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Location :
Top wall level = m
- u u River bed level = mGround water level = mRiver water level = m
Foundation level = m
Dimension (unit
H = m B = m L =
a
b11 = m b12 = m b13 =
b21 = m b22 = m b23 =
h1 = m h31 = m h32 =
h4 = m hw1 = m hw2 =
q = t/m2 Kh =Backfill soil c = t/m w =
soil = t/m3
sat = t/m3
=o
(for stability ana
=o
=o
(for structural a
c = t/m2
=o
Foundation soil
s' = t/m3
Safety factor (normal) (se
B =o
Overturning |e|
Friction coefficient Reaction of foundation soil
= qmax >
Uplift coefficient Allowable stress
U = Compressive ca =Cover of bar Tensile sa =
Wall Shear a =
d back = cm Young's modulus ratio
d front = cm
Footing
d upper = cm
d lower = cm
0
0
0.50
11.50
7.50
7.50
1
0.00
2.00
5.71
79.00
69.5075.00
74.00
1
2.40
6
B/6=1.92
0
1.50
1.00
0.501
0.00
qa=qu/3 qae
1
0.50
2.00
Section of Retaining wall
7
7
7
30.0 B/3
0.00
601.001850
5.5
24
2
8
1.00
10.00
67.50
0.00
30.0
7
2.00
1.80
11.50
1.00
b12
H=h1
h31
b21 b23
q (t/m2)
h4
b11 b13
b22
h32
hw1
hw2
B
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STABILITY : D1 - Hulu
Normal Condition Seismic Condition
a) Stability against overturning a) Stability against overturning
|e| = m < B/6 = m OK! |e| = m < B/3 = m OK!
b) Stability against sliding b) Stability against sliding
Fs = > OK! Fs = > OK!
c) Reaction of foundation soil c) Reaction of foundation soil
q1 = t/m2
< qa = t/m2
OK! q1 = t/m2
< qae = t/m2
OK!
q2 = t/m2
< qa = t/m2
OK! q2 = t/m2
< qae = t/m2
OK!
73.00
3.330.69 1.67 1.09
2.02 2.00 1.26 1.25
26.72 48.67 29.93
73.0016.46 48.67 12.40
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Stressing of Reinforcement and Concrete
Name of Structure :Location :
Normal Condition Allowable compressive stress ( ca) = kg/cm
Allowable tensile stress ( sa) = kg/cm
Allowable shearing stress ( a) = kg/cm
Young's modulus ratio =
Item
b (cm)
h (cm)
d1 (cm) back back
d2 (cm) front front
d (cm)
M (ton m)
S (ton)
Bar size and spacing (mm)
Bar (As1) D 25 - D 25 - D 16 -
Bar (As2) D 16 - D 16 - D 16 -
Stress c OK! OK!
Stress s OK! OK!
Stress OK! OK!
Seismic Condition Allowable compressive stress ( ca) = kg/cm
Allowable tensile stress ( sa) = kg/cm
Allowable shearing stress ( a) = kg/cm
Young's modulus ratio =
Item
b (cm)h (cm)
d1 (cm)
d2 (cm)
d (cm)
M (ton m)
S (ton)
Bar size and spacing (mm)
Bar (As1) D 25 - D 25 - D 16 -
Bar (As2) D 16 - D 16 - D 16 -
Stress c OK! OK!
Stress s OK! OK!
Stress OK! OK!
13 62 11
583 2554 1204
Section of Retaining wall 250 125
200 100
7.0 7.0
8 46 26
11 162 13
90.0 150.0 150.0
83.0 143.0 143.0
7.0
250
100.0 100.0 100.0
16
Section A-A Section B-B
390 10801699
Section of Retaining wall
35 8
125
7
90
143.0
106
30
100
143.0
12
235
7.0
100.0
150.0
7.0
7.0
D1 - Hulu0
100.0
150.0
Section A-A
100.0
90.0
7.0
7.0
60
1850
Section B-B Sectio
7.0
0.61 2.11 1.62
5.5
24
200
83.0
7
2775
8.25
0.93 3.19 1.82
Sectio
7.0 7.0 7.0
D C
BB
A A
CD
D C
BB
A A
CD
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St
1. Design Data
1.1 Dimensions
B = 10.00 m H = 11.50 m
L = 1.00 m (unit length)
b11 = 1.00 m b21 = 7.50 m
b12 = 0.50 m b22 = 1.50 m
b13 = 0.00 m b23 = 1.00 m
h1 = 11.50 m h4 = 2.00 m
h31 = 1.00 m hw1 = 7.50 m
h32 = 0.50 m hw2 = 6.50 m
1.2 Parameters
q = 0.50 t/m2
(for normal condition)
= 0.00 t/m2
(for seismic condition) Section of Retaining Wall
gc = 2.40 t/m
gw = 1.00 t/m
Backfill soil Foundation soil Safety factor
gsoil = 1.80 t/m3 gs' = 1.00 t/m3 (=gsat-gw) Overturning
gsat = 2.00 t/m cB = 0.00 t/m normal |e| 1.25
a = 0.000o
(for stability analysis) Reaction of foundation soil
= 5.711o
(for structural analysis) normal qmax
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Stability
(1) Vertical Load
No. Description W X W x X
1 1.00 x 7.50 x 2.40 18.000 6.250 112.50
2 1.50 x 1.50 x 2.40 5.400 1.750 9.45
3 1.00 x 1.00 x 2.40 2.400 0.500 1.20
4 0.50 x 0.50 x 7.50 x 2.40 4.500 5.000 22.50
5 0.50 x 0.50 x 1.00 x 2.40 0.600 0.333 0.20
6 0.50 x 10.00 x 1.00 x 2.40 12.000 2.167 26.00
7 10.00 x 0.50 x 2.40 12.000 1.250 15.00
8 0.50 x 10.00 x 0.00 x 2.40 0.000 1.000 0.009 0.50 x 10.00 x 1.00 x 1.80 9.000 2.167 19.50
10 7.50 x 4.00 x 1.80 54.000 6.250 337.50
11 7.50 x 6.00 x 2.00 90.000 6.250 562.50
12 0.50 x 7.50 x 0.50 x 2.00 3.750 7.500 28.13
q 0.50 x 8.50 4.250 5.750 24.44
T o t a l(1 to q) 215.900 1,158.92
Pu1 7.50 x 10.00 x 0.50 x -1.00 -37.500 6.667 -250.00
Pu2 6.50 x 10.00 x 0.50 x -1.00 -32.500 3.333 -108.33
Total ( 1 to Pu2) 145.900 800.58
(2) Horizontal Load
Coefficient of Active earth pressure
Ka =
(for stability analysis)
a = 0.000o
d = 0.000o
Cos2(f -a) = 0.750 Sin(f+d) = 0.500
Cos2a = 1.000 Sinf = 0.500
Cos(a+d) = 1.000 Cosa = 1.000
Ka = 0.333 for stability analysis
(for structural analysis)
a = 5.711o
d = 20.000o
Cos2
(f -a) = 0.831 Sin(f+d) = 0.766Cos
2a = 0.990 Sinf = 0.500
Cos(a+d) = 0.901 Cosa = 0.995
Ka' = 0.341 for structural analysis
Coefficient of Passive earth pressure
Kp =
a = 0.000o
d = 0.000o
Cos2(f+a) = 0.750 Sin(f+d) = 0.500
Cos2a = 1.000 Sinf = 0.500
Cos(a -d) = 1.000 Cosa = 1.000
Kp = 3.000
qa1 = Ka x q = 0.167 ton/m
qa2 = Ka x (h1- hw1) x gsoil = 2.400 ton/m
qa3 = qa1 + qa2 = 2.567 ton/m
qa4 = Ka x hw1 x (gsat - gw) = 2.500 ton/m
qw 1 = hw1 x gw = 7.500 ton/m
qw 2 = hw2 x gw = 6.500 ton/m
qp1 = Kp x h4 x (gsat - gw) = 6.000 ton/m
2
Cos2(f -a)
Cos2a x Cos(a+d) x 1+Sin(f+d) x Sinf
Cos(a+d) x Cosa
2
Cos2(f+a)
Cos2a x Cos(a -d) x 1 -Sin(f+d) x Sinf
Cos(a -d) x Cosa
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Stability6/
No. Description H Y H x Y
Pa1 0.167 x 4.00 0.667 9.500 6.33
Pa2 2.400 x 4.00 x 0.50 4.800 8.833 42.40
Pa3 2.567 x 7.50 19.250 3.750 72.19
Pa4 2.500 x 7.50 x 0.50 9.375 2.500 23.44
Pw1 7.500 x 7.50 x 0.50 28.125 2.500 70.31
Pw2 -6.500 x 6.50 x 0.50 -21.125 2.167 -45.77
Pp1 -6.000 x 2.00 x 0.50 -6.000 0.667 -4.00
T o t a l 35.092 164.90
(3) Stability Calculation
a) Stability against overturning
a) -1 Without Uplift
B = 10.00 m
S W x X - S H x Y 1,158.92 - 164.90
X = = = 4.604 m
S W 215.900
B 10.00
e = - X = - 4.604 = 0.396 m < B/6 = 1.667 m OK !
