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Design of Anchored Sheet Pile Coal Fire Steam Power Plant, West Kalimantan
Teuku Faisal Fathani, Ph.D.
Jurusan Teknik Sipil dan Lingkungan
Fakultas Teknik - Universitas Gadjah Mada
Location
Site condition
• The soil at working area consists of soft compressible layer of silty clay up to 30-35 m depth over layered by silty sand and medium sand.
• The groundwater level is located at 0 to 1 m below the ground surface
• Considering the geotechnical condition at riverbank area, sheet pile installation as river protection will be performed at the riverside of Kapuas.
• Sheet pile is chosen with the consideration that the soil is very soft with very low bearing capacity
Standard Penetration Test
Depth Soil type N value
0.00-3.50 Silty CLAY, few peat, dark grey to black 2
3.50-6.00 Fine sandy CLAY, few shell fragments, grey 1 or less
6.00-11.00 Silty CLAY, few shell fragments, grey ≤ 1
11.00-16.00 Silty CLAY, light grey 2
16.00-19.55 Silty CLAY, few sand, grey 3
19.55-24.00 Silty CLAY, grey 2-4
24.00-26.00 Silty CLAY, few organic matter, dark grey 3
26.00-29.55 Silty CLAY, grey to yellow 6
29.55-34.40 Silty CLAY, grey 7-9
34.40-35.55 Silty medium SAND, light grey to white -
35.55-54.00 Slightly silty medium SAND, white ≥ 50
54.00-55.00 Silty clay, brown -
55.00-60.00 Slightly silty fine SAND, light grey to white ≥ 50
Dutch Cone Penetration Test
Bor Log TestB8 B7
0.00
10.00
20.00
30.00
40.00
50.00
60.00
Silty CLAY
Silty CLAY
Sandy SILT
SAND
Very Soft
to Soft
Medium
Dense to
very dense
± 0.00
- 23.50
- 31.50
- 34.50
- 33.50
- 60.00
- 26.50
Laboratorium test result
Design of sheet pile construction without anchorDesign of Sheet Pile Construction Cantilever without Anchor
Project : Coal Fire Steam Power Plant (CFSPP) Capacity 2 x 50 MW
Parit Baru, West Kalimantan
Design with Static Load
q = 0.0 kN/m2
h1 0.0
Soil Layer 1
g b = 13.81 kN/m3 b = 0.0 K a1 = 0.704
h2 1.5 g sa t = 17.69 kN/m3 a = 90.0 K p1 = 1.420
g ' = 7.69 kN/m3 d = 15.0
c = 2.00 kN/m2
f = 10.00 o
h3 0.0
Soil Layer 2
gb = 10.10 kN/m3 b = -2.0 K a2 = 0.870
gsat = 16.34 kN/m3 a = 90.0 K p2 = 1.150
d 0 = 4.626 g' = 6.34 kN/m3 d = 11.0
d = 1.500 d 0 c = 7.00 kN/m2
x = 2.386 f = 4.00 o
Calculate D0 SMDo = 0 Calculation Result :
h1 (m) h2 (m) d0 (m) d (m) L (m) x (m) Mmaks (kNm)
Calculate x SFhx = 0 0.00 1.50 4.63 6.94 8.44 2.39 21.59
Steel Profile
OZ 13 A
b
D0
x
A
d0
2cKa1h1.g.Ka1
Ea1
Ea2
Ea3
Ea4
Ea5
Ea6
h1
h2H
Soil Layer 1
g1 ; g1’ ; c1 ;
f1 ; Ka1
q
)(tanK o
