concrete = 10 x 400,000 = 3,830,000 100%

reinforcement = 484 x 7,500 = 0%

Rp 3,830,000 ,- /m'

reinforcement = 50.54 kg/m3-concrete

15.00
14.00
13.00
12.00
11.00
10.00
9.00
8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
-2.00
-3.00
1 0.00 0.00
2 0.00 1.00
3 0.50 1.00
4 0.60 5.62
5 1.30 5.62
6 2.40 1.00
7 3.80 1.00
8 3.80 0.00
9 0.00 0.00

1 0.00 1.00
2 0.50 1.00

1 0.50 -1.91
2 3.80 -1.91

1 0.00 4.62
2 0.50 4.62
 Location : SUNGAI CIRASEA KAB. BANDUNG

Top wall level = 672.53 m

D1 - Hulu River bed level = 667.91 m
Ground water level = 665.00 m
q (t/m2) b11 b12 b13 River water level = 671.53 m
Foundation level = 666.91 m

Dimension (unit length)

H = 5.62 m B = 3.80 m L = 1.00 m
a
b11 = 1.00 m b12 = 0.70 m b13 = 0.10 m
H=h1
b21 = 1.50 m b22 = 1.80 m b23 = 0.50 m

h1 = 5.62 m h31 = 1.00 m h32 = 0.00 m

h4 = 1.00 m hw1 = -1.91 m hw2 = 4.62 m
hw1
h32
hw2
q = 0.30 t/m2 Kh = 0.02
h4
h31 Backfill soil gc = 2.20 t/m3 gw = 1.00 t/m3
g soil = 1.49 t/m3
b21 b22 b23 g sat = 1.59 t/m3 a = 0.00 o
(for stability analysis)
B
f = 4.8 o
a = 12.21 o
(for structural analysis)
c = 3.25 t/m2 b = 0.00 o

Section of Retaining wall Foundation soil

g s' = 0.59 t/m3 Safety factor (normal) (seismic)
fB = 4.8 o
Overturning |e| < B/6=0.94 B/3=1.27
cB = 3.25 t/m2 Sliding fs > 1.50 1.25
Friction coefficient Reaction of foundation soil
m = 0.50 qmax > qa=qu/3 qae=qu/2
Uplift coefficient Allowable stress
Um = 1.00 Compressive s ca = 60 90 kg/cm2
Cover of bar Tensile s sa = 1850 2775 kg/cm2
Wall Shear t a = 5.5 8.25 kg/cm2
d back = 7 cm Young's modulus ratio
d front = 7 cm 24 16
Footing
d upper = 7 cm
d lower = 7 cm

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 STABILITY
S
: D1 - Hulu

Normal Condition Seismic Condition

a) Stability against overturning a) Stability against overturning

|e| = 0.56 m < B/6 = 0.63 m OK! |e| = 0.48 m < B/3 = 1.27 m OK!
35.583

b) Stability against sliding b) Stability against sliding 21.2337

14.3493
Fs = 1.62 > 1.50 OK! Fs = 1.47 > 1.25 OK! 0.4211
2.3748

c) Reaction of foundation soil c) Reaction of foundation soil

q1 = 17.27 t/m2 > qa = 5.59 t/m2 Check! q1 = 16.14 t/m2 > qae = 9.26 t/m2 Check!
q2 = 1.47 t/m2 < qa = 5.59 t/m2 OK! q2 = 2.19 t/m2 < qae = 9.26 t/m2 OK!

Use Wooden pile = 0.35 m (spacing) Use Wooden pile = 0.35 m (spacing)

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1. Design Data
1.1 Dimensions q (t/m2)
b11 b12 b13
B = 3.80 m H = 5.62 m
L = 1.00 m (unit length)

b11 = 1.00 m b21 = 1.50 m

b12 = 0.70 m b22 = 1.80 m
b13 b23 H=h1
= 0.10 m = 0.50 m

h1 = 5.62 m h4 = 1.00 m
h31 = 1.00 m hw1 = -1.91 m
hw1
h32 = 0.00 m hw2 = 4.62 m
h32 hw2
h4
1.2 Parameters h31

q = 0.30 t/m (for normal condition)

2
b21 b22 b23
= 0.00 t/m2 (for seismic condition) Section of Retaining
B Wall
gc = 2.20 t/m3
gw = 1.00 t/m3
Backfill soil Foundation soil Safety factor
gsoil = 1.49 t/m 3 gs ' = 0.59 t/m 3 (=gsat-gw) Overturning
gsat = 1.59 t/m3 cB = 3.25 t/m2 normal |e|<B/6=0.63m
c = 3.25 t/m2 fB = 4.75 o
seismic |e|<B/3=1.27m
f = 4.75 o
m = 0.50 (Friction coefficient) Sliding
Um = 1.00 (Uplift coefficient) normal fs > 1.50
b = 0.000 o
seismic fs > 1.25
a = 0.000 o
(for stability analysis) Reaction of foundation soil
= 12.213 o
(for structural analysis) normal qmax<qa
d = 0.000 o
(for stability analysis in normal condition, d = b) qa=qu/3
= 3.17 o
(for structural analysis in normal condition, d = 2/3 f) seismic qmax<qae
= 1.00 o
(for stability analysis in seismic condition, see Section 2.3) qae=qu/2
= 2.38 o
(for structural analysis in seismic condition, d = 1/2 f)
F = 1.318 o
( = Arc tan(Kh) ) Kh = 0.02

2. Stability Calculation
2.1 Case 1 (Normal condition, with vertical live load)
1.00
q = 0.30 t/m2 0.70
0.10

qa1
9

Pa1

Pa2 10 7
5.62 4.62

qa2 11
8
0.00
Pa3 6
-1.91 12 5
Pw1 4
Pa4
1.00 4.62
1 2 3 Pp1 1.00 Pw2
Pu1 O
qw1 qa4 qa3 qp1 qw2
qu2 Pu2
qu1
1.50 1.80 0.50