2 2
a) -2 With Uplift
B = 10.00 m
S W x X - S H x Y 800.58 - 164.90X = = = 4.357 m
S W 145.900
B 10.00
e = - X = - 4.357 = 0.643 m < B/6 = 1.667 m OK !
2 2
b) Stability against sliding
b)-1 Without Uplift
Sliding force : S H = 35.092 ton
Resistance : HR = m x S W = 0.50 x 215.900 = 107.950 ton
(friction coefficient : m = 0.50 )
HR 107.950
Fs = = = 3.076 > 2.00 OK !S H 35.092
b)-2 With Uplift
Sliding force : S H = 35.092 ton
Resistance : HR = m x S W = 0.50 x 145.900 = 72.950 ton
(friction coefficient : m = 0.5 )
HR 72.950
Fs = = = 2.079 > 2.00 OK !S H 35.092
c) Reaction of foundation soilS W 6 x e
q1,2 = x (1 + )
B B
215.900 6 x 0.396
q1 = x (1 + ) = 26.720 t/m2
< qa = 48.667 t/m2
OK !
10.00 10.00
215.900 6 x 0.396
q2 = x (1 - ) = 16.460 t/m2
< qa = 48.667 t/m2
OK !
10.00 10.00
16.460 t/m2
- t/m2
26.720 t/m2
- t/m2
in case, e > 0 in case, e < 0
(applicable) (not applicable)
Reaction of Foundation Soil in Case 1
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Stab
2.2 Case 2 (Normal condition, without vertical live load)
1.00
q = 0.50 t/m2
0.50
0.00
11.50 10.00
0.50
7.50
2.00 6.50
1.00
7.50 1.50 1.00
Acting Load in Case 2
(1) Vertical Load
No. Description W X W x X
1 1.00 x 7.50 x 2.40 18.000 6.250 112.502 1.50 x 1.50 x 2.40 5.400 1.750 9.45
3 1.00 x 1.00 x 2.40 2.400 0.500 1.20
4 0.50 x 0.50 x 7.50 x 2.40 4.500 5.000 22.50
5 0.50 x 0.50 x 1.00 x 2.40 0.600 0.333 0.20
6 0.50 x 10.00 x 1.00 x 2.40 12.000 2.167 26.00
7 10.00 x 0.50 x 2.40 12.000 1.250 15.00
8 0.50 x 10.00 x 0.00 x 2.40 0.000 1.000 0.00
9 0.50 x 10.00 x 1.00 x 1.80 9.000 2.167 19.50
10 7.50 x 4.00 x 1.80 54.000 6.250 337.50
11 7.50 x 6.00 x 2.00 90.000 6.250 562.50
12 0.50 x 7.50 x 0.50 x 2.00 3.750 7.500 28.13
T o t a l (1 to 12) 211.650 1134.48
Pu1 7.50 x 10.00 x 0.50 x -1.00 -37.500 6.667 -250.00
Pu2 6.50 x 10.00 x 0.50 x -1.00 -32.500 3.333 -108.33
Total ( 1 to Pu2) 141.650 776.15
(2) Horizontal Load
Coefficient of Active earth pressure
Ka = 0.333 (for stability analysis)
Ka ' = 0.341 (for structural analysis)
Coefficient of Passive earth pressure
Kp = 3.000
qa1 = Ka x q = 0.167 ton/m
qa2 = Ka x (h1- hw1) x gsoil = 2.400 ton/m
qa3 = qa1 + qa2 = 2.567 ton/mqa4 = Ka x hw1 x (gsat - gw) = 2.500 ton/m
qw 1 = hw1 x gw = 7.500 ton/m
qw2 = hw2 x gw = 6.500 ton/m
qp1 = Kp x h4 x (gsat - gw) = 6.000 ton/m
No. Description H Y H x Y
Pa1 0.167 x 4.00 0.667 9.500 6.33
Pa2 2.400 x 4.00 x 0.50 4.800 8.833 42.40
Pa3 2.567 x 7.50 19.250 3.750 72.19
Pa4 2.500 x 7.50 x 0.50 9.375 2.500 23.44
Pw1 7.500 x 7.50 x 0.50 28.125 2.500 70.31
Pw2 -6.500 x 6.50 x 0.50 -21.125 2.167 -45.77
Pp1 -6.000 x 2.00 x 0.50 -6.000 0.667 -4.00
T o t a l 35.092 164.90
Pw1 Pa4
Pa2
Pa1
qa2
qa3qw1 qa4
Pa3
O
9
Pp1
qa1
qp1
7
1
10
12
2 3
5
6
8
4
11
Pw2
qw2qu2 Pu2qu1
Pu1
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Stability8/
(3) Stability Calculation
a) Stability against overturning
a)-1 Without Uplift
B = 10.00 m
S W x X - S H x Y 1,134.48 - 164.90
X = = = 4.581 m
S W 211.650
B 10.00
e = - X = - 4.581 = 0.419 m < B/6 = 1.667 m OK !
2 2
a)-2 With Uplift
B = 10.00 m
S W x X - S H x Y 776.15 - 164.90
X = = = 4.315 m
S W 141.650
B 10.00
e = - X = - 4.315 = 0.685 m < B/6 = 1.667 m OK !