a2
452 f
)(tanK p2
452 f
)(tanK o
a2
452 f
)(tanK p2
452 f
Design of Sheet Pile Construction with Pier Abutment as Anchor
Project : Coal Fire Steam Power Plant (CFSPP) Capacity 2 x 50 MW
Parit Baru, West Kalimantan
Design with Static Load
q = 62.7 kN/m2 (external load 10 kN/m2 added with 3.1 m height of soil embankment with g 17 kN/m3)
h1 0.0
Soil Layer 1
g b = 13.81 kN/m3 b = 0.0 K a1 = 0.901
h2 1.6 g sa t = 17.69 kN/m3 a = 90.0 K p1 = 1.110
g ' = 7.69 kN/m3 d = 15.0
c = 10.00 kN/m2
f 3.00 o
h3 0.0
Soil Layer 2
gb = 10.10 kN/m3 b = -2.0 K a2 = 0.854
gsat = 16.34 kN/m3 a = 90.0 K p2 = 1.170
d 0 = 4.009 g' = 6.34 kN/m3 d = 11.0
d = 1.500 d 0 c = 20.00 kN/m2
y = 8.948 f 4.50 o
Calculate D0 SMB = 0 Calculation Result :
h1 (m) h2 (m) d0 (m) d (m) L (m) x (m) Mmaks (kNm)
Calculate x SFhx = 0 0.00 1.60 4.01 6.01 7.61 10.548 544.71 Larssen 420 YSP-1
Steel Profile Concrete Profile
W-350-A-1000 JISA5326
b
D0
x
A
d0
B
y
Pier Abutment
)(tanK o
a2
452 f
)(tanK p2
452 f
)(tanK o
a2
452 f
)(tanK p2
452 f
Design of Sheet Pile Construction with Pier Abutment as Anchor
Project : Coal Fire Steam Power Plant (CFSPP) Capacity 2 x 50 MW
Parit Baru, West Kalimantan
Design with Static Load
q = 62.7 kN/m2 (external load 10 kN/m2 added with 3.1 m height of soil embankment with g 17 kN/m3)
h1 0.0
Soil Layer 1
g b = 13.81 kN/m3 b = 0.0 K a1 = 0.901
h2 1.6 g sa t = 17.69 kN/m3 a = 90.0 K p1 = 1.110
g ' = 7.69 kN/m3 d = 15.0
c = 10.00 kN/m2
f 3.00 o
h3 0.0
Soil Layer 2
gb = 10.10 kN/m3 b = -2.0 K a2 = 0.854
gsat = 16.34 kN/m3 a = 90.0 K p2 = 1.170
d 0 = 4.009 g' = 6.34 kN/m3 d = 11.0
d = 1.500 d 0 c = 20.00 kN/m2
y = 8.948 f 4.50 o
Calculate D0 SMB = 0 Calculation Result :
h1 (m) h2 (m) d0 (m) d (m) L (m) x (m) Mmaks (kNm)
Calculate x SFhx = 0 0.00 1.60 4.01 6.01 7.61 10.548 544.71 Larssen 420 YSP-1
Steel Profile Concrete Profile
W-350-A-1000 JISA5326
b
D0
x
A
d0
B
y
Pier Abutment
)(tanK o
a2
452 f
)(tanK p2
452 f
)(tanK o
a2
452 f
)(tanK p2
452 f
Design of sheet pile construction without anchorForces and Moments caused by Active Soil Pressure Forces Diagram on Sheet Pile Construction without Anchor
Forces Arms Moments
(kN) (m) (kNm)
Ea1 0.000 5.376 0.000
Ea2 0.000 6.126 0.000
Ea3 0.000 6.126 0.000
Ea4 0.000 5.376 0.000
Ea5 6.091 5.126 31.221
Ea6 -5.035 5.376 -27.064
Ea7 46.398 2.313 107.308
Ea8 58.980 1.542 90.939
Ea9 -60.388 2.313 -139.665
Ea10 187.614 2.042 383.082
SEa = 233.660 SMa = 445.822
Forces and Moments caused by Passive Soil Pressure
Forces Arms Moments
(kN) (m) (kNm)
