Ewt Footing Column Design
Ewt Footing Column Design
Ewt Footing Column Design
Isolated Footing 23
0.5 m
0.3 m 0.61 m
0.3 m
Elevation
X 1.25 m
Z
0.61 m
2.5 m
0.61 m
1.25 m
2.5 m
Plan
Input Values
Footing Geomtery
Column Dimensions
Pedestal
Design Parameters
Soil Properties
Cohesion : 0.00kN/m2
Global Settings
Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00
------------------------------------------------------
Design Calculations
Footing Size
Load Combinations
Moments are about the center of footing / pile cap (does not include moments caused by lateral loads)
For the loads shown in this table, the sign convention is the same as that for JOINT LOADS in STAAD.Pro when global Y is the vertical axis.
2
Area from initial length and width, Ao = Lo X W o = 1.00 m
2
Min. area required from bearing pressure, Amin = 2.87 m
Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.
Pressures at 4 Corners
Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor
If Au is 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.
Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)
Stability Check
OTM
0.5 m
Sliding Force 0.3 m 0.61 m
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
7 10.08 10.08 7.13 1.50 41.79 41.80 1.50
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction
Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).
Area of
Load Case / Pressure at Pressure at Pressure at Pressure at
footing in
Load top left top right bottom right bottom left
Contact with
Combination corner corner corner corner
soil (Au)
ID (kN/m2) (kN/m2) (kN/m2) (kN/m2) 2
(m )
Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe
Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe
Shear Calculation
X 1.25 m
Z
0.12 m
1.25 m
Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00
X 1.25 m
Z 0.705 m
1.25 m
0.705 m
Plan
From ACI Cl.11.3.1.1, Vc = = 532.98 kN
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.
X 1.25 m
0.705 m 0.705 m
1.25 m
Plan
From ACI Cl.11.3.1.1, Vc = = 532.98 kN
= 0.71 m
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.
14 - ϕ12
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)
14 - ϕ12
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)
Pedestal Design
Pedestal Reinforcement Arrangement : 4 Faces
#8 @ 270 mm #10 - 24
Shear Capacities
ϕVcX = = 214.41 kN
(ϕVcX ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsX = = 125.16 kN
(ϕVsX ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
ϕVcZ = = 214.39 kN
(ϕVcZ ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsZ = = 125.16 kN
(ϕVsZ ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
Note- Actual stirrup provided is dependent upon design requirement and bar binding and positioning. So Stirrup provided in detail drawing may vary from designed stirrup
requirements.
2000
Cc = = 938.01 kN
Mc = = 255.58 kNm
as
= 104793.96 kN/m2
= 0.0019
as
= 23800.00 kN/m2
2000
Cc = = 938.01 kN
Mc = = 255.58 kNm
as
= 104793.96 kN/m2
= 0.0019
as
= 23800.00 kN/m2
=
Along Z on Bottom
ϕ12 14 33.60 29.85
Face
Along X on Bottom
ϕ12 14 33.60 29.85
Face
Along Z on Top
N/A N/A N/A N/A
Face
Along X on Top
N/A N/A N/A N/A
Face
Pedestal Reinforcement
Main Steel
ϕ10 24 0.70 10.45
(Vertical)
Transverse Steel
ϕ8 3 6.57 2.59
(Ties)
Internal Steel
ϕ8 4 7.94 3.13
(Ties)
Concrete
Soil Excavation
0.61 m
0.3 m 0.61 m
1.25 m
0.3 m
2.5 m
Isolated Footing 25
Plan
1.25 m
Elevation
BOTTOM 14 - ϕ12
Dimensions (m) Reinforcement
TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
1.25 m
Page 17 of 64
0.5 m
0.3 m 0.61 m
0.3 m
Elevation
X 1.25 m
Z
0.61 m
2.5 m
0.61 m
1.25 m
2.5 m
Plan
Input Values
Footing Geomtery
Column Dimensions
Pedestal
Design Parameters
Soil Properties
Cohesion : 0.00kN/m2
Global Settings
Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00
------------------------------------------------------
Design Calculations
Footing Size
Load Combinations
Moments are about the center of footing / pile cap (does not include moments caused by lateral loads)
For the loads shown in this table, the sign convention is the same as that for JOINT LOADS in STAAD.Pro when global Y is the vertical axis.
