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- Pages: 13
Strip Footing Design
Page 1 of 13 COMBINED FOUNDATION DESIGN (ACI 318-05) Design For Combined Footing 1
Footing No. 1
Left Overhang (m) 0.500
Right Overhang (m) 0.500
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
Length (m) 3.000
Width (m) 4.800
Thickness (m) 0.500
6/3/2011
Strip Footing Design Footing No. 1
Main Steel Top #16 @ 4749 mm c/c
Page 2 of 13 Footing Reinforcement Main Steel Bottom Secondary Steel Top #16 @ 4749 mm c/c #16 @ 4800 mm c/c
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
Secondary Steel Bottom #16 @ 4800 mm c/c
6/3/2011
Strip Footing Design
Page 3 of 13
Combined Footing 1 Input Data Geometry of Footing For Column 34
Column Dimensions Column Shape : Rectangular Column Length - X (Pl) : 0.00 m Column Width - Z (Pw) : 0.00 m
Pedestal Include Pedestal? Yes Pedestal Shape : Rectangular Pedestal Height (Ph) : 2.80 m Pedestal Length - X (Pl) : 0.60 m Pedestal Width - Z (Pw) : 0.60 m For Column 28
Column Dimensions Column Shape : Rectangular Column Length - X (Pl) : 0.00 m Column Width - Z (Pw) : 0.00 m
Pedestal Include Pedestal? Yes Pedestal Shape : Rectangular Pedestal Height (Ph) : 2.80 m
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 4 of 13 Pedestal Length - X (Pl) : 0.60 m Pedestal Width - Z (Pw) : 0.60 m
Length of left overhang : 0.50 m Length of right overhang : 0.50 m Is the length of left overhang fixed? Yes Is the length of right overhang fixed? Yes Minimum Width of footing (Wo) : 2.50 m Maximum Width of Footing (Wo) : 9000.00 mm Minimum Thickness of footing (Do) : 500.00 mm Maximum Thickness of Footing (Do) : 1500.00 mm Maximum Length of Footing (Lo) : 9000.00 mm Length Increment : 50.00 mm Depth Increment : 50.00 mm
Cover and Soil Properties Pedestal Clear Cover : 50.00 mm Footing Clear Cover : 50.00 mm Unit Weight of soil : 960.00 kg/m3 Soil Bearing Capacity : 78.00 kN/m2 Soil Surcharge : 0.00 N/mm2 Depth of Soil above Footing : 1.30 m Depth of Water Table : 1.00 m
Concrete and Rebar Properties Unit Weight of Concrete 24.000 kN/m3 Compressive Strength of Concrete : 18.300 N/mm2 Yield Strength of Steel : 392.000 N/mm2 Minimum Bar Size : 6 Maximum Bar Size : 8 Minimum Bar Spacing : 50.00 mm Maximum Bar Spacing : 250.00 mm
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 5 of 13 Design Calculations Footing size calculations Reduction of force due to buoyancy = -11514.82 kgf Minimum area required from bearing pressure,Amin = Pcritical/qmax : 12.87 Area from initial length and width,Ao = L x W: 7.50
m^2 m^2
Final footing dimensions are: Length of footing, L : 3.00
m
Width of footing, W : 4.80
m
Depth of footing, Do : 0.50
m
Area, A : 14.40 m^2 Length of left overhang, Lleft_overhang : 0.50
m
Length of right overhang, Lright_overhang : 0.50
m
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 6 of 13 Applied Loads - Allowable Stress Level LC
Axial (kgf)
Shear X (kgf)
Shear Z (kgf)
Moment X (kNm)
Moment Z (kNm)
Column Number : 1 4
10222.026
0.000
0.000
0.000
0.000
5
42901.379
0.000
0.000
0.000
0.000
Column Number : 2 4
10222.022
0.000
0.000
0.000
0.000
5
42898.562
0.000
0.000
0.000
0.000
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 7 of 13 Applied Loads - Strength Level LC
Axial (kgf)
Shear X (kgf)
Shear Z (kgf)
Moment X (kNm)
Moment Z (kNm)
Column Number : 1 4
10222.026
0.000
0.000
0.000
0.000
5
42901.379
0.000
0.000
0.000
0.000
Column Number : 2 4
10222.022
0.000
0.000
0.000
0.000
5
42898.562
0.000
0.000
0.000
0.000
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 8 of 13 Calculated pressures at four corners Area of footing in uplift (Au)
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
Load Case
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
(sq. m)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to 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 corners Load Case
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
5
7910.9153
7910.1328
7910.1328
7910.9153
5
7910.9153
7910.1328
7910.1328
7910.9153
5
7910.9153
7910.1328
