Ultimate Load Test Report

7/24/2019 Ultimate Load Test Report

1/24

i

INSTRUMENTED

PILE LOAD

TEST

REPORT

PROPOSED ERECTION OF A BLOCK OF 25 STOREYS

CONDOMINIUM

FLATS DEVELOPMENT (TOTAL

8

UNITS)

WITH 3 BASEMENT CARPARKS,

SWIMMING

POOL &

COMMUNAL FACILITES ON LOT

1 7 N TS 24

RYOBI KISO (S) PTE LTD

58A, SUNGEI l


2/24

T BLE

OF

CONTENTS

1. INTRODUCTION

1 1 GENERAL

1 2 SOIL PROFILE AND PRELIMINARY DESIGN

OF

PILE

2 INSTRUMENTATION AND TEST

2 1

VIBRATING WIRE

STRAIN GAUGES

VWSG)

2 2 STATIC PILE LOAD

TEST

3.

RESULTS

3 1 LOAD

SETTLEMENT

CURVE

3.2 LOAD DISTRIBUTION

CURVE

3.2.1 Modulus o pile

3 2 2

VIBR TING WIRE STR IN G UGES

3 3

UNIT END

BEARING

RESISTANCE

4 CONCLUSIONS

1

1

2

2

3

3

4

5

5

1

2

5

l

s .

r

E

1-2

I

1

l

r; -

1r.:-

1

y

I

_

_

1 ~

--

I

Ji,

--

j

I


3/24

Table 1

Table 2

Table 3

Table 4

Table 5

Fig.1

Fig.

2

Fig.

3

Fig.

4

Fig.

5

Fig.

6

Fig. 7

Fig.

8

Fig.

9

LIST OF T BLES

Variation of skin

friction with

depth

Average Strain

vs

depth

Average Force vs depth

Skin Friction vs depth

Tell tale extensometers settlement

LIST OF

FIGURES

Instrumentation detail of bored pile.

Load &

Average Settlement vs Time.

Load

settlement

curve

from

scale rule

Load settlement

curve

from

dial gauge

Tangent modulus versus microstrain.

Unit

Skin Friction vs Applied Load Plot - at 405 WL

Unit End Bearing vs Applied Load Plot - at 405 WL

Mobilised Unit Skin Friction - at 405 WL

Calculated Load

vs

Depth

PPENDIX

Appendix A:- Pile Head Settlement Readings (Dial Gauges and

Scale

Rule)

VWSG's and Extensometer Readings

Appendix

B:

Bored Pile Record

Concrete Cube Test

Soil Investigation WW

Design Calculation For Pile Length

Appendix

C:

Calibration Certificates

Appendix

D:

Design

for

Kentledge system


4/24

INSTRUMENTED

PILE LOAD TEST REPORT

1 INTRODUCTION

1 1 General

This report serves

to

transfer

the

data

from

instrumented static pile load

test

conducted

for PROPOSED ERECTION OF

A

BLOCK OF 25 STOREYS

CONDOMINIUM

FLATS DEVELOPMENT

TOTAL 80

UNITS)

WITH 3

BASEMENT CARPARKS,

SWIMMING

POOL

COMMUNAL

FACILITES ON LOT

01070N

TS

24, which was started on 5

October 2012 and completed on 8 October 2012. The purpose

of

instrumentation

on pile load

test

is

to

ascertain the load distr ibution characteristics of soil

supporting the pile shaft and

to

establish the design of the pile.

1 2

Soil profile and preliminary design

o

pile

The Ultimate Test Pile UTP) is a

1000mm

diameter bored pile, with embedded pile

length 39.68m from RL115.09m (Ground Level). The working load for the test pile is

600.4Ton. The

UTP is

tested to 4.05 times

of the

working load, which

is

2431.6Ton.

As

seen

from

the piling records,

the

soil profile consists

of

a 3m upper layer

of

brown mixed with dark brown gravelly Sandy SILT with concrete (Backfill) (0-3m),

followed by 17m of Firm

to

Stiff light brown and light brownish, yellow fine

to

coarse Sandy

SILT,

Bu

kit Timah Granite-Residual Soil)

GVI

(3-20m). The successive

layers are Very

stiff

light brownish

yellow

Sandy

SILT

(Bukit Timah Granite-Residual

Soil)

GVI 20-2sm) to

28m depth, Hard brownish yellow Sandy

SILT

(BukitTimah

Granite-Residual Soil)

GVI

28-33m)

to

33m depth, Hard light bluish grey slightly

gravelly fine

to

coarse Sandy

CLAY

very Sandy

SILT

(Bukit Timah Granite) GV

(33-38.48m)

to

38.48m depth, Moderately strong medium grey spotted with white

Granite moderately weathered, medium spaced fractures Bu kit Ti mah Granite) Giii

(38.48-39.48m)

to

39.48m depth, Moderately strong

to

strong medium grey

Granite slightly weathered, medium spaced fractures

Bu

kit Timah Granite) Gii

(39.48-39.68m)

to

39.68m depth.


