Pelatihan Program Geotek Tingkat Dasar

8/3/2019 Pelatihan Program Geotek Tingkat Dasar

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Investigation n modelling

data modelling

decision construction





Geostudio 2004 v6

¾ Seep/W : seepage anlysis

¾ Slope/W : slope stability analysis¾ Sigma/W : deformations analysis

PLAXIS 2D v8.2is a 2D finite element program used to perform deformations

and stability analysis for variou type of geotechnicalapplications



PLAXIS Scheme of Operations

` General settings

Input of geometry

Input of boundary conditions

Input of load

Input of material properties

Mesh generation

` Initial Conditions

Generations of pore pressuresInitial geometry configuratio

Generation of initial stresses

` Calculations

Consolidations for 8 daysConsolidations for 200 daysApply vertical load

` Inspect Output

Geoslope Scheme of Operations

` General settings

Input of geometryInput of material properties, unit weight,cohession, friction angle

Input of region

` Initial Conditions

Initial material

Generations of pore water pressures

Draw slip surface

Draw grid surface

` Calculations

` Inspect Output



PT. KAI

Pembangunan Longsiding EmplasemenGiham Baru Km

176+800 s.d. 178+900 di ruas Martapura - BlambanganumpuKm 172 Kecamatan Giham Baru

TAA

Dermaga batubara gasing



Parameter Symbol Section 1 Section 2 section 3 unit

Type of behaviour Drained Drained Drained -

Dry weight unsat 16.29 15.99 15.67 kN/m3

Wet weight sat 19.67 19.54 19.33 kN/m3

Permeability X-dir kx 1.00E-04 1.00E-04 1.00E-04 m/d

Permeability Y-dir ky 1.00E-04 1.00E-04 1.00E-04 m/d

Young's Modulus Eref 4586.67 19013.33 12053.33 -

Poisson's ratio 0.5 0.5 0.5 kN/m2

Cohession C 17.2 71.3 45.2 kN/m2

Friction angle 5.7 11.7 9.5 0

Dilatancy angle 0 0 0 0



STA.1+550

150

155

156

1,503,006,006,00 0 ,

9 0

6,503,501,5010,00

1 5 5 , 7

6 1

1 5 5 , 3

5 4

1 5 5 , 6

0 3

1 5 5 , 6

7 2

1 5 5 , 6

7 0

1 5 5 , 6

2 2

1 5 0 , 9

2 2

1 5 0 , 8

2 2

1 4 9 , 8

2 2

1 4 9 , 5

2 2

146,00

REL LAMARENC.PAS REL KA

RENC.PAS REL KA REL LAMA

STA.1+600

150

155

157

1,503,006,006,00 0 ,

9 0

7,004,101,5012,003,00

1 5 6 ,

1 3 8

1 5 5 ,

6 6 6

1 5 5 ,

7 6 6

1 5 5 ,

8 2 2

1 5 5 ,

7 3 4

1 5 5 ,

7 2 0

1 5 0 ,

6 0 0

1 5 0 ,

5 2 0

1 4 9 ,

5 2 0

1 4 9 ,

1 2 0

1 5 0 ,

3 2 0

146,00

section 1 (STA 1+600)

section 2 (STA 1+550)



BallastBallast

Parameter Symbol Ballast atas Ballast bawah unit

Dry weight unsat 18.078 20.436 kN/m3

Wet weight sat 21 21.79 kN/m3

Permeability X-dir kx 1.00E-01 1.00E-04 m/d

Permeability Y-dir ky 1.00E-01 1.00E-04 m/d

Young's Modulus Eref 150 70 Mpa

Poisson's ratio 0.3 0.3 kN/m2

Cohession C 0 0 kN/m

2

Friction angle 46 36

0

Tabel 2. Parameter ballast



8 days consolidation with load 180 kN

Section 1



Total displacements



Slope failure



Safety factor

0 4e4 8e4 1.2e5 1.6e5

0.65

0.7

0.75

0.8

0.85

0.9

0.95

1

|U| [m]

