Perancangan Turap PLTU Kalit Baru

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




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 :


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





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





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





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





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



(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



(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


• 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


• Dipilih jalan keluar dengan memundurkan garis dasar sheet pile.


• 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

Perancangan Turap PLTU Kalit Baru

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