Acting Load in Case 1

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(1) Vertical Load

No. Description W X WxX

1 1.00 x 1.50 x 2.20 3.300 3.050 10.07
2 1.00 x 1.80 x 2.20 3.960 1.400 5.54
3 1.00 x 0.50 x 2.20 1.100 0.250 0.28
4 0.50 x 0.00 x 1.50 x 2.20 0.000 2.800 0.00
5 0.50 x 0.00 x 0.50 x 2.20 0.000 0.167 0.00
6 0.50 x 4.62 x 1.00 x 2.20 5.082 1.967 9.99
7 4.62 x 0.70 x 2.20 7.115 0.950 6.76
8 0.50 x 4.62 x 0.10 x 2.20 0.508 0.567 0.29
9 0.50 x 4.62 x 1.00 x 1.49 3.442 1.967 6.77
10 1.50 x 4.62 x 1.49 10.326 3.050 31.49
11 1.50 x 0.00 x 1.49 0.000 3.050 0.00
12 0.50 x 1.50 x 0.00 x 1.59 0.000 3.300 0.00
q 0.30 x 2.50 0.750 2.550 1.91
T o t a l(1 to q) 35.583 73.10
Pu1 (1.91) x 3.80 x 0.50 x -1.00 3.629 2.533 9.19
Pu2 4.62 x 3.80 x 0.50 x -1.00 -8.778 1.267 -11.12
Total ( 1 to Pu2) 30.434 71.18

(2) Horizontal Load

Coefficient of Active earth pressure

Cos2(f -a)
Ka =
Sin(f+d) x Sinf 2
Cos2a x Cos(a+d) x 1+
Cos(a+d) x Cosa
(for stability analysis)
a = 0.000 o
d = 0.000 o

Cos2(f -a) = 0.993 Sin(f+d) = 0.083

Cos a
2
= 1.000 Sinf = 0.083
Cos(a+d) = 1.000 Cosa = 1.000

Ka = 0.847 for stability analysis

(for structural analysis)

a = 12.213 o
d = 3.167 o

Cos2(f -a) = 0.983 Sin(f+d) = 0.138

Cos a
2
= 0.955 Sinf = 0.083
Cos(a+d) = 0.964 Cosa = 0.977

Ka' = 0.866 for structural analysis

Coefficient of Passive earth pressure

Cos2(f+a)
Kp =
Sin(f+d) x Sinf 2
Cos2a x Cos(a -d) x 1-
Cos(a -d) x Cosa
a = 0.000 o
d = 0.000 o

Cos (f+a) =
2
0.993 Sin(f+d) = 0.083
Cos2a = 1.000 Sinf = 0.083
Cos(a -d) = 1.000 Cosa = 1.000

Kp = 1.181

qa1 = Ka x q = 0.254 ton/m

qa2 = Ka x (h1- hw1) x gsoil = 9.499 ton/m
qa3 = qa1 + qa2 = 9.753 ton/m
qa4 = Ka x hw1 x (gsat - gw) = -0.951 ton/m
qw 1 = hw1 x gw = -1.910 ton/m
qw 2 = hw2 x gw = 4.620 ton/m
qp1 = Kp x h4 x (gsat - gw) = 0.694 ton/m

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No. Description H Y HxY

Pa1 0.254 x 7.53 1.913 1.855 3.55
Pa2 9.499 x 7.53 x 0.50 35.763 0.600 21.46
Pa3 9.753 x -1.91 -18.628 -0.955 17.79
Pa4 -0.951 x -1.91 x 0.50 0.908 -0.637 -0.58
Pw1 -1.910 x -1.91 x 0.50 1.824 -0.637 -1.16
Pw2 -4.620 x 4.62 x 0.50 -10.672 1.540 -16.44
Pp1 -0.694 x 1.00 x 0.50 -0.347 0.333 -0.12
Total 10.761 24.50

(3) Stability Calculation

a) Stability against overturning

a) -1 Without Uplift
B = 3.80 m

SWxX-SHxY 73.10 - 24.50

X = = = 1.366 m
SW 35.583

B 3.80
e = - X = - 1.366 = 0.534 m < B/6 = 0.633 m OK !
2 2
a) -2 With Uplift
B = 3.80 m

SWxX-SHxY 71.18 - 24.50

X = = = 1.534 m
SW 30.434

B 3.80
e = - X = - 1.534 = 0.366 m < B/6 = 0.633 m OK !
2 2

b) Stability against sliding

b)-1 Without Uplift
Sliding force : SH = 10.761 ton
Resistance : HR = m x S W = 0.50 x 35.583 = 17.792 ton
(friction coefficient : m = 0.50 )

HR 17.792
Fs = = = 1.653 > 1.50 OK !
SH 10.761

c) Reaction of foundation soil

SW 6xe
q1,2 = x (1 + )
B B

35.583 6x 0.534
q1 = x (1 + ) = 17.259 t/m2 > qa = 5.588 t/m2 Check !
3.80 3.80

35.583 6x 0.534
q2 = x (1 - ) = 1.469 t/m2 < qa = 5.588 t/m2 OK !
3.80 3.80
Reaction of Foundation Soil in Case 1

1.469 t/m2 - t/m2

17.259 t/m 2
- t/m2

in case, e > 0 in case, e < 0

(applicable) (not applicable)

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2.2 Case 2 (Normal condition, without vertical live load)
1.00
q = 0.30 t/m2 0.70
0.10

qa1
9

Pa1

Pa2 10 7
5.62 4.62

qa2 11
8
0.00
Pa3 6
-1.91 12 4 5
Pw1 Pa4
1.00 4.62
1 2 3 Pp1 1.00 Pw2

qw1 qa4 qa3 Pu1 O qp1 qw2

qu2 Pu2
qu1
1.50 1.80 0.50
Acting Load in Case 2

(1) Vertical Load

No. Description W X WxX

1 1.00 x 1.50 x 2.20 3.300 3.050 10.07
2 1.00 x 1.80 x 2.20 3.960 1.400 5.54
3 1.00 x 0.50 x 2.20 1.100 0.250 0.28
4 0.50 x 0.00 x 1.50 x 2.20 0.000 2.800 0.00
5 0.50 x 0.00 x 0.50 x 2.20 0.000 0.167 0.00
6 0.50 x 4.62 x 1.00 x 2.20 5.082 1.967 9.99
7 4.62 x 0.70 x 2.20 7.115 0.950 6.76
8 0.50 x 4.62 x 0.10 x 2.20 0.508 0.567 0.29
9 0.50 x 4.62 x 1.00 x 1.49 3.442 1.967 6.77
10 1.50 x 4.62 x 1.49 10.326 3.050 31.49
11 1.50 x 0.00 x 1.49 0.000 3.050 0.00
12 0.50 x 1.50 x 0.00 x 1.59 0.000 3.300 0.00
T o t a l (1 to 12) 34.833 71.19
Pu1 (1.91) x 3.80 x 0.50 x -1.00 3.629 2.533 9.19
Pu2 4.62 x 3.80 x 0.50 x -1.00 -8.778 1.267 -11.12
Total ( 1 to Pu2) 29.684 69.26

