EVALUATION REPORT

ON
PILE LOAD TESTS

May, 2007

CONSULTANT:

PROJECT MANAGER:

Building The Future

1 INTRODUCTION 2

2 CONSTRUCTION OF TEST PILES AND INSTRUMENTATION 4

3 LOADING MECHANISM 12

4 PILE LOAD TESTS 15

5 TEST RESULTS & EVALUATION 16

6 INTERPRETATION OF LOAD TEST RESULTS 46

7 RECOMMENDATIONS 67

APPENDICES

APPENDIX – 1 PHOTOGRAPHS DURNIG

EXECUTION OF TESTS 71

APPENDIX – 2 CONSTRUCTION DRAWINGS 92

APPENDIX – 3 RECOMMENDATION OF LERA 93

APPENDIX – 4 OUR COMMENTS ON

LERA DOCUMENT 96

Zayed Center, Lahore

Test Piles & Load Test Report 1
! " "

Cast-in-situ RCC Piles are being considered as a foundation system for various
structures of the Zayed Center, Lahore, Pakistan. Theoretical design of the piles
was evolved on the basis of geotechnical investigations carried out at the project
site. On the basis of theoretical pile design, the Project Designers i.e. M/s LERA
International selected two types of piles for full scale load testing.

M/s Noor Durani Associates of Lahore were assigned to develop detailed

specifications and tender documents for the execution of the pile load testing
program by the Project Managers i.e. M/s Turner International.

Detailed specifications and tender documents for the pile load testing program
were developed in accordance with the general requirements of the Project
Designers. The specifications included construction method, instrumentation of
piles, and load testing. The testing program comprised load testing of six piles.
The piles with two different diameters; 1200 mm and 1500 mm having lengths 18
m and 23 m respectively were selected for the load testing program as required by
the Project Designers.

The contract for the pile load testing program was awarded to M/s IVCC of
Lahore.

A total of six (06) piles were tested during the testing program as detailed below;

Sr. # Test Pile Test Pile Test Pile Type of Test Design Test Grouted
No Designation Diameter Length Load Load or Un-
(mm) (m) (ton) (ton) grouted
1 P1 1500 23 Compression 800 2400 Un-
grouted

2 P2 1200 18 Compression 500 1500 Un-

grouted

3 P3 1500 23 Lateral 80 240 Un-

grouted

4 P4 1200 18 Lateral 50 150 Un-

grouted

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Test Piles & Load Test Report 2
 Sr. # Test Pile Test Pile Test Pile Type of Test Design Test Grouted
No Designation Diameter Length Load Load or Un-
(mm) (m) (ton) (ton) grouted
5 P5 1200 18 PDA 500 - Un-
grouted

6 P6 1200 18 Compression 500 1500 Grouted

Boreholes for all the test piles were drilled using a bucket type auger. In order to
stabilize the boreholes Bentonite mud was used during the drilling. Piles P1& P3
(1500 mm diameter) were drilled down from El. (–) 18 m while other piles
P2,P4,P5 & P6 (1200 mm diameter) were drilled down from the proposed
basement floor level of El. (–) 16.5 m.

Very extensive instrumentation was used for these tests to obtain detailed
information regarding behavior of the test piles during the load testing.

The pile load testing program was executed during the period from 24th January,
2007 to 8th April, 2007. This report provides details of construction of test piles, its
instrumentation, load testing data, and interpretation of the load test data.
Recommendations regarding safe load carrying capacities of both types of piles are
also provided in this report.

Subsequent to the completion of testing the project designers provided certain

elaborations/modifications to their earlier specifications for the Piling Package.
These are included in Appendix – 3. Our comments on the above referred
documents are provided in Appendix – 4.

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Test Piles & Load Test Report 3
# " $ " %
" & "

2.1 General

Bored Cast-in-Place Concrete piles were constructed to conduct pile load

tests. Drill rigs with Bucket augers were employed to drill the pile
boreholes. Bentonite slurry was used as a stabilizing fluid to maintain the
stability of the boreholes during drilling and concreting. Cement, aggregate,
water, design mix, test results of steel and concrete are described as
follows. Moreover the concrete quantity used is also given in following
tables.

2.2 Construction Method

The piles were drilled utilizing crane mounted pile diggers. Suitable service
cranes were deployed to handle the tremmie concreting and the cage
lowering operations. The pile centre was established from baselines /
benchmarks. Reference pins were placed at 90° to offset the position of the
pile centre. These reference pins were then used to periodically reconfirm
the centre of the pile during the construction operations.

The rig was set up over the pile centre pin and the verticality of the Kelly
bar was checked with a spirit level to ensure verticality of the borehole. The
drilling unit bored a pilot hole approximately 20 mm larger in diameter than
the diameter of the pile being installed. A temporary casing approximately
2-3 meters long, which was kept true to the centre of the pile by checking
from the reference pins, was installed in this pilot hole. Bentonite was then
poured into the pilot hole (where required), for the stability of the borehole,
and the drilling of the bore was continued with appropriate digging tools
down to the proposed tip level of the test pile. After this operation the
bottom of the bore was cleaned out using a purpose made cleaning bucket

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Test Piles & Load Test Report 4
 (where required), which removed all loose material from the bottom of the
bore.

Prior to the cage lowering and concreting operations the bentonite sand
content in the borehole was checked. Depending on the sand contamination
the bentonite was recycled. This recycling operation continued until the
sand content in the bentonite was within required limits.

The pre-fabricated reinforcement cage, complete with roller spacers, was

placed within the bore by the service crane, and steel cage the bottom of the
borehole was checked for the correct depth and condition. The
reinforcement for each pile was assembled on ground and securely tied by
means of binding wire/ welding in such a manner as to form a rigid cage.
Concrete spacer blocks were securely attached to the reinforcement at a
suitable spacing in such a manner as to ensure that the concrete cover
stipulated on the drawings was maintained throughout and that the
reinforcement cage was not displaced in the borehole in the course of
subsequent concreting operation. Particular care was taken to ensure that in
general, there were no obstructions of any kind inside the reinforcement
cage due to spacer blocks or lapped reinforcement or any other reason,
which might interfere with smooth travel of the concreting tremmie.

Concrete was placed by means of a tremmie lowered and raised by the

service crane. The outer dimensions of the tremmie pipe were such that it
could be freely lowered and raised inside the reinforcement cage. The
manner of lowering and raising the tremmie were carefully controlled so as
to ensure that the reinforcement cage was not distorted or displaced in the
course of concreting. Prior to the start of the concreting the tremmie was
lowered to the bottom of the borehole. Concrete of the specified
proportions was then placed through a full-length tremmie. During the
concreting operations sufficient embedded (2 - 3) meters of the tremmie
was maintained in the concrete. The concrete being poured had a slump of
180mm and its initial set was retarded by 1 (one) hour, by use of suitable
admixture. The concrete operation ended when the green concrete reached

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Test Piles & Load Test Report 5
 the pile cut off level. Temporary casing (2-3 meter long) was extracted at
the end of the concreting operation.

The details of test pile construction are provided on construction drawings

in Appendix 2.

2.3 Material Properties

Concrete having cylinder strength 41 MPa was specified for construction of

all test piles. For concrete, Ordinary Portland Cement (ASKARY),
Margalla coarse aggregate, Lawrencepur sand and admixture SP 337 by
FOSROC were used. Bentonite slurry was used to protect against bore
collapse. Reinforcing Steel of diameter 12, 25 and 32 mm was used.

Cement, sand and coarse aggregate in the concrete mix were used as per
approved mix design. The Concrete Batching Plant had already been
installed and calibrated and concrete was produced under the Engineer’s
supervision. Cylinders of concrete were cast to check the 7 days and 28
days compressive strengths.

2.4 Base Grouting

In order to determine the effects of base grouting on pile capacity, one of

the test pile i.e. P6 was grouted at the base. Grouting was carried out
through 40 mm nominal bore medium duty steel U-tubes which was spaced
equally around the inside of the reinforcement cage as shown in the
drawings given in Appendix 2. Four U-tubes were used in 1200 mm
diameter piles. The horizontal tubes at the base of the pile had perforations
along their length from which the grout emerged when being injected into
the ground. The perforations were covered by rubber sleeves which allowed
the grout to emerge but prevented soil particles or other material from
entering the tubes from the outside (tube a manchettes).

1. Before the concrete was placed in the pile, the grout tubes were
filled with water and were plugged at the top.

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Test Piles & Load Test Report 6
 2. About 48 hours after placing the concrete, the steel plugs were
removed from the top of the U-tubes, and water pressure applied to
each U-tube in turn to crack open the concrete at the base of the
pile. This was done by shifting the grouting banjo (control valve
and pressure gauge) to one leg of the U-tube and a plug cock, then
the plug cock was closed and the water pressure increased to a
maximum of 30 bars to crack open the concrete. Pumping was
ceased as soon as the concrete had cracked, the banjo and the plug
cock were removed and the plugs replaced in the top of the U-tube.

