00-final report mrt cp1106 jakarta-executive summary

SMCC - HK JO

SOIL INVESTIGATION REPORT

F O R

SOIL DATA FOR CP - 1061. DUKUH ATAS STATION

2. TUNNEL SECTION3. BUNDERAN HI

SEPTEMBER 2013

CONTRUCTION OF JAKARTA MASS RAPID TRANSIT PROJECT

(UNDERGROUND SECTION CP-106)

i


FOR CONSTRUCTION OF JAKARTA MASS RAPID TRANSIT PROJECT

UNDERGROUND SECTION - CP106

TABLE OF CONTENT

1.0 INTRODUCTION 1 1.1 Project Content 1

2.0 SOIL INVESTIGATION WORK 2.1 Location of Boreholes 2

2.2 Exploratory Drilling 3

2.3 Standard Penetration Test 3

2.4 Undisturbed Soil Sampling 4

2.5 Pressuremeter (LLT) Test 4

2.6 Insitu Permeability Test 12

2.7 Seismic Downhole Test 12

2.8 Laboratory Tests 18 APPENDIX : A.1 DUKUH ATAS STATION Field Test Results -- Cross Sectional Profiles -- Log of Borings

-- Photographs of Core Samples

-- Pressuremeter (LLT) Test -- Casagrande and Permeability Test

-- Downhole Seismic Test

Laboratory Test Results -- Summary of Test -- Grain Size Distribution

-- Unconfined Compression Test

ii

A.1 TUNNEL SECTION Field Test Results -- Cross Sectional Profiles -- Log of Borings






A.1 BUNDERAN HI STATION Field Test Results -- Cross Sectional Profiles -- Log of Borings






-- Consolidation Test

APPENDIX : B EQUIPMENT AND METHOD USED IN THIS INVESTIGATION -- Exploratory Drilling Machine -- Undisturbed Sampling -- Standard Penetration Test -- Pressuremeter Test -- Downhole Seismic Test -- Permeability Test

Soil Investigation Report CONSTRUCTION OF JAKARTA MASS RAPID TRANSIT PROJECT - UNDERGROUND SECTION - CP106


FOR CONSTRUCTION OF JAKARTA MASS RAPID TRANSIT PROJECT

UNDERGROUND SECTION - CP106

1.0 INTRODUCTION The purpose of this soil investigation work is to obtain subsurface of the deeper soil layers, in

particular at the underground section of CP106 which includes the Dukuh Atas, Bunderan HI

Stations, and the tunnel section between the two stations.

The Soil Investigation includes drilling at eighteen locations and performing in-situ lateral Load Tests

(LLT), Standard Penetration Test, undisturbed sampling, Downhole seismic Logging Test, and

performing permeability tests in the sand layers

The recovered undisturbed soil samples were tested in the laboratory for their index and

mechanical properties .

This report presents all data of the soil investigation

1.1 PROJECT CONTENT Following are the features of this soil investigation work:

a. Name of Project : Soil Investigation at MRT Underground Section CP106

at Stations :Dukuh Atas and Bunderan HI and part of tunne between

the above stations.

c. Main Contractor : SMCC - HK JO

d. Geotechnical Contractor : P.T. SOFOCO (Soil & Foundation Engineering Corporation)

e. Scope of work I Field Work

Wash-boring at 19 boreholes to 25m ~60m depth Core Drilling at 3 boreholes to 17 ~ 36m depth Standard Penetration Test 561 nos Cone Penetratio test 4 nos Downhole Seismic Logging Test . 3 nos Undisturbed Thin Walled Sampling 121 nos Pressuremeter Test 46 nos In Situ Permeability Test 7nos

II Laboratory tests on undisturbed samples

Index properties : Sieve Analysis, Liquid and Plastic Limits, Moisture Content , Bulk and Dry Density, Void Ratio , Wet Unit Weight 121 nos Uniaxial Unconfined Compression (Uc) Test 104 nos Consolidation Test 5 nos Chemical Test 12 nos

SOIL INVESTIGATION REPORT CONSTRUCTION OF JAKARTA MASS RAPID TRANSIT PROJECT - UNDERGROUND SECTION - CP106

2

2. SOIL INVESTIGATION WORK

The soil investigation work consists of 19 boreholes that were carried out along the proposed

underground railway track at the Dukuh Atas to the proposed BUnderan HI station

Figure 1.1 Location Map of Boreholes at Dukuh Atas Station

Figure 1.2 Location Map of Boreholes at Bunderan HI Station - 1

Figure 1.2 Location Map of Boreholes at Bunderan HI Station -2


3

The positions of the boreholes and their elevation and chainage is shown in the following Table 1.