5/24

INSTRUMENTED PILE LOAD TEST REPORT

2 INSTRUMENTATION AND TEST

The

UTP consisted

of

56nos

of

vibrating wire type strain

gauges (VWSGs) t

14

different layers and three tellta le extensometers

as

shown in

Fig.

1.

Three tell tale extensometers were installed at depth 39m, 33.3m

and

14.89m

below the pile head level (RL115.3m).

Load

cell was equipped at pile top to monitor

the applied load on pile head at each increment, while dial gauges and dumpy level

were used to monitor the pile head settlements.

2.1 VIBRATING WIRE STRAIN GAUGES VWSG)

Vibrating wire strain gauges

(VWSG)

consist

of

a calibrated wire tensioned

to

a

known distance between two end blocks.

The

VWSG's are connected with electrical

wires to a power source and digital readout box. At

each

applied load increments

during the pile load test, a signal

is

sent to a plucking coil which plucks the wire and

creates a vibration.

The

frequency

of

the vibration

is

recorded and referenced to a

change in length, or strain. The theory is, when pile

is

loaded; the VWSG experience

the

same strain as pile. Knowing the strain at

each

load and elastic modulus allows a

calculation

of

load along the pile profile as explained in Section 2.2. Skin friction can

be calculated in the same way as explained in Section 2.2 using Eq. (3).

2.2 Static pile load test

The pile was tested after 8 days of its installation. l


6/24

3 RESULTS

3 1 Load settlement curve

The load & average settlement vs time

is

shown in Fig

2

The load settlement curve

as obtained

is

shown in

Fig

3 and

Fig

4 Elastic compression of a free standing pile

and Davisson's (1972) failure criteria has also been plotted.

During

the

test,

as

obtained from average readings,

the

pile head settled by

39.66mm and 47.345mm (Average reading of scale ruler and dial gauge) when

subjected to 2431Ton and 2461Ton (405 and 410 ofWL .

3 2 Load distribution curve

As described in Section 2.1,

the

load distribution urve can be evaluated

from the

strain measurements along the length of pile.

F

[

[

[

[

[

[

[

[

[

[

[

[

[


7/24

INSTRUMENTED

PILE LOAD TEST REPORT

3 2 1 Modulus of pile

The concrete modulus is a function of stress on pile. Over the large stress range

imposed during a static loading test, the difference between the initial and final

tangent module for pile material may be substantial and the conclusion based

upon a constant modulus may lead to wrong interpretation of shaft and toe

bearings. Fellenius 2006) has suggested the conversion of every measured strain

value to stress via its corresponding strain-dependent secant modulus. The

equation

for the

tangent modulus line is:

M ~ ; ) = a s + b

4)

which

can

be integrated

to

er = ~ } , bs

However,

er

Ess

Therefore,

a = = 0.5ai +b

sand

Es 0.5 as +b

where

M

=tangent modulus of composite pile material

,=secant modulus of composite pile material

a= stress load divided by cross section area)

7)

da =

cr,.1-

an =

change

of

stress

from

one load increment

to

the next

a=

slope of the tangent modulus line

s

=measured strain

ds =

(s,,,- sn)

=change of strain

from

one load increment to the next

b

=

y-intercept of the tangent modulus line i.e., initial tangent modulus)

5)

6)

The plot of tangent modulus

with

microstrain is shown in Fig.

4.

The equation of

stress dependent secant modulus is given by:

Es 0.5 as +b

Where, a =-0.028 and b = 42


8/24

INSTRUMENTED

PILE LOAD

TEST

REPORT

3 2 2

VIBR TING

WIRE

STR IN

G UGES

The load distribution curves, using VWSG's data, have been plotted in

Fig

9.

Whereas

the

mobilized unit skin friction for this pile are shown in Fig 8.

The Unit

Skin

Friction of

Pile

at maximum load of 405 WL is shown

in

Fig

6.

3 3 nit end bearing resistance

The variation of

unit

end bearing with applied load at maximum load of 405 WL is

shown in Figure

7.

It is obtained from VWSG s readings.

