prediction of unit resistance for bore pile using global ...utb.edu.bn › bdjtc ›...

Brunei Darussalam Journal of Technology and Commerce. Volume 6 Number 1, December 2012 87

compared to BRH and is therefore expected to generate more lignin-derived pyrolysis products.

Table 5: Summary of the characterisation data from experiment and selected literature

ANALYSIS

EXPERIMENTAL (THIS WORK)

LITERATURE [21]

Brunei Rice Husk (BRH)

African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)

Proximate Analysis (dry basis, wt %)

Moisture 8.43 7.88 9.08 10.44 Volatile Matter 68.25 58.22 66.4 70.2

Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3

Ultimate Analysis (dry and ash-free, wt %)Carbon 39.48 34.895 37.6 44.5

Hydrogen 5.71 5.145 5.42 5.51 Nitrogen 0.665 0.31 0.38 0.46 Sulphur < 0.10 0.64 0.034 0.021 Chlorine 0.025 <0.01 0.01 0.031 Oxygen 54.12 59.01 33.2 35.2

Heating Values (MJ/kg)HHV (as received) 15.88 14.08 - - HHV (dry basis) 17.34 15.40 15.9 18.31 LHV (dry basis) 16.10 14.28 14.22 16.2

Compositional analysis (dry, ash and extractives free, wt %)

Cellulose 41.52 37.34 29.2 - Hemicellulose 14.04 10.07 20.1 -

Lignin 33.67 41.08 30.7 - Extractives 10.77 11.51 - -

Figure 4: Compositional analysis of BRH and AFRH

0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives

Weight % (Dry, ash and extractives-free)

AFRH

BRH

34


Prediction of Unit Resistance for Bore Pile Using Global Strain Extensometer

Ramli Nazir, Mohd Zahrullail BADRUN

Faculty of Civil Engineering, Universiti Teknologi Malaysia Department of Geotechnic and Transportation, Faculty of Civil Engineering,

Universiti Teknologi Malaysia,Skudai, Johor Bahru, Johor, Malaysia.

[email protected]; [email protected]

ABSTRACT

A study was carried out generally to obtain the reliable range for Ultimate Skin Factor, Ksu and Ultimate End Bearing Factor, Kbu with the change in Standard Penetration Test (SPT, N) value established for the soil in Malaysia. Pile instrumentation is to be done using state-of-the-art Global Strain Extensometer technology consists of a deformation monitoring system that uses advanced pneumatically anchored extensometers coupled with high-precision spring-loaded transducers, and a novel analytical technique to monitor loads and displacements down the shaft and at the toe of foundation piles. The results from Global Strain Extensometer show that the skin resistance factor (Ksu) is in the range of 2.0 and 2.3kN/m2 as found by Pienwej et. al (1994) and Tan et. al (1998)). The results for base resistance factor (Kbu) for Global Strain Extensometer also in the range of 7.0 to 10kN/m2 of value found by Tan et. al (1998). Keywords: Ultimate Skin Factor, Ultimate End Bearing Factor, Global Strain Extensometer, Standard Penetration Test. __________________________________________________________________________ 1.0 INTRODUCTION Most of the foundation design is based from empirical evaluation through research works. The mechanism of load transfer in foundation is very complex, thus mathematical evaluation is rather too ideal to be used. Thus empirical approach will offer a better solution in determining the ultimate capacity of the foundation. However, the weakness of empiricism approach is that, every solution have their own unique way which inheritable draw a different conclusion. Thus each and every way of design need full scale evaluation to justify the design reliability. Load test namely was used as justification methods of design reliability. The design of bored piles in Malaysia is usually based on the results of SPT-N. The empirical approach of ultimate unit skin resistance (fs) is in relation with Ks x SPT-N while for ultimate base resistance (fb) is related to Kb x SPT-N. Both relationships are used in the design. To evaluate the Ks and Kb, the value with the local soil condition required vibrating wire strain gauges and mechanical tell-tales rod are installed and cast within the pile to allow for monitoring of axial loads and movement at various levels down to the piles shaft and the pile toe. The constraint with this method includes long lead time required for instrumentation, instruments have to be pre-assembled and installed onto the cage prior to concreting of the pile. Tremendous difficulties involved in coordinating the installation of the strain gauges into pile cage and handling the cable prior concreting. Conventional method often gives the unsatisfactory results due to the human factor prior lifting the cage and concreting works. To address the challenges and difficulties posed by the conventional methods, retrieval sensors named Global Strain Extensometer was introduced for the bored pile instrumentation. This technology consists of a deformation monitoring system that used advanced pneumatically




