8a6f5 Pengenalan Terowongan Perisai

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Dr. Ir. Pintor T. Simatupang, MT.

Sekjen Himpunan Ahli Teknik Tanah Indonesia (HATTI)

Pengurus Lembaga Pengembangan Jasa Konstruksi Nasional (LPJKN)

OJT Terowongan, 5 - 8 Maret 2018 Balai Diklat III, JAKARTA

SNI 8460 : 2017

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Outline

ü Historical Background of Tunnel ü The Need of Shield Tunnel

ü Tunnel Boring Machine (TBM) ü Geologic Condition

ü Settlement on Ground Surface ü Lining

Historical Background

1,036 m

(3,399 ft)

length in

Samos, Greece,

built in the 6th

century BC

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Historical Background

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Historical Background

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Historical Background

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The Need of Shield Tunnel

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The Need of Shield Tunnel

Membangun terowongan di daerah perkotaan

Bangunan di atas tanah

tidak boleh terganggu

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Shield Tunnel (Terowongan Perisai)

Tunnel Boring Machine (TBM)

Shield Tunnel (Terowongan Perisai)

Thames River in London

Marc Brunel

Dibangun tahun 1825

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Soft Soil

Geologic Condition Geometri Terowongan

Tunnel Boring Machine (TBM)

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Tunnel Boring Machine (TBM)

Cutterhead

Segmental Lining

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• Type of Machine

• TBM design conditions

• Design Basis

• TBM Components

• Manufacturing of TBM

• Maintenance of TBM

Tunnel Boring Machine (TBM)

Face system Type of TBM

Closed Earth Pressure Balanced (EPB) Slurry

Open

Mechanical Semi-mechanical Manual excavation

Tunnel Boring Machine (TBM)

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Slurry TBM

Applicability of machine type

Soil type TBM type

Open type Closed type

Classification SPT

blow Semi-

mechanical mechanical EPB

Slurry W/o injection With injection

Alluvial clay

Humus 0 NA NA NA AC AC

Clay, silt 0 - 2 NA NA A A A

Sandy silt Sandy clay

0 - 5 NA NA A A A

5 - 10 AC AC A A A

Diluvial clay

Loam, clay 10 - 20 A AC AC A A

Sandy loam Sandy clay

15 - 25 A A AC A A

25 - A A AC A A

Softrock Mudstone 50 - AC AC AC AC AC

Sandy soil

Sand w/ clay 10 - 15 AC AC A A A

Loose sand 10 - 30 NA AC AC A A

Stiff sand 30 - AC AC AC A A

Gravel,

Loose gravel 10 - 40 AC AC AC A A

Stiff gravel 40 - AC AC AC A A

Gravel with

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Major TBM design conditions

Items Remarks

Ground conditions Special care for very soft clay, high water pressure, soil with boulders, and combination of soft and stiff.

Tunnel length The abrasion and durability of each machine component become more important.

Tunnel alignment Articulation jacks are needed and copy cutter needs to be check for extra excavation in case of curve.

Tunnel depth Special care for higher pressure

Sealing capacity needs to be paid attention where water pressure is high

TBM Design Basis

Ø For the initial planning

Ø Closed-type machine weight

Ø For single track approx. 200 ton Ø For double track approx. 1000 ton.

Ø Machine length (no articulation jacks )

Ø For single track approx. 5 to 6 m

Ø For double track approx. 6 to 8 m.

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Geologic Condition

Preliminary

Investigation Basic

Investigation Detail Investigation

Purpose

1. Understanding general

conditions of topography, soil and geological structures 2. Predicting

problematic soil and obtaining following investigation data

1. Understanding soil and geological structures along the entire route 2. Understanding

soil properties 3. Preparation of

geological profile

1. Supplemental soil

investigation 2. Detailed soil

investigation on critical elements for design and construction 3. Design

information for special conditions, such as earthquakes

Geologic Condition

Method 1. Collecting and compiling existing information 2. Collecting and

compiling information on similar and nearby projects

3. Document investigation 4. Observation during a

site survey

1. Borings 2. Standard

penetration tests 3. Core sampling 4. Groundwater level

survey

5. Porewater pressures measurement 6. Laboratory soil tests

1. Borings 2. Standard

penetration tests 3. Core sampling 4. Porewater pressures

measurement 5. Permeability tests 6. Laboratory soil tests 7. Pressuremeter test 8. Survey on oxygen