(2) Horizontal Load

Coefficient of Active earth pressure

Ka = 0.847 (for stability analysis)

Ka ' = 0.866 (for structural analysis)

Coefficient of Passive earth pressure

Kp = 1.181
qa1 = Ka x q = 0.254 ton/m
qa2 = Ka x (h1- hw1) x gsoil = 9.499 ton/m
qa3 = qa1 + qa2 = 9.753 ton/m
qa4 = Ka x hw1 x (gsat - gw) = -0.951 ton/m
qw 1 = hw1 x gw = -1.910 ton/m
qw2 = hw2 x gw = 4.620 ton/m
qp1 = Kp x h4 x (gsat - gw) = 0.694 ton/m

No. Description H Y HxY

Pa1 0.254 x 7.53 1.913 1.855 3.55
Pa2 9.499 x 7.53 x 0.50 35.763 0.600 21.46
Pa3 9.753 x -1.91 -18.628 -0.955 17.79
Pa4 -0.951 x -1.91 x 0.50 0.908 -0.637 -0.58
Pw1 -1.910 x -1.91 x 0.50 1.824 -0.637 -1.16
Pw2 -4.620 x 4.62 x 0.50 -10.672 1.540 -16.44
Pp1 -0.694 x 1.00 x 0.50 -0.347 0.333 -0.12

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Total 10.761 24.50

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(3) Stability Calculation

a) Stability against overturning

a)-1 Without Uplift
B = 3.80 m

SWxX-SHxY 71.19 - 24.50

X = = = 1.340 m
SW 34.833
B 3.80
e = - X = - 1.340 = 0.560 m < B/6 = 0.633 m OK !
2 2
a)-2 With Uplift
B = 3.80 m

SWxX-SHxY 69.26 - 24.50

X = = = 1.508 m
SW 29.684
B 3.80
e = - X = - 1.508 = 0.392 m < B/6 = 0.633 m OK !
2 2

b) Stability against sliding

b)-1 without Uplift Pressure
Sliding force : SH = 10.761 ton
Resistance : HR = m x S W = 0.50 x 34.833 = 17.417 ton
(friction coefficient : m = 0.5 )

HR 17.417
Fs = = = 1.62 > 1.50 OK !
SH 10.761

c) Reaction of foundation soil

SW 6xe
q1,2 = x (1 + )
B B
34.833 6x 0.560
q1 = x (1 + ) = 17.272 t/m2 > qa = 5.588 t/m2 OK !
3.80 3.80
34.833 6x 0.560
q2 = x (1 - ) = 1.061 t/m2 < qa = 5.588 t/m2 OK !
3.80 3.80

1.061 t/m2 - t/m2

17.272 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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2.3 Case 3 (Seismic condition)
1.00
0.70
0.10

10 7
5.62 Pa1 4.62

qa1 11
8
0.00
6
-1.91 Pa2
12 4 5
Pw1
Pa3 1.00 4.62
1 2 3 Pp1 1.00 Pw2

qw1 qa3 Pu1

qa2 O qp1 qw2
qu1 qu2 Pu2
1.50 1.80 0.50
Acting Load in Case 3

(1) Vertical Load = Same as Case 2

(2) Horizontal Load

f = 4.75 o a = 0.000 o (for stability analysis) F = 1.318 o

b = 0.00 o
a = 12.213 o (for structural analysis) (F = Arc tan(Kh) )
q = 0.00 t/m (for seismic condition)
2
Kh = 0.02

Coefficient of Active earth pressure

Cos2(f-F-a)
Kae =
2
Sin(f+d) x Sin(f-b-F)
CosF x Cos2a x Cos(a+d+F) x 1+
Cos(a+d+F) x Cos(a-b)

(for stability analysis)

a = 0.000 o
d = 1.00 o

0
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 ) == 0.023 Sin f = 0.083

Sin D = 0.277 then D = 1
Sin(F+D-b) = 0.040 Cos(F+D-b)= 0.999
tan d = 0.004

Cos2(f-F-a)= 0.996 Sin(f+d) = 0.100

CosF = 1.000 Sin(f-b-F) = 0.060
Cos a2
= 1.000 Cos(a-b) = 1.000
Cos(a+d+F) = 0.999

Kae = 0.859 (for stability analysis)

(for structural analysis)

a = 12.213 o
d = 2.38 o

Cos (f-F-a)=
2
0.977 Sin(f+d) = 0.124
CosF = 1.000 Sin(f-b-F) = 0.060
Cos2a = 0.955 Cos(a-b) = 0.977
Cos(a+d+F)= 0.962

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Kae = 0.897 (for structural analysis)

Coefficient of Passive earth pressure

Cos2(f-F+a)
Kpe =
2
Sin(f-d) x Sin(f+b-F)
CosF x Cos2a x Cos(a+d-F) x 1-
Cos(a+d-F) x Cos(a-b)

a = 0.000 o
d = 1.00 o

Cos (f-F+a)=
2
0.996 Sin(f-d) = 0.065
CosF = 1.000 Sin(f+b-F) = 0.060
Cos2a = 1.000 Cos(a-b) = 1.000
Cos(a+d-F)= 1.000

Kpe = 1.133

qa1 = Kae x ( h1 - hw1) x gsoil = 9.638 ton/m

qa2 = qa2 = 9.638 ton/m
qa3 = Kae x hw1 x (gsat - gw) = -0.965 ton/m
qw 1 = hw1 x gw = -1.910 ton/m
qw 2 = hw2 x gw = 4.620 ton/m
qp1 = Kp x h4 x (gsat - gw) = 0.666 ton/m

No. Description H Y HxY

1 0.02 x 3.30 0.076 0.500 0.04
2 0.02 x 3.96 0.091 0.500 0.05
3 0.02 x 1.10 0.025 0.500 0.01
4 0.02 x 0.00 0.000 1.000 0.00
5 0.02 x 0.00 0.000 1.000 0.00
6 0.02 x 5.08 0.117 2.540 0.30
7 0.02 x 7.11 0.164 3.310 0.54
8 0.02 x 0.51 0.012 2.540 0.03
Pw1 0.50 x -1.91 x -1.91 1.824 -0.637 -1.16
Pw2 0.50 x -4.62 x 4.62 -10.672 1.540 -16.44
Pa1 0.50 x 9.64 x 7.53 36.286 0.600 21.77
pa2 9.64 x -1.91 -18.408 -0.955 17.58
Pa3 0.50 x -0.965 x -1.91 0.921 -0.637 -0.59
Pp1 -0.666 x 1.00 x 0.50 -0.333 1.000 -0.33
Total 10.103 21.80

