29/09/2022
METHOD STATEMENT FOR
STATIC PILE LOAD TEST
•
DOCUMENT CONTROL SHEET
DOCUMENT
Method Statement for Static Pile Load Test
PROJECT
HAZRAT HAMEED-UD-DIN HAKIM SURGICAL COMPLEX, SHEIKH ZAYED
MEDICAL COLLEGE/ HOSPITAL RAHIM YAR KHAN
DOC. CODE:
SPLT-MS/R05
REVISION
01
02
03
04
05
INITIALS
MHS
HM
HM
HM
HM
DATE
3-Mar-22
14-Mar-22
1-Jun-22
26-Sep-22
29-Sep-22
INITIALS
DMI
DMI
DMI
DMI
DMI
DATE
4-Mar-22
1-Jun-22
26-Sep-22
29-Sep-22
AUTHOR
VERIFIED
15-Mar-22
RMS (PVT.) LTD.
CONTRACTOR
EXECUTING AGENCY
39/A1, Block-6 PECHS, 8th Floor
Jasson Trade Center, Lal Kothi,
Shahra-e-Faisal, Karachi, Pakistan
INFRASTRUCTURE
DEVELOPMENT AUTHORITY
PUNJAB (IDAP)
50 B-3, Gulberg III, Lahore,
Pakistan
2
TABLE OF CONTENTS
1.
Introduction ............................................................................................................................................................... 4
2.
Mobilization Plan ...................................................................................................................................................... 5
3.
Field Setup ................................................................................................................................................................ 6
4.
3.1.
Kentledge System ............................................................................................................................................. 6
3.2.
Reaction Assembly ........................................................................................................................................... 8
3.3.
Design of Structural Members .......................................................................................................................... 9
3.4.
Load Application and Measurement Devices ................................................................................................... 9
3.5.
Settlement Measurement ................................................................................................................................... 9
Test Performance .................................................................................................................................................... 10
4.1.
General ............................................................................................................................................................ 10
4.2.
Loading Schedules .......................................................................................................................................... 10
4.3.
Settlement Observations ................................................................................................................................. 12
4.4.
Test Termination Criteria ................................................................................................................................ 12
5.
Reporting................................................................................................................................................................. 13
6.
Safety Measures for load test of pile. ...................................................................................................................... 14
7.
6.1.
Preparation of Test Area ................................................................................................................................. 14
6.2.
Lighting ........................................................................................................................................................... 14
6.3.
Load application limits.................................................................................................................................... 14
6.4.
Site operative instructions ............................................................................................................................... 14
References ............................................................................................................................................................... 16
APPENDICES
APPENDIX-A………………………………………………… CALIBRATION CERTIFICATES
APPENDIX-B………………………………………………… FIELD PERFORMA
APPENDIX-C………………………………………………… HSE SUPERVISOR
APPENDIX-D………………………………………………… UNDERTAKING
3
1. INTRODUCTION
Teaching Hospital (Sheikh Zayed-II) is located at Rahim Yar Khan. The total estimated covered area of the
teaching hospital project is 384,085 sft, (approx.) while the total estimated cost of the project with PRA is Rs.
4.630 billion. The project comprises on two buildings i.e., hospital building-01, and Energy center (C.U.P
building). Other works include External development works and bridge works to connect with existing
hospital building.
The core objective of this project is enhancing the capacity building in terms of hospital staffing that will
eventually ensure the timely and quality treatment to the patients.
It is planned to cast test piles and load them until maximum test load i.e. ultimate load carrying capacity of
pile as described in Table 2-1. After the execution phase, piles will be tested as per ASTM D1143/D1143M20 (2020) Static Axial Load Test.
Static Pile Load Test is a simple method which utilizes hydraulic jack to produce a load on the test pile head.
The mechanism involves assembling of a loading platform supported upon steel beams and concrete blocks.
The settlement of the pile is measured with the help of rigid steel reference beams connected to dial gauges
attached to the pile head.