The

toe bearing increased

linearly with the additional load. The

toe

bearing mobilized at 2431Ton (4.05 X WL),

equals

to

896.STon which

is

equivalent

to

11414.6kN/m

2

unit end bearing. Design

unit end bearing

is

7500kN/m2.

4 onclusions

The test pile was loaded to 2431Ton (4.05 X

WL)

during this load test. The estimated

shaft resistance and toe bearings obtained from

VWSG s

readings are 1534.5Ton

(63.12 ) and 896.STon (36.88 ) at 2431Ton (4.05 X

WL).

The corresponding unit toe bearing

is

11414.6kN/m2.

For the detail distribution of mobilized parameter refer to Table 1.

Load

(Ton)

Pile Head Settlement at Settlement fter release to

recovery

max load (mm) zero load (mm)

2431(405 ) 38.2mm-39.66mm

N A

N A

2461(410 )

47.345mm 29.29mm

38.13

From the settlement performance and

the

details analysis from the instrumentation,

we

concluded

th t

the geotechnical capacity

of

this

PTP has not

been fully mobilized

when

loaded to 405 WL. The PTP pile encountered structural failure at 410 WL

(2461Ton).


9/24

Table

Table 2

Table 3

Table 4

Table 5

LIST OF T BLES

Variation o skin friction with depth

Average Strain vs depth

Average Force

vs

depth

Skin Friction vs depth

Tell tale extensometers settlement

INSTRUMENTED PILE LO D TEST REPORT


10/24

S.No.

1

2

3

4

5

6

INSTRUMENTED

PILE

LOAD

TEST REPORT

Table 1 : Variation o

skin

friction with depth

Unit skin friction as per

VWSG

levels at 405 WL.

Soil prof ile from piling Depth (m) Thickness SPT (N) Mobilized

re ords

of

soil

value average

unit

Mobilised

layer skin

friction

Parameter

(m)

(Ton/m2)

From

to

Brown mixed

with

dark 0 0.58 0.58

0

0 0

brown gravelly Sandy

SILT with concrete

0.58 3 2.42

ON12

0.7 0.58N

(Backfill)

Firm

to

Stiff light brown

3

7.38

4.38 12 0.7 0.58N

and light brownish

yellow fine to coarse

7.38 13.88 6.5

12 1.6

l 33N

Sandy SILT (Bukit Timah

Granite - Residual Soil)

13.88 14.98 1.1 12 8 6.67N

GVI

14.98 17.33 2.35 12 16.8 14N

17.33 19.93 2.6 12 8.4 7N

Very

stiff

light brownish 19.33

23.98 4.05 20 8.4 4.2N

yel low Sandy SILT (Bukit

Timah Granite -

23.98 27.88 3.9

23 13.2

5.74N

Residual Soil)

GVI

Hard brownish yellow 27.88 30.48 2.6 59

15.8

2.68N


Granite - Residual Soil)

30.48 32.93 2.45

50

\

2.70N

GVI

Hard light bluish grey

32.93 35.48

2.55 100

/28 8 \

2.88N

slightly gravelly fine to

coarse Sandy CLAY very

35.48 38.18 2.7 100

28.8 )

2.88N


l

Granite)

GV

38.18 38.68

0.5 100

~ o 7 j

3.07N

.__

Moderately strong

medium grey spotted 38.68 39.18

0.5

RQD=59

77.3

773kN/m2

with

white Granite

moderately weathered,

medium spaced

0.5

773kN/m2

fractures

(Bu

kit Timah

39.18

39.68 RQD=59,

77.3

Granite) Giii

88 (estimate

unit

(estimate

unit

skin friction)

skin friction)

Note:

Unit skin friction from 0

to

39.18m is from

VWSG

analysis. Refer

to

table 4.

Unit skin friction from 39.18 to 39.68m is estimated using the last layer unit skin

friction, 77.3Ton/m2.

Total skin friction is equal to 1534.STon at 405 WL, so end bearing 896.STon at

405%.

Unit end bearing 11414.6kN/m2, design

unit

end bearing 7500kN/m2.

J'

esign I

Parameter

for

PTPl

{

2N

~

(MAX

150KN/m2)

2N

i

MAX

150KN/m2)

I

l

E

N

(MAX

150KN/m2)

2N

I

MAX

..

150KN/m2)

I

2N

(MAX

i

50KN/m2)

.

I

600KN/m2

-

'' -

I

I


11/24

- - 1

......_,;,

> ....J

....____J

WESTWOOD AT ORCHARD BOULEYARD

ULTIMATE LOAD

TEST

SUMMARY

l..----.J

< 1

< 1

Table 2: Average Strain (mirco strain) vs Depth

of

Gauges

39.18 38.68 38.18

35.48 32.93

Ap1>lit'(l

load (tons)

( ~ /

162

27%.