No Section BoreholeNo. Easting(X) Northing(Y) Elevation1 DUKUHATAS 106BR1 701663.901 9314121.169 6.1982 STATION 106BR2 701673.718 9314220.225 4.4643 106BR3 701673.718 9314220.225 4.7664 106BR4 701682.892 9314263.773 4.65 106BR5 701690.883 9314314.892 4.5866 106BR6 701688.912 9314176.912 9.3877 106BR7 701664.500 9314187.508 4.632 8 TUNNEL 106BR21REV 701590.249 9313453.243 11.1889 106BR21 701609.420 9313583.387 10.85410 106BR22 701620.826 9313839.795 10.83111 106BR23 701717.323 9314816.887 4.471 12 BUNDERANHI 106BR11 701713.173 9315025.132 4.8613 STATION 106BR12 701673.718 9314220.225 4.76614 106BR13 701710.385 9315136.459 4.68815 106BR14 701709.215 9315201.035 4.57616 106BR15 701707.823 9315255.609 4.51417 106BR16 701706.105 9315368.927 4.56518 106BR17 701706.944 9315427.511 3.63219 106BR18 701705.967 9315398.24 3.918

2.2 Exploratory Drilling Four rotary-type drilling machines were mobilized to perform the exploratory drilling at 19 locations.

The boreholes were advanced by rotary core drilling method as described in Appendix C.I.

The diameter of the borehole was 89 mm and the cores are 70mm.

The cores were placed in coreboxes for visual classification and identification of the soils

encountered.

2.3 Standard Penetration Test

The standard penetration tests (SPT) were performed to determine the consistency of the subsoil

and to obtain soil samples for visual description. The tests were carried out at every 1.5 m or 2.0

depth intervals.

The standard Automatic SPT system was used to ensure the free-fall of the SPT hammer with

constant drop energy. The drilling logs in Appendix A display the SPT N-values, i.e., the blow counts

required to penetrate the SPT split spoon sampler into the soil for the last 30cm penetration.

Appendix C.2 describes the method of the test.The result of the borehole drilling and tests are

describes in soil boring profiles, and is shown in Appendix A1. and to obtain an overall view of the

soil layers, is presented in crossectional profiles as is shown in figure 2.1 to 2.5

Table 1. Location of Boreholes


4

Figure 2.1 Cross-sectional Soil Profile at Dukuh Atas Sstation


5

Figure 2.2 Cross-Sectional Soil Profile at Dukuh Atas Station


6

Figure 2.3 Cross-sectional Soil Profile at Tunnel Section


7

Figure 2.4 Cross-sectional Soil Profile at Bunderan HI Station


8

Figure 2.5 Cross-sectional Soil Profile at Bunderan HI station


9

2.4 Undisturbed Soil Sampling Undisturbed soil samples were taken from selected boreholes, particularly at the underground

section of the railway line, particularly from borehole locations

Stainless steel thin walled tubes of 75mm diameter and 1000m long tubes were used to recover

cohesive soil samples and for further determination of their physical and engineering properties in

the laboratory.

The equipment and method used for sampling is presented in Appendix C.

In total fifteen undisturbed samples were recovered for further testing of soil in the laboratory.

2.5 Pressuremeter Test The elastic properties of the soil were determined by means of the Lateral Load Test equipment in

boreholes to determine the elastic properties of the soil, such as the earth pressure at rest, yield and

failure pressure, subgrade soil reaction and elastic modulus. The test consists of the insertion of a rubber tube probe into the borehole and by inflating the tube

their pressure and corresponding increase of the probe radius are measured.

The tests were performed by allowing two loading cycles. The linear slope of the 2nd loading cycle

was used to determined the stiffness of the soil.