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

35


anchored extensometers coupled with high-precision spring loaded transducers, a novel analytical technique to monitor loads and displacements down the shaft and at the toe of bored piles through sonic logging tubes. 2.0 GLOBAL STRAIN EXTENSOMETER The Global Strain Extensometer Method used for static load testing on bored piles is a deformation monitoring system using advanced pneumatically anchored extensometers and a novel analytical technique for determining axial loads and movements at various levels down the pile shaft including the pile base level. This method is particularly useful for monitoring pile performance and optimizing pile foundation design as reported by Hanifah et. al(2005, 2006). Normally, strain gauges (typically short gauge length) are used for strain measurement at a particular level or spot, while tell-tale extensometers (typically long sleeved rod length) are used purely for shortening measurement over an interval (over a length between two levels). From a ‘strain measurement’ point of view, the strain gauge gives strain measurement over a very short gauge length while the tell-tale extensometer gives strain measurement over a very long gauge length. Tell-tale extensometer that measure strain over a very long gauge length may be viewed as a very large strain gauge or simply called global strain extensometer. New technology in the manufacturing of retrievable extensometers such as state-of the art vibrating wire extensometers is now possible to measure strain deformation over the entire length of piles in segments with ease during static load testing. The Global Strain Extensometer Method for static load testing on bored piles is a deformation monitoring system which employs advanced pneumatically anchored extensometers and a novel analytical technique for determining axial loads and movements at various levels down the pile shaft including the pile base level. The main objectives of the instrumented load test are to establish the bearing capacity of foundation piles and its apportionment into shaft friction and end bearing, observing the behaviour of pile settlement and structural shortening of pile under the applied loads and evaluate the design parameters in relation to the ultimate skin friction and end bearing. It is then use in the design of working piles which are to be constructed in soil strata having similar geological structure and by adopting similar construction practices. With proper implementation of instrumentation scheme, the data collected from instrumented load testing are able to produce reliable information for meaningful interpretation. Figure 1 show a typical retrievable Global Strain Extensometer which will be inserted into an access hole located within the tubing running throughout the bore pile length. The location of the access hole arrangement is as shown in Figure 2. Other ancillary acquisition system will be placed closed to the vicinity for monitoring purposes during loading test.

Figure 1: Retrievable Global Strain Extensometer




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

36


Figure 2: The arrangement of Global Strain Extensometer equipment on pile top 3.0 UNIT SKIN AND END BEARING RESISTANCE Generally the unit skin resistance (fs) can be calculated by using the empirical correlation with Standard Penetration Test (SPT’N’) value as follows

fs = Ksu x SPT’N’ (kPa) (1) For shaft resistance, Tan et al. (1998), presents Ksu of 2.6 but limiting the fsu values to 200kPa for bored piles in residual soils. Toh et al. (1989) also reported that the average Ksu obtained varies from 5 at SPT-N 20 to as low as 1.5 at SPT-N = 220. Chang & Broms et al. (1991) suggests that Ksu of 2 for bored piles in residual soils of Singapore with SPT ’N’<150. For design of bored piles in residual soils of Malaysia, the followings relationship is suggested:

fs = 2 x SPT’N’ (kPa) (2)

Tan et al. (1998), was suggested that the fs = 2 x SPT’N’ and limited to 150 kPa. The base resistance (fb) of pile can be calculated by using empirical correlation with SPT’N’ value as follow;

fb = Kbu x SPT’N’ (kPa) (3) For base resistance, Kbu values reported by many researchers varies significantly indicating difficulty in obtaining proper and consistent base cleaning during construction of bored piles. It is very dangerous if the base resistance is relied upon when the proper cleaning of the base cannot be assured. From back-analyses of test piles, Chang & Broms et al. (1991) shows that Kbu equals to 30 to 45 and Toh et al. (1989) reports that Kbu falls between 27 and 60 as obtained from the two piles that were tested to failure. Tan et al. (1998), obtained from 13 numbers of instrumentation bored pile, found that Kbu value falls between 7 and 10 (kPa). The relatively low Kbu is due to soft toe effect which depends on the workmanship and pile geometry.