2
Area from initial length and width, Ao = Lo X W o = 1.00 m
2
Min. area required from bearing pressure, Amin = 2.87 m
Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.
Pressures at 4 Corners
Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor
If Au is 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.
Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)
Stability Check
OTM
0.5 m
Sliding Force 0.3 m 0.61 m
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction
Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).
Area of
Load Case / Pressure at Pressure at Pressure at Pressure at
footing in
Load top left top right bottom right bottom left
Contact with
Combination corner corner corner corner
soil (Au)
ID (kN/m2) (kN/m2) (kN/m2) (kN/m2)
(m2)
Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe
Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe
Shear Calculation
X 1.25 m
Z
0.12 m
1.25 m
Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00
X 1.25 m
Z 0.705 m
1.25 m
0.705 m
Plan
From ACI Cl.11.3.1.1, Vc = = 532.98 kN
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.
X 1.25 m
0.705 m 0.705 m
1.25 m
Plan
From ACI Cl.11.3.1.1, Vc = = 532.98 kN
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.
14 - ϕ12
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)
14 - ϕ12
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)
Pedestal Design
Pedestal Reinforcement Arrangement : 4 Faces
#8 @ 270 mm #10 - 24
Shear Capacities
ϕVcX = = 231.26 kN
(ϕVcX ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsX = = 125.16 kN
(ϕVsX ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
ϕVcZ = = 214.51 kN
(ϕVcZ ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsZ = = 125.16 kN
(ϕVsZ ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
Note- Actual stirrup provided is dependent upon design requirement and bar binding and positioning. So Stirrup provided in detail drawing may vary from designed stirrup
requirements.
Cc = = 937.75 kN
Mc = = 255.52 kNm
as
= 104654.78 kN/m2
= 0.0019
as
= 23800.00 kN/m2
2000
Cc = = 937.75 kN
Mc = = 255.52 kNm
as
= 104654.78 kN/m2
= 0.0019
as
= 23800.00 kN/m2
=
Total Moment capacity provided by (Individual Bar Capacity X Moment Arm) = 65.92 kNm
Bars,Ms =
Total Moment, Moz= Mc + Ms = 321.43 kNm
Along Z on Bottom
ϕ12 14 33.60 29.85
Face
Along X on Bottom
ϕ12 14 33.60 29.85
Face
Along Z on Top
N/A N/A N/A N/A
Face
Along X on Top
N/A N/A N/A N/A
Face
Pedestal Reinforcement
Main Steel
ϕ10 24 0.70 10.45
(Vertical)
Transverse Steel
ϕ8 3 6.57 2.59
(Ties)
Internal Steel
ϕ8 4 7.94 3.13
(Ties)
Concrete
Soil Excavation
0.61 m
0.3 m 0.61 m
1.25 m
0.3 m
2.5 m
Isolated Footing 27
Plan
1.25 m
Elevation
BOTTOM 14 - ϕ12
Dimensions (m) Reinforcement
TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
1.25 m
Page 33 of 64
0.5 m
0.3 m 0.61 m
0.3 m
Elevation
X 0.95 m
Z
0.61 m
1.9 m
0.61 m
0.95 m
1.9 m
Plan
Input Values
Footing Geomtery
Column Dimensions
Pedestal
Design Parameters
Soil Properties
Cohesion : 0.00kN/m2
Global Settings
Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00
------------------------------------------------------
Design Calculations
Footing Size
Load Combinations
Moments are about the center of footing / pile cap (does not include moments caused by lateral loads)
For the loads shown in this table, the sign convention is the same as that for JOINT LOADS in STAAD.Pro when global Y is the vertical axis.
2
Area from initial length and width, Ao = Lo X W o = 1.00 m
2
Min. area required from bearing pressure, Amin = 2.84 m
Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.