Th eelastic modulus is calculated according to the following equaotion:

E = (1 +) . rm . Km where :

E = Elastic Deformation Modulus = Poisson Ratio rm = radius of borehole Kmv= Modulus Coefficient of Soil Reaction ( = P/r) The results of the fourty four tests performed are shown in Appendix A3, and summarized as shown

in the following Table

Test

Location Type of soil N-SPT Depth

(meter) Coefficient of Soil Reaction km (MN/m3)

Elastic Modulus

Es (MN/m2)BR-1 Soft brown Silty Clay 7 3.0 ~ 4.0 51.8 2.85

Stiff Brown Clayey Silt 31 8.0 ~ 9.0 368.0 20.92

Hard Brown Sandy-Clayey Silt 19 13.0 ~ 14.0 252.6 140.93

Vey Hard Black Sand 29 18.0 ~ 19.0 302.8 19.11

Very Hard Black Sandy Silt 21 23.5 ~ 24.0 1585 59.61

17 28.0 ~ 29.0 420.8 23.9

Stiff grayish Brown Clayey Silt 25 33.0 ~ 34.0 132.1 8.16

Medium Stiff& brown Sandy Silt

24 38.0 ~ 39.0 666..7 34.23

Very Sift grayish Brown Sandy Silt

23 17.0 ~ 18.0 390.0 21.60

Medium Dense blackish gray Silty Sand

24 22.0 ~ 23.0 475.2 26.31

Table 2. Summary Result of LLT Test


10

Test Location

Type of soil N-SPT Depth (meter)

Coefficient of Soil Reaction km (MN/m3)

Elastic Modulus


Stiff Brown Clayey Silt 27 10.0 ~ 11.0 301.25 113.25

Hard Brown Sandy-Clayey Silt 22 15.0 ~ 16.0 465.0 174.8

Vey Hard Black Sand 31 20.0 ~ 21.0 86.63 32.47

Very Hard Black Sandy Silt 41 25.0 ~ 26.0 50.82 19.11

26 30.0 ~ 31.0 281.3 16.3

Stiff grayish Brown Clayey Silt 21 35.0 ~ 36.0 8074.5 30.36

Medium Stiff& brown Sandy Silt

34 40.0 ~ 41.0 21104.1 79.3

Test Location



Elastic Modulus

Es (MN/m2)BR-4 Soft brown Silty Clay 2 4.5~ 5.5 34.4 2.52

Stiff Brown Clayey Silt 23 9.0 ~ 10.0 125 8.67

Hard Brown Sandy-Clayey Silt >50 13.0~ 14.0 21557.1 81.04

Vey Hard Black Sand 23 18.0 ~ 19.0 23,910.1 89.89

Very Hard Black Sandy Silt >50 23.0 ~ 24.0 6733.1 25.31

26 29.0 ~ 30.0 128.9 7.19

Stiff grayish Brown Clayey Silt 21 33.0 ~ 34.0 7,969.8 28.96

Medium Stiff& Sandy Silt 23 38.0 ~ 39.0 14,031.5 52.75

Test Location



Elastic Modulus


Stiff Brown Clayey Silt 12.5 ~ 13.5

Hard Brown Sandy-Clayey Silt 21 16.0~ 17.0 171.4 9.59

Very Hard Black Sandy Silt 23 21.5 ~ 22.5 37,314.5 140.28

BR-23 Dark Grey Fine Sand 30 16.0 ~ 17.0 263.2 16.9

Test Location



Elastic Modulus

Es(MN/m2)BR-11 Soft brown Silty Clay 8 2.5 ~ 3.5 56.7 3.30

Stiff Brown Sity Clay 19 7.5 ~ 8.5 81.1 4.74

Hard Brown Sandy-Cemented Silt 37 12.5 ~ 13.5 100.0 6.60

Hard Brown Clayay SILT 35 17.5 ~ 18.5 450 25.94

Hard BlackSilty Clay 15 22.5 ~ 23.5 61.7 3.65

Hard BlackSilty Clay 16 27.5 ~ 28.5 233.3 13.60


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Test

Location



Elastic Modulus

Es(MN/m2)BR-15 Soft brown Yellowish Silty Clay 3 4.0 ~ 5.0 42.0 2.54

Medium Stiff Clayey Silt 18 9.0~ 10.0 337.5 16.88

Hard grey Sandy-Clayey Silt 44 14.0 ~ 15.0 350 20.30

Vey Hard Black Sand 31 19.0~ 20.0 450 25.94

Very Stiff Dark Grey Silty Clay 16 24.0 ~ 25.0 16825.2 59.24

Very Stiff Dark Grey Silty Clay 18 27.8 ~ 28.8 8854.9 31.18

BR-17 V. Loose Clayey Sand 2 4.0 ~ 5.0 28.0 1.74

Soft Black & Brown Clay 11 9.0~ 10.0 63.7 4.49

Black Silty Cay trace Organic 3 14.0 ~ 15.0 32.5 2.13

Medium stiff Grey Sity Clay 8 19.0~ 20.0 148.9 11.47

Stiff grey Brwn Sity clay 11 25.0 ~ 26.0 54.2 4.74

Very Stiff Brown Yellowish Silty Clay

23 29.0 ~ 30.8 12061.6 42.47

2.6 Insitu Permeability Test In situ permeability tests have been performed in selected boreholes at the f tunnel location.