4
2. MOBILIZATION PLAN
All the equipment and Material of static pile load has been mobilized at site. Equipment including Hydraulic
Jack, Pressure Gauge has been calibrated by 3rd party and has been appended in Appendix-A of this document.
Equipment and material mobilized for static pile load test include:
S#
Equipments
Quantity
1
Main Girder 32' x 3' x 16"
2
2
Secondary Girder
40' x 1' x 1'
30' x 1' x 6''
26
3
Hydraulic Jack (1380-ton capacity each)
2
4
Reference Beam 14' x 7" x 3"
2
5
Hydraulic motorized Pump
2
6
Dial Gauges (100 mm)
3
7
Pressure Gauge (15000 psi)
1
8
Sandbags
9
Supply of Load Cell – 01 No. (Huggenberger AG
Pre10000) + 01 No. Readout Unit
Supply of Load Cell – 2 No. (Huggenberger AG
10 Pre10000) + 01 No. Readout Unit
Equipment No
HB-200
4C18890
4C19006
4C18894
Wika EN-837-1
12000
1
3758
1
3766
5
3. FIELD SETUP
The tests shall be performed as per ASTM D1143/D1143M-20 (2020). Details of the test setup including the
specifications of equipment used for the test are outlined in this chapter. General features of the load tests on
test piles are presented in Table 2-1.
Table 2-1
Sr. No.
General specifications of pile load test on test piles.
Pile
Designation
Dia of Pile
(mm)
Depth
Test Load (Tons)
Sequence of
Testing
1
TP-1
600
32.3
550
1
2
TP-2
600
32.3
550
4
3
TP-3
760
40.3
800
5
4
TP-4
760
40.3
800
2
5
TP-5A
1067
40.3
1300
3
6
TP-6
760
35.3
800
6
7
TP-7
760
35.3
800
7
8
TP-8
1067
40.3
1300
8
9
TP-9A
1067
40.3
1300
9
(m)
3.1. Kentledge System
The test load will be applied to the pile through hydraulic jacks placed on top of the test pile and getting
reaction from the Kentledge system. The Kentledge will be made up of main/Primary beams centered over the
pile. Secondary beams will be placed on top of the main beam. The level of primary and secondary beams is
monitored at sufficient points to allow detection of any abnormality while performing the test. Any potential
rotation between the primary girder and top of plate beneath the jack is adequately monitored with a strain
gauge.
The Kentledge system will be supported on foundation pads. The foundation pads are designed for allowable
bearing capacity at the site. The platform will then be loaded (Dead Load) by placing specified quantity of
sand bags, stacked properly.
6
Sr. No
Descriptions of primary girders
Measurement
PRIMARY BEAMS
1
Primary [main girders] type
I type beam
2
Numbers of main girders
2 nos.
3
Length of main girders
32 feet
4
Depth of main girder
3 feet
5
Flange width
16 inches
6
Thickness of flange
2 inches
7
Thickness of web
1.5 inches
SECONDARY BEAMS – Type 1
1
Secondary girders type
I type
2
Numbers of girders
14
3
Length of girders
40 feet
4
Depth of girder
1 foot
5
Flange width
1 foot
6
Thickness of flange
2 inches
7
Thickness of web
1.5 inches
SECONDARY BEAMS – Type 2
1
Secondary girders type
I type
2
Numbers of girders
12
3
Length of girders
30 feet
7
4
Depth of girder
1 foot
5
Flange width
6 inches
6
Thickness of flange
0.5 inches
7
Thickness of web
0.5 inches
3.2. Reaction Assembly
The pile will be loaded through opening of a hydraulic jack placed on the pile head while providing reaction
against its opening by means of a kentledge assembly. The kentledge comprises of a systematic arrangement
of beams and girders supporting concrete blocks at the top. The arrangement shall be loaded with suitable
material so as to achieve at least 10% greater than the maximum anticipated test load (including that of test
beam(s) and platform). The primary girder will be centered over the pile head while being supported by
concrete block foundations at both ends. A platform of secondary beams, running perpendicular to the main
girder, will be used to support the concrete blocks. Concrete Block walls shall be used as cribbing on both
ends of secondary beams to transfer their dead weight to foundation soils sufficiently away from the influence
zone of the pile being tested.