3. At least 4 days after the pile had been concreted the base grouting
was carried out in accordance with the following procedure:-

a. The plugs were removed from the top of all U-tubes, and a
grouting banjo fitted to one leg of each U-tube, and a plug to
the other.

b. Water was circulated through each of the U-tubes to ensure

that they were clear. The tubes were then topped up with
water and all control valves and plug cocks were left open.

c. Cement grout was pumped through the banjo on one of the

U-tubes until it flowed out of the plug cock on the other leg.
The plug cock was then closed and pumping was continued
in order to inject cement grout through the tube a manchettes
into the ground. The U-tubes were observed in order to see
whether there were any connections below the base of the
pile between these tubes and the one through which grout
was being injected. In the event of a connection, the control
valve and plug cock on the top of the U-tube where the
connection had occurred were closed, and then injection was
continued.

d. The maximum volume of grout required beneath each pile

varied according to the grout conditions. A large proportion
of the total volume was injected through the first U-tube,

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Test Piles & Load Test Report 7
 with lesser amount through the other U-tubes as the grouting
proceeded. Grouting in the first U-tube was stopped when
the grout pressure had reached a maximum of 4 bars and the
injection rate was less than 2 litres / minutes over a 3
minutes period.

e. When the injection had been completed in the first U-tube,

the pressure was released. The injection process was
repeated in the other U-tubes, working sequentially around
the pile until grouting was completed. Grouting in all U-
tubes was completed within a period of less than 30 minutes.
Finally, when the grouting had been completed
satisfactorily, all the U-tubes were topped up with grout.

f. Records were kept of the cracking pressure, injection

pressure, injection times and the volume of grout injected
through each U-tube.

4. The level of the top of the pile was observed throughout the
grouting operation by means of a precise level.

5. The grout was a neat cement grout with a water cement ratio 0.5.

6. The grout was mixed in a high-speed colloidal mixer and then

transferred to an agitator tank from which it was injected through
the U-tubes by a positive displacement pump.

7. Upon satisfactory grouting criteria being achieved on each pile, the

tubes were filled/ topped up with cement grout of the same
consistency as the grout for the injection beneath the base of the
pile.

2.5 Instrumentation details

The test piles were provided with extensive instrumentation for monitoring the
behavior of the piles during load testing. The details of various instruments used
during the testing program are provided in the following sections.

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Test Piles & Load Test Report 8
 i Vibrating Type Strain Gages

Four vibrating type strain gages were installed with the cage at each 3 m interval
for test Piles P1, P2 and P6 to record deformation of pile at the respective
section of pile. A view of the strain gages is shown in Photograph 2-1. The
average of four gages for each interval was taken to compute skin friction in each
pile section.

Vibrating strain gages

Photo 2-1: A view of vibrating strain gages

ii Extensometers

Three extensometers were installed with the cage at equal intervals to

observe elastic shortening of the piles (P1, P2 & P6) within these intervals
during loading.

Extensometer

Photo 2-2: A view of Extensometer

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Test Piles & Load Test Report 9
 iii Linear Variable Differential Transducers (LVDT)

In order to record the settlement of pile head during compressive testing of

piles P1, P2 & P6 four LVDT’s were installed around the pile head during
the load tests. The data was recorded using automatic data acquisition
system.

iv Dial Gages

For piles P1, P2 & P6, two dial gages were also set at the head of the pile to
record total settlement of the pile manually. Such precautionary measure
was taken to avoid any possible accidental error in measurements recorded
by LVDT’s.

Dial gage

LVDT

Photo 2-3: A view of dial gage & LVDT’s

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Test Piles & Load Test Report 10
 v Image Anlysis System

During load testing of piles P1, P2, P3, P4 & P6, to monitor the total
deformation of pile head in two dimensions (2D), image analysis system
was introduced. In this method, high resolution digital camera was fixed at
a suitable distance from the pile to capture photos of the imprinted grid on
the pile during loading. Camera was attached to a laptop computer through
cables and control was automatically made using the keyboard.

In order to capture images with the maximum possible details, camera was
adjusted for its zoom settings. Moreover the tripod used for mounting the
camera was adjusted for its tilt and pan so that perfect alignment with the
grid was ensured prior to capture.

The time setting was then synchronized with the other instrumentation on
the site (extensometers, LVDT and their data logging arrangement).

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Test Piles & Load Test Report 11
' " ( & ) " &

Four types of loading mechanisms were employed to conduct pile load tests.
Detailed description is given below.

3.1 Axial Compression Pile Load Testing Mechanism

Kentledge system as per ASTM D1143 was employed to apply

compression pile load test using concrete blocks. The arrangement of
loading system was capable of performing static pile load test up to 3000
tons. Two hydraulic jacks, each with a capacity of 1500 tons, were placed
symmetrically on a steel spreader plate on the pile cap, with the load cells
already positioned within the rams.

Various photographs of the kentledge are shown in Appendix – 1.

A data-logging unit monitored all parameters in real time and recorded data
automatically. The unit also maintained applied loads within close
tolerances through the hydraulic loading system.

The nominal test duration was dictated by the loading schedule as per
ASTM D1143 and each test was carried out as a continuous process
according to the loading schedule. All the devices employed for load
testing including load cells, LVDTs, dial gages, strain gages, pressure
gages, image analysis system etc. were calibrated before starting the load
tests. During loading, the movements of reference beam were also
monitored by precise leveling at regular intervals.

3.2 Lateral Pile Load Testing Mechanism

Loading arrangements were made as per ASTM D3966-90. Test loads of

2400 kN and 1500 kN were planned to be applied on piles P3 and P4
respectively. The load was applied in single cycle on both piles. Data was
automatically recorded during the tests and it comprised the following.

• Measurement of horizontal movement of pile shaft, tilt of the pile head

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Test Piles & Load Test Report 12
 and rotation (twist) of the pile head by four numbers of LVDTs.

• Load cells readings.

• Ambient air temperature.

• Reading from an optical level to check datum beam fixings, fixed bench
marks and kentledge extremities.

3.3 Pile Dynamic Analysis (PDA) Mechanism

The purpose of the including PDA testing in this test program was to
calibrate this method of testing with actual load tests, so that working piles
would be tested with this quick method.

PDA test was conducted on pile P5 following ASTM D4945-96. Pile

information as follows:

Pile Height of Hammer Load (Tonnes)

Pile Size Test Date
No. Drop Weight Working Test
P5 Length = 12 m April 07, 1- 500 mm 35 Tonnes
Diameter = 2007 2- 300 mm Drop 500 1000
1200 mm 3- 500 mm

Strain transducers and accelerometers were calibrated prior to testing.

Four pairs of transducers were attached to the pile head during the test.
These transducers were equally spaced along the pile circumference.

3.4 Sonic Integrity Testing (SIT) Mechanism

This test was carried out using the equipment manufactured by Pile
Dynamics Inc. USA. Information on pile identity, length and diameter,
construction type, installation and strata details were collected prior to the
test.

The identified pile for test was first checked to ensure that the pile head
was clean, of sound concrete and free from standing water, loose concrete,
laitance and blinding concrete. The sonic echo integrity test was carried out
by tapping the pile head with a light plastic headed hammer to generate a
downwards traveling acoustic wave. The wave was reflected by any
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Test Piles & Load Test Report 13
 changes in the pile shaft impedance (normally corresponding to changes in
pile shaft cross-sectional area) and detected at the pile head by a transducer
held firmly to the pile head.

Each pile was tapped a number of times around the pile head and 3 similar
traces were displayed and stored digitally within the data collection unit.

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Test Piles & Load Test Report 14
* "

Pile load tests were conducted on six piles designated as P1, P2, P3, P4, P5 and P6.
The information regarding the test piles and type of tests is summarized in Table
4.1.

Table 4.1: Description of piles and types of load tests.

Design Planned
Item Pile Type of
Description Verification Load Test Load
No Designation Load Test
(DVL) in (Tons) (Tons)
Bored Cast in Place
Concrete Pile with Diameter Axial
1 P1 800 2400
= 1500 mm and Length = 23 compression
m.
Bored Cast in Place
Concrete Pile with Diameter Axial
2 P2 500 1500
= 1200 mm and Length = 18 compression
m.
Bored Cast in Place
Concrete Pile with Diameter Lateral load
3 P3 80 240
= 1500 mm and Length = 23 test
m.
Bored Cast in Place
Concrete Pile with Diameter Lateral load
4 P4 50 150
= 1200 mm and Length = 18 test
m.
Bored Cast in Place Pile
Concrete Pile with Diameter Dynamic
5 P5 500 1000
= 1200 mm and Length = 18 Analysis.
m. (PDA)
Bored Cast in Place
Concrete Pile with Diameter
Axial
6 P6 = 1200 mm and Length = 18 500 1500
compression
m. The pile was also base
grouted.

Various stages of pile load testing and instrumentation are shown on photographs
including in Appendix-1. The construction details of different test piles are
provided on construction drawings in Appendix-2.

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Test Piles & Load Test Report 15
+ % "

5.1 Pile P1:

A test load of 3 times the anticipated Safe Working Load (SWL) was to be
applied on this pile. The load was planned to be applied in 3 cycles, the first
cycle was planned up to 1 x SWL; the second cycle to 2 x SWL and the last
cycle to the final test load. Between the cycles the load was reduced to zero
and held for a minimum period of 1 hour to allow the measurement of net
settlement. Following criteria were applied prior to continuing the load
increments;

Prior to increasing the load after any holding period a minimum rate of
settlement was observed, up to the maximum hold period specified.

“Rate of settlement in a period of 15 minutes is less than or equal to 0.06

mm. This equals to the ASTM value of 0.25 mm in 60 minutes”.