Ep1 77.998 1.542 120.262
Ep2 106.980 1.542 164.949
Ep3 69.445 2.313 160.611
SEp = 254.423 SMp = 445.822
Ma-Mp = 0.000
do : 4.63 m
Sheet pile length inside (d) : 6.94 m
Sheet pile length total (L) : 8.44 m
Notation
Notation
q.Ka1
2cKa1h1.g.Ka1
h1.g1.Ka1 h2.g1’.Ka1
(q+h1.g1+h2.g1’)Ka2
2cKa1
(h3+d0)g2’Ka2 2cKa2(h2+h3+d0)gw
d0.g2’.Kp2d0.gw2cKp2
Soil Layer 2
g2 ; g2’ ; c2 ; f2 ;
Ka2 ; Kp2
Ea1
Ea2
Ea3
Ea4
Ea5
Ea6
Ea7
Ea8
Ea9
Ea10
Ep1Ep2
Ep3
h1
h2H
d0
D0
b
Soil Layer 1
g1 ; g1’ ; c1 ;
f1 ; Ka1
q
h3
Design of sheet pile construction without anchorDetermine Sheet Pile Profile
Looking for Mmax that works on point with distance x from A to D0
x = 2.386 (dMmax/dx) = 0 atau SFhx = 0
Forces and Moments caused by Active Soil Pressure Forces and Moments caused by Passive Soil Pressure
Forces Arms Moments Forces Arms Moments
(kN) (m) (kNm) (kN) (m) (kNm)
Ea1 0.000 3.136 0.000 Ep1 20.751 0.795 16.503
Ea2 0.000 3.886 0.000 Ep2 28.462 0.795 22.636
Ea3 0.000 3.886 0.000 Ep3 35.820 1.193 42.731
Ea4 0.000 3.136 0.000 SEp = 85.033 SMp = 81.870
Ea5 6.091 2.886 17.579 Ea-Ep = -0.001 Ma-Mp = 21.587
Ea6 -5.035 3.136 -15.788
Ea7 23.932 1.193 28.549
Ea8 15.692 0.795 12.479
Ea9 -31.148 1.193 -37.158
Ea10 75.500 1.295 97.795
SEa = 85.032 SMa = 103.457
Notation Notation
Design of sheet pile construction without anchor
• required length of sheet pile = 8.44m
• maximum moment = 21.59 kNm
• Steel Sheet Pile Profile OZ 13A is chosen
(s = 355 MN/m2, Z = 1370 cm3)
• Zmin = Mmax / s = 21.59 / 355000
= 0.0000608 m3 = 60.817 cm3
• It can be concluded that Zmin < Z profile, so Profile OZ 13A is acceptable to be applied.
Design of sheet pile construction with pier abutment as anchorDesign of Sheet Pile Construction with Pier Abutment as Anchor
Project : Coal Fire Steam Power Plant (CFSPP) Capacity 2 x 50 MW
Parit Baru, West Kalimantan
Design with Static Load
q = 62.7 kN/m2 (external load 10 kN/m2 added with 3.1 m height of soil embankment with g 17 kN/m3)
h1 0.0
Soil Layer 1
g b = 13.81 kN/m3 b = 0.0 K a1 = 0.901
h2 1.6 g sa t = 17.69 kN/m3 a = 90.0 K p1 = 1.110
g ' = 7.69 kN/m3 d = 15.0
c = 10.00 kN/m2
f 3.00 o
h3 0.0
Soil Layer 2
gb = 10.10 kN/m3 b = -2.0 K a2 = 0.854
gsat = 16.34 kN/m3 a = 90.0 K p2 = 1.170
d 0 = 4.009 g' = 6.34 kN/m3 d = 11.0
d = 1.500 d 0 c = 20.00 kN/m2
y = 8.948 f 4.50 o
Calculate D0 SMB = 0 Calculation Result :
h1 (m) h2 (m) d0 (m) d (m) L (m) x (m) Mmaks (kNm)
Calculate x SFhx = 0 0.00 1.60 4.01 6.01 7.61 10.548 544.71 Larssen 420 YSP-1
Steel Profile Concrete Profile
