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Isolated Footing Design Design For Isolated Footing 1
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
From above calculations, 0.75 * Vc = 55.07 kip
Critical load case for Vuz is # 5 0.02 kip
0.75 * Vc > Vuz hence, OK
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 14.76 in
Ultimate moment, 152.60 kip-in
Nominal moment capacity, Mn = 169.55 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.10 sq.in
Available development length for bars, DL = 12.80 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Reinforcement ratio, = 0.00346
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
9.16 in
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl.7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about X axis is performed at the face of the column at a distance, Dz = 26.57 in
Ultimate moment, 159.56 kip-in
Nominal moment capacity, Mn = 177.29 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.04 sq.in
Available development length for bars, DL = 12.80 in
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 14.76 in
Ultimate moment, 203.63 kip-in
Nominal moment capacity, Mn = 226.25 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.10 sq.in
Available development length for bars, DL = 12.80 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00346
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl.7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about X axis is performed at the face of the column at a distance, Dz = 26.57 in
Ultimate moment, 216.99 kip-in
Nominal moment capacity, Mn = 241.10 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.04 sq.in
Available development length for bars, DL = 12.80 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 13.87 in
Reinforcement ratio, = 0.00384
From ACI Cl.7.6.1, minimum req'd clear max (Diameter of one bar, 1.0, Min. 9.16 in
Check Trial Depth against One-Way Shear strength, Vc
Shear along the Z-Z axis.
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 16.73 in
Ultimate moment, 109.20 kip-in
Nominal moment capacity, Mn = 121.33 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.20 sq.in
Available development length for bars, DL = 14.76 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00316
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
Check Trial Depth against One-Way Shear strength, Vc
Shear along the Z-Z axis.
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 14.76 in
Ultimate moment, 297.13 kip-in
Nominal moment capacity, Mn = 330.14 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.10 sq.in
Available development length for bars, DL = 12.80 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00346
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
Check Trial Depth against One-Way Shear strength, Vc
Shear along the Z-Z axis.
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
From ACI Cl.11.3.1.1, Vc = 87.41 kip
Distance along Z to design for shear, Dz = 45.26 in
From above calculations, 0.75 * Vc = 65.56 kip
Critical load case for Vux is # 5 11.51 kip
0.75 * Vc > Vux hence, OK
From ACI Cl.11.3.1.1, Vc = 87.41 kip
Distance along X to design for shear, Dx = 3.95 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 18.70 in
Ultimate moment, 1594.46 kip-in
Nominal moment capacity, Mn = 1771.62 kip-in
Required = 0.00283
Since OK
Area of Steel Required, As = 2.05 sq.in
Available development length for bars, DL = 16.73 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 6
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.64 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00349
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
From ACI Cl.11.3.1.1, Vc = 94.40 kip
Distance along Z to design for shear, Dz = 47.23 in
From above calculations, 0.75 * Vc = 70.80 kip
Critical load case for Vux is # 5 56.36 kip
0.75 * Vc > Vux hence, OK
From ACI Cl.11.3.1.1, Vc = 94.40 kip
Distance along X to design for shear, Dx = 5.92 in
From above calculations, 0.75 * Vc = 70.80 kip
Critical load case for Vuz is # 5 49.34 kip
0.75 * Vc > Vuz hence, OK
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 20.67 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Required = 0.00248
Since OK
Area of Steel Required, As = 1.94 sq.in
Available development length for bars, DL = 18.70 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 6
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.64 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00323
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Distance along Z to design for shear, Dz = 58.06 in
From above calculations, 0.75 * Vc = 99.65 kip
Critical load case for Vux is # 5 43.36 kip
0.75 * Vc > Vux hence, OK
From ACI Cl.11.3.1.1, Vc = 132.86 kip
Distance along X to design for shear, Dx = 16.75 in
From above calculations, 0.75 * Vc = 99.65 kip
Critical load case for Vuz is # 5 28.76 kip
0.75 * Vc > Vuz hence, OK
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 31.50 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Required = 0.00180
Since OK
Area of Steel Required, As = 1.99 sq.in
Available development length for bars, DL = 29.53 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 8
Total reinforcement area, As_total = Nbar * (Area of one bar) = 3.52 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00306
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
10.02 in
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl.7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about X axis is performed at the face of the column at a distance, Dz = 43.31 in
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Distance along Z to design for shear, Dz = 43.78 in
From above calculations, 0.75 * Vc = 61.62 kip
Critical load case for Vux is # 5 8.94 kip
0.75 * Vc > Vux hence, OK
From ACI Cl.11.3.1.1, Vc = 82.16 kip
Distance along X to design for shear, Dx = 2.48 in
