DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ?
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 8 1 1
Ultimate Load Case 12 5 2
FOOTING NO. F1 Long Dimension Short Dimension Check Bearing
Lf (m) = 2 Bf (m) = 1 Gs(T/m3)= 1.8
CONSTANT Lc (m) = 0.5 Bc (m) = 0.5 Ds (m)= 0.5
fy ksc 3,000 Max. Bearing (T/m2)
fc' ksc 175 = 10.49
Bearing Capacity ton/sqm. 80 Min. Bearing (T/m2)
b = ksc 0.85 h (m.) = 0.5 h (m) = 0.5 = 1.49
k = b 6117 / ( 6117 + fy ) 0.57 d (cm.) = 44 d (cm.) = 42 YES
m = fy/0.85fc' 20.17
r = 0.75k/m 0.0212
R = rfy(1-rm/2) ksc 50.02 covering 5 covering 5
BENDING MOMENT Mu Ton.m 3.80 0.75
SHEAR (Beam Type) Vu Ton 4.19 -4.08
SHEAR (Punching) Vu Ton 10.50
a = d - (d 2 -2Mu / 0.85fc'b) = 0.9 cm 0.58 0.06
As = Mu /( fy(d-a/2)) cm2 3.22 0.66
PROVIDE RE - BAR DIAMETER mm 20 20
PROVIDE NO. OF RE-BAR Nos. 5 5
Maximum As = rbh cm2 106.04 212.08
2
1) Minimum As = 14bd/fy cm 20.54 39.20
2) Minimum As = 0.8( fc' )bd / fy cm2 15.52 29.63
Require As cm2 15.52 29.63
Provide As cm2 15.71 15.71
As provide >As require YES/NO YES NO
Vc = 0.53bd f'c ; = 0.85 Ton 26.22 50.06
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 184.22
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB20@225 DB20@475
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ?
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 19 0 0
Ultimate Load Case 33 0 0
PILE CAP F1 Long Dimension Short Dimension Check Bearing
Lf (m) = 0.6 Bf (m) = 0.6 Gs(T/m3)= 1.5
CONSTANT Lc (m) = 0.2 Bc (m) = 0.2 Ds (m)= 0.5
fy ksc 3,000 Pile Size 150
fc' ksc 175 Pile Length 6.0
Pile Capacity ton/pile 2.2
b = ksc 0.85 h (m.) = 0.3 h (m) = 0.3
k = b 6117 / ( 6117 + fy ) 0.57 d (cm.) = 24.4 d (cm.) = 23.2 NO
m = fy/0.85fc' 20.17
r = 0.75k/m 0.0212
R = rfy(1-rm/2) ksc 50.02 covering 5 covering 5
BENDING MOMENT Mu Ton.m 0.00 0.00
SHEAR (Beam Type) Vu Ton 0.00 0.00
SHEAR (Punching) Vu Ton 0.00 0.00
PROVIDE RE - BAR DIAMETER mm 12 12
PROVIDE NO. OF RE-BAR Nos. 4 4
Maximum As = rbh cm2 38.17 38.17
1) Minimum As = 14bd/fy cm2 6.84 6.50
2
2) Minimum As = 0.0025bd cm 4.50 4.50
Require As cm2 4.50 4.50
Provide As cm2 4.52 4.52
As provide >As require YES/NO YES YES
BAR ARRANGEMENT DB12@166 DB12@166
Lf
Lc
Ds
A A
Bc
Bf
h
DB12@166
50
DB12@166
PC.PILE
150x150x6m.
PLAN SECTION A
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ?
