612
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.205 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.077 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.595 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 51.007 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.045 -0.045 -0.063 -0.063
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.045 -0.045 -0.063 -0.063
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.219 0.068 -0.068 -0.094 -0.094
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.219 0.068 -0.068 -0.094 -0.094
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 71.7696 72.7666 71.7696 70.7726 0.000
1 71.7696 72.7666 71.7696 70.7726 0.000
1 71.7696 72.7666 71.7696 70.7726 0.000
1 71.7696 72.7666 71.7696 70.7726 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 71.7696 72.7666 71.7696 70.7726
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1 71.7696 72.7666 71.7696 70.7726
1 71.7696 72.7666 71.7696 70.7726
1 71.7696 72.7666 71.7696 70.7726
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 837.251 837.204 457.740 457.775
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 1
Governing Disturbing Force : 0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 837.251
Critical Load Case for Overturning about X-Direction : 1
Governing Overturning Moment : -0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.740Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 1
Governing Disturbing Force : -0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 837.204
Critical Load Case for Overturning about Z-Direction : 1
Governing Overturning Moment : -0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.775
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.246 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.886 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.887 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.000 -0.064 -0.089 0.000
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.000 -0.064 -0.089 0.000
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.000 -0.096 -0.133 0.000
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.000 -0.096 -0.133 0.000
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 72.4746 72.4746 71.0644 71.0644 0.000
1 72.4746 72.4746 71.0644 71.0644 0.000
1 72.4746 72.4746 71.0644 71.0644 0.000
1 72.4746 72.4746 71.0644 71.0644 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 72.4746 72.4746 71.0644 71.0644
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1 72.4746 72.4746 71.0644 71.0644
1 72.4746 72.4746 71.0644 71.0644
1 72.4746 72.4746 71.0644 71.0644
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 25884379.737 591.917 323.634 12151473.530
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 0
Governing Disturbing Force : 0.000 kN
Governing Restoring Force : 0.000 kN
Minimum Sliding Ratio for the Critical Load Case : 1000000.000
Critical Load Case for Overturning about X-Direction : 1
Governing Overturning Moment : -0.118 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 323.634Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 1
Governing Disturbing Force : -0.064 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 591.917
Critical Load Case for Overturning about Z-Direction : 0
Governing Overturning Moment : 0.000 kNm
Governing Resisting Moment : 0.000 kNm
Minimum Overturning Ratio for the Critical Load Case : 1000000.000
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.263 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 51.007 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.595 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.045 -0.045 -0.063 0.063
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.045 -0.045 -0.063 0.063
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.068 -0.068 -0.094 0.094
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.068 -0.068 -0.094 0.094
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 72.7666 71.7693 70.7720 71.7693 0.000
1 72.7666 71.7693 70.7720 71.7693 0.000
1 72.7666 71.7693 70.7720 71.7693 0.000
1 72.7666 71.7693 70.7720 71.7693 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 72.7666 71.7693 70.7720 71.7693
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1 72.7666 71.7693 70.7720 71.7693
1 72.7666 71.7693 70.7720 71.7693
1 72.7666 71.7693 70.7720 71.7693
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 836.893 836.922 457.608 457.590
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 1
Governing Disturbing Force : -0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 836.893
Critical Load Case for Overturning about X-Direction : 1
Governing Overturning Moment : -0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.608Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 1
Governing Disturbing Force : -0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 836.922
Critical Load Case for Overturning about Z-Direction : 1
Governing Overturning Moment : 0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.590
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.246 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.886 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.886 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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49/97
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.064 0.000 0.000 0.089
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.064 0.000 0.000 0.089
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.096 0.000 0.000 0.133
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.096 0.000 0.000 0.133
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 72.4744 71.0645 71.0647 72.4746 0.000
1 72.4744 71.0645 71.0647 72.4746 0.000
1 72.4744 71.0645 71.0647 72.4746 0.000
1 72.4744 71.0645 71.0647 72.4746 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 72.4744 71.0645 71.0647 72.4746
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1 72.4744 71.0645 71.0647 72.4746
1 72.4744 71.0645 71.0647 72.4746
1 72.4744 71.0645 71.0647 72.4746
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 591.994 5458658.810 2364655.890 323.689
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 1
Governing Disturbing Force : -0.064 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 591.994
Critical Load Case for Overturning about X-Direction : 0
Governing Overturning Moment : 0.000 kNm
Governing Resisting Moment : 0.000 kNm
Minimum Overturning Ratio for the Critical Load Case : 1000000.000Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 0
Governing Disturbing Force : 0.000 kN