The test consist of inserting a steel casing to the designated depth where sand is encountered, and

after sealing the casing from possible infiltration of surface water into the borehole, then drilling at

inside the casing is performed until reaching approximately 1.0m below the bottom of casing and to

form a un-cased cylindrical shaft cavity and to enable to measure the lateral water flow.

The method used for measuring the soil permeability is by means of the falling head method.

After firstly measuring the initial level of the ground water table, then the casing is filled with water

until reaching the top of the casing pipe. The water drop-down is measured at certain time

intervals until reaching the stable or up to the first initial water level.

By tabulating, calculation and graph, the soil permeability can be determined, and the results are

shown in Appendix A.

A summary of the insitu permeability tests is shown in Table 3 below.

Permeability Test Location Type of soil Depth

(meter) cm/second meter/day

BR21 v. dense Sand 21 ~ 22.0 2.62 x 10-4 2.27 x 10-1

BR22 v. dense Sand 21.50 2.62 x 10-4 2.267x 10-1

BR2-Rev v. dense Sand 16.00 5.72 x 10-5 4.95x 10-2

BR23 v. dense Sand 18.50 2.49 x 10-4 2.415x 10-1

BR15 v. dense Sand 19.00 9.66 x 10-5 8.344x 10-2

BR16 v. dense Sand 15.00 7.27 x 10-6 6.28x 10-3

BR17 v. dense Sand 32.50 2.97 x 10-6 2.566x 10-3

Table 3 Soil Permeability by Falling Head in Sand Layer


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2.6 Seismic Downhole Test In situ seismic downhole tests have been performed in three boreholes and at each Dukuh Atas

station (at BR 3), at the Tunnel Section at ( BR 15) and ( BR21),

The test consist of inserting a steel casing to the designated depth where sand is encountered, and

after sealing the casing from possible infiltration of surface water into the borehole, then drilling at

MECHANICAL PARAMETER S FROM DOWNHOLE SEISMIC TEST AT T BOREHOLE: BR-03

Depth (m)

Vp (m/s)

Vs (m/s)

Density*)(Ton/m3)

Poisson Ratio

Dynamic Shear

Modulus (Mpa)

Dynamic Young

Modulus (Mpa)

Dynamic Bulk Modulus

(Mpa)

