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Location : ON SUBANG CIWARU ROAD
Top wall level = m
D1 - Hulu River bed level = mGround water level = m
River water level = m
Foundation level = m
Dimension (unit length)
H = m B = m L = m
α
b11 = m b12 = m b13 = m
b21 = m b22 = m b23 = m
67,50
8,75
2,75 1,005,00
1,00
1,75 0,500,50
15,50
83,00
70,50
75,00
74,00b12
H=h1
q (t/m2) b11 b13
h1 = m h31 = m h32 = m
h4 = m hw1 = m hw2 = m
q = t/m2
Kh =
Backfill soil c = t/m w = t/m
soil = t/m
sat = t/m =o
(for stability analysis)
=o
=o
(for structural analysis)
c = t/m2
=o
Foundation soil
s' = t/m3
Safety factor (normal) (seismic)
B =o
Overturning |e| <
cB = t/m Sliding fs >
Friction coefficient Reaction of foundation soil
= qmax >
Uplift coefficient Allowable stress
U = Compressive ca = kg/cm
Cover of bar Tensile sa = kg/cm
Wall Shear a = kg/cm
d back = cm Young's modulus ratio
d front = cm
0,00
35,0
1850
5,5
24
1,00
16
7
7
90
2775
8,25
30,0 B/3=2,92
0,00
601,00
qa=qu/3 qae=qu/2
1,25
0,50
2,00
B/6=2,58
0,502,00
0,50
Section of Retaining wall
3,00
2,40
6,50
0,00
0,00
2,00
7,67
1,80
15,50
1,00
0,18
7,50
h31
b21 b23
h4
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 = < Check!
Note : Perbesar dimensi b22 untuk lebih aman dalam kondisi gempa
c) Reaction of foundation soil c) Reaction of foundation soil
q1 = t/m < qa = t/m OK! q1 = t/m < qae = t/m OK!
q2 = t/m < qa = t/m OK! q2 = t/m < qae = t/m OK!12,60 52,17 0,00 78,25
44,08 52,17 57,33 78,25
2,04 2,00 1,01 1,25
2,921,15 1,46 2,08
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Stressing of Reinforcement and Concrete
N ame of Structure :
Location :
Normal Condition Allowable compressive stress ( ca) = kg/cm
Allowable tensile stress ( sa) = kg/cm
Allowable shearing stress ( a) = kg/cm2
Young's modulus ratio =
Item
b (cm)
h (cm)
d1 (cm) back back lower upper
d2 (cm) front front upper lower
d (cm)
Section A-A Section B-B Section C-C Section D-D
100,0
188,5
7,0 7,0
5,5
24
60
1850
100,0
275,0
7,0
181,5
D1 - Hulu
ON SUBANG CIWARU ROAD
7,0
100,0
250,0
7,0
7,0
100,0
250,0
7,0
7,0
243,0243,0268,0
D C
BB
A A
on m
S (ton)
Bar size and spacing (mm)
Bar (As1) D 25 - D 25 - D 16 - D 25 -
Bar (As2) D 16 - D 16 - D 16 - D 16 -
Stress c OK! OK! OK! OK!
Stress s OK! OK! OK! OK!
Stress OK! OK! OK! OK!