2 2
b) Stability against sliding
b)-1 without Uplift Pressure
Sliding force : S H = 35.092 ton
Resistance : HR = m x S W = 0.50 x 211.650 = 105.825 ton
(friction coefficient : m = 0.5 )
HR 105.825
Fs = = = 3.02 > 2.00 OK !S H 35.092
b)-2 with Uplift Pressure
Sliding force : S H = 35.092 ton
Resistance : HR = m x S W = 0.50 x 141.650 = 70.825 ton
(friction coefficient : m = 0.5 )
HR 70.825
Fs = = = 2.02 > 2.00 OK !
S H 35.092
c) Reaction of foundation soil
S W 6 x e
q1,2 = x (1 + )
B B
211.650 6 x 0.419
q1 = x (1 + ) = 26.486 t/m2
< qa = 48.667 t/m2
OK !
10.00 10.00
211.650 6 x 0.419
q2 = x (1 - ) = 15.844 t/m2
< qa = 48.667 t/m2
OK !
10.00 10.00
15.844 t/m2
- t/m2
26.486 t/m2
- t/m2
in case, e > 0 in case, e < 0
(applicable) (not applicable)
Reaction of Foundation Soil in Case 2
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Sta
2.3 Case 3 (Seismic condition)
1.00
0.50
0.00
11.50 10.00
0.50
7.50
2.00 6.50
1.00
7.50 1.50 1.00
Acting Load in Case 3
(1) Vertical Load = Same as Case 2
(2) Horizontal Load
f = 30.00o
a = 0.000o
(for stability analysis) F = 10.204o
b = 0.00o
a = 5.711o
(for structural analysis) (F = Arc tan(Kh) )
q = 0.00 t/m2
(for seismic condition) Kh = 0.18
Coefficient of Active earth pressure
Kae =
(for stability analysis)
a = 0.000 o d = 24.23 o
tan d = Sin f Sin ( F + D - b )
1 - Sin f Cos ( F + D - b )
sin D= Sin ( F + b )
Sin f
Sin (F+ b ) = 0.177 Sin f = 0.500
Sin D = 0.354 then D = 20.73
Sin(F+D-b) = 0.514 Cos(F+D-b)= 0.858
tan d = 0.450
Cos2(f-F-a)= 0.885 Sin(f+d) = 0.811
CosF = 0.984 Sin(f-b-F) = 0.339
Cos2a = 1.000 Cos(a-b) = 1.000
Cos(a+d+F = 0.825
Kae = 0.438 (for stability analysis)
(for structural analysis)
a = 5.711o
d = 15.00o
Cos2(f-F-a)= 0.941 Sin(f+d) = 0.707
CosF = 0.984 Sin(f-b-F) = 0.339
Cos2a = 0.990 Cos(a-b) = 0.995
Cos(a+d+F)= 0.858
2
Cos2(f-F-a)
CosF x Cos2a x Cos(a+d+F) x 1+Sin(f+d) x Sin(f-b-F)
Cos(a+d+F) x Cos(a-b)
Pa1
qa1
qa2qa3qw1
Pa2
Pa3Pw1
O
7
1
10
12
9
2 3
5
6
8
4
11
Pw2
qw2
Pp1
qp1Pu1
qu2 Pu2qu1
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Stability10
Kae = 0.481 (for structural analysis)
Coefficient of Passive earth pressure
Kpe =
a = 0.000o
d = 24.23o
Cos2(f-F+a)= 0.885 Sin(f-d) = 0.101
CosF = 0.984 Sin(f+b-F) = 0.339
Cos2a = 1.000 Cos(a-b) = 1.000
Cos(a+d-F)= 0.970
Kpe = 1.406
qa1 = Kae x ( h1 - hw1) x gsoil = 3.154 ton/m
qa2 = qa2 = 3.154 ton/m
qa3 = Kae x hw1 x (gsat - gw) = 3.285 ton/m
qw 1 = hw1 x gw = 7.500 ton/m
qw 2 = hw2 x gw = 6.500 ton/m
qp1 = Kp x h4 x (gsat - gw) = 2.812 ton/m
No. Description H Y H x Y
1 0.18 x 18.00 3.240 0.500 1.62
2 0.18 x 5.40 0.972 0.750 0.73
3 0.18 x 2.40 0.432 0.500 0.22
4 0.18 x 4.50 0.810 1.167 0.95
5 0.18 x 0.60 0.108 1.167 0.13
6 0.18 x 12.00 2.160 4.833 10.44
7 0.18 x 12.00 2.160 6.500 14.04
8 0.18 x 0.00 0.000 4.833 0.00
Pw1 0.50 x 7.50 x 7.50 28.125 2.500 70.31
Pw2 0.50 x -6.50 x 6.50 -21.125 2.167 -45.77
Pa1 0.50 x 3.15 x 4.00 6.307 8.833 55.71
pa2 3.15 x 7.50 23.652 3.750 88.70
Pa3 0.50 x 3.285 x 7.50 12.319 2.500 30.80
Pp1 -2.812 x 2.00 x 0.50 -2.812 2.000 -5.62T o t a l 56.348 222.24
(3) Stability Calculation
a) Stability against overturninga)-1 Without Uplift
B = 10.00 m
S W x X - S H x Y 1,134.48 - 222.24
X = = = 4.310 m
S W 211.650
B 10.00
e = - X = - 4.310 = 0.690 m < B/3 = 3.333 m OK !2 2
a)-2 With Uplift
B = 10.00 m
S W x X - S H x Y 776.15 - 222.24
X = = = 3.910 m
S W 141.650
B 10.00
e = - X = - 3.910 = 1.090 m < B/3 = 3.333 m OK !