0 326.1 164.8 1.72 0.328 46.7 124.2 120.6

1 347.5 163.8 1.72 0.357 46.2 125.3 146.1

2 438.4 151.5 1.72 0.432 39.5 113.1 277.9

3 428.0 153.1 1.72 0.427 40.3 115.1 261.3

4 1504.5 165.4 1.72 0.494 47.0 140.6 3,830.6

5 1487.7 232.4 1.72 0.487 92.9 276.3 3,683.0

6 1787.9 317.2 1.72 0.484 173.1 513.6 5,267.5

7 1868.2 352.7 1.53 0.482 190.4 564.1 5,086.0

8 2143.7 354.8 1.53 0.486 192.6 572.3 6,774.1

9 2371.2 336.3 1.53 0.490 173.1 515.7 8,371.4

10 2051.9 346.1 1.53 0.485 183.3 544.6 6,197.1

11 2137.8 341.8 1.53 0.487 178.8 531.7 6,754.1

12 2204.2 325.1 1.63 0.489 172.2 512.8 7,689.8

13 1849.4 308.6 1.63 0.486 155.2 461.2 5,367.8

14 1874.1 310.7 1.63 0.486 157.4 467.6 5,515.2

15 1893.7 278.3 1.63 0.489 126.3 376.0 5,676.8

16 1909.3 264.7 1.63 0.490 114.2 340.4 5,789.9

17 1922.0 258.6 1.63 0.491 109.0 325.0 5,875.9

18 1932.3 259.1 1.63 0.491 109.4 326.3 5,940.3

19 1940.8 259.5 1.63 0.491 109.8 327.4 5,993.7

20 1948.0 259.9 1.63 0.491 110.1 328.3 6,038.3

21 1953.9 253.7 1.63 0.491 104.9 312.8 6,083.1

22 1959.0 290.4 1.70 0.489 143.4 427.0 6,332.6

23 1963.3 290.8 1.70 0.489 143.7 428.0 6,360.8

24 2444.0 340.2 1.70 0.490 196.8 586.4 9,891.6

25 2449.6 340.6 1.70 0.490 197.3 587.9 9,937.8

26 2454.5 341.0 1.70 0.490 197.7 589.2 9,977.9

27 1975.9 291.8 1.75 0.489 149.0 443.8 6,633.4

28 1977.9 248.7 1.75 0.492 108.2 322.9 6,702.1

29 1979.8 242.8 1.75 0.492 103.1 307.8 6,721.5

30 1981.4 242.8 1.75 0.492 103.2 308.0 6,732.6

Table 4a


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Depth (m)

Vp (m/s)

Vs (m/s)

Density*)(Ton/m3)

Poisson Ratio

Dynamic Shear

Modulus (Mpa)

Dynamic Young

Modulus (Mpa)

Dynamic Bulk

Modulus (Mpa)

31 1982.8 237.2 1.75 0.493 98.4 293.9 6,748.9

32 1984.1 231.7 1.75 0.493 94.0 280.6 6,763.7

33 1985.2 243.0 1.75 0.492 103.3 308.4 6,759.2

34 1986.3 255.4 1.75 0.492 114.2 340.6 6,751.9

35 1987.2 262.1 1.75 0.491 120.3 358.6 6,750.2

36 2479.2 331.5 1.75 0.491 192.3 573.4 10,499.8

37 2480.6 342.9 1.51 0.490 177.6 529.3 9,054.9

38 2481.9 343.1 1.51 0.490 177.7 529.7 9,064.3

39 2483.1 355.3 1.51 0.490 190.6 567.9 9,055.8

40 2484.1 355.4 1.51 0.490 190.8 568.3 9,063.6

41 1991.5 343.4 1.51 0.485 178.0 528.6 5,751.4

42 1992.0 332.1 1.60 0.486 176.4 524.2 6,113.5

43 1992.4 321.5 1.60 0.487 165.4 491.6 6,131.0

44 1992.8 321.5 1.60 0.487 165.4 491.8 6,133.5

45 1993.2 321.6 1.60 0.487 165.5 492.0 6,135.7

46 1993.5 355.9 1.60 0.484 202.7 601.3 6,088.3

47 1993.8 356.0 1.70 0.484 215.4 639.1 6,470.9

48 1994.1 356.0 1.70 0.484 215.5 639.3 6,472.8

49 1994.4 343.9 1.70 0.485 201.0 596.8 6,494.0

50 1994.7 332.5 1.70 0.486 187.9 558.4 6,513.2

51 1994.9 302.4 1.70 0.488 155.5 462.7 6,558.1

52 1995.1 293.6 1.70 0.489 146.5 436.3 6,571.5

53 1995.3 277.3 1.70 0.490 130.8 389.7 6,594.0

54 2492.1 277.3 1.70 0.494 130.8 390.7 10,383.3

55 2492.4 369.5 1.70 0.489 232.0 690.9 10,251.3

56 2492.8 369.5 1.70 0.489 232.1 691.1 10,254.1

57 2493.1 369.5 1.70 0.489 232.1 691.2 10,256.7

58 2493.4 369.6 1.70 0.489 232.2 691.3 10,259.1

59 2493.6 369.6 1.70 0.489 232.2 691.4 10,261.4

60 2493.9 369.6 1.70 0.489 232.3 691.6 10,263.6

*) From laboratory test samples


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Depth (m)

Vp (m/s)

Vs (m/s)

Density*)(Ton/m3)

Poisson Ratio

Dynamic Shear

Modulus (Mpa)

Dynamic Young

Modulus (Mpa)

Dynamic Bulk

Modulus (Mpa)