Details for pile P1 are were as follows;

Test construction date: 25th Feb., 2007

Test date: 20th to 21st March, 2007
Pile Diameter: 1500 mm
Pile length: 23 m
Steel Reinforcement: See Drawing No. 0343/CD/S102 in
Appendix-2.
Load on kentledge: 2750 Tonns
Instrumentation: See Drawing No. 0343/CD/S103 in
Appendix-2.

The loading schedule is given in Table 5.1.1.

Allowable pile capacity in compression as computed by employing various
criteria are given in Table 5.1.2.
Plots of load verses deformation are prepared for evaluation of allowable
file capacities using various criteria are shown in Figs. 5.1.1 to 5.1.8.
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Test Piles & Load Test Report 16
Table 5.1.1: Loading schedule for test on P1.

Minimum Holding Duration

Load (% of SWL) Load (kN) Remarks
(min)
0 0
25 2000 60 Max 2 hours
50 4000 60 Max 2 hours
75 6000 60 Max 2 hours
100 8000 360 Max 12 hours
75 6000 10
50 4000 10
25 2000 10
0 0 60
50 4000 10
100 8000 10
125 10000 60 Max 2 hours
150 12000 60 Max 2 hours
175 14000 60 Max 2 hours
200 16000 360 Max 12 hours
175 14000 10
150 12000 10
125 10000 10
100 8000 10
50 4000 10
0 0 60
50 4000 10
100 8000 10
150 14000 10
200 16000 10
225 18000 60 Max 2 hours
250 20000 60 Max 2 hours
275 22000 60 Max 2 hours
300 24000 720 Max 24 hours
275 22000 10
250 20000 10
225 18000 10
200 16000 10
150 12000 10
100 8000 10
50 4000 10
0 0 60

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Test Piles & Load Test Report 17
Table 5.1.2: Evaluation of allowable load carrying capacity for Pile P1 using various
criteria. (Table 6-1: Design of Pile Foundations by Department of the Army, U.S.
Army Corps of Engineers, Washington, DC 20314-1000)

No. Description Allowable Allowable

displacement load
for pile dia = (Tons)
1500 mm
1 Limiting Total Butt Settlement to
1.0 inch / 25 mm (Holland) 25 mm 687
10% of tip diameter (U.K) 150 mm 1603
Elastic settlement + D/30 (Canada) 58 mm 1040
2 Limiting Plastic Settlement
0.25 in. (AASHTO, N.Y. State, Louisiana) 6 mm 505
0.5 in. (Boston) {complete relaxation of pile 12 mm 587
assumed}
3 Limiting Ratio: Plastic/Elastic Settlement.
1.5 (Christiani and Nielson of Denmark year 25 mm 711
of )
4 Limiting Ratio: Settlement/Unit Load
Total: 0.01 in./ton (California, Chicago) 148 mm 1600
Incremental: 0.03 in./ton (Ohio) 148 mm 1600
Incremental: 0.05 in./ton (Raymond 148 mm 1600
International)
5 Limiting Ratio: Plastic Settlement/Unit
Load
Total: 0.01 in./ton (N.Y. City) 148 mm 1600
Incremental: 0.003 in./ton (Raymond 108 mm 1400
International)
6 Load-Settlement Curve Interpretation
i Maximum curvature - plot log total
settlement vs log load; choose point of 2 mm 398
maximum curvature.
ii Tangents - plot tangents to general
slopes of upper and lower portion of 2.5 mm 460
curves; observe point of intersection.
iii Break point - observe point at which
plastic settlement curve breaks sharply;
observe point at which gross settlement 2.5 mm 460
curve breaks sharply (Los Angeles)
7 Construct tangent to initial slope of the load
vs gross settlement curve; construct tangent 6 mm 505
to lower portion of the load vs gross
settlement curve at 0.05 in./ton slope; the
intersection of the two tangent lines is the
“ultimate bearing capacity”.
8 Tangent (Butler and Roy 1977) 2.5 mm 460
9 Limit Value (Davisson 1972) 19.3 mm 633
10 80 Percent (Hansen 1963) 28.5 mm 675
11 90 Percent (Hansen 1963) 10 mm 547

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Test Piles & Load Test Report 18
 20

Axial displacement by avg. of four LVDTs

Pile-P1
0

-20

-40

-60
Plastic strain
-80
(mm)

-100

-120

-140

-160
Elastic strain
-180

-200 0 200 400 600 800 1000 1200 1400 1600 1800 2000

Axial Load (Tons)

Fig. 5.1.1: Relationship between axial load and axial displacement
measured by LVDTS

20
Axial displacement by image analysis

Pile-P1
0

-20

-40

-60

-80
(mm)

-100

-120

-140

-160

-180

-200 0 200 400 600 800 1000 1200 1400 1600 1800 2000

Axial Load (Tons)

Fig. 5.1.2: Relationship between axial load and axial displacement
measured by image analysis

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Test Piles & Load Test Report 19
 3.0

2.5 Compression Pile Load Test Pile - P1

Log (Axial displacement in mm)

2.0

1.5

1.0
Point of max. curvature
0.5

0.0

-0.5

-1.0

-1.5

-2.0
Pile dia = 1500 mm
-2.5 Pile length = 23 m

-3.0
-2.0 -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0

Log (Load in Tons)

Fig. 5.1.3: Relationship between log (load in tons) and log (axial
displacement)

5
Lateral displacement by image analysis

Pile-P1
4

1
(mm)

-1

-2

-3

-4

-5
-200 0 200 400 600 800 1000 1200 1400 1600 1800

Axial Load (Tons)

Fig. 5.1.4: Relationship between axial load and lateral displacement

measured by image analysis

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Test Piles & Load Test Report 20
 4000
Pile-P1 Tangent (Butler and Hoy 1977)
3500

3000

2500
Load (Kips)

2000

1500

1000

500 Displacement = 0.09 in

Load = 1030 kips
0

-500
0 1 2 3 4 5 6 7
Displacement (Inches)
Fig. 5.1.5: Computing ultimate capacity by Tangent method

4000
Pile-P1 Limit Value (Davisson 1972)
3500

3000

2500
Load (Kips)

2000

1500

1000 Displacement = 0.76 in

Load = 1416 kips
500

-500
0 1 2 3 4 5 6 7
Displacement (Inches)

Fig. 5.1.6: Computing ultimate capacity by Limit Value method

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Test Piles & Load Test Report 21
 0.0009
Pile-P1 80 Percent (Hansen 1963)
0.0008

/Load in Kips 0.0007

0.0006

0.0005
1/2

Y =3.51E-4 + 3.12E-4 X
Displacement

0.0004

0.0003

0.0002 Ultimate bearing capacity = 1511 kips

Ultimate displacement = 1.125 in

0.0001

-0.3 0.0 0.3 0.6 0.9 1.2 1.5

Displacement (Inches)
Fig. 5.1.7: Computing ultimate capacity by 80 Percent method

4000
Pile-P1 90 Percent (Hansen 1963)
3500

3000

2500
Axial load (Kips)

2000

1500

1000
Displacement = 0.4 in
500 Load = 1226 kips

-500
0 1 2 3 4 5 6 7
Axial displacement (Inches)

Fig. 5.1.8: Computing ultimate capacity by 90 Percent method

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Test Piles & Load Test Report 22
 5.2 Pile P2:

The loading sequence and procedure was similar to that employed in test
pile P1. The only differences were as follows:

Test construction date: 01st March, 2007

Test date: 05th to 06th April, 2007
Pile Diameter: 1200 mm
Pile length: 18 m
Steel Reinforcement: See Drawing No. 0343/CD/S102
in Appendix-2.
Load on kentledge:
Instrumentation: See Drawing No. 0343/CD/S104
in Appendix-2.

The loading schedule is given in Table 5.2.1.

The capacity of the pile computed by employing different criteria is given

in Table 5.2.2.

Different relationships between load and deformation are shown in Figures

5.2.1 to 5.2.8.

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Test Piles & Load Test Report 23
Table 5.2.1: Loading schedule for test on P2

Load (% of Minimum Holding

Load (kN) Remarks
SWL) Duration (min.)
0 0
25 1250 60 Max 2 hours
50 2500 60 Max 2 hours
75 3750 60 Max 2 hours
100 5000 360 Max 12 hours
75 3750 10
50 2500 10
25 1250 10
0 0 60 Minimum Hold
50 2500 10
100 5000 10
125 6250 60 Max 2 hours
150 7500 60 Max 2 hours
175 8750 60 Max 2 hours
200 10000 360 Max 12 hours
175 8750 10
150 7500 10
125 6250 10
100 5000 10
50 2500 10
0 0 60 Minimum Hold
50 2500 10
100 5000 10
150 7500 10
200 10000 10
225 11250 60 Max 2 hours
250 12500 60 Max 2 hours
275 13750 60 Max 2 hours
300 15000 720 Max 24 hours
250 12500 10
200 10000 10
150 7500 10
100 5000 10
50 2500 10
0 0 60

Zayed Center, Lahore

Test Piles & Load Test Report 24
Table 5.2.2: Evaluation of allowable load carrying capacity for Pile P2 using various
criteria. (Table 6-1: Design of Pile Foundations by Department of the Army, U.S.
Army Corps of Engineers, Washington, DC 20314-1000)