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

37


4.0 FIELD STUDY The instrumentation bored pile by using Global Strain Extensometer will be tested using Maintained Load Method, through Reaction Pile System. Instruments were logged automatic using Micro-10 Data logger and multilevel software. The project was conducted at Cadangan Pembangunan 2 Blok Menara Ibu Pejabat 50 Dan 38 Tingkat Diatas Lot 267&270, Lorong Stonor, Kuala Lumpur (Platinum Park Phase 3). The test pile was a preliminary test pile has been load tested to two times the pile structural capacity and known as “PTP-1”. For test pile PTP-1, the structural capacity was 22,200kN. The PTP-1 bored pile has been instrumented with 7 levels Vibrating Wire Global Strain Gauge and 8 levels Vibrating Wire Extensometer. Figure 3 show the installation level of the Global Strain Extensometer to the bored pile. Table 1 shows the summary of instrumented bored pile load test.

PROJECT : Platinum Park Phase 3, Jalan Stonor, Kuala Lumpur

WL= 22,200kN

Figure A: TL= 2 x 22,200kN = 44,400 kN

Instrumentation levels for Test Bored Pile PTP-1(1800mm Ø) Pile length = 36.95 m from Platform Level of RL 36.25 m (including 3.7m rock socket)

RL 36.74m (Pile top)

0.0 m RL 36.25 m Platform Level

Pile toe at 36.95m depth (RL -0.7m)Legend:

SI Borehole : CBH 5 denotes Glostrext anchored level (2 sets per level)denotes VW Glostrext Sensors (2 sets per level)

8

8

6

3

13

10

16

50

94

71

64

79

111

65

65

79

67

150

65

143

67

86

8

6

-3-2-10123456789

10111213141516171819202122232425262728293031323334353637

0 50 100 150 200 250 300

Dep

th b

elow

pla

tform

lev.

(m) SPT value, N (blows/30cm)

1-SECTION OF PTP-CROSS

2

43 1

Glostrext Sensors

Glostrext Sensors

Extensometer Lev.1 (RL 34.25m)

1800mm φ Bored pile

class C sonic logging pipe with 51mm to 52mmi.d. fully accessible for housing VW Extensometer and sensors

Glostrext Sensor 1a, 1b Anchored Lev. A-0

Anchored Lev. A-1

Anchored Lev. A-5

Anchored Lev. A-7

2.0 m

9.50 m

33.25m

Anchored Lev. A-3 16.25m

23.0 m

rock

Soft Clay

1.0 m

19.625m Glostrext Sensor 4a, 4b

Anchored Lev. A-4

28.125m

34.60m

Extensometer Lev.5(RL 8.125m)Rock RL 3.0m

5.75 m

Global Strain Gauge Lev. A (RL 35.25m)

Glostrext Sensor 2a, 2b Global Strain Gauge Lev. B (RL 30.50m)

Anchored Lev. A-2 Extensometer Lev.2 (RL 26.75m)

12.875 m Glostrext Sensor 3a, 3b Global Strain Gauge Lev. C (RL 23.375m)

Glostrext Sensor 5a, 5b

Glostrext Sensor 6a, 6b 35.95m Anchored Lev. A-6 36.45m 36.95m

Glostrext Sensor 6a, 6b


Global Strain Gauge Lev. D (RL 16.625m)


Global Strain Gauge Lev. E (RL 8.125m)

Extensometer Lev.6(RL 0.3m) Global Strain Gauge Lev. F (RL 1.65m)

Global Strain Gauge Lev. G (RL -0.2m) Extensometer Lev.7(RL -0.7m)

9.375 COL. RL 26.875 Silty Sand/ Sandy Silt

Figure 3: The arrangement of the instrument at different level for Global Strain Extensometer

in the pile(PTP-1)