(3) Stability Calculation

a) Stability against overturning

a)-1 Without Uplift
B = 3.80 m
SWxX-SHxY 71.19 - 21.80
X = = = 1.418 m
SW 34.833
B 3.80
e = - X = - 1.418 = 0.482 m < B/3 = 1.267 m OK !
2 2
a)-2 With Uplift
B = 3.80 m
SWxX-SHxY 69.26 - 21.80
X = = = 1.599 m
SW 29.684
B 3.80
e = - X = - 1.599 = 0.301 m < B/3 = 1.267 m OK !
2 2

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b) Stability against sliding
b)-1 Without Uplift
Sliding force : SH = 10.103 ton
Resistance : HR = m x S W = 0.50 x 34.833 = 17.417 ton
(friction coefficient : m = 0.50 )
HR 17.417
Fs = = = 1.72 > 1.25 OK !
SH 10.103
b)-2 With Uplift
Sliding force : SH = 10.103 ton
Resistance : HR = m x S W = 0.50 x 29.684 = 14.842 ton
(friction coefficient : m = 0.50 )
HR 14.842
Fs = = = 1.47 > 1.25 OK !
SH 10.103
c) Reaction of foundation soil

c-1) in case, |e| < B/6 (applicable)

SW 6xe
q1,2 = x (1 + )
B B
34.833 6x 0.482
q1 = x (1 + ) = 16.143 t/m2 > qae = 9.263 t/m2 OK !
3.80 3.80
34.833 6x 0.482
q2 = x (1 - ) = 2.190 t/m2 < qae = 9.263 t/m2 OK !
3.80 3.80

c-2) in case, B/6 < |e| < B/3 (not applicable)

2xSW
q1' = = = - t/m2 qae = - t/m2
3 x (B/2-|e|)

2.190 t/m2

16.143 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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2.4 Bearing Capacity of soil

(1) Design Data

fB = 4.75 o cB = 3.25 t/m2 gs ' = 0.59 t/m3 (=gsat-gw)

B = 3.80 m z = 1.00 m L = 1.00 m (unit length)

f
(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 1.15 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 = 5.7 Nq = 0.0 Ng = 0.0
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) = 18.525

(gsoil x z x Nq) = 0.000

(b x gsoil x B x Ng) = 0.000

qu = 18.525 t/m2 qu = 11.17562 t/m2 (sondir)

(3) Allowable Bearing Capacity of soil, (qa)

qa = qu / 2 = 5.588 t/m2 (safety factor = 2 , normal condition)

qae = qu / 2 = 9.263 t/m2 (safety factor = 2 , seismic condition)

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3. Structure Calculation
3.1 Normal Condition

(1) Wall 1.00

q = 0.30 t/m2 0.70
0.10

qa1

Pa1
4.62 Pa2

A A 0.9
qa2
0.00 Pw1 Pa4 Pw2 3.62
Pa3 B B
0.00 qw2
qw1 qa4 qa3
1.00 1.00

1.50 1.80 0.50

Load Diagram on Wall in Normal Condition

Ka = 0.866
a = 12.213 o

d = 3.17 o

cos (a+d) = 0.964

Kha = Ka x cos (a+d) = 0.835

a) Section A - A

h = 4.62 m
K
qa1 = ha x q = 0.251 ton/m
qa2 = Kha x h x gsoil = 5.749 ton/m

No. Description Ha Y (from A-A) Ha x Y

Pa1 0.251 x 4.62 1.158 2.310 2.674
Pa2 5.749 x 4.62 x 0.50 13.280 1.540 20.452
Total 14.438 23.126

Sa = 14.438 ton Ma = 23.126 ton m

b) Section B - B

h = 4.62 m hw1 = 0.00 m hw2 = 3.62 m

K
qa1 = ha x q = 0.251 ton/m
qa2 = Kha x h x gsoil = 5.749 ton/m
qa3 = qa1 + qa2 = 6.000 ton/m
qa4 = Kha x hw2 x (gsat - gw) = 0.000 ton/m
qw1 = hw1 x gw = 0.000 ton/m
qw2 = hw2 x gw = 3.620 ton/m

No. Description Hb Y (from B-B) Ha x Y

Pa1 0.251 x 4.62 1.158 2.310 2.674
Pa2 5.749 x 4.62 x 0.50 13.280 1.540 20.452
Pa3 6.000 x 0.00 0.000 0.000 0.000
Pa4 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw1 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw2 -3.620 x 3.62 x 0.50 -6.552 1.207 (7.906)
Total 7.886 15.219

Sb = 7.886 ton Mb = 15.219 ton m

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(2) Footing
Case 1 (with vertical live load) Case 2 (without vertical live load)
q = 0.30 t/m2 q = 0.30 t/m2

4.62 4.62
4 4

0.00 0.00
D C D C
0.00 0.00
1.00 1.00
3 1 3 1

D C D C
1.50 1.80 0.50 1.50 1.80 0.50

5
4 4

3 3 1
1

in case, e > 0 in case, e > 0

6 6
15.790 2 2
14.496 1.469 t/m2 1.061 t/m2
7.702 t/m2 7.460 t/m2
15.181 t/m2 15.139 t/m2
17.259 t/m2 17.272 t/m2

in case, e < 0 in case, e < 0

2 2
6 6

- t/m2 - t/m2 - 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 0.50 x 2.20 1.100 0.250 0.275
0.000 x 0.50 x 2.20 x 0.50 0.000 0.167 0.000
2 -15.181 x 0.50 -7.591 0.250 -1.898
-2.078 x 0.50 x 0.50 -0.519 0.333 -0.173
Total -7.010 -1.796

Case 2 (without vertical live load)

No. Description Hc X (from C-C) Hc x X
1 1.000 x 0.50 x 2.20 1.100 0.250 0.275
0.000 x 0.50 x 2.20 x 0.50 0.000 0.167 0.000
2 -15.139 x 0.50 -7.569 0.250 -1.892
-2.133 x 0.50 x 0.50 -0.533 0.333 -0.178
Total -7.003 -1.795

Case 1 Sc = -7.010 ton Mc = -1.796 ton m

Case 2 Sc = -7.003 ton Mc = -1.795 ton m

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b) Section D - D

Case 1 (with vertical live load)