P (Ton.) My (Ton.M)
Service Load Case 95 2
Ultimate Load Case 120 2
Pile Length (m) 15
FOOTING NO. F2 Long Dimension Short Dimension Check Pile
Lf (m) = 1.8 Bf (m) = 0.8 Size (m) = 0.35
CONSTANT Lc (m) = 0.5 Bc (m) = 0.5 Nos. = 2
fy ksc 4,000 Lp (m) = 1 Max. Load(Ton/pile)
fc' ksc 210 = 49.50
Pile Capacity ton/pile 26.5 Zpy (m.) = 1 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 0.7 h (m) = 0.7 = 45.50
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 59 d (cm.) = 57 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.34 Beam Type
r = 0.75k/m 0.0172 Xp (m) = -0.045 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 15.50 0.00 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 44.57 0.00 Clp = 0.37
a = d - (d 2 -2Mu / 0.85fc'b) = 0.9 cm 1.87 0.00
As = Mu /( fy(d-a/2)) cm2 7.42 0.00
PROVIDE RE - BAR DIAMETER mm 20 20
PROVIDE NO. OF RE-BAR Nos. 6 12
Maximum As = rbh cm2 96.32 216.72
2
1) Minimum As = 14bd/fy cm 16.52 35.91
2) Minimum As = 0.8( fc' )bd / fy cm2 13.68 29.74
Require As cm2 13.68 29.74
Provide As cm2 18.85 37.70
As provide >As require YES/NO YES YES
Vc = 0.53bd f'c ; = 0.85 Ton 30.81 0
Vc > = Vu YES/NO YES 0
Vc = 1.06Ac f'c ; = 0.85 Ton 123.26 0
Vc > = Vu YES/NO YES 0
BAR ARRANGEMENT DB20@140 DB20@154
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ????
P (Ton.) My (Ton.M)
Service Load Case 95 2
Ultimate Load Case 120 2
Pile Length (m) 15
FOOTING NO. F3 Long Dimension Short Dimension Check Pile
Lf (m) = 1.8 Bf (m) = 0.8 Size (m) = 0.35
CONSTANT Lc (m) = 0.5 Bc (m) = 0.5 Nos. = 3
fy ksc 4,000 Lp (m) = 1 Max. Load(Ton/pile)
fc' ksc 210 = 33.67
Pile Capacity ton/pile 26.5 Zpy (m.) = 1 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 0.7 h (m) = 0.7 = 29.67
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 59 d (cm.) = 57 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.34 Beam Type
r = 0.75k/m 0.0172 Xp (m) = -0.045 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 10.50 0.00 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 29.71 0.00 Clp = 0.37
a = d - (d 2 -2Mu / 0.85fc'b) = 0.9 cm 1.26 0.00
As = Mu /( fy(d-a/2)) cm2 5.00 0.00
PROVIDE RE - BAR DIAMETER mm 20 20
PROVIDE NO. OF RE-BAR Nos. 6 12
Maximum As = rbh cm2 96.32 216.72
2
1) Minimum As = 14bd/fy cm 16.52 35.91
2) Minimum As = 0.8( fc' )bd / fy cm2 13.68 29.74
Require As cm2 13.68 29.74
Provide As cm2 18.85 37.70
As provide >As require YES/NO YES YES
Vc = 0.53bd f'c ; = 0.85 Ton 30.81 0
Vc > = Vu YES/NO YES 0
Vc = 1.06Ac f'c ; = 0.85 Ton 123.26 0
Vc > = Vu YES/NO YES 0
BAR ARRANGEMENT DB20@140 DB20@154
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN FOOTING Made by: A.Prapan
PROJECT NAME : CCCC
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 95 10 13
Ultimate Load Case 120 14 18
Factor of DL = 1.7 Pile Length (m) 15
FOOTING NO. F3 Dimension Check Pile
Lpx (m) = 0.4 LF (m) = 1.293 Size (m) = 0.3
CONSTANT Lf1 (m) = 0.3 Lf2 (m) = 0.346 Nos. = 3
fy ksc 4,000 Lcx (m) = 0.3 Lpy1(m) = 0.462 Max. Load(Ton/pile)
fc' ksc 210 Lcy (m) = 0.3 Lpy2(m) = 0.231 = 51.32
Pile Capacity ton/pile 22.7 Gs(T/mณ)= 1.8 Zpy (m.) = 0.800 Min. Load(Ton/pile)
b = ksc 0.85 Ds (m.) = 0.5 Zpx1(m.)= 0.693 = 10.67
k = b 6117 / ( 6117 + fy ) 0.51 h (m.) = 0.5 Zpx2(m.)= 1.386 NO
m = fy/0.85fc' 22.41 d (cm.) = 35 Wf (Ton.)= 1.57 Xb (m) = -0.03812
r = 0.75k/m 0.0172 Af (mฒ)= 1.31 Ws(Ton.)= 1.10 Xp (m) = 0.13688
R = rfy(1-rm/2) ksc 55.54 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 21.05 shear at Footing
SHEAR (Beam Type) Vu Ton 25.17 Cb = 0.37