2.9

5.1

5.2

6.6 8.l

313

52%.

3.9

15.3

15.9

17.3

22.5

480

80%

28.5 3 l.5 34.9

36.5 45.2

614

102'% 44.5

48.0 53.5

56.1 66.5

773

129%

57.7

62.l 69.6

79.2

89.l

916

1 5 3 o / ~

73.8 79.8

88.5

103.0 113.0

1093

182'l'o 94.9

103.3 112.0

132.2 143.3

1208

2 0 t Y ~

116.6

125.9 134.9

160.6

174.3

1261

210% 124.4 133.8 146.8 169.9 186.7

1324

221% 13 l.6 141.0 156.J 180.6 202.2

1 .180

230%

140.0 149.2 165.9

194.J

221.4

1445

241 144.8 156.9

174.J

207.2

242.0

1519

253'% 151.9

166.3 184.4

221.6

266.5

1557 259 159.l 176.9

192.l

227.8 284.7

1621

2 7 0 ~ ~ 171.0

189.2 205.4

235.9

307.J

1696 282"/o

181.5

199.9

215.0

278.9 342.l

1744

290'% 190.4 208.4 223.7 291.5 365.7

1819

3 0 3 ~ Q

226.7

245.4

264.5

336.2 392.7

1878 J l 3 Y ~ 230.2

257.2

273.5

343.6

406.0

1951 325o/o

241.5 274.l 294.0 369.4 441.5

1988

331' -'n 249.6

282.4 299.0 377.2

450.7

2049 341%.

258.l

293.7 308.4 389.l 466.7

2112

352'%

259.7 296.l

312.4

400.5 487.0

2157 359o/. 260.J

297.l 316.3

404.6

495.8

2231

3 7 2 / ~

266.1 306.6

325.0

432.S

508.0

2297

383Q/

300.6 342.4

359.4

457.0

520.8

2347 391 /fi 314.6

355.6 368.7

458.0 547.8

2431

405"(,,

316.4

357.9

370.6

460.5

544.7

___;

30.48

IO.I

27.3

52.7

76.l

106.5

132.0

163.3

196.6

204.6

222.5

241.2

264.2

284.4

301.6

324.l

353.8

374.9

407.5

422.0

456.0

465.0

480.8

501.3

506.9

542.4

556.2

577.3

578.4

-'

-'

-

: :_ - - . l _ -

t ft

,

,

27.88

23.98

19.93

17.33 14.98

13.88 7.38

0.58

12.l 16.0

27.4

27.0 24.7

23.7

26.8

38.9

3

l l

42 7

73.3

58.4

54.8

51 2

61.3 82.4

62.4

80.8

138.9

05.8 98.7

91.6

104.6

13

l.5

89.9 113.5

195.7 140.2

132.0

124.0 140.0

170.4

I

17.5

150.3

260.5

187.l 171.0

158.8 184.2 214.1

149.9 187.0 321.7

229.5

208.3

195.3

223.5 252.6

187.0

231.7

395.2

280.9 258.l

239.9 272 3

299.7

225.5 274.9

461.6

322.7 30 l.2

278.5 312.4 336.3

242.3 289.8

484.I

336.5

311.2

292.3

329.2

349.4

256.9 3 0.4 515.5

354.6

33 l.4

31 l.7

350.l

370.I

278.0

332.0

549.8 370.8 348.9 329.0 369.9

385.3

299.8

355.5

591.6 409.0

369.5

347.4 390.l

401.4

325.2 383.1

648.7

433.3 393.7

370.l 415.5 419.9

342.I

400.5

690.9 448.7 409.6 383.5

430.3 429.7

364.7 425.3

753.8

471.7 429.9

402.4 452.3 440.7

399.0 461.3 842.l 504.0 459.6

429.2

479.4

459.3

420.6

480.9

906.0

525.0 479.9

445.l

497.0 470.8

455.3

529.6

1086.9 543.6

502.9

471.9 524.8 497.2

464.5

544.2

1095.7

565.0 524.3

490.2

544.2 514.8

506.9

584.l

1112.8 597.5 560.3

519.9

571.2 550.0

515.l

589.8

1124.7 604.0

568.3

527.0

578.2

565.0

530.2 602.3 1141.5

614.61 585.7

541.5

597.5

581.4

546.l

616.3

1157.8

633.2 603.5

560.0 628.2 597.0

549.3 622.5 ll63.4 640.I 609.3

565.4 638.9 615.7

586.0 652.9

1217.3 691.4

664.6

615.3 673.2 634.2

602.4

672.8

1236.0

717.7 688.8

639.2

699.8

655.7

620.3 683.l

1250.4

741.6

716.8

661.5 718.0

670.2

626.9

695.5

1272.7

758.7 722.7

669.7 733 I 685.0

RYOlll KlSO S)