Seismic Condition Allowable compressive stress ( ca) = kg/cm2
Allowable tensile stress ( sa) = kg/cm
Allowable shearing stress ( a) = kg/cm2
Young's modulus ratio =
Item
b (cm)
h (cm)
d1 (cm)
d2 (cm)
d (cm)
M (ton m) S (ton)
0,88 1,61 1,52 1,89
2775
8,25
250250
100
16
200
4637
250
250
90
43
100
Section of Retaining wall
2122 6
1070 1004 14061563
125
13
16
Section A-A Section B-B Section C-C Section D-D
100,0 100,0 100,0 100,0
188,5 275,0 250,0 250,0
7,0 7,0 7,0 7,0
7,0 7,0 7,0 7,0
181,5 268,0 243,0 243,0
73 331 25 25627 74 49 75
CD
D C
BB
A A
CD
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Stability4/1
1. Design Data
1.1 Dimensions
B = 8,75 m H = 15,50 m
L = 1,00 m (unit length)
b11 = 1,75 m b21 = 5,00 mb12 = 0,50 m b22 = 2,75 m
b13 = 0,50 m b23 = 1,00 m
h1 = 15,50 m h4 = 3,00 m
h31 = 2,00 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
γ c = 2,40 t/m
γ w = 1,00t/m
Backfill soil Foundation soil Safety factor
γ soil = 1,80 t/m γ s' = 1,00 t/m (=γ sat− γ w) Overturning
γ sat = 2,00 t/m cB = 0,00 t/m normal |e| 1,25
α = 0,000o
(for stability analysis) Reaction of foundation soil
= 7,667o
(for structural analysis) normal qmax
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Stability5/1
(1) Vertical Load
No. Description W X W x X
1 2,00 x 5,00 x 2,40 24,000 6,250 150,00
2 2,50 x 2,75 x 2,40 16,500 2,375 39,19
3 2,00 x 1,00 x 2,40 4,800 0,500 2,40
4 0,50 x 0,50 x 5,00 x 2,40 3,000 5,417 16,25
5 0,50 x 0,50 x 1,00 x 2,40 0,600 0,333 0,20
6 0,50 x 13,00 x 1,75 x 2,40 27,300 3,167 86,45
7 13,00 x 0,50 x 2,40 15,600 1,750 27,30
8 0,50 x 13,00 x 0,50 x 2,40 7,800 1,333 10,40
9 0,50 x 13,00 x 1,75 x 1,80 20,475 3,167 64,84
10 5,00 x 8,00 x 1,80 72,000 6,250 450,00
11 5,00 x 5,00 x 2,00 50,000 6,250 312,50
12 0,50 x 5,00 x 0,50 x 2,00 2,500 7,083 17,71
q 0,50 x 6,75 3,375 5,375 18,14
T o t a l(1 to q) 247,950 1.195,38
Pu1 7,50 x 8,75 x 0,50 x -1,00 -32,813 5,833 -191,41
Pu2 6,50 x 8,75 x 0,50 x -1,00 -28,438 2,917 -82,94
Total ( 1 to Pu2) 186,700 921,03
(2) Horizontal Load
Coefficient of Active earth pressure
Ka =2
Cos2(φ -α)
Cos2α x Cos(α+δ) x 1+Sin(φ+δ) x Sinφ
Cos(α+δ) x Cosα
(for stability analysis)
α = 0,000o δ = 0,000
o
Cos2(φ -α) = 0,671 Sin(φ+δ) = 0,574
Cos2α = 1,000 Sinφ = 0,574
Cos(α+δ) = 1,000 Cosα = 1,000
Ka = 0,271 for stability analysis
(for structural analysis)
α = 7,667 o δ = 23,333 o
Cos2(φ -α) = 0,789 Sin(φ+δ) = 0,851
Cos2α = 0,982 Sinφ = 0,574
Cos(α+δ) = 0,857 Cosα = 0,991
Ka' = 0,303 for structural analysis
Coefficient of Passive earth pressure
Kp =
α = 0,000o δ = 0,000
o
Cos2(φ+α) = 0,671 Sin(φ+δ) = 0,574
Cos2α = 1,000 Sinφ = 0,574
Cos(α -δ) = 1,000 Cosα = 1,000
Kp = 3,697
qa1 = Ka x q = 0,135 ton/m
qa2 = Ka x (h1- hw1) x γ soil = 3,900 ton/m
qa3 = qa1 + qa2 = 4,036 ton/m
2
Cos2(φ+α)
Cos2α x Cos(α -δ) x 1 -Sin(φ+δ) x Sinφ
Cos(α -δ) x Cosα
qa4 = a x w1 x γ sat - γ w = 2,031 ton/m
qw 1 = hw1 x γ w = 7,500 ton/m
qw 2 = hw2 x γ w = 6,500 ton/m
qp1 = Kp x h4 x (γ sat - γ w) = 11,092 ton/m
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Stability6/1
No. Description H Y H x Y
Pa1 0,135 x 8,00 1,083 11,500 12,46
Pa2 3,900 x 8,00 x 0,50 15,600 10,167 158,60
Pa3 4,036 x 7,50 30,266 3,750 113,50
Pa4 2,031 x 7,50 x 0,50 7,617 2,500 19,04
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 -11,092 x 3,00 x 0,50 -16,639 1,000 -16,64
T o t a l 44,929 311,51
(3) Stability Calculation
a) Stability against overturning
a) -1 Without Uplift
B = 8,75 m
Σ W x X - Σ H x Y 1.195,38 - 311,51
X = = = 3,565 m
Σ W 247,950
B 8,75
e = - X = - 3,565 = 0,810 m < B/6 = 1,458 m OK !