Sum-Msf

Char

Curve



Output Geoslope 2007Output Geoslope 2007

Section 1

Slice 1 - Bishop Method

0.0041222

0.0038441

0.0016499

1.2905e-005

Slice 1 - Bishop MethodFactor of Safety 0.44569

Phi Angle 46 °C (Strength) 0.001 k Pa

C (Force) 4.7389e-006 kNPore Water Pressure -75.195 k Pa

Pore Water Force -0.35634 kNPore Air Pressure 0 k Pa

Pore Air Force 0 kNPhi BAngle 0 °

Slice Width 0.00172 mMid-Height 0.13249 mBase Length 0.0047389 mBase Angle 68.715 °

Anisotropic Strength Mod. 1Applied Lambda 0Weight (incl. Vert. Seismic) 0.0041222 kN

Base Normal Force 0.0016499 kNBase Normal Stress 0.34816 k Pa

Base Shear Res. Force 0.0017133 kNBase Shear Res. Stress 0.36154 k Pa

Base Shear M ob. Force 0.0038441 kNBase Shear Mob. Stress 0.81118 k Pa

Left Side Normal Force 0 kNLeft Side Shear Force 0 kN

Right Side Normal Force 1.2905e-005 kNRight Side Shear Force 0 kNHorizontal Seismic Force 0 kNPoint Load 0 kN

Reinforcement Load Used 0 kNReinf. Shear Load Used 0 kN

Surface Pressure Load 0 kNPolygonClosure 0.00014428 kN

Top Left Coordinate 35m, 9.8mTop Right Coordinate 35.002m, 9.8mBottom Left Coordinate 35m, 9.6653m

Bottom RightCoordinate 35.002m, 9.6697m



Section 1

E

l e v a t i o

n

3

4

5

6

7

8

9

10

11

12

New Graph

0.1

N

0.05



Section 2


5.1244

21.209

21.646

37.227

Slice 1 - Bishop MethodFactor of Safety 4.0391Phi Angle 11.7 °C (Strength) 71.3 k PaC (Force) 81.181 kNPore Water Pressure -14.111 k PaPore Water Force -16.067 kNPore Air Pressure 0 k PaPore Air Force 0 kNPhi BAngle 0 °Slice Width 0.92288 mMid-Height 0.34725 mBase Length 1.1386 m

Base Angle -35.85 °Anisotropic Strength Mod. 1Applied Lambda 0Weight (incl. Vert. Seismic) 5.1244 kNBase Normal Force 21.646 kN

Base Normal Stress 19.011 k PaBase Shear Res. Force 85.664 kN

Base Shear Res. Stress 75.238 k PaBase Shear Mob. Force 21.209 kNBase Shear Mob. Stress 18.628 k PaLeft Side Normal Force 0 kNLeft Side Shear Force 0 kNRight Side Normal Force 37.227 kNRight Side Shear Force 0 kNHorizontal Seismic Force 0 kNPoint Load 0 kNReinforcement Load Used 0 kNReinf. Shear Load Used 0 kNSurface Pressure Load 0 kNPolygonClosure 7.8177 kN

Top LeftCoordinate 9.0771m,3.7723mTop Right Coordinate 10m, 3.8mBottom LeftCoordinate 9.0771m,3.7723m

Bottom Right Coordinate 10m, 3.1055m



Section 2

New Graph

0.002

N

0

0.002



Plaxis v8.2 and Geoslope 2007 output recap

Titik Konsolidasi (m) Total Displacement (m) SafetyKet.

