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RETAININGWALL CALCULATION SHEET

PROJECT : KILANG LPG PLANT MBP - BBWM BEKASI PROJECT

Type : Cantilever Reinforcement Concrete Wall

P = 1.7 kN General Information :

Weight per Unit Volume (γ c) : 25 kN/m3

0.4 q= 10 kN/m2 Distribute Load : 10 kN/m2

-> Soil Data (1) : -> Concrete Fence :

φ : 18 ° Per m' 0.2 Ton = 1.7 kN

c : 0 kPa

γ Back Fill : 19 kN/m3

1 1

4 Pa2

2 `

Stem Heel

Toe 3

O qKa

Soil Data (2) :

Maks Min φ : 20 °

c : 20 kPa

 

2.00

HYKa

0.3 0.6  2.5 

3.40

Pa1

1.33

135.27 27.49

0.40

4

0.05

 

Tabel Vertical Force and Moment at Toe (O )

No. Distance fr. O

(kN) (m) (kN)

1

2

3

4

P

q

ΣW:

Ka = tg2

(45° - φ/2) :

ΣPah = 0,5H

2

γ Ka+qHK 

a :

Active Soil Presure Total and moment to O :

1 Cek Stability with Shear :

Wall Length : B = m

Base of Wall assumed very rough so δ   = φ and adhesi cd = c2

Rh = cdB + ΣW tg δ → kN/m

Fgs = ΣRh / ΣPh → > 1.5 OK

.

171.00 2.15 367.65

36.00 0.70 25.20

9.00 0.43 3.90

Weight (W) Moment to O

34.00 1.70 57.80

.

25.00 2.15 53.75

276.70 ΣMr: 515.76

0.53

101.35

Active Soil Pressure total,Pa Distance fr. O Moment to O

(kN) (m) (kN.m)

80.24 1.33 106.98

21.11 2.00 42.23

ΣPa : 101.35 ΣM : 149.21

168.71

3.40

1.66

1.70 4.40 7.46

Page 1 rt wall.xlsx

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RETAININGWALL CALCULATION SHEET

PROJECT : KILANG LPG PLANT MBP - BBWM BEKASI PROJECT

Type : Cantilever Reinforcement Concrete Wall

2 Cek Stability with Overtunning :

Fgl

= ΣMW

/ ΣMgl

→ > 1.5 OK

3 Cek Stability With Bearing Capacity Failure :

Foundation Assumed at surface

- Hansen Equation

→ m

e=B/2 - xe → m <= B/6 = m q= (V/B(1±(6e/B))

- Efective Width : B' = B - 2e → m

A' = B' x 1 → m

Horizontal Force (H) : kNVertical Force (V) : kN

- Load Inclination factor :

50.7 294

→

3.46

1.32

0.38 0.57

2.65

2.65

101.35276.70

0.39

∑∑ ∑−

=W 

M M x

glw

e

0'

5,01

5

≥

+−=

ϕ ctgcAV 

H i

a

q

→

Nc tgφ = Nq-1 → φ : °

70.9 294

→

From tabel : Nc : Nq : Nγ :

- Ultimate Bearing Capacity for Foundation at surface by Hansen :

Df : 0 ,deep factor ,shape factor sc=sq=sγ=1

so :

qu = icc2Nc + iγ 0,5B' γ 2 Nγ → kN/m2

- By Foundation Efective Width (Assumed foundation pressure to ground are similar)

q'=(V/B') → kN/m2

- Save Factor for Bearing Capacity Failure :

F=(qu/q') → < 3 Not OK

F=(qu.B')/V → < 3 Not OK

Need additional strauss pile, assumed diameter 20 cm

Assumed bearing capcacity of pile at 2m depth : kN/m2

→ V= Piles / m

- Calculaton for tranversal load and moment :

> Moment working at vertical wall:

My = 0,5 γ 1 y2

Ka1 (y/3)+ 0,5 q y2

Ka1 → y3

+ y2

0.25

20

0.25

13.10 5.26 2.08

76.8416

104.434

0.74

0.74

1.67 2.64

276.70 2

150

used 

1/ )1( −−−= qqqc N iii

0'7,01

5

≥

+−=

ϕ γ  

ctgcAV H ia

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RETAININGWALL CALCULATION SHEET

PROJECT : KILANG LPG PLANT MBP - BBWM BEKASI PROJECT

Type : Cantilever Reinforcement Concrete Wall

> Tranversal Force

Sy = 0,5 γ 1 y2

Ka1+qy Ka1 → y2

+ y

Pressure at bottom foundation assumed trapezoid-shape :

q= (V/B(1±(6e/B)) → for e <= B/6 ; with V=ΣW = kN/m

and B = 3.4 m

q mak : kN/m2

q min : kN/m2

Moment result from faoundation base soil pressure (assumed pressure distribution are trapezoid-shape):

x= m , q2 = kN/m2

x= m , q3 = kN/m2

Section IV-IV :

Sy : → Soil Reaction My : → Soil Reaction

→ Soil Reaction → Soil Reaction

→ Plate Weight → Plate Weight

kN kN.m

 

5.01 5.28

276.70

135.27

27.49

2.5 106.74

3.1 125.76

1.43 18.86

37.73 0.95

-3.00 -1.50

36.16 18.32

Section V-V :

Sy : → Soil Reaction My : → Soil Reaction

→ Soil Reaction → Soil Reaction

→ Plate Weight → Plate Weight

→ Soil weight → Soil weight

→ load q → load q

kN kN.m

y (m) 1

(1/3)x 3.6 H

(2/3)x 3.6 2/3

(1)x 3.6 1/3

Sec.IV-IV Sec.V-V

Reinforcement Calculation :

Data : f  y : Mpa

fc : Mpa

Flexure:

As,A = Mu,A / (f y.0,9.d) →

Sec.I-I : mm2

Use : D 16 -

Sec.II-II : mm2

Use : D 16 - 500 A

Sec.III-III : mm2

Use : D 16 - 333

As,B = Mu,A / (f y.0,9.d) →

Sec.IV-IV : mm2

Use : D 16 - 500 B

Sec.V-V : mm2

Use : D 16 - 125 Used D16-100

1000

31.25

-99.07 -85.90

-68.72 -82.56

107.79

Section Sy (kN) My (kN.m) Sec.I-I

25.00 31.25

171.00 213.75

25.00

I-I 13.56 6.69Sec.II-II

II-II 41.55 38.31

240

18

III-III 83.99 112.19 Sec.III-III

IV-IV 36.16 18.32

242.96

558.51

256.95

58.43

53.21

1512.24

V-V 53.21 107.79

Page 3 rt wall.xlsx