PTE

LTD


12/24

WESTWOOD AT ORCHARD BOULEVARD

ULTIMATE LOAD TEST SUMMARY

Table

3 :

Average Force Ton) vs Depth o Gauges

39.18

38.68

38.18

Appli ed Lo:td tons)

(' )

162

27% 9.7 16.7 17.4

313 52% 45.7 50.4

52.9

480

80%

93.7 103.3 115.5

614 102% 145.7

157.l

176.6

773

129'}'0

188.4 202.7 229.1

916

153'}'0 240.6 259.8 290.5

1093

182'%

308.0 334.9 366.3

1208

201%

377.1

406.6 439.4

1261

210%

401.9 431.6

477.2

1324

221'%

424.6 454.1 506.6

1380 230%

451.l 479.9

537.5

445

241 /o

466.l 504.0

563.4

1519

253'% 488.3

533.4

595.5

1557 259o/e 5ll.I

566 3

619.5

1621

210/o

548.1 604 5

660.8

1696

282'Vi

580.6 637.5 690.7

1744 290% 608.1 663.6 717.4

1819 3 0 3 ~ ' . . 719.5

776.3

842.4

1878

313'% 730.2

812.1 869.8

1951

325 /o

764.4

862.7 931.5

1988

331 /o

789.0 887.6 946.5

2049

341 /a

814.6 921.5 974.7

2112

352o/.

819.6 928.7 986.6

2157 359%

820.8 931.6 998.4

2231

312 1

838.9 959.7 1024.2

2297

383 /o

942.0 1065.0 1125.7

2347

391"/

.