Table 1: Summary of Instrumented Bored Pile Load Test

Pile No

Diameter (mm)

Working Load (kN)

Pile Length (m)

Test Load (kN)

Type of Instrument

Instrument Levels (Nos)

PTP-1 1800 22,200 36.95 44,400 Global Strain Extensometer 7




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

38


5.0 PILE TEST PROGRAMME AND RESULTS Below represent the pile test and results for PTP-1. As mentioned earlier the diameter of the test pile, PTP-1 was 1800mm. Working load for PTP-1 was 22,200kN and has been tested in two times working load, i.e. 44,400kN. Referring to Figure 3 , for PTP-1, the Global Strain Gauges were installed at 7 levels and designated as Level A aimed at 1.0m (at RL36.25m), Level B aimed at 5.75m, Level C aimed at 12.875m, Level D aimed at 19.625m, Level E aimed at 28.125m, Level F aimed at 34.60m, Level G aimed at 36.45m. While the anchors for VW Extensometers were installed at 8 levels. The Extensometers installed at those anchored interval were designated as Anchored Level A0 at 0m, Ext. Level 1a & lb at interval from 0.0m to 2.0m depth, Ext. Level 2a & 2b at interval from 2.0m to 9.5m depth, Ext. Level 3a & 3b at interval from 9.5m to 16.25m depth, Ext. Level 4a & 4b at interval from 16.25m to 23.0m depth, Ext. Level 5a & 5b at interval from 23.0m to 33.25m depth, Ext. Level 6a & 6b at interval from 33.25m to 35.95m depth, Ext. Level 7a & 7b at interval from 35.95m to 36.95m depth. The load distribution curves for the test cycles are plotted in Figure 4.0 and Figure 5.0 based on strain-load computations. The load distribution curves, capable of indicating the load distribution along the shaft and the base, were derived from computations based on the measured changes in strain gauge readings and estimated pile properties (steel content, cross-section area and modulus of elasticity). Computations made for PTP-1 was based on as-built details (including concrete record) know from the construction record. The difference between the loads at any two levels represents the shaft load carried by the portion of pile between the two levels. When the 22418kN test load in the 1st cycle applied, more than 100% test load was carried by Skin Friction as shown in Figure 4. For the 2ndcycle, the maximum applied load was 44036kN also almost 99.183% test load was carried by Skin Friction; the remaining 0.82% test load was carried by End Bearing as shown in Figure 5.

Figure 4.0: Load Distribution Curve for 1st Cycle Computed From VW Global Strain

Extensometer Gauges Results




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

39


0; 1 44036

43683

43182

33889

25973

15566 7735

02468

1012141618202224262830323436

0 5000 10000 15000 20000 25000 30000 35000 40000 45000

DEP

TH B

ELO

W P

LATF

ORM

LEV

EL (

m)

LOAD (kN)

P = 5627 kN P = 11351 kN P =16664 kNP = 22391 kN P = 24479 kN P =27138 kN

Figure 5: Load Distribution Curve for 2nd Cycle Computed from VW Global Strain

Extensometer Gauges results 6.0 RESULTS ANALYSES Design of Ultimate Skin Friction, Qsu and Ultimate Skin Friction Factor, Ksu for each case study are presented. The calculation of Ultimate Skin Friction and Ultimate Unit Skin Friction are based from the Simplified Soil Mechanics. Denoting P as the applied pile top load and fsu as the Unit Skin Friction, the following observation can be derived from a close study of load transfer characteristics presented. Maximum mobilized Unit Skin Friction from PTP-1 shows that the Ultimate Skin Friction was fully mobilized, as the load transfer along the Skin Friction already shows the peak strength as shown in Figure 6. For example, the maximum Unit Skin Friction at level F (34.6m) to level G (36.45m) was 748.50 kN/m2 during loading to 44030 kN and pile top settlement was 5.74mm still less the allowable settlement was 40mm. The load transfer curve for the mobilized Unit Skin Friction versus pile top settlement was shown in Figure 7 the Ultimate Skin Friction was not fully mobilized , as the load transfer along the skin still show the trend of linearly increasing during loading to 20,006kN (3 x working load). Higher Skin Friction was mobilized at the upper portion of the pile (at depth from Lev. D to Lev. E, 23.816m to 32.068m) with the maximum value of 240.3kN/m2 under the applied top load of 12904kN. Higher Skin Friction was mobilized at the upper portion of the pile (at depth from Lev. D to Lev. E, (23.816m to 32.068m) with the maximum value of 240.3kN/m2 under the applied top load of 12904kN. It is supposed that Ultimate Skin Friction was increasing with higher SPT, N value.