No. Description Allowable Allowable

displacement load
for pile dia = (Tons)
1200 mm
1 Limiting Total Butt Settlement to
1.0 inch / 25 mm (Holland) 25 mm 354
10% of tip diameter (U.K) 120 mm 750
Elastic settlement + D/30 (Canada) 50 mm 496
2 Limiting Plastic Settlement
0.25 in. (AASHTO, N.Y. State, Louisiana) 6 mm 213
0.5 in. (Boston) {complete relaxation of pile 12 mm 250
assumed}
3 Limiting Ratio: Plastic/Elastic Settlement.
1.5 (Christiani and Nielson of Denmark) 25 mm 354
4 Limiting Ratio: Settlement/Unit Load
Total: 0.01 in./ton (California, Chicago) 148 mm 863
Incremental: 0.03 in./ton (Ohio) 148 mm 863
Incremental: 0.05 in./ton (Raymond 148 mm 863
International)
5 Limiting Ratio: Plastic Settlement/Unit
Load
Total: 0.01 in./ton (N.Y. City) 148 mm 863
Incremental: 0.003 in./ton (Raymond 28.5 mm 373
International)
6 Load-Settlement Curve Interpretation
i- Maximum curvature - plot log total
settlement vs log load; choose point of 1.3 mm 160
maximum curvature.
ii- Tangents - plot tangents to general slopes
of upper and lower portion of curves; 1.5 mm 175
observe point of intersection.
iii- Break point - observe point at which
plastic settlement curve breaks sharply; 1.5 mm 175
observe point at which gross settlement
curve breaks sharply (Los Angeles)
7 Construct tangent to initial slope of the load
vs gross settlement curve; construct tangent 0.5 mm 98
to lower portion of the load vs gross
settlement curve at 0.05 in./ton slope; the
intersection of the two tangent lines is the
“ultimate bearing capacity”.
8 Tangent (Butler and Roy 1977) 1.5 mm 175
9 Limit Value (Davisson 1972) 15.2 mm 288
10 80 Percent (Hansen 1963) 46 mm 365
11 90 Percent (Hansen 1963) 2.5 mm 184

Zayed Center, Lahore

Test Piles & Load Test Report 25
 20

Axial displacement by avg. of four LVDTs

0
Pile-P2

-20 Compression Pile Load Test

Pile dia = 1200 mm
-40
Pile length = 18 m
-60

-80
(mm)

-100

-120

-140

-160

-180

-100 0 100 200 300 400 500 600 700 800 900 1000

Axial Load (Tons)

Fig. 5.2.1: Relationship between axial load and axial displacement
measured by LVDTs

20
Axial displacement by image analysis

0
Pile-P2

-20

-40

-60
(mm)

-80

-100

-120

-140

-160

-180

-100 0 100 200 300 400 500 600 700 800 900 1000

Axial Load (Tons)

Fig. 5.2.2: Relationship between axial load and axial displacement
measured by image analysis

Zayed Center, Lahore

Test Piles & Load Test Report 26
 3.5

3.0 Pile-P2

Log (axial displacement in mm)

2.5

2.0

1.5

1.0

0.5

0.0

-0.5

-1.0

-1.5

-2.0

-2.5
-1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Log (axial load in Tons)

Fig. 5.2.3: Relationship between log(axial load) and log(axial
displacement)

8
Lateral displacement by image analysis

7 Pile-P2

3
(mm)

-1

-2

-3
-100 0 100 200 300 400 500 600 700 800 900

Axial Load (Tons)

Fig. 5.2.4: Relationship between axial load and lateral displacement
measured by image analysis

Zayed Center, Lahore

Test Piles & Load Test Report 27
 2250
Pile-P2 Tangent (Butler and Roy 1977)
2000

1750

1500

1250
Load (kips)

1000

750

500
Displacement = 0.0597 in
250 Load = 390.1 kips
0

-250
-1 0 1 2 3 4 5 6 7

Displacement (Inches)
Fig. 5.2.5: Computing capacity of pile by Tangent method

2250
Pile-P2 Limit Value (Davisson 1972)
2000

1750

1500

1250
Load (kips)

1000

750

500

250 Displacement = 0.6 in

Load = 645 kips
0

-250
-1 0 1 2 3 4 5 6 7

Displacement (Inches)

Fig. 5.2.6: Computing capacity of pile by Limit Value method

Zayed Center, Lahore

Test Piles & Load Test Report 28
 0.0025
Pile-P2 80 Percent (Hansen 1963)

/ Load (in /kips)

0.0020
1/2

0.0015 Y =8.2E-4 + 4.6E-4 X

1/2

0.0010
Displacement

Displacement = 1.8 in
0.0005 Load capacity = 645 kips

-0.4 -0.2 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

Displacement (Inches)

Fig. 5.2.7: Computing capacity of pile by 80 Percent method

2250
Pile-P2 90 Percent (Hansen 1963)
2000

1750

1500
Axial load (kips)

1250

1000

750

500 Displacement = 0.1 in

Load = 412 kips
250

-250
-1 0 1 2 3 4 5 6 7

Axial displacement (Inches)

Fig. 5.2.8: Computing capacity of pile by 90 Percent method

Zayed Center, Lahore

Test Piles & Load Test Report 29
 5.3 Pile P6:

The loading sequence and procedure was similar to that employed in test
pile P1. The only differences were as follows:

Test construction date: 01st March, 2007

Test date: 31st March to 01st April, 2007
Pile Diameter: 1200 mm
Pile length: 18 m
Steel Reinforcement: See Drawing No. 0343/CD/S102
in Appendix-2.
Load on kentledge:
Instrumentation: See Drawing No. 0343/CD/S104
in Appendix-2.

Pile was base grouted as per method statement described in article 2.3.

The loading schedule is given in Table 5.3.1.

The capacity of the pile computed by employing different criteria is given

in Table 5.3.2.

Different relationships between load and deformation are shown in Figures

5.3.1 to 5.3.8.

Zayed Center, Lahore

Test Piles & Load Test Report 30
Table 5.3.1: Loading schedule for test on P6

Minimum Holding
Load (% of SWL) Load (kN) Remarks
Duration (min.)
0 0
25 1250 60 Max 2 hours
50 2500 60 Max 2 hours
75 3750 60 Max 2 hours
100 5000 360 Max 12 hours
75 3750 10
50 2500 10
25 1250 10
0 0 60 Minimum Hold
50 2500 10
100 5000 10
125 6250 60 Max 2 hours
150 7500 60 Max 2 hours
175 8750 60 Max 2 hours
200 10000 360 Max 12 hours
175 8750 10
150 7500 10
125 6250 10
100 5000 10
50 2500 10
0 0 60 Minimum Hold
50 2500 10
100 5000 10
150 7500 10
200 10000 10
225 11250 60 Max 2 hours
250 12500 60 Max 2 hours
275 13750 60 Max 2 hours
300 15000 720 Max 24 hours
250 12500 10
200 10000 10
150 7500 10
100 5000 10
50 2500 10
0 0 60

Zayed Center, Lahore

Test Piles & Load Test Report 31
Table 5.3.2: Evaluation of allowable load carrying capacity for Pile P6 using various
criteria. (Table 6-1: Design of Pile Foundations by Department of the Army, U.S.
Army Corps of Engineers, Washington, DC 20314-1000)

No. Description Allowable Allowable

displacement load
for pile dia = (Tons)
1200 mm
1 Limiting Total Butt Settlement to
1.0 inch / 25 mm (Holland) 25 mm 610
10% of tip diameter (U.K) 120 mm 980
Elastic settlement + D/30 (Canada) 50 mm 748
2 Limiting Plastic Settlement
0.25 in. (AASHTO, N.Y. State, Louisiana) 6 mm 432
0.5 in. (Boston) {complete relaxation of pile 12 mm 500
assumed}
3 Limiting Ratio: Plastic/Elastic Settlement.
1.5 (Christiani and Nielson of Denmark) 25 mm 610
4 Limiting Ratio: Settlement/Unit Load
Total: 0.01 in./ton (California, Chicago) 148 mm 863
Incremental: 0.03 in./ton (Ohio) 148 mm 863
Incremental: 0.05 in./ton (Raymond 148 mm 863
International)
5 Limiting Ratio: Plastic Settlement/Unit
Load
Total: 0.01 in./ton (N.Y. City) 148 mm 863
Incremental: 0.003 in./ton (Raymond 28.5 mm 625
International)
6 Load-Settlement Curve Interpretation
i- Maximum curvature - plot log total
settlement vs log load; choose point of 1.03 mm 257
maximum curvature.
ii- Tangents - plot tangents to general slopes
of upper and lower portion of curves; 2 mm 325
observe point of intersection.
iii- Break point - observe point at which
plastic settlement curve breaks sharply; 6 mm 432
observe point at which gross settlement
curve breaks sharply (Los Angeles)
8 Construct tangent to initial slope of the load
vs gross settlement curve; construct tangent 0.5 mm 108
to lower portion of the load vs gross
settlement curve at 0.05 in./ton slope; the
intersection of the two tangent lines is the
“ultimate bearing capacity”.
9 Tangent (Butler and Roy 1977) 2 mm 325
10 Limit Value (Davisson 1972) 17 mm 547
11 80 Percent (Hansen 1963) 25 mm 538
12 90 Percent (Hansen 1963) 75 mm 748

Zayed Center, Lahore

Test Piles & Load Test Report 32
 20

Axial displacement by avg. of four LVDTs

Pile-P6
0
(with base grouting)
-20

-40

-60
Compression Pile Load Test
-80 Pile dia = 1200 mm
(mm)