Uji (m) Y X Factor

1 0.66 0.55 0.15 0.44 tidak stabil

2 - 0.012 0.0128 4.03 stabil



Physis

by installing Gabions

150

155

157

1,503,006,006,00 0 ,

9 0

7,004,101,5012,003,00

1 5 6 ,

1 3 8

1 5 5 ,

6 6 6

1 5 5 , 7 6 6

1 5 5 ,

8 2 2

1 5 5 , 7 3 4

1 5 5 , 7 2 0

1 5 0 ,

6 0 0

1 5 0 , 5 2 0

1 4 9 , 5 2 0

1 4 9 ,

1 2 0

1 5 0 ,

3 2 0

146,00

RENC.PAS REL KA



Section 1

Soil improvement using PL AXIS v8.2



Soil improvement using Slope/W


0.75025

6.7666

4.4628

9.4143


Factor of Safety 1.227

Phi Angle 5.7 °

C (Strength) 17.2 k Pa

C (Force) 7.8573 kN

Pore Water Pressure -13.524 k Pa

Pore Water Force -6.178 kNPore Air Pressure 0 k Pa

Pore Air Force 0 kNPhi B Angle 0 °

Slice Width 0.40299 mMid-Height 0.11429 m

Base Length 0.45682 m

Base Angle -28.096 °

Anisotropic Strength Mod. 1

Applied Lambda 0

Weight (incl. Vert. Seismic) 0.75025 kN

Base Normal Force 4.4628 kN

Base Normal Stress 9.7692 k Pa

Base Shear Res. Force 8.3028 kN

Base Shear Res. Stress 18.175 k Pa

Base Shear Mob. Force 6.7666 kNBase Shear Mob. Stress 14.812 k Pa

Left Side Normal Force 0 kN

Left Side Shear Force 0 kN

Right Side Normal Force 9.4143 kNRight Side Shear Force 0 kN

Horizontal Seismic Force 0 kNPoint Load 0 kN

Reinforcement Load Used 0 kNReinf. Shear Load Used 0 kN

Surface Pressure Load 0 kN

Polygon Closure 1.4121 kN

Top Left Coordinate 14.597m, 3.4866m

Top Right Coordinate 15m, 3.5m

Bottom Left Coordinate 14.597m, 3.4866m

Bottom Right Coordinate 15m, 3.2714m



Soil improvement using Sigma/W

New Graph

0.05

N

0.02

0.04



8

10

12

14

16

18

Slice 1 - Morgenstern-Price Method

2.2412

9.6059

9.7527

13.5

0.2132

Slice 1 - Morgenstern-Price Method

Factor of Safety 1.6566Phi Angle 6.2

C (Strength) 20.3

C (Force) 14.853

Pore Water Pressure 0Pore Water Force 0

Pore Air Pressure 0

Pore Air Force 0

Phi B Angle 0

Slice Width 0.59849

Mid-Height 0.22988

Base Length 0.73169

Base Angle -35.106

Anisotropic Strength Mod. 1 Applied Lambda -0.1524

Weight (incl. Vert. Seismic) 2.2412

Base Normal Force 9.7527Base Normal Stress 13.329

Base Shear Res. Force 15.913

Base Shear Res. Stress 21.748

Base Shear Mob. Force 9.6059Base Shear Mob. Stress 13.128

Right Side Normal Force 13.5

Right Side Shear Force 0.2132

Polygon Closure 0.135Top Left Coordinate 13.205, 3.4252

Top Right Coordinate 13.803, 3.4501

Bottom Left Coordinate 13.205, 3.4252

Bottom Right Coordinate 13.803, 3.0045



Titik Total Displacement (m) Safety

Ket.Uji Y X Factor

tanah asli 0.550 0.150 0.440tidak

stabil

soil

improvement0.220 0.100 1.657 stabil

output recap soil improvement

Peningkatan nilai safety factor mengindikasikan bahwa soil improvement berupa

pemasangan gabions pada lereng tersebut merupakan salah satu usaha yang bisa diambil

untuk mencegah kelongsoran.

Diperlukan usaha pemadatan tanah sepanjang rel tersebut.







Deformasi

Menggunakan tiang kelompok h = 40 m



sheetpile



Deformasi

Menggunakan tiang kelompok h = 36 m



Documents

Pelatihan Program Geotek Tingkat Dasar