2 2
2
Cos2(f-F+a)
CosF x Cos2a x Cos(a+d-F) x 1-Sin(f-d) x Sin(f+b-F)
Cos(a+d-F) x Cos(a-b)
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Stability11
b) Stability against slidingb)-1 Without Uplift
Sliding force : S H = 56.348 ton
Resistance : HR = m x S W = 0.50 x 211.650 = 105.825 ton
(friction coefficient : m = 0.50 )
HR 105.825
Fs = = = 1.88 > 1.25 OK !S H 56.348
b)-2 With UpliftSliding force : S H = 56.348 ton
Resistance : HR = m x S W = 0.50 x 141.650 = 70.825 ton
(friction coefficient : m = 0.50 )
HR 70.825
Fs = = = 1.26 > 1.25 OK !S H 56.348
c) Reaction of foundation soil
c-1) in case, |e| < B/6 (applicable)
S W 6 x e
q1,2 = x (1 + )
B B
211.650 6 x 0.690
q1 = x (1 + ) = 29.927 t/m2
< qae = 73.000 t/m2
OK !10.00 10.00
211.650 6 x 0.690
q2 = x (1 - ) = 12.403 t/m2
< qae = 73.000 t/m2
OK !10.00 10.00
c-2) in case, B/6 < |e| < B/3 (not applicable)
2 x S W
q1' = = = - t/m2
qae = - t/m2
3 x (B/2-|e|)
12.403 t/m2
29.927 t/m2
- t/m2
in case, e > 0 and e < B/6 in case, e > 0 and B/6 < e < B/3
(applicable) (not applicable)
- t/m2
- t/m2
- t/m2
in case, e < 0 and |e| < B/6 in case, e < 0 and B/6 < |e| < B/3
(not applicable) (not applicable)
Reaction of Foundation Soil in Case 3
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Stability12
2.4 Bearing Capacity of soil
(1) Design Data
fB = 30.00o cB = 0.00 t/m
2gs' = 1.00 t/m
3(=gsat-gw)
B = 10.00 m z = 2.00 m L = 1.00 m (unit length)
(2) Ultimate Bearing Capacity of soil, (qu)
Calculation of ultimate bearing capacity will be obtained by applying the following
Terzaghi's formula :
qu = (a x c x Nc) + (gsoil' x z x Nq) + (b x gsoil x B x Ng)
Shape factor (Table 2.5 of KP-06)
a = 1.00 b = 0.50
Shape of footing : 1 (strip)
Shape of footing a b
1 strip 1.00 0.50
2 square 1.30 0.40
3 rectangular, B x L 1.11 0.40
(B < L) (= 1.09 + 0.21 B/L)
(B > L) (= 1.09 + 0.21 L/B)
4 circular, diameter = B 1.30 0.30
Bearing capacity factor (Figure 2.3 of KP-06, by Capper)
Nc = 36.0 Nq = 23.0 Ng = 20.0
f Nc Nq Ng
0 5.7 0.0 0.0
5 7.0 1.4 0.0
10 9.0 2.7 0.2
15 12.0 4.5 2.3
20 17.0 7.5 4.7
25 24.0 13.0 9.5
30 36.0 23.0 20.0
35 57.0 44.0 41.0
37 70.0 50.0 55.0
39 > 82.0 50.0 73.0
(a x c x Nc) = 0.000
(gsoil x z x Nq) = 46.000
(b x gsoil x B x Ng) = 100.000
qu = 146.000 t/m2
(3) Allowable Bearing Capacity of soil, (qa)
qa = qu / 3 = 48.667 t/m2
(safety factor = 3 , normal condition)
qae = qu / 2 = 73.000 t/m2
(safety factor = 2 , seismic condition)
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Structur
3. Structure Calculation
3.1 Normal Condition
(1) Wall 1.00
q = 0.50 t/m2
0.50
0.00
10.00
0.9
6.00 5.00
0.50
1.00 1.00
7.50 1.50 1.00
Load Diagram on Wall in Normal Condition
Ka = 0.341
a = 5.711o
d = 20.00o
cos (a+d) = 0.901
Kha = Ka x cos (a+d) = 0.307
a) Section A - A
h = 4.00 m
qa1 = Kha x q = 0.153 ton/m
qa2 = Kha x h x gsoil = 2.210 ton/m
No. Description Ha Y (from A-A) Ha x Y
Pa1 0.153 x 4.00 0.614 2.000 1.228
Pa2 2.210 x 4.00 x 0.50 4.420 1.333 5.894
T o t a l 5.034 7.122
Sa = 5.034 ton Ma = 7.122 ton m
b) Section B - B
h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m
qa1 = Kha x q = 0.153 ton/m
qa2 = Kha x h x gsoil = 2.210 ton/m
qa3 = qa1 + qa2 = 2.364 ton/m
qa4 = Kha x hw2 x (gsat - gw) = 1.842 ton/m
qw1 = hw1 x gw = 6.000 ton/m
qw2 = hw2 x gw = 5.000 ton/m
No. Description Hb Y (from B-B) Ha x Y
Pa1 0.153 x 4.00 0.614 8.000 4.911
Pa2 2.210 x 4.00 x 0.50 4.420 7.333 32.416
Pa3 2.364 x 6.00 14.182 3.000 42.546
Pa4 1.842 x 6.00 x 0.50 5.525 2.000 11.051
Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000
Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 (20.833)
T o t a l 30.242 106.090
Sb = 30.242 ton Mb = 106.090 ton m
qa1
qa4 qa3qw1
Pw1 Pa4
Pa2
Pa1
qa2
Pa3 B
A
B
A
Pw2
qw2
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Stru
(2) Footing
Case 1 (with vertical live load) Case 2 (without vertical live load)q = 0.50 t/m
2q = 0.50 t/m
2
4.00 4.00
6.00 6.00
0.50 0.50
1.00 1.00
7.50 1.50 1.00 7.50 1.50 1.00
in case, e > 0 in case, e > 0
10.260
24.925 16.460 t/m2
15.844 t/m2
24.155 t/m2
23.826 t/m2
25.694 t/m2
25.422 t/m2
26.720 t/m2
26.486 t/m2
in case, e < 0 in case, e < 0
- t/m2
- t/m2
- t/m2
-
- t/m2
- t/m2
- t/m2
-
Load Diagram on Footing in Normal Case
a) Section C - C
Case 1 (with vertical live load)
No. Description Hc X (from C-C) Hc x X
1 1.000 x 1.00 x 2.40 2.400 0.500 1.200
0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200
2 -25.694 x 1.00 -25.694 0.500 -12.847
-1.026 x 1.00 x 0.50 -0.513 0.667 -0.342
T o t a l -23.207 -11.789
Case 2 (without vertical live load)
No. Description Hc X (from C-C) Hc x X
1 1.000 x 1.00 x 2.40 2.400 0.500 1.200
0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200
2 -25.422 x 1.00 -25.422 0.500 -12.711
-1.064 x 1.00 x 0.50 -0.532 0.667 -0.355
T o t a l -22.954 -11.666
Case 1 Sc = -23.207 ton Mc = -11.789 ton m
Case 2 Sc = -22.954 ton Mc = -11.666 ton m
1
1
C
C
D
D
4
3
26
1
C
C
D
D
3
4
3 1 3
4
5
4
62 2
6
26
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Structure
b) Section D - D
Case 1 (with vertical live load)
No. Description Hd X (from D-D) Hd x Y
3 1.000 x 7.50 x 2.40 18.000 3.750 67.500