Governing Restoring Force : 0.000 kN
Minimum Sliding Ratio for the Critical Load Case : 1000000.000
Critical Load Case for Overturning about Z-Direction : 1
Governing Overturning Moment : 0.117 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 323.689
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.205 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.595 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 51.007 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.045 0.045 0.063 0.063
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 -0.045 0.045 0.063 0.063
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.068 0.068 0.094 0.094
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 -0.068 0.068 0.094 0.094
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 71.7692 70.7721 71.7696 72.7667 0.000
1 71.7692 70.7721 71.7696 72.7667 0.000
1 71.7692 70.7721 71.7696 72.7667 0.000
1 71.7692 70.7721 71.7696 72.7667 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 71.7692 70.7721 71.7696 72.7667
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1 71.7692 70.7721 71.7696 72.7667
1 71.7692 70.7721 71.7696 72.7667
1 71.7692 70.7721 71.7696 72.7667
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 837.074 836.825 457.528 457.698
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 1
Governing Disturbing Force : -0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 837.074
Critical Load Case for Overturning about X-Direction : 1
Governing Overturning Moment : 0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.528Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 1
Governing Disturbing Force : 0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 836.825
Critical Load Case for Overturning about Z-Direction : 1
Governing Overturning Moment : 0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.698
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.246 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.887 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.886 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
------------------------------------------------------
Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.000 0.064 0.089 -0.000
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.000 0.064 0.089 -0.000
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 0.000 0.096 0.133 -0.000
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 0.000 0.096 0.133 -0.000
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 71.0643 71.0646 72.4747 72.4744 0.000
1 71.0643 71.0646 72.4747 72.4744 0.000
1 71.0643 71.0646 72.4747 72.4744 0.000
1 71.0643 71.0646 72.4747 72.4744 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 71.0643 71.0646 72.4747 72.4744
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1 71.0643 71.0646 72.4747 72.4744
1 71.0643 71.0646 72.4747 72.4744
1 71.0643 71.0646 72.4747 72.4744
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 4209658.969 591.935 323.646 1806019.266
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 0
Governing Disturbing Force : 0.000 kN
Governing Restoring Force : 0.000 kN
Minimum Sliding Ratio for the Critical Load Case : 1000000.000
Critical Load Case for Overturning about X-Direction : 1
Governing Overturning Moment : 0.118 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 323.646Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 1
Governing Disturbing Force : 0.064 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 591.935
Critical Load Case for Overturning about Z-Direction : 0
Governing Overturning Moment : 0.000 kNm
Governing Resisting Moment : 0.000 kNm
Minimum Overturning Ratio for the Critical Load Case : 1000000.000
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.263 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 51.007 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.595 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
-
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
-
8/12/2019 StaadFoundation Design
85/97
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Input Values
Footing Geomtery
Design Type : Set Dimension
Footing Thickness (Ft) : 450.000 mm
Slope End Thickness (St) : 150.000 mm
Footing Length - X (Fl) : 1000.000 mm
Footing Width - Z (Fw) : 1000.000 mm
Eccentricity along X (Oxd) : 0.000 mm
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Eccentricity along Z (Ozd) : 0.000 mm
Column Dimensions
Column Shape : Rectangular
Column Length - X (Pl) : 0.230 m
Column Width - Z (Pw) : 0.230 m
Pedestal
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Design Parameters
Concrete and Rebar Properties
Unit Weight of Concrete : 25.000 kN/m3
Strength of Concrete : 25.000 N/mm2
Yield Strength of Steel : 415.000 N/mm2
Minimum Bar Size : 6
Maximum Bar Size : 32
Minimum Bar Spacing : 50.000 mm
Maximum Bar Spacing : 500.000 mm
Pedestal Clear Cover (P, CL) : 50.000 mm
Footing Clear Cover (F, CL) : 50.000 mm
Soil Properties
Soil Type : Drained
Unit Weight : 22.000 kN/m3
Soil Bearing Capacity : 100.000 kN/m2
Soil Surcharge : 0.000 kN/m2
Depth of Soil above Footing : 0.000 mm
Cohesion : 0.000 kN/m2
Min Percentage of Slab : 0.000
Sliding and Overturning
Coefficient of Friction : 0.500
Factor of Safety Against Sliding : 1.500
Factor of Safety Against Overturning : 1.500
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Footing Design Calculations
Load Combination/s- Service Stress Level
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Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Service Stress Level
Load Combination Number Load Combination Title
1 WALL
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Load Combination/s- Strength Level
Load Combination Number Load Combination Title
101 FACTORED
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.045 0.045 0.063 -0.063
Applied Loads - Service StressLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
1 64.812 0.045 0.045 0.063 -0.063
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 0.068 0.068 0.094 -0.094
Applied Loads - StrengthLevel
LC Axial(kN)
Shear X(kN)
Shear Z(kN)
Moment X(kNm)
Moment Z(kNm)
101 97.218 0.068 0.068 0.094 -0.094
Footing Size
Initial Length (Lo) = 1.000 m
Initial Width (Wo) = 1.000 m
Reduction of force due to buoyancy = 0.000 kN
Effect due to adhesion = 0.000 kN
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Area from initial length and width, Ao= LoX Wo= 1.000 m2
Min. area required from bearing pressure, Amin= P / qmax= 0.718 m2
Note: Aminis an initial estimation.
P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax= Respective Factored Bearing Capacity.