7910.1328
7910.9153
5
7910.9153
7910.1328
7910.1328
7910.9153
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 9 of 13 Check for stability against overturning:-
Load Case
Moment X (kNm)
Moment Z (kNm)
Resisting Moment X (kNm)
Resisting Moment Z (kNm)
Ratio X
Ratio Z
4
0.000
0.000
1142.780
714.236
N/A
21046227.354
5
0.000
0.028
2680.966
1675.602
N/A
60656.672
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 10 of 13 Calculations of Footing Thickness Footing thickness is calculated based on the ultimate load cases Check for Punching Shear For Column 1 Total Footing Depth, Do =
0.50m
Calculated Effective Depth,deff =
Do - clear cover - Db/2 :
0.44
For rectangular column,
Bcol / D col :
1
=
Effective depth, deff, increased until 0.75*Vc
m
Punching Shear Force
Punchng Shear Force, Vu = 36406.89 kgf From ACI Cl.11.12.2.1, for column
4.18 m
Equation 11-33, Vc1
402957.28 kgf
Equation 11-34, Vc2
419940.15 kgf
Equation 11-35, Vc3
268638.19 kgf
Punching shear strength,Vc=
0.75 x minimum of (Vc1,Vc2,Vc3) 201478.64 kgf 0.75 * Vc > Vu hence, OK
For Column 2 Total Footing Depth, Do =
0.50m
Calculated Effective Depth,deff =
Do - clear cover - Db/2 :
0.44
For rectangular column,
Bcol / D col :
1
=
Effective depth, deff, increased until 0.75*Vc
m
Punching Shear Force
Punchng Shear Force, Vu = 36404.64 kgf From ACI Cl.11.12.2.1, for column
4.18 m
Equation 11-33, Vc1
402957.28 kgf
Equation 11-34, Vc2
419940.15 kgf
Equation 11-35, Vc3
268638.19 kgf
Punching shear strength,Vc=
0.75 x minimum of (Vc1,Vc2,Vc3) 201478.64 kgf 0.75 * Vc > Vu hence, OK
------------------------------------------------------
Check for One-Way Shear Critical load case for maximum shear force along the length of footing : Critical Shear force,V u Point of occurance of Vu
5
For the critical load case: 7321.59 kgf Critical one-way shear position: 1.244 m
From ACI c1. 11.3.1.1,Vc
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
154389.76 kgf
6/3/2011
Strip Footing Design
Page 11 of 13 0.75 x Vc = 115792.32 kgf Since 0.75 * Vc > Vu hence, OK
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 12 of 13 Design of flexure Bottom Reinforcement Critical load case :
4
Required Effective Depth :
0.44 m max[0.85-0.05x(Fc-4),0.65]=
, from ACI Cl.10.2.7.3
0.8500
From ACI Cl. 10.3.2,
0.0204
From ACI Cl. 10.3.3,
0.0153
From ACI Cl. 7.12.2,
0.0020
Modular Ratio,m
25.2009
Ultimate Moment :
7.85 kNm
Point of occurrence of the ultimate moment along the length of footing :
0.48 m
Nominal Moment Capacity :
8.73 kNm
Required
0.002000
:
Area of main steel required, As = * W * deff :
7.44 in2
Top Reinforcement Critical load case :
4
Required Effective Depth :
0.44 m
, from ACI Cl.10.2.7.3
max[0.85-0.05x(Fc-4),0.65]
0.8500
From ACI Cl. 10.3.2,
0.0204
From ACI Cl. 10.3.3,
0.0153
From ACI Cl. 7.12.2,
0.0020
Modular Ratio,m
25.2009
Ultimate Moment :
25.05 kNm
Point of occurrence of the ultimate moment along the length of footing :
1.52 m
Nominal Moment Capacity :
27.84 kNm
Required
0.002000
:
Area of main steel required, As =
7.44 in2
*
W * deff :
Distribution Reinforcement Critical Moment for distribution steel :
92.0974
kNm
Nominal moment Capacity :
102.3304
kNm
Point of occurance of the critical moment :
0.5000
m
Required
0.000444
: *L*
4.65
in2
Provided minimum Area for distribution steel along Z(Top reinforcement), Astmin = 0.18% of
4.65
in2
Area of distribution steel required, As = deff :
c/s :
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 13 of 13
Provided Reinforcement Main bar no. for top Reinforcement:
16
Spacing of top reinforcement bar :
187.65
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4749 mm o.c.
Main bar no. for bottom Reinforcement:
16
Spacing of bottom reinforcement bar :
187.65
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4749 mm o.c.
Distribution bar no.:
16
Spacing of distribution bars :
190.00
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4800 mm o.c.
Distribution bar no.(Top):
16
Spacing of distribution bars(Top) :
190.00
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4800 mm o.c.
