concrete cantilever rt wall
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8/7/2019 CONCRETE CANTILEVER RT WALL
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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
8/7/2019 CONCRETE CANTILEVER RT WALL
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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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8/7/2019 CONCRETE CANTILEVER RT WALL
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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