A schematic illustration of pile load test assembly is shown on Fig. 2-1.
8
Sand Bags
Fig. 2-1
Schematic illustration of pile load test assembly.
3.3. Design of Structural Members
Design of structural members i.e., Main and Secondary Beams/Girders is done as per project requirement by
considering the load bearing capacity of used material and maximum applied load on it.
3.4. Load Application and Measurement Devices
The load will be applied and maintained through a hydraulic jack and pressure gauge assembly. Maximum
capacity of the loading system will be in excess of 1300 Tons while the load will be measured through a set
of pressure gauges attached to the hydraulic jacks. In addition to this, load cell will also be used to record
applied load on pile. The hydraulic jack/ pressure gauge/ load cell assembly will be calibrated against known
applied loads with the calibration certificate attached in Appendix-A of this document.
3.5. Settlement Measurement
Movement of the piles in vertical plane will be measured by means of three (03) dial gauges resting on datum
bars and attached to pile head thereby recording the movement of pile indirectly. The datum bars for dial
gauges will be supported sufficiently clear from the influence zone of pile, cribbing or other supports. Each
dial gauge had a maximum capacity of 100 mm and a least count of 0.01 mm. Calibration certificates of dial
gauges are also appended in Appendix-A.
9
4. TEST PERFORMANCE
4.1. General
Pile load tests shall be performed under the full-time supervision of Client’s representatives. All field activities
shall be conducted under supervision of an HSE supervisor, whose CV has been affixed as Appendix-C.
4.2. Loading Schedules
Loading schedule based on Procedure-B (Maintained Test) as per ASTM D1143/D1143M-20 (2020), as
summarized in Tables 3-1, 3-2 and 3-3, have been proposed for this project.
Table 3-1
Description
Loading
Cycle
Unloading
Cycle
Loading schedule adopted for the performance of load test on test piles (550 tons).
Loading
Increment
as % of
Test Load
(%)
0
10
20
30
40
50
60
70
80
90
100
75
50
25
0
Applied
Load
(tons)
0
55
110
165
220
275
330
385
440
495
550
412.5
275
137.5
0
Reading Interval
Holding Time
(min)
0
1. Record readings before and
after each loading increment.
2. Record readings at 5, 10, 20
min and 20 min interval
thereafter.
3. If element failure occurs,
record readings taken
immediately before removing
any load.
Record readings at 2 min
interval for the first 10 mins
and at 10 mins interval
afterwards.
Minimum
holding time = 30
mins
Maximum
holding time =
Lesser of
i. 2 hours
ii. When rate of
settlement is less
than 0.25mm/hr*
Final load for 2
hrs
10 mins
10 mins
10 mins
1 hour
* If axial movement exceeds 0.25mm/hr within specified maximum time of 2 hrs, apply
the additional load in increments of 5% of the maximum test load and hold each step for
at least 10 mins, but no longer than 1 hr, till the maximum test load. Record readings at 2
mins interval for the first 10 mins and at 10 minutes interval thereafter.
10
Table 3-2
Description
Loading
Cycle
Unloading
Cycle
Loading schedule adopted for the performance of load test on test piles (800 tons).
Loading
Increment
as % of
Test Load
(%)
0
10
20
30
40
50
60
70
80
90
Applied
Load
(tons)
0
80
160
240
320
400
480
560
640
720
100
800
75
50
25
0
600
400
200
0
Reading Interval
Holding Time
(min)
0
1. Record readings before and
after each loading increment.
2. Record readings at 5, 10, 20
min and 20 min interval
thereafter.
3. If element failure occurs,
record readings taken
immediately before removing
any load.
Record readings at 2 min
interval for the first 10 mins
and at 10 mins interval
afterwards.