Print Calculation Sheet
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Page 1 of 13 COMBINED FOUNDATION DESIGN (ACI 318-05) Design For Combined Footing 1
Footing No. 1
Left Overhang (m) 0.500
Right Overhang (m) 0.500
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
Length (m) 3.000
Width (m) 4.800
Thickness (m) 0.500
6/3/2011
Strip Footing Design Footing No. 1
Main Steel Top #16 @ 4749 mm c/c
Page 2 of 13 Footing Reinforcement Main Steel Bottom Secondary Steel Top #16 @ 4749 mm c/c #16 @ 4800 mm c/c
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
Secondary Steel Bottom #16 @ 4800 mm c/c
6/3/2011
Strip Footing Design
Page 3 of 13
Combined Footing 1 Input Data Geometry of Footing For Column 34
Column Dimensions Column Shape : Rectangular Column Length - X (Pl) : 0.00 m Column Width - Z (Pw) : 0.00 m
Pedestal Include Pedestal? Yes Pedestal Shape : Rectangular Pedestal Height (Ph) : 2.80 m Pedestal Length - X (Pl) : 0.60 m Pedestal Width - Z (Pw) : 0.60 m For Column 28
Column Dimensions Column Shape : Rectangular Column Length - X (Pl) : 0.00 m Column Width - Z (Pw) : 0.00 m
Pedestal Include Pedestal? Yes Pedestal Shape : Rectangular Pedestal Height (Ph) : 2.80 m
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 4 of 13 Pedestal Length - X (Pl) : 0.60 m Pedestal Width - Z (Pw) : 0.60 m
Length of left overhang : 0.50 m Length of right overhang : 0.50 m Is the length of left overhang fixed? Yes Is the length of right overhang fixed? Yes Minimum Width of footing (Wo) : 2.50 m Maximum Width of Footing (Wo) : 9000.00 mm Minimum Thickness of footing (Do) : 500.00 mm Maximum Thickness of Footing (Do) : 1500.00 mm Maximum Length of Footing (Lo) : 9000.00 mm Length Increment : 50.00 mm Depth Increment : 50.00 mm
Cover and Soil Properties Pedestal Clear Cover : 50.00 mm Footing Clear Cover : 50.00 mm Unit Weight of soil : 960.00 kg/m3 Soil Bearing Capacity : 78.00 kN/m2 Soil Surcharge : 0.00 N/mm2 Depth of Soil above Footing : 1.30 m Depth of Water Table : 1.00 m
Concrete and Rebar Properties Unit Weight of Concrete 24.000 kN/m3 Compressive Strength of Concrete : 18.300 N/mm2 Yield Strength of Steel : 392.000 N/mm2 Minimum Bar Size : 6 Maximum Bar Size : 8 Minimum Bar Spacing : 50.00 mm Maximum Bar Spacing : 250.00 mm
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 5 of 13 Design Calculations Footing size calculations Reduction of force due to buoyancy = -11514.82 kgf Minimum area required from bearing pressure,Amin = Pcritical/qmax : 12.87 Area from initial length and width,Ao = L x W: 7.50
m^2 m^2
Final footing dimensions are: Length of footing, L : 3.00
m
Width of footing, W : 4.80
m
Depth of footing, Do : 0.50
m
Area, A : 14.40 m^2 Length of left overhang, Lleft_overhang : 0.50
m
Length of right overhang, Lright_overhang : 0.50
m
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 6 of 13 Applied Loads - Allowable Stress Level LC
Axial (kgf)
Shear X (kgf)
Shear Z (kgf)
Moment X (kNm)
Moment Z (kNm)
Column Number : 1 4
10222.026
0.000
0.000
0.000
0.000
5
42901.379
0.000
0.000
0.000
0.000
Column Number : 2 4
10222.022
0.000
0.000
0.000
0.000
5
42898.562
0.000
0.000
0.000
0.000
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 7 of 13 Applied Loads - Strength Level LC
Axial (kgf)
Shear X (kgf)
Shear Z (kgf)
Moment X (kNm)
Moment Z (kNm)
Column Number : 1 4
10222.026
0.000
0.000
0.000
0.000
5
42901.379
0.000
0.000
0.000
0.000
Column Number : 2 4
10222.022
0.000
0.000
0.000
0.000
5
42898.562
0.000
0.000
0.000
0.000
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 8 of 13 Calculated pressures at four corners Area of footing in uplift (Au)
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
5
7910.9153
7910.1328
7910.1328
7910.9153
0.00
Load Case
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
(sq. m)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to 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 corners Load Case
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
5
7910.9153
7910.1328
7910.1328
7910.9153
5
7910.9153
7910.1328
7910.1328
7910.9153
5
7910.9153
7910.1328
7910.1328
7910.9153
5
7910.9153
7910.1328
7910.1328
7910.9153
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
(kgf/m^2)