Pressures at 4 Corners
Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor
If Au is 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.
Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)
Stability Check
OTM
0.5 m
Sliding Force 0.3 m 0.61 m
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction
Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).
Area of
Load Case / Pressure at Pressure at Pressure at Pressure at
footing in
Load top left top right bottom right bottom left
Contact with
Combination corner corner corner corner
soil (Au)
ID (kN/m2) (kN/m2) (kN/m2) (kN/m2)
(m2)
Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe
Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe
Shear Calculation
X 0.95 m
Z
0.12 m
0.95 m
Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00
X 0.95 m
0.415 m
Z
0.95 m
0.415 m
Plan
From ACI Cl.11.3.1.1, Vc = = 394.81 kN
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.
X 0.95 m
0.415 m 0.415 m
0.95 m
Plan
From ACI Cl.11.3.1.1, Vc = = 394.81 kN
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.
6 - ϕ16
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Warning:Calculated spacing is more than maximum spacing considering cracking condition. Modify spacing manually if
cracking consideration is necessary.
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1206.38 mm2
d= D - Ccover - 0.5 X (dia. of = 0.23 m
one bar)
6 - ϕ16
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Warning:Calculated spacing is more than maximum spacing considering cracking condition. Modify spacing manually if
cracking consideration is necessary.
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1206.38 mm2
d= D - Ccover - 1.5 X (dia. of 0.23 m
=
one bar)
Pedestal Design
Pedestal Reinforcement Arrangement : 4 Faces
#8 @ 270 mm #10 - 24
Shear Capacities
ϕVcX = = 231.23 kN
(ϕVcX ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsX = = 125.16 kN
(ϕVsX ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
ϕVcZ = = 231.22 kN
(ϕVcZ ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsZ = = 125.16 kN
(ϕVsZ ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
Note- Actual stirrup provided is dependent upon design requirement and bar binding and positioning. So Stirrup provided in detail drawing may vary from designed stirrup
requirements.
Cc = = 937.36 kN
Mc = = 255.42 kNm
as
= 104448.62 kN/m2
= 0.0019
as
= 23800.00 kN/m2
2000
Cc = = 937.36 kN
Mc = = 255.42 kNm
as
= 104448.62 kN/m2
= 0.0019
as
= 23800.00 kN/m2
=
Total Moment capacity provided by (Individual Bar Capacity X Moment Arm) = 65.89 kNm
Bars,Ms =
Total Moment, Moz= Mc + Ms = 321.31 kNm
Along Z on Bottom
ϕ16 6 10.80 17.05
Face
Along X on Bottom
ϕ16 6 10.80 17.05
Face
Along Z on Top
N/A N/A N/A N/A
Face
Along X on Top
N/A N/A N/A N/A
Face
Pedestal Reinforcement
Main Steel
ϕ10 24 0.70 10.45
(Vertical)
Transverse Steel
ϕ8 3 6.57 2.59
(Ties)
Internal Steel
ϕ8 4 7.94 3.13
(Ties)
Concrete
Soil Excavation
0.61 m
0.95 m
1.9 m 0.3 m
Isolated Footing 29
Plan
0.95 m
Elevation
BOTTOM 6 - ϕ16
Dimensions (m) Reinforcement
TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
0.95 m
Page 49 of 64
0.5 m
0.3 m 0.61 m
0.3 m
Elevation
X 1.25 m
Z
0.61 m
2.5 m
0.61 m
1.25 m
2.5 m
Plan
Input Values
Footing Geomtery
Column Dimensions
Pedestal
Design Parameters
Soil Properties
Cohesion : 0.00kN/m2
Global Settings
Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)
Top Reinforcement Factor : 1.00
------------------------------------------------------
Design Calculations
Footing Size
Load Combinations
Moments are about the center of footing / pile cap (does not include moments caused by lateral loads)
For the loads shown in this table, the sign convention is the same as that for JOINT LOADS in STAAD.Pro when global Y is the vertical axis.