SHEAR (Punching) Vu Ton 119.09 Cp = 0.96
a = d - (d 2 -2Mu / 0.85fc'b) = 0.9 cm 11.67
As = Mu /( fy(d-a/2)) cm2 20.05
PROVIDE RE - BAR DIAMETER mm 20
PROVIDE NO. OF RE-BAR Nos. 6
Maximum As = rbh cm2 29.79
2
1) Minimum As = 14bd/fy cm 4.24
2) Minimum As = 0.8( fc' )bd / fy cm2 3.51
Require As cm2 20.05
Provide As cm2 18.85
As provide >As require YES/NO NO
Vc = 0.53bd f'c ; = 0.85 Ton 7.92
Vc > = Vu YES/NO NO
Vc = 1.06Ac f'c ; = 0.85 Ton 118.82
Vc > = Vu YES/NO NO
BAR ARRANGEMENT DB20@238
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ????
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 167 0.2 0
Ultimate Load Case 245 0.3 0
Pile Length (m) 15
FOOTING NO. F4 Long Dimension Short Dimension Check Pile
Lf (m) = 2 Bf (m) = 2 Size (m) = 0.4
CONSTANT Lc (m) = 0.6 Bc (m) = 0.9 Nos. = 4
fy ksc 4,000 Lp (m) = 1.2 Bp (m) = 1.2 Max. Load(Ton/pile)
fc' ksc 210 = 41.83
Pile Capacity ton/pile 30.2 Zpy (m.) = 2.4 Zpx (m.) = 2.4 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 0.8 h (m) = 0.8 = 41.67
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 69 d (cm.) = 67 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.39 Xp (m) = -0.52 Beam Type
r = 0.75k/m 0.0172 Xp (m) = -0.045 Xp (m) = -0.185 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 36.83 18.38 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 100.56 Clp = 0.39
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 1.51 0.77 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 14.99 7.66 Csp = 0.04
PROVIDE RE - BAR DIAMETER mm 20 20
PROVIDE NO. OF RE-BAR Nos. 8 8
Maximum As = rbh cm2 275.21 275.21
2
1) Minimum As = 14bd/fy cm 48.30 46.90
2) Minimum As = 0.8( fc' )bd / fy cm2 40.00 38.84
Require As cm2 40.00 38.84
Provide As cm2 25.13 25.13
As provide >As require YES/NO NO NO
Vc = 0.53bd f'c ; = 0.85 Ton 90.09 87.48
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 496.89
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB20@271 DB20@271
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ?????
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 314 0.1 3.7
Ultimate Load Case 452 0.2 4.5
Pile Length (m) 15
FOOTING NO. F5 Long Dimension Short Dimension Check Pile
Lf (m) = 2.5 Bf (m) = 2.5 Size (m) = 0.4
CONSTANT Lc (m) = 0.6 Bc (m) = 0.9 Nos. = 5
fy ksc 4,000 Lp (m) = 1.7 Bp (m) = 1.7 Max. Load(Ton/pile)
fc' ksc 210 = 63.92
Pile Capacity ton/pile 30.2 Zpy (m.) = 3.4 Zpx (m.) = 3.4 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 1 h (m) = 1 = 61.68
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 89 d (cm.) = 87 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.34 Xp (m) = -0.47 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.105 Xp (m) = -0.035 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 99.50 73.38 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 311.15 Clp = 0.76
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 2.54 1.91 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 31.51 23.69 Csp = 0.41
PROVIDE RE - BAR DIAMETER mm 20 20
PROVIDE NO. OF RE-BAR Nos. 14 14
Maximum As = rbh cm2 430.01 430.01
1) Minimum As = 14bd/fy cm2 77.88 76.13
2) Minimum As = 0.8( fc' )bd / fy cm 2 64.49 63.04
Require As cm2 64.49 63.04
Provide As cm2 43.98 43.98
As provide >As require YES/NO NO NO
Vc = 0.53bd f'c ; = 0.85 Ton 145.26 141.99
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 736.09
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB20@184 DB20@184
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ????