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 9 of 13 Check for stability against overturning:-
Load Case
Moment X (kNm)
Moment Z (kNm)
Resisting Moment X (kNm)
Resisting Moment Z (kNm)
Ratio X
Ratio Z
4
0.000
0.000
1142.780
714.236
N/A
21046227.354
5
0.000
0.028
2680.966
1675.602
N/A
60656.672
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 10 of 13 Calculations of Footing Thickness Footing thickness is calculated based on the ultimate load cases Check for Punching Shear For Column 1 Total Footing Depth, Do =
0.50m
Calculated Effective Depth,deff =
Do - clear cover - Db/2 :
0.44
For rectangular column,
Bcol / D col :
1
=
Effective depth, deff, increased until 0.75*Vc
m
Punching Shear Force
Punchng Shear Force, Vu = 36406.89 kgf From ACI Cl.11.12.2.1, for column
4.18 m
Equation 11-33, Vc1
402957.28 kgf
Equation 11-34, Vc2
419940.15 kgf
Equation 11-35, Vc3
268638.19 kgf
Punching shear strength,Vc=
0.75 x minimum of (Vc1,Vc2,Vc3) 201478.64 kgf 0.75 * Vc > Vu hence, OK
For Column 2 Total Footing Depth, Do =
0.50m
Calculated Effective Depth,deff =
Do - clear cover - Db/2 :
0.44
For rectangular column,
Bcol / D col :
1
=
Effective depth, deff, increased until 0.75*Vc
m
Punching Shear Force
Punchng Shear Force, Vu = 36404.64 kgf From ACI Cl.11.12.2.1, for column
4.18 m
Equation 11-33, Vc1
402957.28 kgf
Equation 11-34, Vc2
419940.15 kgf
Equation 11-35, Vc3
268638.19 kgf
Punching shear strength,Vc=
0.75 x minimum of (Vc1,Vc2,Vc3) 201478.64 kgf 0.75 * Vc > Vu hence, OK
------------------------------------------------------
Check for One-Way Shear Critical load case for maximum shear force along the length of footing : Critical Shear force,V u Point of occurance of Vu
5
For the critical load case: 7321.59 kgf Critical one-way shear position: 1.244 m
From ACI c1. 11.3.1.1,Vc
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
154389.76 kgf
6/3/2011
Strip Footing Design
Page 11 of 13 0.75 x Vc = 115792.32 kgf Since 0.75 * Vc > Vu hence, OK
------------------------------------------------------
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 12 of 13 Design of flexure Bottom Reinforcement Critical load case :
4
Required Effective Depth :
0.44 m max[0.85-0.05x(Fc-4),0.65]=
, from ACI Cl.10.2.7.3
0.8500
From ACI Cl. 10.3.2,
0.0204
From ACI Cl. 10.3.3,
0.0153
From ACI Cl. 7.12.2,
0.0020
Modular Ratio,m
25.2009
Ultimate Moment :
7.85 kNm
Point of occurrence of the ultimate moment along the length of footing :
0.48 m
Nominal Moment Capacity :
8.73 kNm
Required
0.002000
:
Area of main steel required, As = * W * deff :
7.44 in2
Top Reinforcement Critical load case :
4
Required Effective Depth :
0.44 m
, from ACI Cl.10.2.7.3
max[0.85-0.05x(Fc-4),0.65]
0.8500
From ACI Cl. 10.3.2,
0.0204
From ACI Cl. 10.3.3,
0.0153
From ACI Cl. 7.12.2,
0.0020
Modular Ratio,m
25.2009
Ultimate Moment :
25.05 kNm
Point of occurrence of the ultimate moment along the length of footing :
1.52 m
Nominal Moment Capacity :
27.84 kNm
Required
0.002000
:
Area of main steel required, As =
7.44 in2
*
W * deff :
Distribution Reinforcement Critical Moment for distribution steel :
92.0974
kNm
Nominal moment Capacity :
102.3304
kNm
Point of occurance of the critical moment :
0.5000
m
Required
0.000444
: *L*
4.65
in2
Provided minimum Area for distribution steel along Z(Top reinforcement), Astmin = 0.18% of
4.65
in2
Area of distribution steel required, As = deff :
c/s :
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
Strip Footing Design
Page 13 of 13
Provided Reinforcement Main bar no. for top Reinforcement:
16
Spacing of top reinforcement bar :
187.65
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4749 mm o.c.
Main bar no. for bottom Reinforcement:
16
Spacing of bottom reinforcement bar :
187.65
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4749 mm o.c.
Distribution bar no.:
16
Spacing of distribution bars :
190.00
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4800 mm o.c.
Distribution bar no.(Top):
16
Spacing of distribution bars(Top) :
190.00
mm
Based on spacing reinforcement increment; provided reinforcement is # 16 @ 4800 mm o.c.
Print Calculation Sheet
file://C:\Staad.foundation 5\CalcXsl\Combined.xml
6/3/2011
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