983.4 1103.4 1152.9

2431

40So/o

988.8 1110.3 1158.5

35.48 32.93 30.48

21.8 26.7

33.5

56.8 73.8

90.4

119.7 147.9 173.6

183.4 217.0

249.9

257.7 289.7 347.9

334.1 365.6 429.3

426.4 461.3 528.2

515.6 558.2 632.2

544.5 596.6 657.2

577.7 644.5 712.5

619.6 703.2 769.9

659.8

766.1 839.8

703.9

840.1

900.8

723.0 894.6 952.5

747.7

96l.I

1019.6

877.4

1064.l

1106.9

914.8 1132.7 1168.8

1047.0 1210.5 1263.0

1068.6 1248.6 1304.4

1143.6

1349.3 1401.0

1166. l 1375.2 1426.2

1200.3 1419.6 1470.7

1232.9 1476.0

1527.5

1244.6 1500.2 1543.1

1324.8 1534.0 1640.4

1392.6 1568.9 1677.8

1395.4

1642.0 1734.8

1402.5 1633.6 1737.7

27.88 23.98 19.93 17.33

14.98 13.88

7.38 0.58

40.1 52.5 75.0 89.4 90.1

93.6 99.1 152.8

102.9 139.8 171.7 192.2 199.0

201.l 225.0 321.8

205.4 262.8 313.3 345.6 355.5 357.0

381.3

509.3

294.5

367.4

421.0 455.4 472.6

480.8 507.6

655 5

383.l

483.4

556.1 602.7 608.3

612.0

662.5 817.1

486.0 597.7 680.6 733.8

736.1 747.8 798.4 957.9

602.3 734.9

829.5

890.3 904.4 911.5

964.5 1127.2

721.8 865.2 956 5 1015.2 1047.4

1051.4 1099.1 1256.7

773.2

909.8 998.8 1056.0 1080.3

1100.7 1154.5

1302.5

817.7 970.9 1055.3 1109.5 1146.4

1169.7 1223.5 1374.5

881.5

1034.6

1109.0

1156.7 1203.I 1230.8

1288.l 1427.2

947.0 1103.1 1203.1 1267.3 1269.6 1295.4 1353.6 1482.5

1022.7

1183.0 1276.5 1336.6

1347.l 1374.5 1435.2

1545.7

1072.7 1233.0 1322.8

1380.5

1397.4 1420.9 1482.2 1579.0

1139.0 1303.4 1389.7

1445.2 1461.4 1486.0 1552.0

1616.4

1238.6 1404.8 1484.2

1535.1

1553.8 1577.4 1637.0

1678.9

1300.6 1459.1 1540.6 1592.9

1616.6

1631.3 1691.7 1717.3

1398.9 1592.7 1623.8 1643.8 1687.1 1721.0 1777.2 1805.0

1425.1 1632.4 1674.7

1701.8

1751.9 1781.7 1836.4 1863.0

1543.1 1739.3 1769.4 1788.7 1860.I 1879.8

1918.0 1977.6

1565.7 1754.2 1785.9 1806.2 1883.7 1902.8 1938.9 2025.9

1607.1 1787.3 1815.9 1834.2

1935.1

1950.0 1996.6 2078.4

1650.6 1824.2

1860.1

1883.2 1987.6 2009.7 2087.2

2128.I

1659.3 1840.3

1877.5 1901.4

2004.4 2027.2 2118.6 2187.0

1758.1 1919.4 1989.3 2034.1 2163.9

2185.7 2218.I 2244.9

1801.8 1970.5 2050.0 2101.0 2232.5 2260.7 2294.1

2311.9

1849.3 1996.8 2096.9 2161.2 2311.0 2329.9 2345.7 2356.6

1866.7

2028.3 2135.1

2203.6

2327.5

2355.2 2388.0 2401.9

RYOBJ

KISO

(S)

PTE

LTD

.r' " '\ r """\_J ;

, ""'""'l

1"'""'I

J

........

; J

f -l""""" . ...... . ......

-l 't -l 't """'I

-""""'l

;" "'"'II

..

l J

k.W>' oU -'I

~ ' ' '

h . ~ = c i

~ w ~ \ 1 ~ ' = 10 ' ' ' ' ' ' ' ' 4 ' ' ~ e w > l

i


13/24

WESTWOOD AT ORCHARD BOULEVARD

ULTIMATE LOAD TEST SUMMARY

Table 4 : Skin Friction

(Ton nh

Dcpth(m}

39 18 38 68

Appiled Load (tons)

(%) M N

L M

162 27 YD

4.4

0.4

313 52%.

3 0

1.6

480

80%,

6.1

7 7

614

1 0 2 1 ~

7.3

12.4

773

129%.

9 l 16.8

916

I53'Vo

12.2

19.5

1093

182o/o

17.2 20 0

1203

20l'Yo

18.8

20 9

1261 210 /o

18.9

29.1

1324 22.lo/o 18.8 33.5

1380

230'}'(,

18.3 36.7

1445

241%

24.1

37.8

1519

253'1'

28.8 39.5

1557

259/o

35 2 33.8

1621

270 /o 35.9

35.8

1696 282 /o

36.2

33 9

1744 290'Vo

35.3

34.2

1819

303'Vo

36.1 42.1

187

313 /,,

52.1 36 7

1951

3 2 5 ~ ; , ,

62 6 43.S

1988 33lo/n

62 7 37.5

2049

3.JI'%

68 0

33 9

2112

352%.

69.4 36.9

2157

359

70 6 42 5

:? 231

3 7 2 ' 1 - ~ 76 9 41 0

2297 383o/.

78.3

38 6

2347

391 1- U

76.4

31.5

2431

4D5o/o

77.3 30 7

38 18

35 48

32.93 30 48

K L

J K

1-J

11 1

0.5

0 6

0.9 0.8

0.5

2.1

2.2

1.5

0.5

3.5

3 3

3.9

0.8

4.2 4.3

5 5

3 4

4.0 7 6 4 3

5.1

3 9 8.3 6.9

7.1 4 4

8.7 9.1

9 0

5.3

9 6 11.0

7 9

6 5 7 9

14.2

8.4 S.3 8.8 12.9

9 7 10.4

8.7 13.7

11.4

13.3

9 6

13.1

12.8

17.0

7 9 14.9

12.2

21 4

7.5

14.7

10.3

26.6

7 6 14.6

22 0

23.3 5 6 16.1

23 3

27 2 4.7 16.1

24.1

20 4

6 8

16.6

23.4

22 5

7 2

14.8

25.0

25 7 6 7 17.4

25 9 26 I 6 6

17.I

26 6

27 4 6 6 16.7

29 0

30.3

6.7

15.I

29 0

31 9 5 6

14.2

35 4

26 l

13.8 14.4

31 5

22.0

14.2

15.2

28 6

30.8

12.0 14.0

28 8

28 8 13.5

15.8

27.88

23 98

19.93

17 33

14 98 13 88

7 38 0 58

G 11 F G E F D E C D

B C A B

GL A

1.0

1.8

1.8

0.1

1.0

0.3 2.5

0.0

3 0 2.5

2.5

0.9 0 6

1.2 4.5

0.0

4 7 4.0 4 0

l.3

0 4

1.2

6 0 0.0

6 0 4.2

4.2 2.3

2 4 1 3 6 9

0.0

8.2 5.7

5.7 0.8 I.