0.500 x 7.50 x 2.40 x 0.50 4.500 2.500 11.250
4 4.000 x 7.50 x 1.80 54.000 3.750 202.500
6.000 x 7.50 x 2.00 90.000 3.750 337.500
0.500 x 7.50 x 2.00 x 0.50 3.750 5.000 18.750
5 0.500 x 7.50 3.750 3.750 14.063
6 -16.460 x 7.50 -123.450 3.750 -462.938
-7.695 x 7.50 x 0.50 -28.856 2.500 -72.141
T o t a l 21.694 116.484
Case 2 (without vertical live load)
No. Description Hd X (from D-D) Hd x Y
3 1.000 x 7.50 x 2.40 18.000 3.750 67.500
0.500 x 7.50 x 2.40 x 0.50 4.500 2.500 11.250
4 4.000 x 7.50 x 1.80 54.000 3.750 202.500
6.000 x 7.50 x 2.00 90.000 3.750 337.500
0.500 x 7.50 x 2.00 x 0.50 3.750 5.000 18.750
6 -15.844 x 7.50 -118.830 3.750 -445.613
-7.982 x 7.50 x 0.50 -29.931 2.500 -74.827
T o t a l 21.489 117.061
Case 1 Sd = 21.694 ton Md = 116.484 ton m
case 2 Sd = 21.489 ton Md = 117.061 ton m
3.2 Seismic Condition
(1) Wall 1.00
0.50
0.00
10.0010.50
6.00 5.00
0.50
1.00 1.00
7.50 1.50 1.00
Load diagram on Wall for Seismic case
Kae = 0.481
a = 5.711o
d = 15.00o
cos (a+d) = 0.935Khea = Kae x cos (a+d) = 0.450 Kh = 0.18
a) Section A - A
h = 4.00 m
qa1 = Khae x h x gsoil = 3.239 t/m
No. Description Hae Y (from A-A) Hae x Y
1 0.500 x 4.000 x 0.400 x 2.400 x 0.180 0.346 1.333 0.461
2 4.000 x 0.500 x 2.400 x 0.180 0.864 2.000 1.728
3 0.500 x 4.000 x 0.000 x 2.400 x 0.180 0.000 1.333 0.000
Pa1 3.239 x 4.000 x 0.500 6.479 1.333 8.638
T o t a l 7.688 10.827
Sae = 7.688 ton Mae = 10.827 ton mb) Section B - B
2
Pa2
Pa1
qa2
qa1
qa3
Pa3
A A
B B
1 3
Pw1 Pw2
qw2qw1
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Stru
h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m
qa1 = Khae x h x gsoil = 3.463 t/m
qa2 = qa1 = 3.463 t/m
qa3 = Khae x hw1 x ( gsat - gw) = 2.699 t/m
qw1 = hw1 x gw = 6.000 ton/m
qw2 = hw2 x gw = 5.000 ton/m
No. Description Hbe Y (from B-B) Hbe x Y
Pa1 3.463 x 4.00 x 0.50 6.926 7.333 50.794
Pa2 3.463 x 6.00 20.779 3.000 62.338
Pa3 2.699 x 6.00 x 0.50 8.098 2.000 16.197
Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000
Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 -20.833
1 0.500 x 10.00 x 1.00 x 2.40 x 0.18 2.160 3.333 7.200
2 10.000 x 0.50 x 2.40 x 0.18 2.160 5.000 10.800
3 0.500 x 10.00 x 0.00 x 2.40 x 0.18 0.000 3.333 0.000
T o t a l 45.624 162.495
Sbe = 45.624 ton Mbe = 162.495 ton m
(2) Footingin case, e < B/6 in case, B/6 < e < B/3
4.00 4.00
6.00 6.00
0.50 0.50
1.00 1.00
7.50 1.50 1.00 7.50 1.50 1.00
in case, e > 0 ande < B/6 in case, e > 0 and B/6 < e < B/3
12.403 t/m2
- t/m2
25.546 t/m2
28.175 t/m2
- t/m2
29.927 t/m2
- t/m2
in case, e < 0 and |e| < B/6 in case, e < 0 and B/6 < |e| < B/3
- t/m2
- t/m2
- t/m2
- t
- t/m2
- t/m2
- t/m2
Load Diagram on Footing in Seismic Case
D
1
1
C
C
D
D
2
4
5
3 1
C
C
D
D
2
3
4
3 1 3
4 4
6
62
2
6
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Structure17/
a) Section C - C
No. Description Hce X (from C-C) Hce x X
1 1.000 x 1.00 x 2.40 2.400 0.500 1.200
0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200
2 -28.175 x 1.00 -28.175 0.500 -14.087
-1.752 x 1.00 x 0.50 -0.876 0.667 -0.584
T o t a l -26.051 -13.271
Sce = -26.051 ton Mce = -13.271 ton m
b) Section D - D
No. Description Hde X (from D-D) Hde x X
3 1.000 x 7.50 x 2.40 18.000 3.750 67.500
0.500 x 7.50 x 2.40 x 0.50 4.500 2.500 11.250
4 10.000 x 7.50 x 1.92 144.000 3.750 540.000
0.500 x 7.50 x 2.00 x 0.50 3.750 5.000 18.750
5 -12.403 x 7.50 -93.023 3.750 -348.834
-13.143 x 7.50 x 0.50 -49.286 2.500 -123.216
T o t a l 27.941 165.450
Sde = 27.941 ton Mde = 165.450 ton m
3.3 Design Bending Moment and Shear Force
(1) Bending moment and shear force in each case
Description Bending Moment Shear Force
Normal Seismic Normal Seismic
Case 1 Case 2 Case 3 Case 1 Case 2 Case 3
Section A - A 7.122 7.122 10.827 5.034 5.034 7.688
Section B - B 106.090 106.090 162.495 30.242 30.242 45.624
Section C - C 11.789 11.666 13.271 23.207 22.954 26.051
Section D - D 116.484 117.061 165.450 21.694 21.489 27.941
(2) Design bending moment and shear force
Description Bending Moment Shear Force
Normal Seismic Normal Seismic
Section A - A 7.122 10.827 5.034 7.688
Section B - B 106.090 162.495 30.242 45.624
Section C - C 11.789 13.271 23.207 26.051
Section D - D 106.090 162.495 21.694 27.941
Notes: - Moment at Section C-C < Moment at Section B-B
- Moment at Section D-D < Moment at Section B-B
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Structure (2
3. Structure Calculation
3.1 Normal Condition
(1) Wall 1.00
q = 0.50 t/m2
0.50
0.00
10.00
0.9
6.00 5.00
0.50
1.00 1.00
7.50 1.50 1.00
Load Diagram on Wall in Normal Condition
Ka = 0.341
a = 5.711o
d = 20.00o
cos (a+d) = 0.901
Kha = Ka x cos (a+d) = 0.307
a) Section A - A
h = 4.00 m
qa1 = Kha x q = 0.153 ton/m
qa2 = Kha x h x gsoil = 2.210 ton/m
No. Description Ha Y (from A-A) Ha x Y
Pa1 0.153 x 4.00 0.614 2.000 1.228
Pa2 2.210 x 4.00 x 0.50 4.420 1.333 5.894
T o t a l 5.034 7.122
Sa = 5.034 ton Ma = 7.122 ton m
b) Section B - B
h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m
qa1 = Kha x q = 0.153 ton/m
qa2 = Kha x h x gsoil = 2.210 ton/m
qa3 = qa1 + qa2 = 2.364 ton/m
qa4 = Kha x hw2 x (gsat - gw) = 1.842 ton/m
qw1 = hw1 x gw = 6.000 ton/m