0 294.1 136.4 1.50 0.363 27.9 76.0 92.6

1 310.0 143.7 1.50 0.363 31.0 84.5 102.9

2 393.2 134.0 1.50 0.434 26.9 77.2 196.0

3 767.9 186.0 1.50 0.469 51.9 152.4 815.4

4 855.5 172.4 1.50 0.479 44.6 131.8 1,038.3

5 979.5 120.9 1.50 0.492 21.9 65.4 1,409.9

6 897.3 141.0 1.50 0.487 29.8 88.7 1,168.0

7 897.7 140.7 1.50 0.487 29.7 88.4 1,169.2

8 945.6 141.3 1.53 0.489 30.5 90.9 1,327.4

9 1834.8 176.7 1.53 0.495 47.7 142.8 5,087.1

10 1963.5 212.6 1.53 0.494 69.1 206.6 5,806.3

11 2064.3 259.7 1.53 0.492 103.2 307.8 6,382.5

12 2143.2 368.3 1.53 0.485 207.6 616.3 6,751.2

13 2205.1 376.8 1.64 0.485 232.8 691.4 7,664.3

14 1846.9 369.5 1.64 0.479 223.9 662.5 5,295.8

15 1871.0 374.3 1.64 0.479 229.8 679.8 5,434.9

16 1890.3 378.2 1.64 0.479 234.5 693.8 5,547.4

17 1905.9 321.0 1.64 0.485 169.0 502.0 5,731.7

18 1918.6 322.6 1.64 0.485 170.7 507.1 5,809.2

19 1929.1 324.0 1.64 0.485 172.1 511.4 5,873.4

20 1937.8 325.1 1.64 0.486 173.3 514.9 5,927.0

21 1945.1 326.0 1.64 0.486 174.3 517.9 5,972.1

22 1951.2 230.0 1.64 0.493 86.8 259.0 6,128.2

23 1956.5 230.2 1.64 0.493 86.9 259.6 6,161.6

24 1641.5 247.4 1.64 0.488 100.4 298.8 4,285.4

25 1643.9 241.7 1.64 0.489 95.8 285.2 4,304.3

Continue to next page

Table 4b


15

Depth (m)

Vp (m/s)

Vs (m/s)

Density*)(Ton/m3)

Poisson Ratio

Dynamic Shear

Modulus (Mpa)

Dynamic Young

Modulus (Mpa)

Dynamic Bulk

Modulus (Mpa)

26 1646.0 241.9 1.75 0.489 102.4 304.8 4,604.7

27 1647.8 225.7 1.75 0.490 89.2 265.8 4,632.8

28 1649.4 231.0 1.75 0.490 93.4 278.3 4,636.3

29 1650.8 225.9 1.75 0.490 89.3 266.3 4,649.8

30 1652.0 226.0 1.75 0.490 89.4 266.5 4,657.0

31 1653.2 254.8 1.75 0.488 113.6 338.0 4,631.1

32 1654.1 254.9 1.75 0.488 113.7 338.3 4,636.7

33 1655.0 255.0 1.75 0.488 113.8 338.6 4,641.8

34 1655.8 261.7 1.75 0.487 119.9 356.6 4,638.3

35 1656.6 261.8 1.60 0.487 109.7 326.3 4,244.4

36 1657.2 255.2 1.60 0.488 104.2 310.2 4,255.2

37 1657.8 262.0 1.60 0.487 109.8 326.6 4,250.9

38 1658.4 292.6 1.60 0.484 137.0 406.6 4,217.5

39 2478.8 301.5 1.60 0.492 145.5 434.2 9,637.3

40 2480.2 355.0 1.60 0.490 201.6 600.7 9,573.3

41 2481.4 355.1 1.60 0.490 201.8 601.1 9,583.0

42 2482.6 355.2 1.60 0.490 201.9 601.5 9,591.9

43 2483.6 355.4 1.60 0.490 202.0 601.9 9,600.0

44 2484.6 343.3 1.60 0.490 188.5 562.0 9,625.6

45 2485.5 332.0 1.70 0.491 187.4 558.7 10,251.9

46 2486.3 321.4 1.70 0.492 175.6 523.9 10,274.4

47 1992.5 311.5 1.70 0.487 164.9 490.7 6,529.1

48 1992.9 311.5 1.70 0.487 165.0 490.8 6,531.6

49 1993.2 302.2 1.70 0.488 155.2 462.0 6,547.0

50 1993.5 293.4 1.70 0.489 146.3 435.7 6,561.1

*) From laboratory test samples


16


Depth (m)

Vp (m/s)

Vs (m/s)

Density*)(Ton/m3)

Poisson Ratio

Dynamic Shear

Modulus (Mpa)