No. Description Hd X (from D-D) Hd x Y
3 1.000 x 1.50 x 2.20 3.300 0.750 2.475
0.000 x 1.50 x 2.20 x 0.50 0.000 0.500 0.000
4 4.620 x 1.50 x 1.49 10.326 0.750 7.744
0.000 x 1.50 x 1.59 0.000 0.750 0.000
0.000 x 1.50 x 1.59 x 0.50 0.000 1.000 0.000
5 0.300 x 1.50 0.450 0.750 0.338
6 -1.469 x 1.50 -2.204 0.750 -1.653
-6.233 x 1.50 x 0.50 -4.675 0.500 -2.337
Total 7.198 6.567

Case 2 (without vertical live load)

No. Description Hd X (from D-D) Hd x Y
3 1.000 x 1.50 x 2.20 3.300 0.750 2.475
0.000 x 1.50 x 2.20 x 0.50 0.000 0.500 0.000
4 4.620 x 1.50 x 1.49 10.326 0.750 7.744
0.000 x 1.50 x 1.59 0.000 0.750 0.000
0.000 x 1.50 x 1.59 x 0.50 0.000 1.000 0.000
6 -1.061 x 1.50 -1.592 0.750 -1.194
-6.399 x 1.50 x 0.50 -4.799 0.500 -2.400
Total 7.235 6.626

Case 1 Sd = 7.198 ton Md = 6.567 ton m

case 2 Sd = 7.235 ton Md = 6.626 ton m

3.2 Seismic Condition

(1) Wall 1.00

0.70
0.10

Pa1 1 2 3
4.62
4.62
A A

qa1
Pa2
0.00 Pw1 Pa3 Pw2 3.62
B B
0.00 qw2
1.00 qw1 qa3 qa2 1.00

1.50 1.80 0.50

Load diagram on Wall for Seismic case

Kae = 0.897
a = 12.213 o

d = 2.38 o

cos (a+d) = 0.968

Khea = Kae x cos (a+d) = 0.868 Kh = 0.02

a) Section A - A

h = 4.62 m
qa1 = hae x h x gsoil
K = 5.976 t/m
No. Description Hae Y (from A-A) Hae x Y
1 0.500 x 4.620 x 1.000 x 2.200 x 0.023 0.117 1.540 0.180
2 4.620 x 0.700 x 2.200 x 0.023 0.164 2.310 0.378
3 0.500 x 4.620 x 0.100 x 2.200 x 0.023 0.012 1.540 0.018
Pa1 5.976 x 4.620 x 0.500 13.804 1.540 21.258
Total 14.096 21.834

Sae = 14.096 ton Mae = 21.834 ton m

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b) Section B - B

h = 4.62 m hw1 = 0.00 m hw2 = 3.62 m

qa1 = Khae x h x gsoil = 6.175 t/m
qa2 = qa1 = 6.175 t/m
qa3 = Khae x hw1 x ( gsat - gw) = 0.000 t/m
qw1 = hw1 x gw = 0.000 ton/m
qw2 = hw2 x gw = 3.620 ton/m

No. Description Hbe Y (from B-B) Hbe x Y

Pa1 6.175 x 4.62 x 0.50 14.264 1.540 21.966
Pa2 6.175 x 0.00 0.000 0.000 0.000
Pa3 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw1 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw2 -3.620 x 3.62 x 0.50 -6.552 1.207 -7.906
1 0.500 x 4.62 x 1.00 x 2.20 x 0.02 0.117 1.540 0.180
2 4.620 x 0.70 x 2.20 x 0.02 0.164 2.310 0.378
3 0.500 x 4.62 x 0.10 x 2.20 x 0.02 0.012 1.540 0.018
Total 8.004 14.636

Sbe = 8.004 ton Mbe = 14.636 ton m

(2) Footing
in case, e < B/6 in case, B/6 < e < B/3

4.62 4.62
4 4

0.00 0.00
D C D C
0.00 0.00
1.00 1.00
3 1 3 1

D C D C
1.50 1.80 0.50 1.50 1.80 0.50

4 4
3 1 3 1

in case, e > 0 ande < B/6 in case, e > 0 and B/6 < e < B/3

5 6
2 2
2.190 t/m2 - t/m2
7.698 t/m2
14.307 t/m2 - t/m2
16.143 t/m2 - t/m2

in case, e < 0 and |e| < B/6 in case, e < 0 and B/6 < |e| < B/3
2
2 6
6

- t/m2 - t/m2 - t/m2 - t/m2

- t/m2 - t/m2 - t/m2

Load Diagram on Footing in Seismic Case

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a) Section C - C

No. Description Hce X (from C-C) Hce x X

1 1.000 x 0.50 x 2.20 1.100 0.250 0.275
0.000 x 0.50 x 2.20 x 0.50 0.000 0.167 0.000
2 -14.307 x 0.50 -7.154 0.250 -1.788
-1.836 x 0.50 x 0.50 -0.459 0.333 -0.153
Total -6.513 -1.666

Sce = -6.513 ton Mce = -1.666 ton m

b) Section D - D

No. Description Hde X (from D-D) Hde x X

3 1.000 x 1.50 x 2.20 3.300 0.750 2.475
0.000 x 1.50 x 2.20 x 0.50 0.000 0.500 0.000
4 4.620 x 1.50 x 1.49 10.326 0.750 7.744
0.000 x 1.50 x 1.59 x 0.50 0.000 1.000 0.000
5 -2.190 x 1.50 -3.285 0.750 -2.464
-5.508 x 1.50 x 0.50 -4.131 0.500 -2.065
Total 6.210 5.690

Sde = 6.210 ton Mde = 5.690 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 23.126 23.126 21.834 14.438 14.438 14.096
Section B-B 15.219 15.219 14.636 7.886 7.886 8.004
Section C-C 1.796 1.795 1.666 7.010 7.003 6.513
Section D-D 6.567 6.626 5.690 7.198 7.235 6.210

(2) Design bending moment and shear force

Description Bending Moment Shear Force

Normal Seismic Normal Seismic
Section A-A 23.126 21.834 14.438 14.096
Section B-B 15.219 14.636 7.886 8.004
Section C-C 1.796 1.666 7.010 6.513
Section D-D 6.626 5.690 7.235 6.210
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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3. Structure Calculation
3.1 Normal Condition

(1) Wall 1.00

q = 0.30 t/m2 0.70
0.10

qa1

Pa1
4.62 Pa2

A A 0.9
qa2
0.00 Pw1 Pa4 Pw2 3.62
Pa3 B B
0.00 qw2
qw1 qa4 qa3
1.00 1.00

1.50 1.80 0.50

Load Diagram on Wall in Normal Condition

Ka = 0.866
a = 12.213 o

d = 3.17 o

cos (a+d) = 0.964

Kha = Ka x cos (a+d) = 0.835

a) Section A - A

h = 4.62 m
K
qa1 = ha x q = 0.251 ton/m
qa2 = Kha x h x gsoil = 5.749 ton/m

No. Description Ha Y (from A-A) Ha x Y

Pa1 0.251 x 4.62 1.158 2.310 2.674
Pa2 5.749 x 4.62 x 0.50 13.280 1.540 20.452
Total 14.438 23.126