qw2 = hw2 x gw = 5.000 ton/m
No. Description Hb Y (from B-B) Ha x Y
Pa1 0.153 x 4.00 0.614 8.000 4.911
Pa2 2.210 x 4.00 x 0.50 4.420 7.333 32.416
Pa3 2.364 x 6.00 14.182 3.000 42.546
Pa4 1.842 x 6.00 x 0.50 5.525 2.000 11.051
Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000
Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 (20.833)
T o t a l 30.242 106.090
Sb = 30.242 ton Mb = 106.090 ton m
qa1
qa4 qa3qw1
Pw1 Pa4
Pa2
Pa1
qa2
Pa3 B
A
B
A
Pw2
qw2
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Struct
(2) Footing
Case 1 (with vertical live load) Case 2 (without vertical live load)
q = 0.50 t/m2
q = 0.50 t/m2
4.00 4.00
6.00 6.00
0.50 0.50
1.00 1.00
7.50 1.50 1.00 7.50 1.50 1.00
in case, e > 0 in case, e > 0
10.260
24.925 16.460 t/m2
15.844 t/m2
24.155 t/m2
23.826 t/m2
20.308 25.694 t/m2
19.835 25.422 t/m2
26.720 t/m2
26.486 t/m2
in case, e < 0 in case, e < 0
- t/m2
- t/m2
- t/m2
-
- t/m2
- t/m2
- t/m2
-
Load Diagram on Footing in Normal Case
a) Section C - C
Case 1 (with vertical live load)
No. Description Hc X (from C-C) Hc x X
1 1.000 x 1.00 x 2.40 2.400 0.500 1.200
0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200
2 -25.694 x 1.00 -25.694 0.500 -12.847
-1.026 x 1.00 x 0.50 -0.513 0.667 -0.342
T o t a l -23.207 -11.789
Case 2 (without vertical live load)
No. Description Hc X (from C-C) Hc x X
1 1.000 x 1.00 x 2.40 2.400 0.500 1.200
0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200
2 -25.422 x 1.00 -25.422 0.500 -12.711
-1.064 x 1.00 x 0.50 -0.532 0.667 -0.355
T o t a l -22.954 -11.666
Case 1 Sc = -23.207 ton Mc = -11.789 ton m
Case 2 Sc = -22.954 ton Mc = -11.666 ton m
1
1
C
C
D
D
4
3
26
1
C
C
D
D
3
4
3 1 3
4
5
4
62 2
6
26
E
E
E
E
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Structure (2)
c) Section E - E
Case 1 (with vertical live load)
No. Description Hd X (from D-D) Hd x Y
3 1.000 x 3.75 x 2.40 9.000 1.875 16.875
0.500 x 3.75 x 2.40 x 0.50 2.250 1.250 2.813
4 4.000 x 3.75 x 1.80 27.000 1.875 50.625
6.000 x 3.75 x 2.00 45.000 1.875 84.375
0.500 x 3.75 x 2.00 x 0.50 1.875 2.500 4.688
5 0.500 x 3.75 1.875 1.875 3.516
6 -16.460 x 3.75 -61.725 1.875 -115.734
-3.848 x 3.75 x 0.50 -7.214 1.250 -9.018
T o t a l 18.061 38.139
Case 2 (without vertical live load)
No. Description Hd X (from D-D) Hd x Y
3 1.000 x 3.75 x 2.40 9.000 1.875 16.875
0.500 x 3.75 x 2.40 x 0.50 2.250 1.250 2.813
4 4.000 x 3.75 x 1.80 27.000 1.875 50.625
6.000 x 3.75 x 2.00 45.000 1.875 84.375
0.500 x 3.75 x 2.00 x 0.50 1.875 2.500 4.688
6 -15.844 x 3.75 -59.415 1.875 -111.403
-3.991 x 3.75 x 0.50 -7.483 1.250 -9.353
T o t a l 18.227 38.619
Case 1 Sd = 18.061 ton Md = 38.139 ton m
Case 2 Sd = 18.227 ton Md = 38.619 ton m
3.2 Seismic Condition
(1) Wall 1.00
0.50
0.00
10.0010.50
6.00 5.00
0.50
1.00 1.00
7.50 1.50 1.00
Load diagram on Wall for Seismic case
Kae = 0.481
a = 5.711o
d = 15.00o
cos (a+d) = 0.935Khea = Kae x cos (a+d) = 0.450 Kh = 0.18
a) Section A - A
h = 4.00 m
qa1 = Khae x h x gsoil = 3.239 t/m
No. Description Hae Y (from A-A) Hae x Y
1 0.500 x 4.000 x 0.400 x 2.400 x 0.180 0.346 1.333 0.461
2 4.000 x 0.500 x 2.400 x 0.180 0.864 2.000 1.728
3 0.500 x 4.000 x 0.000 x 2.400 x 0.180 0.000 1.333 0.000
Pa1 3.239 x 4.000 x 0.500 6.479 1.333 8.638
T o t a l 7.688 10.827
Sae = 7.688 ton Mae = 10.827 ton mb) Section B - B
2
Pa2
Pa1
qa2
qa1
qa3
Pa3
A A
B B
1 3
Pw1 Pw2
qw2qw1
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Structu
h = 4.00 m hw1 = 6.00 m hw2 = 5.00 m
qa1 = Khae x h x gsoil = 3.463 t/m
qa2 = qa1 = 3.463 t/m
qa3 = Khae x hw1 x ( gsat - gw) = 2.699 t/m
qw1 = hw1 x gw = 6.000 ton/m
qw2 = hw2 x gw = 5.000 ton/m
No. Description Hbe Y (from B-B) Hbe x Y
Pa1 3.463 x 4.00 x 0.50 6.926 7.333 50.794
Pa2 3.463 x 6.00 20.779 3.000 62.338
Pa3 2.699 x 6.00 x 0.50 8.098 2.000 16.197
Pw1 6.000 x 6.00 x 0.50 18.000 2.000 36.000
Pw2 -5.000 x 5.00 x 0.50 -12.500 1.667 -20.833
1 0.500 x 10.00 x 1.00 x 2.40 x 0.18 2.160 3.333 7.200
2 10.000 x 0.50 x 2.40 x 0.18 2.160 5.000 10.800
3 0.500 x 10.00 x 0.00 x 2.40 x 0.18 0.000 3.333 0.000
T o t a l 45.624 162.495
Sbe = 45.624 ton Mbe = 162.495 ton m
(2) Footingin case, e < B/6 in case, B/6 < e < B/3
4.00 4.00
6.00 6.00
0.50 0.50
1.00 1.00
7.50 1.50 1.00 7.50 1.50 1.00
in case, e > 0 ande < B/6 in case, e > 0 and B/6 < e < B/3
12.403 t/m2
- t/m2
25.546 t/m2
18.975 28.175 t/m2
- t/m2
29.927 t/m2
- t/m2
in case, e < 0 and |e| < B/6 in case, e < 0 and B/6 < |e| < B/3
- t/m2
- t/m2
- t/m2
-
- t/m2
- t/m2
- t/m2
Load Diagram on Footing in Seismic Case
D
1
1
C
C
D
D
2
4
5
3 1
C
C
D
D
2
3
4
3 1 3
4 4
6
62
2
6
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Structure (2)22/3
a) Section C - C
No. Description Hce X (from C-C) Hce x X
1 1.000 x 1.00 x 2.40 2.400 0.500 1.200
0.500 x 1.00 x 2.40 x 0.50 0.600 0.333 0.200
2 -28.175 x 1.00 -28.175 0.500 -14.087
-1.752 x 1.00 x 0.50 -0.876 0.667 -0.584
T o t a l -26.051 -13.271
Sce = -26.051 ton Mce = -13.271 ton m
b) Section E - E
No. Description Hde X (from D-D) Hde x X
3 1.000 x 3.75 x 2.40 9.000 1.875 16.875
0.500 x 3.75 x 2.40 x 0.50 2.250 1.250 2.813
4 10.000 x 3.75 x 1.92 72.000 1.875 135.000