W-350-A-1000 JISA5326
b
D0
x
A
d0
B
y
Pier Abutment
)(tanK o
a2
452 f
)(tanK p2
452 f
)(tanK o
a2
452 f
)(tanK p2
452 f
Design of sheet pile construction with pier abutment as anchorForces and Moments caused by Active Soil Pressure Forces Diagram on Sheet Pile Construction without Anchor
Forces Arms Moments
(kN) (m) (kNm)
Ea1 90.342 0.800 72.273
Ea2 0.000 0.000 0.000
Ea3 0.000 0.000 0.000
Ea4 0.000 0.800 0.000
Ea5 8.864 1.067 9.455
Ea6 -30.367 0.800 -24.293
Ea7 256.933 3.604 926.101
Ea8 43.533 4.273 185.999
Ea9 -148.231 3.604 -534.292
Ea10 157.298 3.739 588.180
SEa = 378.372 SMa = 1223.423
Forces and Moments caused by Passive Soil Pressure
Forces Arms Moments
(kN) (m) (kNm)
Ep1 59.621 4.273 254.735
Ep2 80.356 4.273 343.329
Ep3 173.472 3.604 625.270
SEp = 313.449 SMp = 1223.334
Ma-Mp = 0.089
do : 4.01 m
Sheet pile length inside (d) : 6.01 m
Sheet pile length total (L) : 7.61 m
Notation
Notation
q.Ka1
2cKa1h1.g.Ka1
h1.g1.Ka1 h2.g1’.Ka1
(q+h1.g1+h2.g1’)Ka2
2cKa1
(h3+d0)g2’Ka2 2cKa2 (h2+h3+d0)gwd0.g2’.Kp2d0.gw2cKp2
Soil Layer 2
g2 ; g2’ ; c2 ; f2 ;
Ka2 ; Kp2
Ea1
Ea2
Ea3
Ea4
Ea5
Ea6
Ea7
Ea8
Ea9
Ea10
Ep1Ep2
Ep3
h1
h2H
d0
D0
b
Soil Layer 1
g1 ; g1’ ; c1 ;
f1 ; Ka1
q
h3
Design of sheet pile construction with pier abutment as anchorDetermine Sheet Pile Profile
Looking for Mmax that works on point with distance x from B to D0
y value is the distance where lateral force is equal to 0, means the moment is maximum
To determine y value, using equation : (dMmax/dx) = 0 atau SFhx = 0 y = 8.948
So the distance from anchor B to point where the moment is maximum, x = 10.548
Forces and Moments caused by Active Soil Pressure Forces and Moments caused by Passive Soil Pressure
Forces Arms Moments Forces Arms Moments
(kN) (m) (kNm) (kN) (m) (kNm)
Ea1 90.342 9.748 880.648 Ep1 297.029 2.983 885.937
Ea2 0.000 10.548 0.000 Ep2 400.332 2.983 1194.056
Ea3 0.000 10.548 0.000 Ep3 387.195 4.474 1732.308
Ea4 0.000 9.748 0.000 SEp = 1084.556 SMp = 3812.301
Ea5 8.864 9.481 84.044 SEa-SEp = 0.089 Ma-Mp = 544.711
Ea6 -30.367 9.748 -296.016
Ea7 573.483 4.474 2565.759
Ea8 216.881 2.983 646.882
Ea9 -330.857 4.474 -1480.253
Ea10 556.300 3.516 1955.948
SEa = 1084.645 SMa = 4357.012
Notation Notation
• required length of sheet pile = 7.61 m
• maximum moment = 544.71 kNm
• Steel Sheet Pile Profile OZ 15A is chosen
(s = 355 MN/m2, Z = is 1570 cm3)
• Zmin = Mmax / s = 544.71/ 355000
= 0.001534 m3 = 1534 cm3
• It can be concluded that Zmin < Z profile, so Profile OZ 15A is acceptable to be applied.