Dynamic Young

Modulus (Mpa)

Dynamic Bulk

Modulus (Mpa)

0 361.4 100.0 1.53 0.459 15.3 44.6 179.5

1 340.0 100.4 1.53 0.452 15.4 44.8 156.3

2 353.6 149.7 1.53 0.391 34.3 95.4 145.6

3 728.4 161.3 1.53 0.474 39.8 117.4 758.6

4 794.8 167.8 1.53 0.477 43.1 127.2 909.0

5 646.4 166.3 1.53 0.465 42.3 123.9 583.0

6 708.1 187.1 1.53 0.462 53.5 156.6 695.7

7 754.7 159.8 1.53 0.477 39.1 115.4 819.4

8 734.9 161.2 1.53 0.475 39.7 117.2 773.3

9 704.9 129.6 1.53 0.483 25.7 76.2 726.0

10 903.5 153.4 1.53 0.485 36.0 106.9 1,200.9

11 921.8 154.7 1.53 0.486 36.6 108.7 1,251.4

12 1286.1 160.5 1.53 0.492 39.4 117.6 2,478.2

13 1311.0 273.1 1.63 0.477 121.6 359.3 2,639.2

14 1330.4 276.6 1.63 0.477 124.7 368.4 2,718.7

15 1345.7 251.7 1.63 0.482 103.3 306.1 2,814.3

16 1358.0 273.8 1.63 0.479 122.2 361.4 2,843.2

17 1368.0 275.4 1.63 0.479 123.7 365.8 2,885.3

18 1376.1 269.4 1.63 0.480 118.3 350.3 2,928.7

19 1382.8 270.5 1.63 0.480 119.2 353.0 2,957.6

20 1388.3 278.8 1.63 0.479 126.7 374.8 2,972.7

21 1393.0 279.6 1.63 0.479 127.4 376.9 2,992.9

22 1931.6 288.3 1.70 0.489 141.3 420.6 6,154.7

23 1939.2 297.4 1.70 0.488 150.4 447.4 6,192.5

24 1945.7 327.0 1.70 0.485 181.7 539.9 6,193.4

25 1951.3 350.4 1.70 0.483 208.7 619.2 6,194.3

26 1956.1 328.1 1.70 0.486 183.1 543.9 6,260.4

27 1960.2 328.6 1.70 0.486 183.6 545.4 6,287.6

28 1963.9 260.8 1.60 0.491 108.8 324.5 6,025.9

29 1967.1 340.5 1.60 0.485 185.5 550.8 5,943.7

30 1969.9 300.2 1.60 0.488 144.1 429.0 6,016.6

Table 4c


17

2.7 Laboratory Tests

The following laboratory tests were conducted for all the undisturbed soil samples and selected SPT samples:

Index Property Tests Unit weight Specific gravity Natural water content Atterberg limits (liquid and plastic limits) Grain size analysis

Mechanical Property Tests Unconfined Compression Test Unconsolidated-Undrained (UU) Triaxial Compression Test __ Consolidation Test

The soil samples that have been recovered from the boreholes, were tested in the laboratory in

order to obtain their index as well their engineering properties. The results are tabulated as shown

in the Appendix. A summary of the soil index properties results of each borehole is presented

below:


18

Table 5.a Summary of Laboratory Test Results at Dukuh Atas Station


19

Table 5.b Summary of Laboratory Test Results at Dukuh Atas Station


20

Table 5.c Summary of Laboratory Test Results at Dukuh Atas Station


21

Table 5.d Summary of Laboratory Test Results at Tunnel Section


22

Table 5.e Summary of Laboratory Test Results at Tunnel Section


23

Table 5.f Summary of Laboratory Test Results at Bunderan HI Station


24

Table 5.g Summary of Laboratory Test Results at Bunderan HI Station


25

Table 5.h Summary of Laboratory Test Results at Bunderan HI Station


23

APPENDIX C


24

APPENDIX C.1 EXPLORATORY DRILLING

The boreholes were drilled using rotary type drilling rig. Figure B.I.I shows the general set-up of a

rotary drilling rig. The diameter of the boreholes in the present study was 89mm. Flush-jointed

casing pipes that suit the desired borehole diameter were installed to prevent the borehole wall from

collapsing and to maintain a clean hole.