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 452 0.7 1.5
Ultimate Load Case 930 1 2.2
Pile Length (m) 15
FOOTING NO. F6 Long Dimension Short Dimension Check Pile
Lf (m) = 3.2 Bf (m) = 2 Size (m) = 0.4
CONSTANT Lc (m) = 0.9 Bc (m) = 0.6 Nos. = 6
fy ksc 4,000 Lp (m) = 2.4 Bp (m) = 1.2 Max. Load(Ton/pile)
fc' ksc 210 = 75.90
Pile Capacity ton/pile 30.2 Zpy (m.) = 4.8 Zpx (m.) = 3.6 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 1.2 h (m) = 1.2 = 74.77
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 108.7 d (cm.) = 106.2 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.337 Xp (m) = -0.762 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.2065 Xp (m) = -0.231 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 232.81 140.05 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 620.00 Clp = 1.00
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 6.17 2.33 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 61.23 37.04 Csp = 0.00
PROVIDE RE - BAR DIAMETER mm 25 25
PROVIDE NO. OF RE-BAR Nos. 10 10
Maximum As = rbh cm2 412.81 660.50
2
1) Minimum As = 14bd/fy cm 76.09 118.95
2) Minimum As = 0.8( fc' )bd / fy cm2 63.01 98.49
Require As cm2 63.01 98.49
Provide As cm2 49.09 49.09
As provide >As require YES/NO NO NO
Vc = 0.53bd f'c ; = 0.85 Ton 141.93 221.86
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 1005.03
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB25@211 DB25@344
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ???
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 536 3.3 1.3
Ultimate Load Case 788 5.6 1.8
Pile Length (m) 15
FOOTING NO. F7 Long Dimension Short Dimension Check Pile
Lf (m) = 3.2 Bf (m) = 2.5 Size (m) = 0.35
CONSTANT Lc (m) = 0.9 Bc (m) = 0.6 Nos. = 7
fy ksc 4,000 Lp (m) = 2.4 Bp (m) = 1.7 Max. Load(Ton/pile)
fc' ksc 210 = 77.51
Pile Capacity ton/pile 26.5 Zpy (m.) = 4.8 Zpx (m.) = 5.1 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 1.2 h (m) = 1.2 = 75.63
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 108.7 d (cm.) = 106.2 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.337 Xp (m) = -0.512 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.2065 Xp (m) = 0.019 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 170.61 186.33 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 575.08 Clp = 1.00
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 3.58 3.12 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 44.33 49.46 Csp = 0.55
PROVIDE RE - BAR DIAMETER mm 25 25
PROVIDE NO. OF RE-BAR Nos. 13 14
Maximum As = rbh cm2 516.01 660.50
2
1) Minimum As = 14bd/fy cm 95.12 118.95
2) Minimum As = 0.8( fc' )bd / fy cm2 78.76 98.49
Require As cm2 78.76 98.49
Provide As cm2 63.81 68.72
As provide >As require YES/NO NO NO
Vc = 0.53bd f'c ; = 0.85 Ton 177.41 221.86
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 1005.03
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB25@200 DB25@238
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ?????