2
Area from initial length and width, Ao = Lo X W o = 1.00 m
2
Min. area required from bearing pressure, Amin = 2.87 m
Note: Amin is an initial estimation considering self-weight, axial load and moment against factored bearing capacity.
Pressures at 4 Corners
Please note that pressures values displayed in tables below are calculated after dividing by soil bearing factor
If Au is 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.
Pressure at
Pressure at top Pressure at top bottom right Pressure at
Load Case / left corner right corner corner bottom left corner
Combination (kN/m2) (kN/m2) (kN/m2) (kN/m2)
Stability Check
OTM
0.5 m
Sliding Force 0.3 m 0.61 m
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction
Ultimate Pressures
The base pressures reported in this table do not include the effect of buoyancy. However, the area of footing in contact includes the effect of
buoyancy (if any).
Area of
Load Case / Pressure at Pressure at Pressure at Pressure at
footing in
Load top left top right bottom right bottom left
Contact with
Combination corner corner corner corner
soil (Au)
ID (kN/m2) (kN/m2) (kN/m2) (kN/m2)
(m2)
Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe
Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe
Shear Calculation
X 1.25 m
Z
0.12 m
1.25 m
Plan
Total Footing Depth, D = 0.30m
Calculated Effective Depth, d = D - Ccover - 1 * db = 0.24 m
For rectangular column, = Bcol / Dcol = 1.00
X 1.25 m
Z 0.705 m
1.25 m
0.705 m
Plan
From ACI Cl.11.3.1.1, Vc = = 532.98 kN
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the X axis.
X 1.25 m
0.705 m 0.705 m
1.25 m
Plan
From ACI Cl.11.3.1.1, Vc = = 532.98 kN
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance d from the face of the column caused by bending about the Z axis.
14 - ϕ12
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 0.5 X (dia. of = 0.24 m
one bar)
14 - ϕ12
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by
Salmon and Wang (Ref. 1)
The strength values of steel and concrete used in the formulae are in Mpa
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
Total reinforcement area, As_total = Nbar X (Area of one bar) = 1583.35 mm2
d= D - Ccover - 1.5 X (dia. of 0.24 m
=
one bar)
Pedestal Design
Pedestal Reinforcement Arrangement : 4 Faces
#8 @ 270 mm #10 - 24
Shear Capacities
ϕVcX = = 214.49 kN
(ϕVcX ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsX = = 125.16 kN
(ϕVsX ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
ϕVcZ = = 231.27 kN
(ϕVcZ ref eqn ACI 318-05 Eqn 11.4 and Clause no 11.3.1.2)
ϕVsZ = = 125.16 kN
(ϕVsZ ref eqn ACI 318-05 Eqn 11.15 and Clause No 11.5.7.2)
Note- Actual stirrup provided is dependent upon design requirement and bar binding and positioning. So Stirrup provided in detail drawing may vary from designed stirrup
requirements.
Cc = = 937.83 kN
Mc = = 255.53 kNm
as
= 104695.99 kN/m2
= 0.0019
as
= 23800.00 kN/m2
2000
Cc = = 937.83 kN
Mc = = 255.53 kNm
as
= 104695.99 kN/m2
= 0.0019
as
= 23800.00 kN/m2
=
Total Moment capacity provided by (Individual Bar Capacity X Moment Arm) = 65.92 kNm
Bars,Ms =
Total Moment, Moz= Mc + Ms = 321.46 kNm
Along Z on Bottom
ϕ12 14 33.60 29.85
Face
Along X on Bottom
ϕ12 14 33.60 29.85
Face
Along Z on Top
N/A N/A N/A N/A
Face
Along X on Top
N/A N/A N/A N/A
Face
Pedestal Reinforcement
Main Steel
ϕ10 24 0.70 10.45
(Vertical)
Transverse Steel
ϕ8 3 6.57 2.59
(Ties)
Internal Steel
ϕ8 4 7.94 3.13
(Ties)
Concrete
Soil Excavation
0.61 m
0.3 m 0.61 m
1.25 m
0.3 m
2.5 m
Plan
TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
1.25 m