Final dimensions for design
Length (L2) = 1.000 m Governing Load Case : # 1
Width (W2) = 1.000 m Governing Load Case : # 1
Area (A2) = 1.000 m2
Pressures at Four Corner
LoadCase
Pressure atcorner 1
(q1)(kN/m2)
Pressure atcorner 2
(q2)(kN/m2)
Pressure atcorner 3
(q3)(kN/m2)
Pressure atcorner 4
(q4)(kN/m2)
Area offooting inuplift (Au)
(m2)
1 70.7724 71.7696 72.7665 71.7693 0.000
1 70.7724 71.7696 72.7665 71.7693 0.000
1 70.7724 71.7696 72.7665 71.7693 0.000
1 70.7724 71.7696 72.7665 71.7693 0.000
If Auis zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to
account for uplift, areas of negative pressure will be set to zero and the pressure will be
redistributed to remaining corners.
Summary of adjusted Pressures at Four Corner
Load Case Pressure atcorner 1 (q1)
(kN/m2)
Pressure atcorner 2 (q2)
(kN/m2)
Pressure atcorner 3 (q3)
(kN/m2)
Pressure atcorner 4 (q4)
(kN/m2)
1 70.7724 71.7696 72.7665 71.7693
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1 70.7724 71.7696 72.7665 71.7693
1 70.7724 71.7696 72.7665 71.7693
1 70.7724 71.7696 72.7665 71.7693
Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 1.000 sq.m
Area not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Detail of Out-of-contact Area
Governing load case = N/A
Plan area of footing = 1.000 sq.mArea not in contact with soil = 0.000 sq.m
% of total area not in contact = 0.000%
Check For Stability Against Overturning And Sliding
- Factor of safetyagainst sliding
Factor of safetyagainst overturning
Load CaseNo.
Along X-Direction Along Z-Direction
About X-Direction About Z-Direction
1 837.079 837.320 457.820 457.658
Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along X-Direction : 1
Governing Disturbing Force : 0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 837.079
Critical Load Case for Overturning about X-Direction : 1
Governing Overturning Moment : 0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.820Critical load case and the governing factor of safety for overturning and sliding
Critical Load Case for Sliding along Z-Direction : 1
Governing Disturbing Force : 0.045 kN
Governing Restoring Force : 38.031 kN
Minimum Sliding Ratio for the Critical Load Case : 837.320
Critical Load Case for Overturning about Z-Direction : 1
Governing Overturning Moment : -0.083 kNm
Governing Resisting Moment : 38.030 kNm
Minimum Overturning Ratio for the Critical Load Case : 457.658
Check Trial Depth against moment (w.r.t. X Axis)
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Critical Load Case = #101
Effective Depth = = 0.397 m
Effective End Depth = Initial End Depth - = 0.097 m
Effective Width of
Equivalent Rectangle =
Col. Width + (Footing Width - Col.
Width)/8.0
= 0.326 m
Governing moment (Mu) = 7.246 kNm
As Per IS 456 2000 ANNEX
G G-1.1C
Limiting Factor1 (Kumax) = = 0.479107
Limiting Factor2 (Rumax) = =
3444.291146
kN/m2
Limit Moment Of
Resistance (Mumax) =
= 177.101773 kNm
Mu
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Critical Load Case = #101
DX= 0.397 mShear Force(S) = 0.000 kN
Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.4178
As Per IS 456 2000 Clause
40 Table 19
Shear Strength Of
Concrete(Tc)
= 453.555 kN/m2
Tv< Tc hence, safe
Check Trial Depth for one way shear (Along Z Axis)(Shear Plane Parallel To Z axis)
Critical Load Case = #0
DZ= 0.000 m
Shear Force(S) = 0.000 kN
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Shear Stress(Tv) = 0.000000 kN/m2
Percentage Of Steel(Pt) = 0.0000
As Per IS 456 2000 Clause
40 Table 19
Shear Strength OfConcrete(Tc)
= 0.000 kN/m2
Tv< Tc hence, safe
Check Trial Depth for two way shear
Critical Load Case = #101
Shear Force(S) = 58.999 kN
Shear Stress(Tv) = 97.078 kN/m2
As Per IS 456 2000 Clause
31.6.3.1
Ks= = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m2
KsX Tc = 1250.0000 kN/m2
Tv=ld hence, safe
Along Z Axis
Bar diameter corresponding to max bar size(db) = 8 mm
As Per IS 456 2000 Clause 26.2.1
Development Length(ld) = = 0.322 m
Allowable Length(ldb) = = 0.335 m
ldb>=ld hence, safe
Selection of Reinforcement
Along Z Axis
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.886 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #101
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 50.887 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the X direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
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Calculate the flexural reinforcement along the Z direction of the footing. Find the area of
steel required
The strength values of steel and concrete used in the formulae are in ksi
Minimum Area of Steel (Astmin) = 541.200 mm2
Calculated Area of Steel (Ast) = 541.200 mm2
Provided Area of Steel (Ast,Provided) = 541.200 mm2
Astmin