2 2 a) -2 With Uplift
B = 8,75 m
Σ W x X - Σ H x Y 921,03 - 311,51
X = = = 3,265 m
Σ W 186,700
B 8,75
e = - X = - 3,265 = 1,110 m < B/6 = 1,458 m OK !
2 2
b) Stability against sliding
b)-1 Without Uplift
Sliding force : Σ H = 44,929 ton
Resistance : HR = µ x Σ W = 0,50 x 247,950 = 123,975 ton
(friction coefficient : µ = 0,50 )
HR 123,975
Fs = = = 2,759 > 2,00 OK !
Σ H 44,929
b)-2 With Uplift
Sliding force : Σ H = 44,929 ton
Resistance : HR = µ x Σ W = 0,50 x 186,700 = 93,350 ton
(friction coefficient : µ = 0,5 )
HR 93,350
Fs = = = 2,078 > 2,00 OK !
Σ H 44,929
c) Reaction of foundation soil
Σ W 6 x e
q1,2 = x (1 + )
B B
247,950 6 x 0,810
q1 = x (1 + ) = 44,076 t/m2
< qa = 52,167 t/m2
OK !
8,75 8,75
247,950 6 x 0,810
q2 = x (1 - ) = 12,598 t/m2
< qa = 52,167 t/m2
OK !
, ,
12,598 t/m2
- t/m2
44,076 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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Stability7/1
2.2 Case 2 (Normal condition, without vertical live load)
1,75
q = 0,50 t/m2
0,50
0,50
15,50 13,00
0,50
7,50
3,00 6,50
2,00
5,00 2,75 1,00
Acting Load in Case 2
(1) Vertical Load
No. Description W X W x X
1 2,00 x 5,00 x 2,40 24,000 6,250 150,00
2 2,50 x 2,75 x 2,40 16,500 2,375 39,19
3 2,00 x 1,00 x 2,40 4,800 0,500 2,40
4 0,50 x 0,50 x 5,00 x 2,40 3,000 5,417 16,25
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
5 0,50 x 0,50 x 1,00 x 2,40 0,600 0,333 0,20
6 0,50 x 13,00 x 1,75 x 2,40 27,300 3,167 86,45
7 13,00 x 0,50 x 2,40 15,600 1,750 27,30
8 0,50 x 13,00 x 0,50 x 2,40 7,800 1,333 10,40
9 0,50 x 13,00 x 1,75 x 1,80 20,475 3,167 64,84
10 5,00 x 8,00 x 1,80 72,000 6,250 450,00
11 5,00 x 5,00 x 2,00 50,000 6,250 312,50
12 0,50 x 5,00 x 0,50 x 2,00 2,500 7,083 17,71
T o t a l (1 to 12) 244,575 1177,24Pu1 7,50 x 8,75 x 0,50 x -1,00 -32,813 5,833 -191,41
Pu2 6,50 x 8,75 x 0,50 x -1,00 -28,438 2,917 -82,94
Total ( 1 to Pu2) 183,325 902,89
(2) Horizontal Load
Coefficient of Active earth pressure
Ka = 0,271 (for stability analysis)
Ka ' = 0,303 (for structural analysis)
Coefficient of Passive earth pressure
Kp = 3,697qa1 = Ka x q = 0,135 ton/m
qa2 = Ka x (h1- hw1) x γ soil = 3,900 ton/m
qa3 = qa1 + qa2 = 4,036 ton/m
qa4 = Ka x hw1 x (γ sat - γ w) = 2,031 ton/m
qw 1 = hw1 x γ w = 7,500 ton/m
qw2 = hw2 x γ w = 6,500 ton/m
qp1 = Kp x h4 x (γ sat - γ w) = 11,092 ton/m
No. Description H Y H x Y
Pa1 0,135 x 8,00 1,083 11,500 12,46
a , x , x , , , ,
Pa3 4,036 x 7,50 30,266 3,750 113,50
Pa4 2,031 x 7,50 x 0,50 7,617 2,500 19,04Pw1 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 -11,092 x 3,00 x 0,50 -16,639 1,000 -16,64
T o t a l 44,929 311,51
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Stability8/1
(3) Stability Calculation
a) Stability against overturning
a)-1 Without Uplift
B = 8,75 m
Σ W x X - Σ H x Y 1.177,24 - 311,51
X = = = 3,540 m
Σ W 244,575
B 8,75
e = - X = - 3,540 = 0,835 m < B/6 = 1,458 m OK !
2 2
a)-2 With Uplift
B = 8,75 m
Σ W x X - Σ H x Y 902,89 - 311,51
X = = = 3,226 m
Σ W 183,325
B 8,75
e = - X = - 3,226 = 1,149 m < B/6 = 1,458 m OK !
