Dimensi Aman TPT Subang Ciwaru

8/18/2019 Dimensi Aman TPT Subang Ciwaru

1/14

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


2/14

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


3/14

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


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


4/14

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


5/14

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


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


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


6/14

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




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


7/14

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


Ka = 0,271 (for stability analysis)

Ka ' = 0,303 (for structural analysis)


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



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


8/14

Stability8/1



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)-1 without Uplift Pressure



friction coefficient : = 0,5 ,

HR 122,288

Fs = = = 2,72 > 2,00 OK !

Σ H 44,929

b)-2 with Uplift Pressure




HR 91,663

Fs = = = 2,04 > 2,00 OK !

Σ H 44,929


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)



9/14

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


Kae =


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)


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


10/14

Stability10/1

Kae = 0,430 (for structural analysis)


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



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



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 !


11/14

Stability11/1


b)-1 Without Uplift




HR 122,288

Fs = = = 1,34 > 1,25 OK !Σ H 91,050

b)-2 With Uplift




HR 91,663

Fs = = = 1,01 < 1,25 Check !

Σ H 91,050


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)



12/14

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)


13/14

+

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


1.396

72.721.403

67,50

0,50

2,00

70,50D

B B

C

CD


14/14

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Dimensi Aman TPT Subang Ciwaru