From above calculations, 0.75 * Vc = 61.62 kip
Critical load case for Vuz is # 5 35.56 kip
0.75 * Vc > Vuz hence, OK
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 17.22 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Required = 0.00312
Since OK
Area of Steel Required, As = 2.13 sq.in
Available development length for bars, DL = 15.26 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00309
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
10.39 in
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl.7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about X axis is performed at the face of the column at a distance, Dz = 29.04 in
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Distance along Z to design for shear, Dz = 55.10 in
From above calculations, 0.75 * Vc = 91.78 kip
Critical load case for Vux is # 5 74.53 kip
0.75 * Vc > Vux hence, OK
From ACI Cl.11.3.1.1, Vc = 122.37 kip
Distance along X to design for shear, Dx = 13.80 in
From above calculations, 0.75 * Vc = 91.78 kip
Critical load case for Vuz is # 5 78.43 kip
0.75 * Vc > Vuz hence, OK
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 28.54 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Required = 0.00274
Since OK
Area of Steel Required, As = 2.78 sq.in
Available development length for bars, DL = 26.57 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 8
Total reinforcement area, As_total = Nbar * (Area of one bar) = 3.52 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00332
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
9.17 in
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl.7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about X axis is performed at the face of the column at a distance, Dz = 40.35 in
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Distance along Z to design for shear, Dz = 48.70 in
From above calculations, 0.75 * Vc = 74.73 kip
Critical load case for Vux is # 5 7.01 kip
0.75 * Vc > Vux hence, OK
From ACI Cl.11.3.1.1, Vc = 99.65 kip
Distance along X to design for shear, Dx = 7.40 in
From above calculations, 0.75 * Vc = 74.73 kip
Critical load case for Vuz is # 5 7.03 kip
0.75 * Vc > Vuz hence, OK
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 22.15 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Required = 0.00180
Since OK
Area of Steel Required, As = 1.49 sq.in
Available development length for bars, DL = 20.18 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 6
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.64 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00306
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
10.28 in
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl.7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about X axis is performed at the face of the column at a distance, Dz = 33.96 in
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Program has detected one or more load cases to be in pure uplift, so footing needs to be designed for these cases with Top reinforcement.
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading.
As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
Design for top reinforcement about Z axis
First load case to be in pure uplift # 9
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
Ultimate moment, 231.91 kip-in
Nominal moment capacity, Mn = 257.68 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.41 sq.in
Available development length for bars, DL = 20.18 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 7
Total reinforcement area, As_total = Nbar * (Area of one bar) = 3.08 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 13.87 in
Reinforcement ratio, = 0.00396
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
Punchng Shear Force, Pu = 55.04 kip, Load Case # 5
Check Trial Depth against One-Way Shear strength, Vc
Shear along the Z-Z axis.
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Factor from ACI Cl.10.2.7.3 for Fc' 4 ksi, 0.85
From ACI Cl. 10.3.2, = 0.02573
From ACI Cl. 10.3.3, = 0.01929
From ACI Cl. 7.12.2, = 0.00180
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 14.76 in
Ultimate moment, 253.94 kip-in
Nominal moment capacity, Mn = 282.16 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.10 sq.in
Available development length for bars, DL = 12.80 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00346
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =
Check Trial Depth against One-Way Shear strength, Vc
Shear along the Z-Z axis.
Check that 0.75 * Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the X axis.
Shear along the X-X axis.
Check that 0.75 * Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the
column caused by bending about the Z axis.
Design for Flexure about Z axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
Calculate reinforcement ratio for critical load case
Find suitable bar arrangement between minimum and maximum rebar sizes
Because the number of bars is rounded up, make sure new reinforcement ratio < max
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis
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)
Critical Load Case # 5
The strength values of steel and concrete used in the formulae are in ksi
From Ref. 1, Eq. 3.8.4a, constant m = 19.53
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = 14.76 in
Ultimate moment, 328.63 kip-in
Nominal moment capacity, Mn = 365.15 kip-in
Required = 0.00180
Since OK
Area of Steel Required, As = 1.10 sq.in
Available development length for bars, DL = 12.80 in
Try bar size # 6 Area of one bar = 0.44 sq.in
Number of bars required, Nbar = 5
Total reinforcement area, As_total = Nbar * (Area of one bar) = 2.20 sq.in
deff = D - Ccover - 0.5 * (dia. of one bar) = 15.37 in
Reinforcement ratio, = 0.00346
From ACI Cl.7.6.1, minimum req'd clear distance between bars, Cd =
max (Diameter of one bar, 1.0, Min. User Spacing) =