2 2
b) Stability against sliding
b)-1 without Uplift Pressure
Sliding force : Σ H = 44,929 ton
Resistance : HR = µ x Σ W = 0,50 x 244,575 = 122,288 ton
friction coefficient : = 0,5 ,
HR 122,288
Fs = = = 2,72 > 2,00 OK !
Σ H 44,929
b)-2 with Uplift Pressure
Sliding force : Σ H = 44,929 ton
Resistance : HR = µ x Σ W = 0,50 x 183,325 = 91,663 ton
(friction coefficient : µ = 0,5 )
HR 91,663
Fs = = = 2,04 > 2,00 OK !
Σ H 44,929
c) Reaction of foundation soil
Σ W 6 x e
q1,2 = x (1 + )
B B
244,575 6 x 0,835
q1 = x (1 + ) = 43,956 t/m2
< qa = 52,167 t/m2
OK !
8,75 8,75
244,575 6 x 0,835
q2 = x (1 - ) = 11,947 t/m2
< qa = 52,167 t/m2
OK !
8,75 8,75
11,947 t/m2
- t/m2
43,956 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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Stability9/1
2.3 Case 3 (Seismic condition)
1,75
0,50
0,50
15,50 13,00
0,50
7,50
3,00 6,50
2,00
5,00 2,75 1,00
Acting Load in Case 3
(1) Vertical Load = Same as Case 2
(2) Horizontal Load
φ = 35,00o α = 0,000
o(for stability analysis) Φ = 10,204
o
= 0,00o α = 7,667
ofor structural anal sis Φ = Arc tan Kh
Pa1
qa1
qa2qa3qw1
Pa2
Pa3Pw1
O
7
1
10
12
9
2 3
5
6
8
4
11
Pw2
qw2
Pp1
qp1Pu1
qu2 Pu2qu1
, ,
q = 0,00 t/m2 (for seismic condition) Kh = 0,18
Coefficient of Active earth pressure
Kae =
(for stability analysis)
α = 0,000 o δ = 28,76 o
tan δ = Sin φ Sin ( Φ + ∆ - β )1 − Sin φ Cos ( Φ + ∆ - β )
sin ∆= Sin ( Φ + β )
Sin φ
Sin (Φ+ β ) = 0,177 Sin φ = 0,574
Sin ∆ = 0,308 then ∆ = 17,94
Sin(Φ+∆-β) = 0,472 Cos(Φ+∆-β)= 0,882
tan δ = 0,549
Cos2(φ-Φ-α)= 0,824 Sin(φ +δ ) = 0,897
CosΦ = 0,984 Sin(φ-β-Φ) = 0,419
Cos2α = 1,000 Cos(α-β) = 1,000
Cos(α +δ+Φ = 0,778
Kae = 0,375 (for stability analysis)
(for structural analysis)
α = 7,667o δ = 17,50
o
2
Cos2(φ−Φ−α)
CosΦ x Cos2α x Cos(α +δ +Φ) x 1+
Sin(φ + δ )x Sin(φ−β−Φ)
Cos α +δ +Φx Cos α−
Cos2(φ-Φ-α)= 0,913 Sin(φ +δ ) = 0,793
CosΦ = 0,984 Sin(φ-β-Φ) = 0,419Cos
2α = 0,982 Cos(α-β) = 0,991
Cos(α +δ+Φ)= 0,815
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Stability10/1
Kae = 0,430 (for structural analysis)
Coefficient of Passive earth pressure
Kpe =
α = 0,000o δ = 28,76
o
Cos2(φ-Φ +α)= 0,824 Sin(φ − δ ) = 0,109
CosΦ = 0,984 Sin(φ +β-Φ) = 0,419
Cos2α = 1,000 Cos(α-β) = 1,000
Cos(α +δ − Φ)= 0,948
Kpe = 1,450
qa1 = Kae x ( h1 - hw1) x γ soil = 5,400 ton/m
qa2 = qa2 = 5,400 ton/m
qa3 = Kae x hw1 x (γ sat - γ w) = 2,813 ton/m
qw 1 = hw1 x γ w = 7,500 ton/m
qw 2 = hw2 x γ w = 6,500 ton/m
qp1 = Kp x h4 x (γ sat - γ w) = 4,350 ton/m
No. Description H Y H x Y
1 0,18 x 24,00 4,320 1,000 4,32
2
Cos2(φ−Φ +α)
CosΦ x Cos2α x Cos(α +δ−Φ) x
1−
Sin(φ−δ )x Sin(φ +β−Φ)
Cos(α +δ−Φ) x Cos(α−β)
, , , , ,
3 0,18 x 4,80 0,864 1,000 0,86
4 0,18 x 3,00 0,540 2,167 1,17
5 0,18 x 0,60 0,108 2,167 0,23
6 0,18 x 27,30 4,914 6,833 33,58
7 0,18 x 15,60 2,808 9,000 25,27
8 0,18 x 7,80 1,404 6,833 9,59
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 -45,77Pa1 0,50 x 5,40 x 8,00 21,600 10,167 219,60
pa2 5,40 x 7,50 40,500 3,750 151,88
Pa3 0,50 x 2,813 x 7,50 10,547 2,500 26,37
Pp1 -4,350 x 3,00 x 0,50 -6,525 3,000 -19,58
T o t a l 91,050 481,55
(3) Stability Calculation
a) Stability against overturning
a)-1 Without Uplift
B = 8,75 m
Σ W x X - Σ H x Y 1.177,24 - 481,55
X = = = 2,844 m
Σ W 244,575
B 8,75
e = - X = - 2,844 = 1,531 m < B/3 = 2,917 m OK !