25

Core boring is one of the drilling method to advance the exploratory boreholes. In core boring

method, a single barrel with a crown bit is lowered to the bottom of the borehole by drill rods. The

borehole is advanced by rotating the core barrel with gentle thrust actions and, at the same time,

muddy water is pumped through the drilling bit to flush out the soil cuttings. The mud-water also

serves as the coolant for the drill bit and helps to stabilize the borehole from collapsing or caving in.

When the drilling reaches to the anticipated depth for undisturbed sampling or other in-situ tests, the

core barrel is withdrawn from the borehole and to recover the soil samples that have been retained

in the barrel.

Flush joint casing pipes that suit the desired borehole diameter were commonly installed to prevent

the borehole wall from collapsing and to maintain a clean hole. If the borehole is sunk in soil layers

having high potential of collapsing, casing pipes have to be installed immediately after the advance

of the borehole to about 0.5m above the bottom of the borehole. In stable soil layers, casing pipes

are usually installed in upper weak ground only to prevent necking of the borehole and serve as

guide pipe. Thick bentonite slurry is sometimes used as drilling fluid which can be effectively

stabilizing the borehole without the use of casing pipes.


26

APPENDIX C.2

UNDISTURBED SAMPLING

a. Open-drive Sampling Method

Open-drive sampling method is normally used to obtain soft to medium stiff cohesive soils. The

sampler consists of a thin wall tube attached to a sampler head, as shown in Figure A.1

The sampler head is equipped with a ball valve which allows water or air above the sample to

freely escape when the tube is driven into the soil. The ball valve closes the air passage and helps

retaining the sample when the sampler is pulled out from the ground. Figure B.3.2 illustrates the

sampling mechanism.

To obtain an undisturbed soil sample, a clean open borehole is drilled to the desire sampling

depth. Before the sampling operation, the borehole is carefully cleaned to the sampling depth and

the sampler is then lowered to the bottom of the borehole.

In sampling operation, the thin wall tube is pushed into the ground by mechanical jacking or driven

by SPT hammer. After the thin wall tube penetrates to the soil approximately 80% of the tube

length, it is left for a few minutes for the recovery of the adhesion between the soil sample with the

tube wall. Finally, the sampler is pulled out of the borehole. Both ends of the thin wall tube are

sealed with paraffin wax immediately after the tube is separated from the sampler head.

Figure A.1 Thin Wall Tube sampler


27

APPENDIX C.3

STANFDARD PENETRATION TEST

The purpose of performing the tests is to determine relative density or consistency of soils and to obtain

soil samples for identification A split barrel sampler of 50mm outer diameter as sown in Figure B 2 1 is

lowered to the bottom of the borehole by drill rods The sampler was then dnven45Qmm in the soil by a

o"3 5 kg automatic and self tripping free fall drive hammer, as shown in Figure B 2 2, over a height of

760mm The first 15mm penetration is regarded as the seating drive, hence the number of blows to achieve

this penetration is not included in the SPT N-value The total cumulative numbers of the blow counts

required for each 75mm of the last 300mm penetration is recorded as the N-value. The recovered soil

samples are kept in plastic jars for soil identification.

Figure A.2 Standard Penetration Sampler


28

Figure A.3. Automatic SPT Trip Hammer


29

APPENDIX C4 PRESSUREMETER TEST

The Pressuremeter Test is an in-situ apparatus to measure the relationship between ground stress

and deformation.

The pressuremeter test was using the LLT (Lateral Load Tester) type M from OYO Corporation-

Japan.

The apparatus consists of a probe or sonde of 70mm diameter ruber tube that is inflated at the

bottom borehole and the soil is pressurized incrementally and laterally until reaching to a maximum

shear strength where the soil has yielded.

Figure A.4.1 Typical Pressuremeter Apparatus


30

APPENDIX C5

PERMEABILITY TEST The Permeability Test shall be performed by following the Falling Head Permeability Test

and is in accordance to BS 9530-1981. The procedure of the test is as follows:

Procedure of Test

a. Drill a hole of 76mm diameter to designated depth level for permeability test

b. Install steel casing of 76 diameter into the borehole until designated depth level

c. Drill to inside casing until 1.0m below casing bottom end

d. Clean and flush the borehole by clear water

e. Measure the ground water leveling the borehole

f. Fill clear water until the top level of casing

g. Measure the water level at elapsed time until the water level is at constant level .

h. The measurement is input in the table and based on the following eqution the soil

permeability is determined

00-final report mrt cp1106 jakarta-executive summary

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