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 578 1 3.7
Ultimate Load Case 835 0.4 4.5
Pile Length (m) 15
FOOTING NO. F8 Long Dimension Short Dimension Check Pile
Lf (m) = 3.2 Bf (m) = 3.2 Size (m) = 0.35
CONSTANT Lc (m) = 0.6 Bc (m) = 0.9 Nos. = 8
fy ksc 4,000 Lp (m) = 2.4 Bp (m) = 2.4 Max. Load(Ton/pile)
fc' ksc 210 = 72.90
Pile Capacity ton/pile 26.5 Zpy (m.) = 7.2 Zpx (m.) = 7.2 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 1.2 h (m) = 1.2 = 71.60
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 108.7 d (cm.) = 106.2 NO
m = fy/0.85fc' 22.41 Xp (m) = -0.187 Xp (m) = -0.312 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.3565 Xp (m) = 0.219 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 281.96 236.25 shear at Footing
SHEAR (Beam Type) Vu Ton 0.00 0.00 Clb = 0.00
SHEAR (Punching) Vu Ton 835.00 Clp = 1.00
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 4.64 3.97 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 73.63 62.97 Csp = 1.00
PROVIDE RE - BAR DIAMETER mm 25 25
PROVIDE NO. OF RE-BAR Nos. 21 21
Maximum As = rbh cm2 660.50 660.50
2
1) Minimum As = 14bd/fy cm 121.75 118.95
2) Minimum As = 0.8( fc' )bd / fy cm2 100.81 98.49
Require As cm2 100.81 98.49
Provide As cm2 103.08 103.08
As provide >As require YES/NO YES YES
Vc = 0.53bd f'c ; = 0.85 Ton 227.08 221.86
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 1005.03
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB25@155 DB25@155
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ?????
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 290 1.75 3.45
Ultimate Load Case 420 2.55 4.93
Pile Length (m) 15
FOOTING NO. F8 Long Dimension Short Dimension Check Pile
F2 Lf (m) = 2.9 Bf (m) = 1.8 Size (m) = 0.35
CONSTANT Lc (m) = 0.5 Bc (m) = 0.5 Nos. = 9
fy ksc 4,000 Lp (m) = 2.2 Bp (m) = 1.1 Max. Load(Ton/pile)
fc' ksc 210 = 33.53
Pile Capacity ton/pile 26.5 Zpy (m.) = 6.6 Zpx (m.) = 3.3 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 0.9 h (m) = 0.9 = 30.91
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 79 d (cm.) = 77 NO
m = fy/0.85fc' 22.41 Xp (m) = 0.06 Xp (m) = -0.47 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.455 Xp (m) = -0.085 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 119.99 43.34 shear at Footing
SHEAR (Beam Type) Vu Ton 94.78 0.00 Clb = 0.67
SHEAR (Punching) Vu Ton 304.00 Clp = 1.00
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 4.88 1.10 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 43.53 15.75 Csp = 0.26
PROVIDE RE - BAR DIAMETER mm 20 20
PROVIDE NO. OF RE-BAR Nos. 18 15
Maximum As = rbh cm2 278.65 448.93
1) Minimum As = 14bd/fy cm2 49.77 78.16
2) Minimum As = 0.8( fc' )bd / fy cm 2 41.21 64.72
Require As cm2 43.53 64.72
Provide As cm2 56.55 47.12
As provide >As require YES/NO YES NO
Vc = 0.53bd f'c ; = 0.85 Ton 92.83 145.78
Vc > = Vu YES/NO NO YES
Vc = 1.06Ac f'c ; = 0.85 Ton 510.73
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB20@100 DB20@200
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ????