Sa = 14.438 ton Ma = 23.126 ton m

b) Section B - B

h = 4.62 m hw1 = 0.00 m hw2 = 3.62 m

K
qa1 = ha x q = 0.251 ton/m
qa2 = Kha x h x gsoil = 5.749 ton/m
qa3 = qa1 + qa2 = 6.000 ton/m
qa4 = Kha x hw2 x (gsat - gw) = 0.000 ton/m
qw1 = hw1 x gw = 0.000 ton/m
qw2 = hw2 x gw = 3.620 ton/m

No. Description Hb Y (from B-B) Ha x Y

Pa1 0.251 x 4.62 1.158 2.310 2.674
Pa2 5.749 x 4.62 x 0.50 13.280 1.540 20.452
Pa3 6.000 x 0.00 0.000 0.000 0.000
Pa4 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw1 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw2 -3.620 x 3.62 x 0.50 -6.552 1.207 (7.906)
Total 7.886 15.219

Sb = 7.886 ton Mb = 15.219 ton m

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(2) Footing
Case 1 (with vertical live load) Case 2 (without vertical live load)
q = 0.30 t/m2 q = 0.30 t/m2

4.62 4.62
4 4

0.00 0.00
D C E D C
0.00 E 0.00
1.00 1.00
3 1 3 1

E D C E D C
1.50 1.80 0.50 1.50 1.80 0.50

5
4 4

3 3 1
1

in case, e > 0 in case, e > 0

6 6
15.790 2 2
14.496 1.469 t/m2 1.061 t/m2
7.702 t/m2 7.460 t/m2
4.585 15.181 t/m2 4.261 15.139 t/m2
17.259 t/m2 17.272 t/m2

in case, e < 0 in case, e < 0

2 2
6 6

- t/m2 - t/m2 - 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 0.50 x 2.20 1.100 0.250 0.275
0.000 x 0.50 x 2.20 x 0.50 0.000 0.167 0.000
2 -15.181 x 0.50 -7.591 0.250 -1.898
-2.078 x 0.50 x 0.50 -0.519 0.333 -0.173
Total -7.010 -1.796

Case 2 (without vertical live load)

No. Description Hc X (from C-C) Hc x X
1 1.000 x 0.50 x 2.20 1.100 0.250 0.275
0.000 x 0.50 x 2.20 x 0.50 0.000 0.167 0.000
2 -15.139 x 0.50 -7.569 0.250 -1.892
-2.133 x 0.50 x 0.50 -0.533 0.333 -0.178
Total -7.003 -1.795

Case 1 Sc = -7.010 ton Mc = -1.796 ton m

Case 2 Sc = -7.003 ton Mc = -1.795 ton m

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c) Section E - E

Case 1 (with vertical live load)

No. Description Hd X (from D-D) Hd x Y
3 1.000 x 0.75 x 2.20 1.650 0.375 0.619
0.000 x 0.75 x 2.20 x 0.50 0.000 0.250 0.000
4 4.620 x 0.75 x 1.49 5.163 0.375 1.936
0.000 x 0.75 x 1.59 0.000 0.375 0.000
0.000 x 0.75 x 1.59 x 0.50 0.000 0.500 0.000
5 0.300 x 0.75 0.225 0.375 0.084
6 -1.469 x 0.75 -1.102 0.375 -0.413
-3.116 x 0.75 x 0.50 -1.169 0.250 -0.292
Total 4.767 1.934

Case 2 (without vertical live load)

No. Description Hd X (from D-D) Hd x Y
3 1.000 x 0.75 x 2.20 1.650 0.375 0.619
0.000 x 0.75 x 2.20 x 0.50 0.000 0.250 0.000
4 4.620 x 0.75 x 1.49 5.163 0.375 1.936
0.000 x 0.75 x 1.59 0.000 0.375 0.000
0.000 x 0.75 x 1.59 x 0.50 0.000 0.500 0.000
6 -1.061 x 0.75 -0.796 0.375 -0.298
-3.200 x 0.75 x 0.50 -1.200 0.250 -0.300
Total 4.817 1.956

Case 1 Sd = 4.767 ton Md = 1.934 ton m

Case 2 Sd = 4.817 ton Md = 1.956 ton m

3.2 Seismic Condition

(1) Wall 1.00

0.70
0.10

Pa1 1 2 3
4.62
4.62
A A

qa1
Pa2
0.00 Pw1 Pa3 Pw2 3.62
B B
0.00 qw2
1.00 qw1 qa3 qa2 1.00

1.50 1.80 0.50

Load diagram on Wall for Seismic case

Kae = 0.897
a = 12.213 o

d = 2.38 o

cos (a+d) = 0.968

Khea = Kae x cos (a+d) = 0.868 Kh = 0.02

a) Section A - A

h = 4.62 m
qa1 = hae x h x gsoil
K = 5.976 t/m
No. Description Hae Y (from A-A) Hae x Y
1 0.500 x 4.620 x 1.000 x 2.200 x 0.023 0.117 1.540 0.180
2 4.620 x 0.700 x 2.200 x 0.023 0.164 2.310 0.378
3 0.500 x 4.620 x 0.100 x 2.200 x 0.023 0.012 1.540 0.018
Pa1 5.976 x 4.620 x 0.500 13.804 1.540 21.258
Total 14.096 21.834

Sae = 14.096 ton Mae = 21.834 ton m

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b) Section B - B

h = 4.62 m hw1 = 0.00 m hw2 = 3.62 m

qa1 = Khae x h x gsoil = 6.175 t/m
qa2 = qa1 = 6.175 t/m
qa3 = Khae x hw1 x ( gsat - gw) = 0.000 t/m
qw1 = hw1 x gw = 0.000 ton/m
qw2 = hw2 x gw = 3.620 ton/m

No. Description Hbe Y (from B-B) Hbe x Y

Pa1 6.175 x 4.62 x 0.50 14.264 1.540 21.966
Pa2 6.175 x 0.00 0.000 0.000 0.000
Pa3 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw1 0.000 x 0.00 x 0.50 0.000 0.000 0.000
Pw2 -3.620 x 3.62 x 0.50 -6.552 1.207 -7.906
1 0.500 x 4.62 x 1.00 x 2.20 x 0.02 0.117 1.540 0.180
2 4.620 x 0.70 x 2.20 x 0.02 0.164 2.310 0.378
3 0.500 x 4.62 x 0.10 x 2.20 x 0.02 0.012 1.540 0.018
Total 8.004 14.636