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

40


0

50

100

150

200

250

300

350

400

450

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

MOB

ILISE

D UN

IT S

HAFT

FRIC

TION

(k

N/m

2)

AVERAGE MOVEMENT OF PILE BETWEEN SOIL STRATUM(mm)

Lev A to Lev B Lev B to Lev CLev C to Lev D Lev D to Lev ELev E to Lev F Lev F to Lev G

Figure 6: Mobilization of unit skin resistance

048

12162024283236404448

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

LOAD

(kN)

Th

ousa

nds

PILE TOP SETTLEMENT (mm)

Q (Applied Load)

Total Shaft Resistance

Base Resistance

Figure 7.0: Applied Pile Top Load, Total Shaft Resistance and Base Resistance against Pile Top Settlement From VWSGs Results.(Case Study 1)

Table 2: Summary on the Results of Back-Analysis on the Ultimate Skin Friction Factor, Ksu for Case Study 1(PTP-1)

Level Depth (m)

Average SPT, N

Unit Skin

Friction, fsu (kN/m2 )

Ultimate Skin

Friction Factor, Ks (kN/m2 )

GL to level B 5.75 15.50 29.30 1.89 level B to level C 7.125 27.50 22.90 1.20 level C to level D 6.75 110 243.50 2.21 level D to level E 8.50 122 263.50 2.16 level E to level F 6.475 150 284.20 1.90 level F to level G 1.85 160 348.50 2.18




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

41


Table 2 shows the back-analysis on the Ultimate Skin Resistance, Ksu base on Equation 1, which was develop using the field results.

Figure 8: Standard Penetration Test vs. Critical Shaft Resistance

Finding of established research by Phienwej et. al (1994) and Tan et. al (1998) which has been carried out to failure are as shown in Figure 8. The result from PTP-1 was fall in between the establish the design by Tan et. al (1998) and Pienwej et. al (1994). From the result Global Strain Extensometer method seems to be in agreement with other available methods provided by other researchers. The ultimate base resistances for instrumentation bored piles are from PTP-1 as shown in Figure 9. The Ultimate End Bearing Factor, Kbu contribute was prevailed from the test pile result which contribute Ultimate End Bearing Factor, Kbu is about 7.8kN/m2 in conjunction with allowable settlement of 40mm from equation 3. Kbu value obtain from the PTP-1 is about 7.8kN/m2 and within the range suggested by Tan et. al (1998) which is at a ranges between 7 and10kN/m2.

Figure 9 : Applied Load vs Mobilized Unit Base Resistance

0

1

2

3

4

5

6

7

8

9

10

0 500 0 100 00 15000 200 00 250 00 300 00 350 00 400 00 450 00

MO

BILI

SED

UN

IT B

ASE R

ESIS

TAN

CE

(kN

/m2)

Th

ousa

nds

APPLIED LOAD (kN)




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

42


According to Gue et al. (2003), the contribution of End Bearing in bored piles should be ignored due to difficulty of proper base cleaning. Kenny Hill Formations consist of high clay content. As such, any exposure to water, the clay should swell and expand. Besides that, it can be also due to workmanship before casting bored pile, such as improper clearing at base of the bored pile. Table 3 shows the summary on the results of back-analysis on the Ultimate Skin Friction Factor, Ksu for the test.