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 748 5 0.6
Ultimate Load Case 1088 6.6 0.7
Pile Length (m) 15
FOOTING NO. F10 Long Dimension Short Dimension Check Pile
Lf (m) = 4.4 Bf (m) = 3 Size (m) = 0.4
CONSTANT Lc (m) = 0.9 Bc (m) = 0.6 Nos. = 10
fy ksc 4,000 Lp (m) = 3.6 Bp (m) = 2.2 Max. Load(Ton/pile)
fc' ksc 210 = 75.39
Pile Capacity ton/pile 30.2 Zpy (m.) = 9.6 Zpx (m.) = 8.8 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 1.3 h (m) = 1.3 = 74.21
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 118.7 d (cm.) = 116.2 NO
m = fy/0.85fc' 22.41 Xp (m) = 0.163 Xp (m) = -0.362 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.7565 Xp (m) = 0.219 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 410.27 348.41 shear at Footing
SHEAR (Beam Type) Vu Ton 198.72 0.00 Clb = 0.91
SHEAR (Punching) Vu Ton 1088.0 Clp = 1.00
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 6.64 3.88 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 98.77 84.70 Csp = 1.00
PROVIDE RE - BAR DIAMETER mm 25 25
PROVIDE NO. OF RE-BAR Nos. 26 25
Maximum As = rbh cm2 670.82 983.87
2
1) Minimum As = 14bd/fy cm 124.64 178.95
2) Minimum As = 0.8( fc' )bd / fy cm2 103.21 148.18
Require As cm2 103.21 148.18
Provide As cm2 127.63 122.72
As provide >As require YES/NO YES NO
Vc = 0.53bd f'c ; = 0.85 Ton 232.48 333.78
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 1160.35
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB25@116 DB25@179
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM
DESIGN RECTANGULAR FOOTING Made by: A.Prapan
PROJECT NAME : ????/
P (Ton.) My (Ton.M) Mx (Ton.M)
Service Load Case 800 0.9 2
Ultimate Load Case 1182 1.3 2.8
Pile Length (m) 15
FOOTING NO. F11 Long Dimension Short Dimension Check Pile
Lf (m) = 4.4 Bf (m) = 3 Size (m) = 0.4
CONSTANT Lc (m) = 0.9 Bc (m) = 0.6 Nos. = 11
fy ksc 4,000 Lp (m) = 3.6 Bp (m) = 2.2 Max. Load(Ton/pile)
fc' ksc 210 = 73.05
Pile Capacity ton/pile 30.2 Zpy (m.) = 9.6 Zpx (m.) = 8.8 Min. Load(Ton/pile)
b = ksc 0.85 h (m.) = 1.3 h (m) = 1.3 = 72.41
k = b 6117 / ( 6117 + fy ) 0.51 d (cm.) = 118.7 d (cm.) = 116.2 NO
m = fy/0.85fc' 22.41 Xp (m) = 0.163 Xp (m) = -0.362 Beam Type
r = 0.75k/m 0.0172 Xp (m) = 0.7565 Xp (m) = 0.219 Punching Type
R = rfy(1-rm/2) ksc 55.54 covering 10 covering 10 C Factor for reduce
BENDING MOMENT Mu Ton.m 403.40 344.87 shear at Footing
SHEAR (Beam Type) Vu Ton 195.28 0.00 Clb = 0.91
SHEAR (Punching) Vu Ton 1074.5 Clp = 1.00
a = d - (d -2Mu / 0.85fc'b) = 0.9
2
cm 6.53 3.84 Csb = 0.00
As = Mu /( fy(d-a/2)) cm2 97.07 83.83 Csp = 1.00
PROVIDE RE - BAR DIAMETER mm 25 25
PROVIDE NO. OF RE-BAR Nos. 26 25
Maximum As = rbh cm2 670.82 983.87
2
1) Minimum As = 14bd/fy cm 124.64 178.95
2) Minimum As = 0.8( fc' )bd / fy cm2 103.21 148.18
Require As cm2 103.21 148.18
Provide As cm2 127.63 122.72
As provide >As require YES/NO YES NO
Vc = 0.53bd f'c ; = 0.85 Ton 232.48 333.78
Vc > = Vu YES/NO YES YES
Vc = 1.06Ac f'c ; = 0.85 Ton 1160.35
Vc > = Vu YES/NO YES
BAR ARRANGEMENT DB25@116 DB25@179
eb4103be-ce0b-4290-b484-eafc52126e4d.xls 11/22/2011 5:24 PM