Pile length = 18 m
-100

-120

-140

-160

-180

0 200 400 600 800 1000

Axial Load (Tons)

Fig. 5.3.1: Relationship between axial load and axial displacement
measured by LVDTs

20
Axial displacement by image analysis

Pile-P6
0
(with base grouting)
-20

-40

-60
(mm)

-80

-100

-120

-140

-160

-180

0 200 400 600 800 1000

Axial Load (Tons)

Fig. 5.3.2: Relationship between axial load and axial displacement
measured by image analysis

Zayed Center, Lahore

Test Piles & Load Test Report 33
 8

Lateral displacement by image analysis

7 Pile-P6
6 (with base grouting)
5
4
3
2
1
(mm)

0
-1
-2
-3
-4
-5
-6
-7
-8
-100 0 100 200 300 400 500 600 700 800 900 1000 1100

Axial Load (Tons)

Fig. 5.3.3: Relationship between axial load and lateral displacement
measured by image analysis

4
Pile-P6
3 (with base grouting)
Log (displacement in mm)

-1

-2

-3

-1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Log (axial load in tons)

Fig. 5.3.4: Relationship between log (axial load) and log (axial
displacement)

Zayed Center, Lahore

Test Piles & Load Test Report 34
 2500
Pile-P6 Tangent method (Butler and Roy 1977)
(with base grouting)
2000

Axial load (kips)

1500

1000

500
Displacement = 0.08 in
Load = 728 kips
0

-1 0 1 2 3 4 5 6 7

Axial displacement (inches)

Fig. 5.3.5: Computing capacity of pile by Tangent method

2500
Pile-P6 Limit Value method (Davisson 1972)
(with base grouting)
2000
Axial load (kips)

1500

1000
Displacement = 0.67 in
Load = 1226 kips
500

-1 0 1 2 3 4 5 6 7

Axial displacement (inches)

Fig. 5.3.6: Computing capacity of pile by Limit Value method

Zayed Center, Lahore

Test Piles & Load Test Report 35
 / Axial load (in /kips)
0.0009
Pile-P6 80 Percent method (Hansen 1963)
(with base grouting)

1/2
0.0008

0.0007

0.0006
1/2

0.0005
Y =4.1E-4 + 4.2E-4 X
Axial displacement

0.0004
Displacement = 0.976 in
Load = 1205 kips
0.0003

0.0002
0.0 0.1 0.2 0.3 0.4 0.5

Axial displacement (inches)

Fig. 5.3.7: Computing capacity of pile by 80 Percent method

2500
Pile-P6
(with base grouting)
2000
Axial load (kips)

1500

1000

90 Percent (Hansen 1963)

500 Displacement = 2.953 in
Load = 1900 kips

-1 0 1 2 3 4 5 6 7

Axial displacement (inches)

Fig. 5.3.8: Computing capacity of pile by 90 Percent method

Zayed Center, Lahore

Test Piles & Load Test Report 36
 5.4 Pile P3:

The test load of 2400 kN i.e. 3 times the SWL was applied to this test pile.
The load was applied following ASTM D3966-90.

Pile details were as follows;

Test construction date: 05th March, 2007

Test date: 26th March, 2007
Pile Diameter: 1500 mm
Pile length: 23 m
Steel Reinforcement: See Drawing No. 0343/CD/S102
in Appendix – 2.
Instrumentation: See Drawing No. 0343/CD/S103
in Appendix – 2.

The load deformation relationship is shown in Figures 5.4.1, 5.4.2 & 5.4.3.

Zayed Center, Lahore

Test Piles & Load Test Report 37
 100

90 Pile-P3
Lateral Pile Load Test
80 Pile dia = 1500 mm

Horizontal displacement by
Pile length =23 m
70

LVDTs(mm) 60

50

40

30

20

10

-10

-20
-20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

Lateral load (Tons)

Fig. 5.4.1: Relationship between lateral load and horizontal
displacement measured by LVDTs

100

90 Pile-P3

80
Horizontal displacement by

70
image analysis(mm)

60

50

40

30

20

10

-10

-20
-20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

Lateral load (Tons)

Fig. 5.4.2: Relationship between lateral load and horizontal
displacement measured by LVDTs

Zayed Center, Lahore

Test Piles & Load Test Report 38
 100

90 Pile-P3
Lateral Pile Load Test
80 Pile dia = 1500 mm
Horizontal displacement (mm) Pile length =23 m
70

60

50

40

30

20

10

-10

-20
-20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

Lateral load (Tons)

Fig. 5.4.3: Relationship between lateral load and horizontal

displacement measured by LVDTs

Zayed Center, Lahore

Test Piles & Load Test Report 39
 5.5 Pile P4:

The test load of 1500 kN i.e. 3 times the SWL was applied to this test pile.
The load was applied following ASTM D3966-90.

Pile details were as follows;

Test construction date: 01st March, 2007

Test date: 28th March, 2007
Pile Diameter: 1200 mm
Pile length: 18 m
Steel Reinforcement: See Drawing No. 0343/CD/S102
in Appendix-2.
Instrumentation: See Drawing No. 0343/CD/S104
in Appendix-2.

The load deformation relationship is shown in Figures 5.5.1, 5.5.2 & 5.5.3.

Zayed Center, Lahore

Test Piles & Load Test Report 40
 90
Pile-P4
80 Lateral Pile Load Test
Pile dia = 1200 mm
70 Pile length =18 m

Horizontal displacement 60
by LVDTs (mm) 50

40

30

20

10

-10
-60 -40 -20 0 20 40 60 80 100 120 140 160 180 200

Lateral load (Tons)

Fig. 5.5.1: Relationship between lateral load and horizontal
displacement measured by LVDTs

90
Pile-P4
80

70
Horizontal displacement
by image analysis (mm)

60

50

40

30

20

10

-10
-60 -40 -20 0 20 40 60 80 100 120 140 160 180 200

Lateral load (Tons)

Fig. 5.5.2: Relationship between lateral load and horizontal
displacement measured by image analysis

Zayed Center, Lahore

Test Piles & Load Test Report 41
 90
Pile-P4
80 Lateral Pile Load Test
Pile dia = 1200 mm

Horizontal displacement (mm)

70 Pile length =18 m

60

50

40

30

20

10

-10
-60 -40 -20 0 20 40 60 80 100 120 140 160 180 200

Lateral load (Tons)

Fig. 5.5.3: Relationship between lateral load and horizontal

displacement measured by LVDTs

Zayed Center, Lahore

Test Piles & Load Test Report 42
 5.6 Pile P5: (Pile Dynamic Analysis)

For the data processing, two types of analyses were performed. The
analyses performed on site were limited to a preliminary assessment of soil
resistance by the CASE method, using a conservative assessment of the
local soils damping properties.

The second method of analysis employs the CAPWAP method signal

matching computer analysis. This is a much more rigorous analysis for the
determination of the mobilized soil resistance, soil damping and soil quake
values on the pile shaft and tip. The CAPWAP analysis is usually
performed on a selected hammer blow at final penetration for each pile
after completion of driving but can be performed at various penetrations if
required. This analysis is relatively time consuming to perform and
generally performed in the office after the return of the field personnel.

The measured force time and velocity time data digitally stored in the Pile
Driving Analyser is applied to a Smith type wave equation pile driving
program. After imputing the raw data, the CAPWAP program produces a
unique soil model by matching the measured force time and velocity time
data with computed signals. By changing six variables in the program,
namely, static resistance during driving, soil damping and soil elasticity
(quack), both on the shaft and toe of the pile a computed force time and
velocity time history can be obtained to realistically match the measured
stress wave.

The CAPWAP program incorporates an option whereby the predicted load

deflection curve for the pile head may be obtained. The calculation is based
upon a simple elastic solution and may be used to provide an estimate of
the pile head settlement under working load. The analysis does not
correctly model the onset of pile failure, nor does it take into account
consolidation and creep effects and therefore care should be exercised
when predicting deflections at loads close to the ultimate bearing capacity.

In this test on P5, both types of analysis were performed. The summaries of
both field and CAPWAP analysis results are as follows.
Zayed Center, Lahore
Test Piles & Load Test Report 43
 Summary of PDA Field Results
LE LP DROP RMX FMX CSX TSX EMX SET PILE
(m) (m) (m) (tonne) (tonne) (MPa) (MPa) (tonne-m) (mm) INTEGRIT
Y

16.1 15.8 500 198 1173 10 0.4 10.4 30 Intact

Summary of CAPWAP Analysis Results

Pile No. Skin (tons) Toe (tons) Settlement 1 (mm) Settlement 2
(mm)

P5 110 100 - -

The pile was tested with 3 hammer impact blows. The first blow indicated that the pile
settled about 18 mm with a hammer stroke of 500 mm. A subsequent blow with a stroke of
300 mm indicated that the pile had settled 16 mm and a final blow of 500 mm was used
with the pile settling 30 mm.

Zayed Center, Lahore

Test Piles & Load Test Report 44
 5.7 Sonic Integrity Test Results

The experienced operator was able to determine pile acceptability or

whether measures were required to improve signal quality or remedial
measures. Further piles were then analyzed in a similar manner. Upon
returning to the office the signal traces were downloaded to p.c. and printed
in a formal report.

Conclusions:

The results obtained from the sonic echo integrity testing were considered
satisfactory and did not indicate any significant anomalies to be present
within the pile shaft. Any minor changes in pile impedance were most
likely due to the type of pile construction and changes in soil conditions at
the time of testing.