0.500 x 3.75 x 2.00 x 0.50 1.875 2.500 4.688
5 -12.403 x 3.75 -46.511 1.875 -87.209
-6.572 x 3.75 x 0.50 -12.322 1.250 -15.402
T o t a l 26.292 56.764
Sde = 26.292 ton Mde = 56.764 ton m
3.3 Design Bending Moment and Shear Force
(1) Bending moment and shear force in each case
Description Bending Moment Shear Force
Normal Seismic Normal Seismic
Case 1 Case 2 Case 3 Case 1 Case 2 Case 3
Section A - A 7.122 7.122 10.827 5.034 5.034 7.688
Section B - B 106.090 106.090 162.495 30.242 30.242 45.624
Section C - C 11.789 11.666 13.271 23.207 22.954 26.051
Section E - E 38.139 38.619 56.764 18.061 18.227 26.292
(2) Design bending moment and shear force
Description Bending Moment Shear Force
Normal Seismic Normal Seismic
Section A - A 7.122 10.827 5.034 7.688
Section B - B 106.090 162.495 30.242 45.624
Section C - C 11.789 13.271 23.207 26.051
Section E - E 38.619 56.764 18.227 26.292
Notes: - Moment at Section C-C < Moment at Section B-B
- Moment at Section D-D < Moment at Section B-B
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Reinforcement Bar Arrangement and Stress
Normal ConditionName of Structure : D1 - Hulu
Location : 0
Wall (upper) Wall (lower) Footing (toe) Fo
Section A-A Section B-B Section C-C S
back front back front lower upper uppe
Bending moment M kgfcm 712,163 10,609,021 1,178,900 10,609,
Shearing force (joint) S kgf 5,034 30,242 23,207 21,6
Axial force N kgf 0 0 0
Height of member h cm 90.0 150.0 150.0 1
Covering depth d' cm 7.0 7.0 7.0
Effective height d cm 83.0 143.0 143.0 1
Effective width b cm 100.0 100.0 100.0 1
Young's modulus ratio n - 24 24 24
Required R-bar Asreq cm2 5.18 45.09 4.69 45.09
R-bar arrangement 25~200 16~250 25~100 16~125 16~250 16~250 25~10
Reinforcement As cm2 24.54 8.04 49.09 16.08 8.04 8.04 49.09
Perimeter of R-bar U 39.27 ok 78.54 ok 20.11 ok 78.54
Dist. from neutral axis x cm 25.93 47.45 21.64 4
Compressive stress sc kgf/cm2 7.4 35.2 8.0
Allowable stress sca kgf/cm2 60.0 60.0 60.0
ok ok ok ok
Tensile stress ss kgf/cm2 390 1,699 1,080 1,6
Allowable stress ssa kgf/cm2 1,850 1,850 1,850 1,8
ok ok ok ok
Shearing stress at joint t kgf/cm2 0.61 2.11 1.62
Allowable stress ta kgf/cm2 5.50 5.50 5.50
ok ok ok ok
Resisting Moment Mr kgfcm 3,350,296 13,748,467 1,565,235 13,738,4
Mr for compression Mrc kgfcm 3,350,296 14,771,164 4,568,003 14,733,7
x for Mrc cm 21 44 17
ss for Mrc kgf/cm2 2,598 2,693 6,427 2,6
Mr for tensile Mrs kgfcm 3,620,083 13,748,467 1,565,235 13,738,4
x for Mrs cm 27 55 19
sc for Mrs kgf/cm2 62 59 20
Distribution bar (>As/6 and >Asmin) 4.09 1.34 8.18 2.68 1.34 1.34 8.18
16~250 16~250 16~125 16~250 16~200 16~200 16~20
Reinforcement As cm2 8.04 8.04 16.08 8.04 10.05 10.05 10.05
ok ok ok ok ok ok ok
Minimum requirement of distribution bar As min = 4.50 cm2
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Reinforcement Bar Arrangement and Stress
Seismic ConditionName of Structure : D1 - Hulu
Location : 0
Wall (upper) Wall (lower) Footing (toe) FoSection A-A Section B-B Section C-C S
back front back front lower upper uppe
Bending moment M kgfcm 1,082,719 16,249,484 1,327,143 16,249,4
Shearing force (joint) S kgf 7,688 45,624 26,051 27,9
Axial force N kgf 0 0 0
Height of member h cm 90.0 150.0 150.0 1
Covering depth d' cm 7.0 7.0 7.0
Effective height d cm 83.0 143.0 143.0 1
Effective width b cm 100.0 100.0 100.0 1
Young's modulus ratio n - 16 16 16
Required R-bar Asreq cm2 5.15 45.18 3.49 45.18
R-bar arrangement 25~200 16~250 25~100 16~125 16~250 16~250 25~10
Reinforcement As cm2 24.54 8.04 49.09 16.08 8.04 8.04 49.09
Perimeter of R-bar U 39.27 78.54 20.11 78.54
Dist. from neutral axis x cm 21.91 40.19 17.94 4
Compressive stress sc kgf/cm2 13.1 62.4 10.8
Allowable stress sca kgf/cm2 90.0 90.0 90.0
ok ok ok ok
Tensile stress ss kgf/cm2 583 2,554 1,204 2,5
Allowable stress ssa kgf/cm2 2,775 2,775 2,775 2,7
ok ok ok ok
Shearing stress at joint t kgf/cm2 0.93 3.19 1.82
Allowable stress ta kgf/cm2 8.25 8.25 8.25
ok ok ok ok
Resisting Moment Mr kgfcm 4,067,715 17,311,334 2,188,388 17,279,9
Mr for compression Mrc kgfcm 4,067,715 17,311,334 5,253,008 17,279,9
x for Mrc cm 18 36 14
ss for Mrc kgf/cm2 3,231 3,304 7,766 3,3
Mr for tensile Mrs kgfcm 4,934,281 18,933,061 2,188,388 18,920,9
x for Mrs cm 21 43 15
sc for Mrs kgf/cm2 102 99 36
Distribution bar (>As/6 and >Asmin) 16~250 16~250 16~125 16~250 16~200 16~200 16~20
Reinforcement As cm2 8.04 8.04 16.08 8.04 10.05 10.05 10.05
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Data of Reinforcement Bar
f Sectional Perimeter Arrangement Area Perimeter
Area
(mm) (cm2) (cm) (cm2) (cm)
12 1.131 3.770 12@125 9.05 30.1612@150 7.54 25.13 Footing (hee
12@250 4.52 15.08 Section E-E
12@300 3.77 12.57 upper lo
16 2.011 5.027 16@125 16.08 40.21 3,861,855
16@150 13.40 33.51 18,227
16@250 8.04 20.11 0
16@300 6.70 16.76
19 2.835 5.969 19@125 22.68 47.75 125.0
19@150 18.90 39.79 7.0
19@250 11.34 23.88 118.0
19@300 9.45 19.90 100.0
22 3.801 6.912 22@125 30.41 55.29 24
22@150 25.34 46.08
22@250 15.21 27.65 19.44
22@300 12.67 23.04
25 4.909 7.854 25@75 49.09 78.54 25~200 1625@150 32.72 52.36
25@250 19.63 31.42 24.54 8