I

2.5

7.2

0 0

9.1

6.5

6.5

0.3

3 4

2.5

7.5 0.0

10.8 7 4 7 4

1.9

2.1 2 6

7 6 0.0

I

1.7

7.2

7.2

4 4 I.I

2.3 7 4 0.0

I

I.I

7 0

7.0 3.3

5 9

2 6 6 9 0.0

125 6 6

6 6 5.0 6 7

2.6

7.1

0.0

12.5

5.8

5.8

6.3 8 0

2 8

6.5

0.0

12.7 7.9

7 9

0.3

7 5

2.8

6 0 0.0

13.I

7 4

7 4 1.4 8 0

3 0

5.2

0.0

13.1

7.1

7.1

2.3

6.S

3 0

4.5 0.0

13.4 6.8

6 8 2.2

7.1

3 2

3.0

0 0

13.6 6.2

6 2 2.5 6 8

2.9 2 0

0 0

12.9 6 4

6 4

3 2 4 2

3 0 l.2 0 0

15.8 2 4

2.4 5 9

9.8

2.8

1.3

0.0

16.9

3.3

3.3

6 8

8 6

2.7 1 2 0.0

16.0

2 4

2.4 9 7 5 7 1.9

2 8 0.0

15.4

2.5

2.5

10.5 5.5 1.8 4.1

0 0

14.7

2.2 2.2 13.7 4.3

2.3 3 8 0 0

14.2

2.8

2.8

14.1 6 4

3.8

1.9

0.0

14.8 2.9

2.9

13.9 6 6

4.5 3 2

0.0

13.2 5.5

5 5

17.6 6 3 1.6 1.3

0.0

13.8

6.2 6.2 17.8 8.1

1.6

0.8 0 0

12.0

7 9

7 9

20.3

5.5

0.8 0.5

0 0

13.2

8 4 8 4 16.8 8 0

1.6 0.7 0 0

RYOBI KISO S) PTE

1;ro


14/24

INSTRUMENTED PILE LO D TEST REPORT

Table : Telltale extensometers settlement mm)

Tell Tale Extensometer

Load

kN) increment

ettlement

(mm)

39m 33.3m 14.89m

TTl

TT2

TT3

0 0 0.00 0.00 0.00

150 25 1.03 1.07 0.18

300 50 1.37 1.75 1.13

450 75 2.25 2.02 1.21

600 100 3.18 2.35

1.46

751

125

4.33 2.79 1.76

901 150 5.53 3.20

2.03

1051 175 6.66 3.69

2.27

1201

200

7.63

4.04

2.46

1261 210 8.10 4.25 2.39

1321 220 8.63

4.40

2.45

1381 230 9.47 4.57 2.60

1441

240 10.14

4.73

2.70

1501 250 11.07

5.00

2.81

1561 260 11.69 5.18

2.86

1621

270 12.20

5.24

2.86

1681 280 13.43 5.67 3.00

1741 290 14.08 5.87

3.02

1801

300 15.76

6.28

3.24

1861 310 15.98 6.30 3.19

1921 320 17.43 6.65

3.37

1981

330

17.84

6.72

3.41

2041 340 18.54

7.28

3.45

2101 350 19.46

7.98

3.48

2161 360 19.68 7.25 3.64

2221

370

22.43 7.57

3.68

2282 380 24.00 8.05

3.76

2342 390 25.46

8.30

3.79

2432

405

32.15 8.60

4.13

[

-

-

-

0 0 19.26 2.77

1.03

1


15/24

1

INSTRUMENTED PILE LOAD

TEST REPORT

LIST

OF

FIGUR S

Fig. 1 Instrumentation detail of bored pile.

Fig. 2 Load & Average Settlement vs Time.

Fig.

3 Load settlement curve

from

scale rule

Fig. 4 Load settlement curve from dial gauge

Fig.

5 Tangent modulus versus microstrain.

Fig. 6 Unit Skin Friction

vs

Applied Load Plot - at 405

WL

Fig. 7 Unit End Bearing

vs

Applied Load Plot-

t

405 WL

Fig. 8 Mobilised Unit Skin Friction at 405 WL

Fig.