Zayed Center, Lahore

Test Piles & Load Test Report 45
, " " $

Load test results obtained for the load testing program provide load settlement
behavior of single piles. However, for working piles, the behavior of the particular
pile group is to be considered. From the prescribed settlement of pile group it is
possible to predict the expected settlement of a single pile using correlations
suggested by various researchers. One such correlation is proposed by Tomlinson,
M.J. (1977); which has been used here to determine permissible settlement of a
single pile. Because no permissible settlement of the pile group has been
prescribed by the Project Designers, the permissible settlement of single piles has
been evaluated for a range of permissible settlement of pile groups. From the
evaluated permissible settlement of single piles, the pile load test results have been
utilized to determine the allowable pile capacity for three different types of piles.

Table 6.1 and Fig. 6.1 present the proposed allowable load carrying capacities of a
1500 mm diameter and 23 m long pile for a range of permissible settlement of pile
group pile group width.

Tables 6.2 and Fig. 6.2 provided proposed allowable pile capacities for 1200 mm
diameter 18 m long ungrouted pile.

Similarly Tables 6.3 and Fig. 6.3 provided proposed allowable pile capacities for
1200 mm diameter 18 m long grouted piles respectively.

Moreover, Table 6.4 and Fig.6.4 provides individual pile capacities against given
permissible settlements of P1, P2 and P6.

Zayed Center, Lahore

Test Piles & Load Test Report 46
Table 6.1 : Pile P1 (1500 mm dia x 23 m long)

Width of R = Settlement of pile Permissible Permissible Allowable load

pile group group/settlement of settlement of pile settlement of for single pile in
in m single pile group in mm single pile in mm Tons
6.2 7.8 50 6.4 505
75 9.6 540
100 12.8 567
125 16.0 605
150 19.2 633

8.5 9 50 5.6 498

75 8.3 524
100 11.1 565
125 13.9 584
150 16.7 603

17 11.5 50 4.4 482

75 6.5 509
100 8.7 531
125 10.9 555
150 13 582

22 12 50 4.2 478
75 6.3 505
100 8.3 524
125 10.4 532
150 12.5 571

Zayed Center, Lahore

Test Piles & Load Test Report 47
 Fig. 6.1: Allowable load in compression for a single pile of 1500 mm
diameter and 23 m length.

Zayed Center, Lahore

Test Piles & Load Test Report 48
Table 6.2 : Pile P2 (1200 mm dia x 18 m long)
Width of R = Settlement of pile Permissible Permissible Allowable load
pile group group/settlement of settlement of pile settlement of for single pile in
in m single pile group in mm single pile in mm Tons
6.2 7.8 50 6.4 216
75 9.6 239
100 12.8 265
125 16.0 296
150 19.2 315

8.5 9 50 5.6 210

75 8.3 229
100 11.1 250
125 13.9 284
150 16.7 300

17 11.5 50 4.4 202

75 6.5 217
100 8.7 232
125 10.9 248
150 13 275

22 12 50 4.2 201
75 6.3 215
100 8.3 229
125 10.4 245
150 12.5 250

Zayed Center, Lahore

Test Piles & Load Test Report 49
 340 Pile-P2
Allowable load for single pile (tons)

Width of pile group = 6.2 m

320
Width of pile group = 8.5 m
Width of pile group = 17 m
300 Width of pile group = 22 m

280

260

240

220

200

40 60 80 100 120 140 160

Permissible settlement of pile group (mm)

Fig. 6.2: Allowable load in compression for a single pile of 1200 mm

diameter and 18 m length.

Zayed Center, Lahore

Test Piles & Load Test Report 50
Table 6.3: Pile P6 (1200 mm dia x 18 m long) with base grouting
Width of R = Settlement of pile Permissible Permissible Allowable load
pile group group/settlement of settlement of pile settlement of for single pile* in
in m single pile group in mm single pile in mm Tons
6.2 7.8 50 6.4 438
75 9.6 482
100 12.8 500
125 16.0 540
150 19.2 568

8.5 9 50 5.6 425

75 8.3 466
100 11.1 498
125 13.9 501
150 16.7 546

17 11.5 50 4.4 375

75 6.5 440
100 8.7 471
125 10.9 496
150 13 500

22 12 50 4.2 375
75 6.3 437
100 8.3 466
125 10.4 491
150 12.5 500

Zayed Center, Lahore

Test Piles & Load Test Report 51
 600
Pile-P6
580
Allowable load for single pile (tons)

Width of pile group = 6.2 m

560 Width of pile group = 8.5 m
Width of pile group = 17 m
540
Width of pile group = 22 m
520
500
480
460
440
420
400
380
360
40 60 80 100 120 140 160
Permissible settlement of pile group (mm)

Fig. 6.3: Allowable load in compression for a single pile of 1200 mm

diameter, 18 m length and grouted at the base.

Zayed Center, Lahore

Test Piles & Load Test Report 52
Table 6.4: Allowable load in compression for single piles P1, P2 and P6.
Allowable Load capacity of test pile P1 Load capacity of Load capacity of test
settlement (tons) test pile P2 (tons) pile P1 (tons)
(mm)
5 490 207 414
10 522 242 486
15 590 290 527
20 634 322 575
25 687 353 610
30 742 375 624
35 786 425 674
40 836 449 706
45 903 472 726
50 952 496 748
5 490 207 414
10 522 242 486
15 590 290 527
20 634 322 575
25 687 353 610
30 742 375 624
35 786 425 674
40 836 449 706
45 903 472 726
50 952 496 748
5 490 207 414
10 522 242 486
15 590 290 527

Zayed Center, Lahore

Test Piles & Load Test Report 53
 1200

1100 Test pile P1

Allowable load for single pile (tons)

Test pile P2
1000
Test pile P6

900

800

700

600

500

400

300

200

0 10 20 30 40 50 60
Permissible settlement of single pile (mm)

Fig. 6.4: Allowable load in compression for single piles P1, P2 and P6
against given permissible settlements.

Test pile P1: L = 23m, Diameter = 1500mm

Test pile P2: L = 18m, Diameter = 1200 mm
Test pile P6: L = 18m, Diameter = 1200mm (with base grouting)

Zayed Center, Lahore

Test Piles & Load Test Report 54
,!" "
$ " -

As proposed by LERA in their letter attached in Appendix-5, the total deflection

/settlement has been limited to as follows:

For individual pile caps supporting the smaller buildings: 10 mm

For the major structures supported on the pile-supported mats: 20 mm

6.1.1 Capacity of Single Piles:

The allowable settlement for an individual pile is 10 mm. Therefore, the individual pile
capacities are as follows;

Allowable pile load capacity of P1 (1500 mm diameter pile) = 547 Tons

Allowable pile load capacity of P2 (1200 mm diameter pile) = 247 Tons
Allowable pile load capacity of P6 (1200 mm diameter pile with base grout) = 495 Tons

The average shaft friction obtained from vibrating type strain gages attached with the cage
is as follows;

The average shaft friction per unit length for pile P1 = 270 kN/m.
The average shaft friction per unit length for pile P2 = 247 kN/m.
The average shaft friction per unit length for pile P6 = 233 kN/m.

As if the length of test piles P1, P2 and P6 is larger than 10 times the pile diameter
therefore it is expected that tip resistance will remain constant beyond this length. The
only change in ultimate capacity of individual pile can be linked with the change in length.

It is possible to get larger pile capacity with the increase in length of individual pile. The
capacity of each pile P1, P2 and P6 with the change in length is given in Table 6.5 and is
shown in Fig. 6.5.

Zayed Center, Lahore

Test Piles & Load Test Report 55
Table 6.5: Capacity of individual piles as per recommendation of LERA.

Capacity
Length (Tons)
Pile Description
(m) Tip Skin
Total
resistance friction
23 147 400 547
25 147 454 601
27 147 508 655
29 147 562 709
31 147 616 763
P1
33 147 670 817
(1500 mm diameter)
35 147 724 871
37 147 778 925
39 147 832 979
41 147 886 1033
43 147 940 1087
18 72 175 247
20 72 224.4 296.4
22 72 273.8 345.8
24 72 323.2 395.2
26 72 372.6 444.6
P2
28 72 422 494
(1200 mm diameter,
without base grout) 30 72 471.4 543.4
32 72 520.8 592.8
34 72 570.2 642.2
36 72 619.6 691.6
38 72 669 741
40 72 718.4 790.4
18 155 340 495
20 155 386.6 541.6
22 155 433.2 588.2
24 155 479.8 634.8
26 155 526.4 681.4
P6
28 155 573 728
(1200 mm diameter,
with base grout) 30 155 619.6 774.6
32 155 666.2 821.2
34 155 712.8 867.8
36 155 759.4 914.4
38 155 806 961
40 155 852.6 1007.6

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Test Piles & Load Test Report 56
 1100
Test Pile P1 (Diameter = 1500 mm)
Test Pile P2 (Diameter = 1200 mm)
1000 Test Pile P6 (Diameter = 1200 mm, base grouted)

900
Pile P1
Pile capacity (tons)

800

700
Pile P6
600

500
Pile P2
400

300

200
10 15 20 25 30 35 40 45 50
Length of individual pile (m)

Fig. 6.5: Capacity of individual piles as per recommendation of LERA.