25@300 16.36 26.18 39.27
32 8.042 10.053 32~125 64.34 80.42
32@150 53.62 67.02 31.86
32@250 32.17 40.21
32@300 26.81 33.51 Calculation Check 22.6
12@250 + 16@250 12,16@125 12.56 35.19 12.56 35.19 60.0
12,19@125 15.86 38.96 15.86 38.96 ok
12,22@125 19.73 42.73 19.73 42.73 1,465
12,25@125 24.15 46.50 24.15 46.50 1,850
12,32@125 36.69 55.29 36.69 55.29 ok
16,19@125 19.38 43.99 19.38 43.99 1.54
16,22@125 23.25 47.76 23.25 47.76 5.50
16,25@125 27.67 51.53 27.67 51.53 ok16,32@125 40.21 60.32 40.21 60.32
19,22@125 26.55 51.53 26.55 51.53 3,623,270
19,25@125 30.97 55.30 30.97 55.30 3623270.48
19,32@125 43.51 64.09 43.51 64.09 22
22,25@125 34.84 59.07 34.84 59.07 2673.99317
22,32@125 47.38 67.86 47.38 67.86 4,289,501
25,32@125 51.80 71.63 51.80 71.63 27
12@300 + 16@300 12,16@150 10.47 29.33 10.47 29.33 59
12,19@150 13.22 32.47 13.22 32.47 4.09 1
12,22@150 16.44 35.61 16.44 35.61 16~200 16
12,25@150 20.13 38.75 20.13 38.75 10.05 6
12,32@150 30.58 46.08 30.58 46.08 ok
16,19@150 16.15 36.66 16.15 36.66
16,22@150 19.37 39.80 19.37 39.80
16,25@150 23.06 42.94 23.06 42.9416,32@150 33.51 50.27 33.51 50.27
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19,22@150 22.12 42.94 22.12 42.94
19,25@150 25.81 46.08 25.81 46.08
19,32@150 36.26 53.41 36.26 53.41
22,25@150 29.03 49.22 29.03 49.22
22,32@150 39.48 56.55 39.48 56.55
25,32@150 43.17 59.69 43.17 59.69
Footing (heeSection E-E
upper l
5,676,445
26,292
0
125.0
7.0
118.0
100.0
16
18.75
25~200 16
24.54
39.27
26.77
38.9
90.0
ok
2,120
2,775
ok
2.23
8.25
ok
4,706,450
4,706,450
19
3,405
5,815,251
22
95
16~200 16
10.05
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( )
+
D25~200D16~250
D16~250
D16~250
D25~100 D16~125
D16~250
D16~125
D16~200 D16~200
D25~100 D16~250 +
+
D16~250
D16~200 D16~250 D16~200
# = m3# = kg
cost estimate = #REF!
79.00
67.50
0.50
1.00
69.50
#REF!
Reinforcement Bar ArrangementD1 - Hulu
1.00 0.50 0.00
#REF!
7.50
4.00
Section of Retaining wall
11.50
7.50 1.50 1.00
10.00
D
A A
B BC
CD
108393437.xls.ms_office-9/4/2012
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4. Wooden Pile (Not applicable for this Project)
4.1 Bearing Capacity of a Pile
(1) Design data
Diameter of wooden pile D = 15.0 cm
Length of pile L = 2.00 mArea of pile section A = 1/4 x p x D
2= 0.018 m
2
Perimeter of pile W = p x D = 0.471 m
SPT N-Value = 30
Ni : Average N value in a soil layer = 30
fi : friction of soil = 0.20 x Ni = 6.00 t/m2
(2) Ultimate vertical bearing capacity, (qu)
qu = (40 x N x A) + (W x fi x li)
= ( 40 x 30.0 x 0.018 )+( 0.471 x 6.00 x 2.0 )
= 21.206 + 5.655 = 26.861 ton/pile
(3) Ultimate vertical bearing capacity, (qu)
qa = qu/n = 26.861 / 3 = 8.954 ton/pile
(safety factor : n = 3)
4.2 Allowable horizontal bearing capacity
Horizontal bearing capacity depend on displacement of a pile
(1) Design data
Class of timber (pile) : III Class
E = 80,000 kg/cm2
(Young's modulus)
d = Allowable horizontal displacement = 0.01 m
N = SPT N-value is assumed as = 30
p x D4
I = = 2,485.0 cm4
(I : Moment of Inertia for a pile)
64
(2) Horizontal bearing capacity of one pile (Ha)
a = 0.20 E = 28 x N
Kh = a x E x D-3/4
= 0.20 x( 28 x 30.0 )x( 15.0 )-3/4
= 22.041 kg/cm3
Kh x D 22.041 x 15.0
b = = = 0.025 cm
4 EI 4 x 80,000 x 2,485.0
Kh x D 22.041 x 15.0
Ha = x d = x 1 = 13,020.22 kg
b 0.025
= 13.020 ton
4 4
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(3) Allowable horizontal bearing capacity due to the stress of a pile itself
Ha = 2 x b x Ma
s = Allowable stress of timber III class = 75.00 kg/cm2
p x D3
W = = 331.34 cm3
; (W : section modulus of a pile)
32
Ma = s x W = 75.00 x 331.34 = 24,850.5 kg cm
Ha = 2 x b x Ma
= 2 x 0.025 x 24,850.5 = 1,262.06 kg/pile = 1.262 ton/pile
Allowable horizontal bearing capacity acting on the pile top depend upon the allowable
stress of pile itself.
4.3 Spacing of Pile
(1) For horizontal load
Ha = 1.262 ton/pile ; (Ha : Horizontal load carried by pile)
Hr = H - Hf = H - V x tan(2f/3) = 56.348 - 78.581 = -22.233 ton/m
Ha 1.262
Spacing of pile = = = -0.06 m
Hr -22.233
Spacing of pile = -0.06 m (center to center) by horizontal force
(2) For vertical load
V = 215.900 ton/m : Vertical load carried by pile
qa = 8.954 ton/pile : Allowable vertical bearing capacity of a pile
qa 8.954Spacing of pile = = = 0.04 m
V 215.900
Spacing of pile can be determined 0.75 m for a pile ( f 150, L = 2.00 m ),
Vp = ####### ton/m : Vertical load carried by pile
qa = 8.954 ton/pile : Allowable vertical bearing capacity of a pile
qa 8.954
Spacing of pile = = = -0.05 m
Vp -177.334
Spacing of pile can be determined 1.50 m for a pile ( f 150, L = 2.00 m ),
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12th Oct, Stability Analysis
Uplift pressure are added for stability analysis.
Reinforcement Bar Arrangement
Reinforcement bar for Footing (heel) are collected.
Jan. 7, '03 Stability
Calculation formula in case of (B/6 < e < B/3) under seismic condition are corrected.
(distributed width of reaction of foundation soil)
Structure
Calculation formula in case of (B/6 < e < B/3) under seismic condition are corrected.
(distributed width of reaction of foundation soil)