Design of sheet pile construction with pier abutment as anchor
Design of sheet pile construction with pier abutment as anchorDetermine Capacity of Surface Anchor
Depth of Piled Sheet Pile (d) 4.01 m
Forces and Moments caused by Active Soil Pressure Forces and Moments caused by Passive Soil Pressure
Forces Arms Moments Forces Arms Moments
(kN/m') (m) (kNm) (kN/m') (m) (kNm)
Ea1 90.342 4.809 434.443 Ep1 59.621 1.336 79.671
Ea2 0.000 5.609 0.000 Ep2 80.356 1.336 107.380
Ea3 0.000 5.609 0.000 Ep3 173.472 2.004 347.715
Ea4 0.000 4.809 0.000 Eanchor 64.88997 5.609 363.9608311
Ea5 8.864 4.542 40.263 SEp = 378.339 SMp = 898.726
Ea6 -30.367 4.809 -146.031 Ea-Ep = -0.033 Ma-Mp = 0.098
Ea7 256.933 2.004 515.008
Ea8 43.533 1.336 58.173
Ea9 -148.231 2.004 -297.122 64.890 kN/m'
Ea10 157.298 1.870 294.090
SEa = 378.372 SMa = 898.824
Notation Notation
E anchor needed
Design of sheet pile construction with pier abutment as anchorForces caused by Passive Soil Pressure
Forces
(kN/m')
Epa1 153.709
Epa2 180.000
Epa3 126.454
SEpa = 460.162
Maximum space of anchor strut 7.091 m
Determine Minimum Anchor Strut Dimension
Steel Tensile Yield Strenght (ASTM A36) 400 Mpa
E anchor needed 64.890 kN/m'
Minimum space of anchor 7.091 m
Required strut cross sectional area (As) 0.00115 m2
Required strut diameter (Ds) 0.038272 m
38.27196 mm
Required minimum strut length (Ls)
1. Ls L 7.61 m
2. Teng (1962), based on graphic: = 182.56 m
Notation
d0.g1’.Kp1d0.gw2cKp1
Soil Layer1
g1 ; g1’ ; c1 ; f1 ;
Ka1 ; Kp1
Epa1Epa2
Epa3
Da
E anchor
Design of anchored sheet pile
• Length of anchor (Teng, 1962):
• Minimum length 183 m
φ too small (1st layer = 3 °, 2nd layer = 5°)
Design of anchored sheet pile construction
• Apabila angkur direncanakan diganti dengan tiang penyangga untuk sheet pile, maka jumlah tiang yang dibutuhkan akan sangat banyak dan menjadi tidak efektif.
Balok perata
Tiangpenyangga
Papanturap
l
l
Tampak atasTampak samping
Tiangpenyangga
Balokperata
Papan turap
Design of sheet pile construction with pier abutment as anchor
• Pada rencana awal yaitu pada kedalaman +0.0, lokasi sheet pile terletak terlalu dekat dengan area pengerukan jetty (5.2 m), dikhawatirkan tanah di depan sheet pile akan mengalami erosi karena arus sungai dan dapat terjadi longsor. Hal ini dapat mengakibatkan terjadinya kegagalan sheetpile.
sheet pile
line jetty
dredging
area
Design of sheet pile construction with pier abutment as anchor
• Dipilih jalan keluar dengan memundurkan garis dasar sheet pile.
Design of sheet pile construction with pier abutment as anchor
• Rencana awal garis sheet pile terdapat pada rerata kedalaman +0.0, garis dasar sheet pile ini dimundurkan hingga pada rerata kedalaman +0.5.
• Dengan mundurnya garis dasar sheet pile, jarak antara sheet pile dan area pengerukan pada jetty menjadi 30 m. Jarak ini cukup aman dan sheet piletidak akan terpengaruh oleh erosi maupun longsor yang terjadi pada area pengerukan jetty.
• Permasalahan yang muncul batas lahan berkurang