Single pile settlement = 10 mm

Zayed Center, Lahore

Test Piles & Load Test Report 57
6.1.2 Capacity of Single Piles Considering Settlement of Group of Piles:
The allowable settlement for a group of pile is 20 mm. Therefore, using the relationship
given in Tomlinson, M.J. (1977), the allowable settlements for individual piles under same
working load are given in following Table 6.6.

Table 6.6: Computation of allowable settlement for an individual pile.

Allowable
Allowable settlement
Width of R = (settlement of pile settlement of
of individual pile
pile group group)/(settlement of single pile group given by
under same working
(m) under same working load) LERA
load (mm)
(mm)
6.2 7.8 20 2.56
8.5 9.0 20 2.22
17 11.5 20 1.74
22 12.0 20 1.67

The average shaft friction obtained from vibrating type strain gages attached with the cage
is as follows;

The average shaft friction per unit length for pile P1 = 270 kN/m.
The average shaft friction per unit length for pile P2 = 247 kN/m.
The average shaft friction per unit length for pile P6 = 233 kN/m.

It is possible to get larger pile capacity with the increase in length of individual pile.

The capacity of pile P1, P2 and P6 for the width of mat foundation of 6.2 m is given in
Table 6.7 and is shown in Fig. 6.6.

The capacity of pile P1, P2 and P6 for the width of mat foundation of 8.5 m is given in
Table 6.8 and is shown in Fig. 6.7.

The capacity of pile P1, P2 and P6 for the width of mat foundation of 17 m is given in
Table 6.9 and is shown in Fig. 6.8.

Similarly, the capacity of pile P1, P2 and P6 for the width of mat foundation of 22 m is
given in Table 6.10 and is shown in Fig. 6.9.

Zayed Center, Lahore

Test Piles & Load Test Report 58
Table 6.7: Capacity of individual piles in group as per recommendation by LERA for a
pile group width (B) of 6.2 m.

Width of Allowable Capacity (Tons)

Pile Length of
Pile Group Settlement Tip Skin
Description Pile (m) Total
(m) (mm) Resistance Friction
23 37 434 471
25 37 488 525
27 37 542 579
29 37 596 633
31 37 650 687
6.2 P1 2.56 33 37 704 741
35 37 758 795
37 37 812 849
39 37 866 903
41 37 920 957
43 37 974 1011
18 18 171 189
20 18 220.4 238.4
22 18 269.8 287.8
24 18 319.2 337.2
26 18 368.6 386.6
28 18 418 436
6.2 P2 2.56
30 18 467.4 485.4
32 18 516.8 534.8
34 18 566.2 584.2
36 18 615.6 633.6
38 18 665 683
40 18 714.4 732.4
18 38 288.7 326.7
20 38 335.3 373.3
22 38 381.9 419.9
24 38 428.5 466.5
26 38 475.1 513.1
28 38 521.7 559.7
6.2 P6 2.56
30 38 568.3 606.3
32 38 614.9 652.9
34 38 661.5 699.5
36 38 708.1 746.1
38 38 754.7 792.7
40 38 801.3 839.3

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Test Piles & Load Test Report 59
 1250
Width of pile group = 6.2 m
Test Pile P1 (Diameter = 1500 mm)
Test Pile P2 (Diameter = 1200 mm)
1000
Test Pile P6 (Diameter = 1200 mm, base grouted)

Pile P1
Pile capacity (tons)

750

Pile P6
500
Pile P2

250

0
15 20 25 30 35 40 45
Length of individual pile (m)

Fig. 6.6 Capacity of individual piles in a group of 6.2 m width.

Pile group settlement = 20 mm

Zayed Center, Lahore

Test Piles & Load Test Report 60
Table 6.8: Capacity of individual piles in group as per recommendation by LERA for a
pile group width (B) of 8.5 m.

Width of Allowable Capacity (Tons)

Pile Length of
Pile Group Settlement Tip Skin
Description Pile (m) Total
(m) (mm) Resistance Friction
23 32 372 404
25 32 426 458
27 32 480 512
29 32 534 566
31 32 588 620
8.5 P1 2.22 33 32 642 674
35 32 696 728
37 32 750 782
39 32 804 836
41 32 858 890
43 32 912 944
18 16 169 185
20 16 218.4 234.4
22 16 267.8 283.8
24 16 317.2 333.2
26 16 366.6 382.6
28 16 416 432
8.5 P2 2.22
30 16 465.4 481.4
32 16 514.8 530.8
34 16 564.2 580.2
36 16 613.6 629.6
38 16 663 679
40 16 712.4 728.4
18 34 275 309
20 34 321.6 355.6
22 34 368.2 402.2
24 34 414.8 448.8
26 34 461.4 495.4
28 34 508 542
8.5 P6 2.22
30 34 554.6 588.6
32 34 601.2 635.2
34 34 647.8 681.8
36 34 694.4 728.4
38 34 741 775
40 34 787.6 821.6

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Test Piles & Load Test Report 61
 1250
Width of pile group = 8.5 m
Test Pile P1 (Diameter = 1500 mm)
Test Pile P2 (Diameter = 1200 mm)
1000
Test Pile P6 (Diameter = 1200 mm, base grouted)

Pile P1
Pile capacity (tons)

750

Pile P6
500
Pile P2

250

0
15 20 25 30 35 40 45
Length of individual pile (m)

Fig. 6.7 Capacity of individual piles in a group of 8.5 m width.

Pile group settlement = 20 mm

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Test Piles & Load Test Report 62
Table 6.9: Capacity of individual piles in group as per recommendation by LERA for a
pile group width (B) of 17 m.

Width of Allowable Capacity (Tons)

Pile Length of
Pile Group Settlement Tip Skin
Description Pile (m) Total
(m) (mm) Resistance Friction
23 28 372 400
25 28 426 454
27 28 480 508
29 28 534 562
31 28 588 616
17.0 P1 1.74 33 28 642 670
35 28 696 724
37 28 750 778
39 28 804 832
41 28 858 886
43 28 912 940
18 14 164 178
20 14 213.4 227.4
22 14 262.8 276.8
24 14 312.2 326.2
26 14 361.6 375.6
28 14 411 425
17.0 P2 1.74
30 14 460.4 474.4
32 14 509.8 523.8
34 14 559.2 573.2
36 14 608.6 622.6
38 14 658 672
40 14 707.4 721.4
18 30 279 309
20 30 325.6 355.6
22 30 372.2 402.2
24 30 418.8 448.8
26 30 465.4 495.4
28 30 512 542
17.0 P6 1.74
30 30 558.6 588.6
32 30 605.2 635.2
34 30 651.8 681.8
36 30 698.4 728.4
38 30 745 775
40 30 791.6 821.6

Zayed Center, Lahore

Test Piles & Load Test Report 63
 1250
Width of pile group = 17.0 m
Test Pile P1 (Diameter = 1500 mm)
Test Pile P2 (Diameter = 1200 mm)
1000
Test Pile P6 (Diameter = 1200 mm, base grouted)

Pile P1
Pile capacity (tons)

750

Pile P6
500
Pile P2

250

0
15 20 25 30 35 40 45
Length of individual pile (m)

Fig. 6.8 Capacity of individual piles in a group of 17 m width.

Pile group settlement = 20 mm

Zayed Center, Lahore

Test Piles & Load Test Report 64
Table 6.10: Capacity of individual piles in group as per recommendation by LERA for a
pile group width (B) of 22 m.

Width of Allowable Capacity (Tons)

Pile Length of
Pile Group Settlement Tip Skin
Description Pile (m) Total
(m) (mm) Resistance Friction
23 25 364 389
25 25 418 443
27 25 472 497
29 25 526 551
31 25 580 605
22.0 P1 1.67 33 25 634 659
35 25 688 713
37 25 742 767
39 25 796 821
41 25 850 875
43 25 904 929
18 13 163 176
20 13 212.4 225.4
22 13 261.8 274.8
24 13 311.2 324.2
26 13 360.6 373.6
28 13 410 423
22.0 P2 1.67
30 13 459.4 472.4
32 13 508.8 521.8
34 13 558.2 571.2
36 13 607.6 620.6
38 13 657 670
40 13 706.4 719.4
18 28 222 250
20 28 268.6 296.6
22 28 315.2 343.2
24 28 361.8 389.8
26 28 408.4 436.4
28 28 455 483
22.0 P6 1.67
30 28 501.6 529.6
32 28 548.2 576.2
34 28 594.8 622.8
36 28 641.4 669.4
38 28 688 716
40 28 734.6 762.6

Zayed Center, Lahore

Test Piles & Load Test Report 65
 1250
Width of pile group = 22.0 m
Test Pile P1 (Diameter = 1500 mm)
Test Pile P2 (Diameter = 1200 mm)
1000
Test Pile P6 (Diameter = 1200 mm, base grouted)

Pile P1
Pile capacity (tons)

750

500
Pile P6 Pile P2

250

0
15 20 25 30 35 40 45
Length of individual pile (m)

Fig. 6.9 Capacity of individual piles in a group of 22 m width.

Pile group settlement = 20 mm

Zayed Center, Lahore

Test Piles & Load Test Report 66
. && "
1. Load test data provides valuable information about the load settlement
behavior of two types of piles proposed by the Project Designers i.e. 1200
mm diameter 18m long pile and 1500 mm diameter 23 m long pile. This
information should be used to optimize the design of working piles for the
project.

2. Base grouting results in significant increase in pile capacity; therefore, it

may be given serious consideration for working piles.