Sbe = 8.004 ton Mbe = 14.636 ton m

(2) Footing
in case, e < B/6 in case, B/6 < e < B/3

4.62 4.62
4 4

0.00 0.00
D C D C
0.00 0.00
1.00 1.00
3 1 3 1

D C D C
1.50 1.80 0.50 1.50 1.80 0.50

4 4
3 1 3 1

in case, e > 0 ande < B/6 in case, e > 0 and B/6 < e < B/3

5 6
2 2
2.190 t/m2 - t/m2
7.698 t/m2
4.944 14.307 t/m2 - t/m2
16.143 t/m2 - t/m2

in case, e < 0 and |e| < B/6 in case, e < 0 and B/6 < |e| < B/3
2
2 6
6

- t/m2 - t/m2 - t/m2 - t/m2

- t/m2 - t/m2 - t/m2

Load Diagram on Footing in Seismic Case

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a) Section C - C

No. Description Hce X (from C-C) Hce x X

1 1.000 x 0.50 x 2.20 1.100 0.250 0.275
0.000 x 0.50 x 2.20 x 0.50 0.000 0.167 0.000
2 -14.307 x 0.50 -7.154 0.250 -1.788
-1.836 x 0.50 x 0.50 -0.459 0.333 -0.153
Total -6.513 -1.666

Sce = -6.513 ton Mce = -1.666 ton m

b) Section E - E

No. Description Hde X (from D-D) Hde x X

3 1.000 x 0.75 x 2.20 1.650 0.375 0.619
0.000 x 0.75 x 2.20 x 0.50 0.000 0.250 0.000
4 4.620 x 0.75 x 1.49 5.163 0.375 1.936
0.000 x 0.75 x 1.59 x 0.50 0.000 0.500 0.000
5 -2.190 x 0.75 -1.643 0.375 -0.616
-2.754 x 0.75 x 0.50 -1.033 0.250 -0.258
Total 4.138 1.681

Sde = 4.138 ton Mde = 1.681 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 23.126 23.126 21.834 14.438 14.438 14.096
Section B-B 15.219 15.219 14.636 7.886 7.886 8.004
Section C-C 1.796 1.795 1.666 7.010 7.003 6.513
Section E-E 1.934 1.956 1.681 4.767 4.817 4.138

(2) Design bending moment and shear force

Description Bending Moment Shear Force

Normal Seismic Normal Seismic
Section A-A 23.126 21.834 14.438 14.096
Section B-B 15.219 14.636 7.886 8.004
Section C-C 1.796 1.666 7.010 6.513
Section E-E 1.956 1.681 4.817 4.138
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 Condition
Name of Structure : D1 - Hulu
Location : SUNGAI CIRASEA KAB. BANDUNG

Wall (upper) Wall (lower) Footing (toe) Footing (heel)

Section A-A Section B-B Section C-C Section D-D
back front back front lower upper upper lower
Bending moment M kgfcm 2,312,574 1,521,942 179,581 662,600
Shearing force (joint) S kgf 14,438 7,886 7,010 7,235
Axial force N kgf 0 0 0 0

Height of member h cm 249.3 180.0 100.0 100.0

Covering depth d' cm 7.0 7.0 7.0 7.0
Effective height d cm 242.3 173.0 93.0 93.0
Effective width b cm 100.0 100.0 100.0 100.0
Young's modulus ratio n - 24 24 24 24

Required R-bar Asreq cm2 5.52 5.30 1.11 4.43

R-bar arrangement 25~200 16~250 25~100 16~125 16~250 16~250 25~100 16~250

Reinforcement As cm2 24.54 8.04 49.09 16.08 8.04 8.04 49.09 8.04
Perimeter of R-bar U ｃｍ 39.27 ok 78.54 ok 20.11 ok 78.54 ok

Dist. from neutral axis x cm 47.86 53.14 17.12 36.49

Compressive stress sc kgf/cm2 4.3 3.7 2.4 4.5

Allowable stress sca kgf/cm2 60.0 60.0 60.0 60.0
ok ok ok ok
Tensile stress ss kgf/cm2 416 200 256 167
Allowable stress ssa kgf/cm2 1,850 1,850 1,850 1,850
ok ok ok ok
Shearing stress at joint t kgf/cm2 0.60 0.46 0.75 0.78
Allowable stress ta kgf/cm2 5.50 5.50 5.50 5.50
ok ok ok ok

Resisting Moment Mr kgfcm 7,780,031 15,528,173 1,152,560 10,203,352

Mr for compression Mrc kgfcm 13,411,525 17,779,738 2,799,851 10,203,352
x for Mrc cm 35 47 15 38
ss for Mrc kgf/cm2 4,283 2,881 5,416 2,351
Mr for tensile Mrs kgfcm 7,780,031 15,528,173 1,152,560 10,569,919
x for Mrs cm 41 58 16 49
sc for Mrs kgf/cm2 32 53 24 72
Distribution bar (>As/6 and >Asmin) 4.09 1.34 8.18 2.68 1.34 1.34 8.18 1.34
16~250 16~250 16~125 16~250 16~200 16~200 16~200 16~200
Reinforcement As cm2 8.04 8.04 16.08 8.04 10.05 10.05 10.05 10.05
ok 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 Condition
Name of Structure : D1 - Hulu
Location : SUNGAI CIRASEA KAB. BANDUNG

Wall (upper) Wall (lower) Footing (toe) Footing (heel)

Section A-A Section B-B Section C-C Section D-D
back front back front lower upper upper lower
Bending moment M kgfcm 2,183,399 1,463,581 166,638 569,011
Shearing force (joint) S kgf 14,096 8,004 6,513 6,210
Axial force N kgf 0 0 0 0

Height of member h cm 249.3 180.0 100.0 100.0

Covering depth d' cm 7.0 7.0 7.0 7.0
Effective height d cm 242.3 173.0 93.0 93.0
Effective width b cm 100.0 100.0 100.0 100.0
Young's modulus ratio n - 16 16 16 16

Required R-bar Asreq cm2 3.44 3.34 0.68 2.48

R-bar arrangement 25~200 16~250 25~100 16~125 16~250 16~250 25~100 16~250

Reinforcement As cm2 24.54 8.04 49.09 16.08 8.04 8.04 49.09 8.04
Perimeter of R-bar U ｃｍ 39.27 78.54 20.11 78.54