2 2
a)-2 With Uplift
B = 8,75 m
Σ W x X - Σ H x Y 902,89 - 481,55
X = = = 2,298 m
Σ W 183,325
B 8,75
e = - X = - 2,298 = 2,077 m < B/3 = 2,917 m OK !
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Stability11/1
b) Stability against sliding
b)-1 Without Uplift
Sliding force : Σ H = 91,050 ton
Resistance : HR = µ x Σ W = 0,50 x 244,575 = 122,288 ton
(friction coefficient : µ = 0,50 )
HR 122,288
Fs = = = 1,34 > 1,25 OK !Σ H 91,050
b)-2 With Uplift
Sliding force : Σ H = 91,050 ton
Resistance : HR = µ x Σ W = 0,50 x 183,325 = 91,663 ton
(friction coefficient : µ = 0,50 )
HR 91,663
Fs = = = 1,01 < 1,25 Check !
Σ H 91,050
c) Reaction of foundation soil
c-1) in case, |e| < B/6 (not applicable)
Σ W 6 x e
q1,2 = x (1 + )
B B
q1 = x ) = - t/m2
qae = - t/m2
q2 = x ) = - t/m2
qae = - t/m2
c-2) in case, B/6 < |e| < B/3 (applicable)
2 x Σ W 2 x 244,575
q1' = = = 57,331 t/m2 < qae = 78,250 t/m2 OK !
3 x (B/2-|e|) 3 x 2,844
3 x |e| - B/2 = 0,218 m
- t/m2
- t/m2
57,331 t/m2
in case, e > 0 and e < B/6 in case, e > 0 and B/6 < e < B/3
(not applicable) (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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Stability12/1
2.4 Bearing Capacity of soil
(1) Design Data
φB = 30,00o cB = 0,00 t/m γ s' = 1,00 t/m (=γ sat− γ w)
B = 8,75 m z = 3,00 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 = (α x c x Nc) + (γ soil' x z x Nq) + (β x γ soil x B x Nγ )
Shape factor (Table 2.5 of KP-06)
α = 1,00 β = 0,50
Shape of footing : 1 (strip)
Shape of footing α β
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 Nγ = 20,0
φ Nc Nq Nγ
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 9,530 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
(α x c x Nc) = 0,000
(γ soil x z x Nq) = 69,000
(β x γ soil x B x Nγ ) = 87,500
qu = 156,500 t/m2
(3) Allowable Bearing Capacity of soil, (qa)
qa = qu / 3 = 52,167 t/m2
(safety factor = 3 , normal condition)
qae = qu / 2 = 78,250 t/m2
(safety factor = 2 , seismic condition)
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+
D25~200
D16~250
D16~250
D16~250
D25~100 D16~125
D16~250
Reinforcement Bar Arrangement
1,75 0,50 0,50
8,00
15,50
83,00
A A
D16~125
D16~200 D16~200
D25~100 D16~250 +
+
D16~250D16~200 D16~250 D16~200
concrete = m3
reinforcement = kg
cost estimate =
5,00 2,75 1,00
8,75
42
7,50
Section of Retaining wall
1.396
72.721.403
67,50
0,50
2,00
70,50D
B B
C
CD
8/18/2019 Dimensi Aman TPT Subang Ciwaru
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