9 Calculated

Load

vs Depth


16/24

Figure 1 Details of Test Pile Instrumentation

PTP1(BH-WW4)

Soil

Description

Brown mixed with dark brown gravelly Sandy

SilT with concrete (Sackfill)

Firm

to

Stiff light

brown

and

light brownish

yellow flne to

coarse Sandy

SILT

{Bukltlimah Granite - Residual Soil) GV

Very

stiff light brownish yellow Sandy

S L

T

(Bu kit Ti mah Granite Residual Soil) GVI

H;ird brownish yellow

Sandy

SILT

(Bukit Tim

ah

Granite -

Residual Soll)

GVI

Hard light bluish grey slightly gravelly fine to

coarse Sandy ClAY ve;y Sandy SILT

{Bukit Timah Granite) GV

Moderately strong medium grey spotted

with white Granite moderately

weathered,

medium spaced fractures

(Boldt

Tim

ah

Granite)

Giii

Moderately :Strong to strong

medium

grey

Granite

slightly

weathered, medium

spaced

fractures

(Bukit

Tlmah

Granite)

GI

Note:

NValue Depth

(m)

From Gl

Ground

Level

RUlS.09

0

12

22.5

54.5

100

RQD=88

0

3

3

20

20

28

28

33

33

38.48

38.48

39.48

39.48

-39.68

Rod Extensometers

~

3nos

T:f :;: f

~

PUe

Top' ' '

RL115.3

Depth (m) VWSG

'nm r I

Ground

Level

RUlS.09

11

~ 1 4 5 1

~ 1 ~ 0 1 1 1 r

~ W S G

I{

~ 0 1 2 1 ,.

RL:lOO.S{FEL)

~ 0 0 1 1 )

~ S 1 6

~ 7 2 1

~ l : = 8 4 6 1

~ 2 1 6

~ 9 6 1

~ 7 6 9 1

~ 6 4 1

RL:75.41 (

0.58

7.38

13.88

14.98

17.33

19.93

23.98

27.88

30.48

32.93

35.48

38.18

38.68

39.18

VWSGTotal

0

Layout of stain gauges

{Cross

Section)

4

4

4

4

4

4

4

4

4

4

4

4

4

4

56

1. The estimated pile length in this proposal

is

based on Soil profile of Bore Hole WW4

2.

Tl

from

RL115.3

to

Rl76.3 length=39rn;

T2

from

RL115.3

to

RL82.0 length=33.3rn;

~

[ ~

r: .

r

L

J

. .

[ ~ r

I

l

[ ;

[

[

[ I

[ I

~

[

J

;

[

l ~

f


17/24

2

0

~

'

0

0

QJ

:>

'

J

c:

QJ

E

E

e

.s

QJ

:>

'

Iii

i5

-

-

:

QJ

E

QJ

E

QJ

Vl

2500

2000

1500

1000

500

0

-500

-1000

-1500

-2000

-2500

-3000

-3500

-4000

-4500

-5000

Figure 2: PTP WESTEOOD

@ORCHARD

BLVD

Load Average Settlement vs

Time

20

40 60

'fime (Hours)

- ---

.. .. ~ ~ ~

.

-

---.-- ----- - - - ~ -

O


18/24

(I)

-

l

::l

0

0::

0

Cl

IJ

~

ro

l.J

I I

V ) co

-

J.I

Cl

.....

s

::

:

IJ

0

C

E

I-

:c

0..

u

IJ

0::

':p

'f'I

0

IJ

IJ

@

VI

....

(/)

::l

>

~

I.I..

O

ro

0

...I

50 r

I

5 i

J

< l ~ v r

.

-(,,., ,;,.,;;;, -

+

/ 'ffim

/

4 0 5 W L 2 4 3 ~ T o n ) 7 1

I

settlement 40.25mm

~ I

.o/--

..

l

"

- ----

; o m w c 1 m ~ '

I

15

10

o

'

o nn

settlement 20mm

1nnn

A

Note:

1

GeotechnicalFailure at

settlement=lD,lOOmm.

2

Skin

Friction and End

bearing

fully

mobilization at

settlement=O.SD, 50mm,

3

Pile structure failed at

410 , settlement=48.25mm.

?nnn

?c;nn

~

[.

[

[

[

[

[

[

[

250% WLNo increase insettlement withloads?


19/24

-

I

b.O

0

::I

0

I'll

0

( 1

s:

0

.

0

V'l

CQ

-

0

+-'

~

s:

t

0::

QI

:;;

Cl.


20/24

Ultimate Load Test Report

Documents

Transcript of Ultimate Load Test Report