Dist. from neutral axis x cm 39.87 44.86 14.24 31.17

Compressive stress sc kgf/cm2 4.8 4.1 2.7 4.4

Allowable stress sca kgf/cm2 90.0 90.0 90.0 90.0
ok ok ok ok
Tensile stress ss kgf/cm2 388 189 235 140
Allowable stress ssa kgf/cm2 2,775 2,775 2,775 2,775
ok ok ok ok
Shearing stress at joint t kgf/cm2 0.58 0.46 0.70 0.67
Allowable stress ta kgf/cm2 8.25 8.25 8.25 8.25
ok ok ok ok

Resisting Moment Mr kgfcm 11,014,200 21,020,910 1,583,756 11,712,563

Mr for compression Mrc kgfcm ### 21,020,910 3,121,101 11,712,563
x for Mrc cm 29 39 12 31
ss for Mrc kgf/cm2 5,333 3,543 6,482 2,868
Mr for tensile Mrs kgfcm 11,014,200 21,444,277 1,583,756 14,528,365
x for Mrs cm 33 46 13 38
sc for Mrs kgf/cm2 55 90 44 120

Distribution bar (>As/6 and >Asmin) 16~250 16~250 16~125 16~250 16~200 16~200 16~200 16~200
Reinforcement As cm2 8.04 8.04 16.08 8.04 10.05 10.05 10.05 10.05

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 Re-bar 27/35

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 30.16
12@150 7.54 25.13 Footing (heel)
12@250 4.52 15.08 Section E-E
12@300 3.77 12.57 upper lower
16 2.011 5.027 16@125 16.08 40.21 195,646
16@150 13.40 33.51 4,817
16@250 8.04 20.11 0
16@300 6.70 16.76
19 2.835 5.969 19@125 22.68 47.75 100.0
19@150 18.90 39.79 7.0
19@250 11.34 23.88 93.0
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 1.26
22@300 12.67 23.04
25 4.909 7.854 25@75 49.09 78.54 25~200 16~250
25@150 32.72 52.36
25@250 19.63 31.42 24.54 8.04
25@300 16.36 26.18 39.27 ok
32 8.042 10.053 32~125 64.34 80.42
32@150 53.62 67.02 27.73
32@250 32.17 40.21
32@300 26.81 33.51 Calculation Check 1.7
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 95
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 0.52
16,22@125 23.25 47.76 23.25 47.76 5.50
16,25@125 27.67 51.53 27.67 51.53 ok
16,32@125 40.21 60.32 40.21 60.32
19,22@125 26.55 51.53 26.55 51.53 2,498,449
19,25@125 30.97 55.30 30.97 55.30 2498449.05
19,32@125 43.51 64.09 43.51 64.09 19
22,25@125 34.84 59.07 34.84 59.07 2332.70892
22,32@125 47.38 67.86 47.38 67.86 3,697,974
25,32@125 51.80 71.63 51.80 71.63 24
12@300 + 16@300 12,16@150 10.47 29.33 10.47 29.33 73
12,19@150 13.22 32.47 13.22 32.47 4.09 1.34
12,22@150 16.44 35.61 16.44 35.61 16~200 16~300
12,25@150 20.13 38.75 20.13 38.75 10.05 6.70
12,32@150 30.58 46.08 30.58 46.08 ok 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 42.94
16,32@150 33.51 50.27 33.51 50.27

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 Re-bar 28/35

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 (heel)
Section E-E
upper lower
168,070
4,138
0

100.0
7.0
93.0
100.0
16

0.71

25~200 16~250

24.54 8.04
39.27

23.38

1.7
90.0
ok
80
2,775
ok
0.44
8.25
ok

3,264,561
3,264,561
16
2,984
4,895,978
20
114

16~200 16~300
10.05 6.70

395816038.xls-08/30/2018
 Reinforcement Bar Arrangement
( D1 - Hulu )

1.00 0.70 0.10

+ 672.53

D25~200
7.53 D16~250

D16~250
5.62 D16~250

A A
D25~100 D16~125
D16~250
D16~125
D16~200 D16~200
-1.91 D25~100 C D16~250 + 667.91
D
B B 0.00

1.00
+ 666.91
D16~250 D C
D16~200 D16~250 D16~200

1.50 1.80 0.50

3.80

Section of Retaining wall

concrete = 10 m3
reinforcement = 484 kg
cost estimate = 3,830,000

395816038.xls-08/30/2018
4. Wooden Pile

4.1 Bearing Capacity of a Pile

(1) Design data

Diameter of wooden pile D = 10.0 cm

Length of pile L = 4.00 m
Area of pile section A = 1/4 x p x D2 = 0.00785 m2
Perimeter of pile W = pxD = 0.314 m

qc : Nilai Konus = 20 kg/cm²

JHL : Jumlah Hambatan Lekat (TF) = 527.00 kg/cm
Ap : Luas Penampang Pancang = 78.54 cm2

(2) Ultimate vertical bearing capacity, (qu) Metode Meyerhoff

qu = (qc x Ap) + (JHL x Keliling)

= (20 x 78.54) + (20 x 31,4)
= 1,570.796 + 16,556.193 = 18,126.990 kg/pile
= 18.127 Ton/pile

(3) Ultimate vertical bearing capacity, (qu)

qa = qu/n = 18.127 / 3 = 6.042 ton/pile

(safety factor : n = 2)

4.2 Spacing of Pile

(1) For horizontal load

Ha = 0.000 ton/pile ; (Ha : Horizontal load carried by pile)

Hr = H - Hf = H - V x tan(2f/3) = 10.761 - 1.969 = 8.792 ton/m

Ha 0.000
Spacing of pile = = = 0.00 m
Hr 8.792

Spacing of pile = 0.00 m (center to center) by horizontal force

(2) For vertical load

V = 17.259 ton/m : Vertical load carried by pile

qa = 6.042 ton/pile : Allowable vertical bearing capacity of a pile

qa 6.042
Spacing of pile = = = 0.35 m
V 17.259

Spacing of pile can be determined 0.75 m for a pile ( f 150, L = 4.00 m ),

Vp = 24.063 ton/m : Vertical load carried by pile

qa = 6.042 ton/pile : Allowable vertical bearing capacity of a pile

qa 6.042
Spacing of pile = = = 0.25 m
Vp 24.063

Spacing of pile can be determined 1.50 m for a pile ( f 150, L = 4.00 m ),

m2

ton/m

m ),

m ),
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)
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