deficient air, hazardous and flammable gases 9. Deep foundation

excavation

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Soil Investigation Item

1. Various maps (topographical and geological maps) 2. Existing soil investigation reports

3. Construction reports on previously built structures in the vicinity

4. Wells and groundwater

5. Observation of topography, soil conditions and surrounding areas

6. Ground settlement

Preliminary Investigation

Soil Investigation Item

Basic Investigation

- Stratum composition - SPT blows

- Coefficient of permeability

- Groundwater level and porewater pressure - Core samples

- Particle size distribution - Moisture content

- Soil particle specific gravity - Unit weight

- Unconfined compressive strength - Liquid and plastic limits

- Cohesion

- Angle of internal friction

- Properties of consolidation

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Soil Investigation Item

Detailed Investigation

1. SPT blows

2. Coefficient of permeability 3. Groundwater level and

porewater pressures 4. Core samples

5. Particle size distribution 6. Moisture content

7. Soil particle specific gravity 8. Unit weight

9. Unconfined compressive strength

10.Liquid and plastic limits

Soil Investigation Item

Detailed Investigation

1. Cohesion

2. Angle of internal friction 3. Properties of consolidation

4. Speed and direction of groundwater flow 5. Size of cobbles and boulders

6. Modulus of subgrade reaction 7. Seismic velocity

8. Apparent resistivity

9. Rock layer for seismic design

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Settlement on Ground Surface

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Settlement on Ground Surface

Lining

1. Load

2. Segmental lining

3. Shape and dimension of segment

4. Key segment

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Load

Earth Pressure

Design

method Ground condition λ Approx. SPT blow

Effective stress method

Very dense sandy soil 0.45 30 ≤ N

Medium dense sandy soil 0.45-0.50 15 ≤ N< 30

Loose sandy soil 0.50-0.60 N < 15

Total stress Method

Stiff cohesive soil 0.40-0.50 8 ≤ N < 25 Medium cohesive soil 0.50-0.60 4 ≤ N < 8

Soft cohesive soil 0.60-0.70 2 ≤ N< 4

Very soft cohesive soil 0.70-0.80 N < 2

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Water pressure

Pw1=γw∙Hw

Hw

Dc

Self weight

A uniformly distributed load in vertical direction.

Surcharge loads

Ø Surface traffic 10 kN/m².

Ø Existing or known future buildings 20 kN/floor/m² unless clearly known

The coefficient of ground reaction times tunnel radius, kN/m

²

¹⁾ Ground condition During hardening process

of tail void grouting *¹ After hardening of tail

void grouting *² Approx. SPT blow

Very dense sandy soil 35.0 – 47.0 55.0 – 90.0 30 ≤ N< 50

Medium dense sandy soil 21.5 – 35.0 28.0 – 55.0 15 ≤ N< 30

Loose sandy soil – 21.5 – 28.0 N< 15

Solid cohesive soil 31.5 – 46.0 – 25 ≤ N

Stiff cohesive soil 13.0 – 31.5 15.0 –46.0 8 ≤ N < 25

Medium cohesive soil 7.0 –13.0 7.5 – 15.0 4 ≤ N < 8

Soft cohesive soil 3.5 – 7.0 3.8 – 7.5 2 ≤ N< 4

Very soft cohesive soil – 3.5 – 3.8 N<2

*1 For design by primary loads or construction load Unit: kN/m2

Ground Reaction

Spring model

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B

B B

K

K B B

A A A K

K B B

B

K B Ｂ

A

A A

α α

Longitudinal insertion type Radial insertion type

Lining and Key Segment

Tapered Ring

S

S T S S S S

T T S: Straight segment ring

T: Tapered segment ring

(Exaggerated)

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