3. Allowable pile capacity curves have been prepared for a range of pile group
settlement and pile group widths. These curves (Fig. 6.1, 6.2 and 6.3) may
be used to determine pile capacity of selected pile type which is relevant to
the project structures. Additionally, capacity of individual piles against
settlement has been also provided in Fig.6.4.

4. Keeping in view the specific requirements of Project Designer (attached in

Appendix -4), we have prepared graphs which provide relationship between
the pile length and pile capacity for the specified settlements. (Fig.6.5 –
Fig.6.9).

5. Selection of a particular type of pile out of the tested types (i.e. 1500mm
diameter, 1200mm diameter without base grouting and 1200 mm diameter
with base grouting) should be based on the relative economy of
construction.

6. For the given range of pile settlements, it is ascertained that most of the
load in compression is taken by the skin friction. Therefore length of the
adopted working piles may be increased to get larger pile capacity if so
desired by the Project Designers.

7. Lateral capacity of selected pile type can be ascertained on the basis of

expected lateral deformation by making use of Fig.5.4.3 and Fig.5.5.3.

Zayed Center, Lahore

Test Piles & Load Test Report 67
 List of Notations

CSX Maximum compressive stress at pile top

DVL Design Verification Load
EMX Maximum energy transmitted past the gauges
FMX Maximum measured pile top force
LE Length of pile below gage
LP Pile penetration below the existing ground level
PILE
INTEGRITY Pile integrity (Intact, Minor damage, Damaged or Broken)
RMX Maximum Case Goble Resistance with field estimate J = 0.5
SET Pile permanent displacement
SETTL 1 Temporary pile head Settlement at Working Load
SETTL 2 Temporary pile head Settlement at Test Load
SKIN Total resistance contributed by the Skin Friction
TOE Total resistance contributed by the End Bearing
TOTAL Total resistance contributed by the pile
TSX Maximum tensile stress at pile top

Zayed Center, Lahore

Test Piles & Load Test Report 68
References:

1- Skempton, A.W., Yassin, A. A. and Gibson, R.E. (1953),”Theorie de la force portante

des pieux dans lesable, Annales de L’Institut du Batiment et Travaux Publics”, Vol.6,
pp.285-290.

2- Tomlinson, M.J. (1977), Pile Design and Construction Practice, The Grand City Press
Limited Letchworth, Hertfordshire SG6 1JS.

Zayed Center, Lahore

Test Piles & Load Test Report 69
 "/ 0 !

Zayed Center, Lahore

Test Piles & Load Test Report 70
 ) ( ) " (

/ " $

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Test Piles & Load Test Report 71
 " !

Zayed Center, Lahore

Test Piles & Load Test Report 72
 Kentledge made up of concrete blocks

One of the Hydraulic Jack reaching against

kentledge

Zayed Center, Lahore

Test Piles & Load Test Report 73
 Grid for image analysis attached to pile head

Camera used for image analysis

Zayed Center, Lahore

Test Piles & Load Test Report 74
 LVDTs and dial gage attached to pile head

Image analysis grid attached to Pile

Zayed Center, Lahore

Test Piles & Load Test Report 75
 Three extensometers
(Two reaction jacks in background)

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Test Piles & Load Test Report 76
 " #

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 Kentledge made up of concrete blocks

Two hydraulic jacks placed on pile head

Zayed Center, Lahore

Test Piles & Load Test Report 78
 Close up of dial gage

Zayed Center, Lahore

Test Piles & Load Test Report 79
 " '

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Test Piles & Load Test Report 80
 Set up for applying lateral load through jacks

Preparing for inclinometer reading

Zayed Center, Lahore

Test Piles & Load Test Report 81
 Taking reading of inclinometer

Positioning of LVDTs

Zayed Center, Lahore

Test Piles & Load Test Report 82
 LVDT fixed with reference beam

Data logger and computer

Zayed Center, Lahore

Test Piles & Load Test Report 83
 " *

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Test Piles & Load Test Report 84
 Set up for lateral load test

Set up for lateral load test

Zayed Center, Lahore

Test Piles & Load Test Report 85
 Set up for lateral load test and precise level for
checking movement of reference beam

Set up for lateral load test along with grid for

image analysis

Zayed Center, Lahore

Test Piles & Load Test Report 86
 Monitoring settlement record during test loading

Zayed Center, Lahore

Test Piles & Load Test Report 87
 " ,

Zayed Center, Lahore

Test Piles & Load Test Report 88
 Kentledge made up of concrete blocks

Zayed Center, Lahore

Test Piles & Load Test Report 89
 Hydraulic jacks placed on pile head

Dial gage and LVDT

Zayed Center, Lahore

Test Piles & Load Test Report 90
 "/ 0 #

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 " 1" (

Zayed Center, Lahore

Test Piles & Load Test Report 92
A1
NOTES:

A1
 NOTES:

A1
NOTES:

A1
NOTES:

A1
NOTES:

A3
 "/ 0 '

Zayed Center, Lahore

Test Piles & Load Test Report 93
 && " $

Zayed Center, Lahore

Test Piles & Load Test Report 94
 ZAYED CENTER
Piling Package
Foundation Types
We have three types of pile foundations:
1. pile-supported concrete mats supporting an entire building;
2. pile-supported concrete caps carrying individual columns;
and
pile-supported concrete caps carrying more than one column,
carrying a concrete wall, or carrying a combination of walls
and columns.

In all cases, the mats/caps are interconnected with tie beams.

Simplifying greatly, these tie beams are capable of carrying about
ten percent of the axial load of the supported column plus those
moments and shears associated with the specified out-of-position
tolerance of the piling. Where tolerances are exceeded by
Contractor, such tie beams will need be re-designed.
In the case of the six larger buildings, a case can be made for
the cost-reduction associated with the use of piled-mat
foundations. We believe that this alternative is not favored by
Berkeley Associates and is thus abandoned.
Pile Deflections
In evaluating the vertical deflection of a building or of a pile
cap, it is necessary to take the data from the testing of
individual piles so as to determine therefrom the deflection of
groups of piles or of a pile-supported concrete mat. We
understand that this effort will be undertaken by the Geotechnical
Engineer.
There are two types of the vertical deflection of piles that are
of interest to Architects and to Structural Engineers: the total
deflection of the group of piles, and the differential deflection
between groups of piles.
The matter is made more complex because the vertical deflection of
piles supporting say just the at-grade level and below, obtains
its load and its settlement very early on in the construction
whereas other pile groups continue to deflect vertically as
additional building weight is imposed on that pile group.
This phenomenon can be partially alleviated by initially
constructing the tower portions high (cambering) in order to have
the various contiguous portions of the overall project arrive at
approximately the same level.
At the same time, these deflections induce bending and shear
stresses in slabs and beams that may be beyond the capability of
the structure to accept these deformations without serious
cracking and or structural distress.
We note the special case of the Elliptical Building. Here,
the height of the building varies more-or-less linearly from
one end to the other. Further, it is likely that the low
end will be completed well before the high end. Without
further guidance, we will vary the pile spacing more-or-less
linearly from one end to the other. It may be that changes
in pile length are appropriate...with longer piles toward
the high end of the building. We ask the Geotechnical
Engineer for its thoughts on this matter.

Pile Cut-Off
In order to determine the pile cut-off (the top of the
pile), it is necessary to establish a series of variables:
a. the elevations of the top of the finished basement
floor;
b. the finishes or screeds, if any, by location;
c. the required allowances for the distribution of
building services, if any, located below the basement
floor slab;
d. the location and depth of below-slab tunnels, if any;
e. the location and depth of lift pits and the like;
f. the thickness of the floor slab;
g. the location of the top of the pile caps and their
depths; and
h. the location of the top of the concrete mats, and their
depths.
Items f., g., and h. are determined from the information
included in items a. through e., which information is beyond
our control. It is our intent, then, to tabulate pile cut-
offs at a conservatively high level. Should Turner wish us
to proceed in some other fashion, we are in need of its
input.

FINIS
 "/ 0 *

Zayed Center, Lahore

Test Piles & Load Test Report 95
 &&
&

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Test Piles & Load Test Report 96
 ZAYED CENTRE, LAHORE: PILING PACKAGE
COMMENTS ON LERA’S DOCUMENT OF 24TH APRIL, 2007

1. Previously a pile deflection of 6mm was specified by LERA (presumably for

individual piles). In the captioned document a total deflection of 20mm and 10mm
for pile supported mats and individual pile caps respectively are specified. We are
not clear if these figures refer to pile groups or individual piles in the group. (If
these refer to pile groups, the deflection of individual piles and consequently their
load carrying capacity, could be considerably less depending upon the pile
spacing). We have thus tabulated pile capacities against a range of deflections (for
both individual piles and pile groups) so that the Designer can choose whichever
he thinks is suitable. It is pointed out here that a correlation has to be developed
between the deflection of individual piles and those of the group keeping in view
the pile spacing.
2. LERA has still not supplied the allowable lateral deflection/rotation hence
recommendation for allowable lateral load carrying capacity of the piles cannot be
provided. However, allowable pile loads for a range of lateral deflections has been
provided.
3. Piled Mat option was neither discussed with Berkeley Associates nor disapproved
by them.
4. Comprehensive recommendations as to Plied Raft and spacing of Piles under the
Elliptical Building are not included in the Scope of Work for the current
assignment. Hence no recommendations for these are included here.