Table 3: Summary on the Results of Back-Analysis on the Ultimate Skin Friction Factor, Ksu for PTP-1

4.0 CONCLUSIONS The skin resistance factor (Ksu) for Global Strain Extensometer instrumentation 2.23kN/m2 will fall in the range 2.0 to 2.3kN/m2 as found by Pienwej et. al (1994) and Tan et. al (1998) respectively. The trend of the results shows a promising value since it is in agreement with both researchers' findings. The skin resistance factor (Ks) for Malaysian soil can be considered within a proximity value of 2kN/m2. The base resistance factor (Kbu) for Global Strain Extensometer instrumentation 7.8kN/m2 can be adopted in the design. The results from the Global Strain Extensometer instrumentation fall in the range of 7 to10kN/m2 as suggested by Tan et. al (1998). The relatively low Kbu, is due to soft toe effect which depending on the workmanship and pile geometry as mentioned by Gue et.al (2003). The low values of the base resistance it suggested the end bearing for the bored pile will be ignored in the design for wet method drillings. The Global Strain Extensometer method significantly simplifies the instrumentation effort by enabling the sensors to be post-installed after casting the piles. It also minimized the risk of the instrumentation being damaged during the concreting work compared with conventional method. The available data are limited, thus more instrumentation data need to be combined to get closed range values for the skin resistance factor and base resistance factor. The used of the suggested values in this project should be applied with caution and need to be established with maintained load test as a prove test. ACKNOWLEDGEMENTS The Authors wishes to expressed deepest gratitude to Bauer(M) Sdn. Bhd. and Gue and Partners Sdn. Bhd. for allowing to access to the site, sharing ideas and providing information on the tests results. REFERENCES [1] Chang, M.F., and Broms, B.B, “Design of bored piles in residual soils based on field-

performance data”. Canadian Geotechnical Journal, 28 (2), pp. 200-209, 1991

Test Pile Depth (m)

SPT, N Values

Unit End Bearing, fbu

(kN/m2 )

Ultimate End Bearing Factor,

Kbu (kN/m2 )

PTP-1 36.95 150 1170 7.8




ANALYSIS


LITERATURE [21]


African Rice Husk

(AFRH)

Rice Husk (Lemont)

Rice Husk (ROK 16)



Ash 14.83 26.04 20 14.5 Fixed Carbon 16.92 15.74 13.6 15.3








0 10 20 30 40 50

Cellulose

Hemicellulose

Lignin

Extractives


AFRH

BRH

43


[2] Gue, S.S., Tan Y.C., and Liew, S.S., “ A Brief Guide to Design of Bored Piles Under Axial Compression – A Malaysian Approach.” Seminar and Exhibition on Bridge Engineering, Bridge Engineering for Practising Engineers: A Practical Approach, Association of Consulting Engineers Malaysia, Kuala Lumpur, Malaysia, pp. 1-15, 2003

[3] Hanifah A.A. and Kai L.S., “Innovation in Instrumented Test Piles in Malaysia:

Application of Global Strain Extensometer (GLOSTREXT) Method for Instrumented Bored Piles in Malaysia,” Bulletin of the Institution of Engineers, Malaysia, October 2005 issue, pp. 10 – 19, 2005

[4] Hanifah A.A. and Kai L.S.,“Application of Global Strain Extensometer

(GLOSTREXT) Method for Instrumented Bored Piles in Malaysia”, 10th International Conference on Piling and Deep Foundations, Amsterdam, pp. 669-767, 2006

[5] Phienwej, N.,. Balakrisnan, E.G., and Balasubramaniam, A.S., “Performance of

Bored Piles in Weathered Meta-Sedimentary Rocks in Kuala Lumpur, Malaysia”, Proceeding Symposia on Geotextiles, Geomembranes and other Geosynthetics in Ground Improvement on Deep Foundations and Ground Improvement Schemes, Bangkok, Thailand, pp. 251-259, 1994

[6] Tan, Y. C., Chen, C. S., and Liew, S. S., "Load Transfer Behaviour of Cast-In-Place

Bored Piles in Tropical Residual Soils of Malaysia". Proc. of 13th Southeast Asian Geotechnical Conference, 16-20 November 1998, Taipei, Taiwan, pp. 563-571, 1998

[7] Toh, C.T., Ooi, T.A., Chiu, H.K., Chee, S.K., and Ting, W.H., “ Design Parameters

for Bored Piles in a Weathered Sedimentary Formation”, Proceeding of the 12th. International Conference in Soil Mechanics and Foundation Engineering, Rio de Janeiro, Vol. 2, pp. 1073-1078, 1989

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