Minimum
holding time = 30
mins
Maximum
holding time =
Lesser of
i. 2 hours
ii. When rate of
settlement is less
than 0.25mm/hr*
Final load for 2
hrs
10 mins
10 mins
10 mins
1 hour
* If axial movement exceeds 0.25mm/hr within specified maximum time of 2 hrs, apply
the additional load in increments of 5% of the maximum test load and hold each step for
at least 10 mins, but no longer than 1 hr, till the maximum test load. Record readings at 2
mins interval for the first 10 mins and at 10 minutes interval thereafter.
11
Table 3-3
Description
Loading
Cycle
Unloading
Cycle
Loading schedule adopted for the performance of load test on test piles (1300 tons).
Loading
Increment
as % of
Test Load
(%)
0
10
20
30
40
50
60
70
80
90
100
75
50
25
0
Applied
Load
(tons)
0
130
260
390
520
650
780
910
1040
1170
1300
975
650
325
0
Reading Interval
Holding Time
(min)
0
1. Record readings before and
after each loading increment.
2. Record readings at 5, 10, 20
min and 20 min interval
thereafter.
3. If element failure occurs,
record readings taken
immediately before removing
any load.
Record readings at 2 min
interval for the first 10 mins
and at 10 mins interval
afterwards.
Minimum
holding time = 30
mins
Maximum
holding time =
Lesser of
i. 2 hours
ii. When rate of
settlement is less
than 0.25mm/hr*
Final load for 2
hrs
10 mins
10 mins
10 mins
1 hour
* If axial movement exceeds 0.25mm/hr within specified maximum time of 2 hrs, apply
the additional load in increments of 5% of the maximum test load and hold each step for
at least 10 mins, but no longer than 1 hr, till the maximum test load. Record readings at 2
mins interval for the first 10 mins and at 10 minutes interval thereafter.
4.3. Settlement Observations
Settlement observations shall be monitored through a set of three (03) dial gauges while reporting the average
of these as the observed settlement at each step. Settlement readings shall be taken at intervals as mentioned
in Table 3-1 through Table 3-3.
To provide continuity of movement data, readings shall also be obtained using a surveyor’s level, which will
be referenced to a benchmark located outside the immediate test area.
4.4. Test Termination Criteria
As per ASTM D1143/D1143M-20 (2020), the following criteria for test termination will be adopted;
•
Maximum test load is achieved, or
•
The test load at which rapid continuing, progressive movement occurs, or
•
Test load at which total axial movement exceeds 15% of the pile diameter, or
•
As specified by the Engineer.
12
5. REPORTING
The report on static pile load test will contain the following information.
•
Objectives of the test performed
•
Details of the test setup
•
General features of the load test performed e.g., reaction assembly, load application and measurement
devices, settlement measurement etc.
•
Test performance
•
Test results and interpretation
o For interpretation of test results, Davisson’s method shall be used. However, after acquirement
of test data, the interpretation may be subjected to fit best possible method.
13
6. SAFETY MEASURES FOR LOAD TEST OF PILE.
Key safety issues must always be considered in the planning and execution of pile load tests, including the
following: 6.1. Preparation of Test Area
•
•
•
•
•
•
The area surrounding the test pile must be cleared of pile spoil, slurry and rubbish.
A properly designed level platform of sufficient plan dimensions to support the testing equipment
safely and with suitable access for operatives, transport vehicles and lifting plan must be provided.
The working platform for lifting plant must be designed to withstand the loads applied by tracks or
out-riggers.
Construction plant that may be operating elsewhere on site must be excluded from the test area
during the course of the pile test so that the test pile's performance can be accurately monitored in a
safe environment.
Barriers or warning tape can be used to keep the test area clear, and under no circumstances will any
excavations be permitted within the exclusion zone.
Only authorized personnel shall be permitted within the immediate test area, and only as necessary to
monitor test equipment.
All the beams, reaction frames, platforms and boxes shall be adequately supported at all times.
6.2. Lighting
•
Dependent upon the loading regime agreed it may be required that some operations are carried
out during periods of poor natural lighting or darkness; the area must be adequately lighted to enable
the load test to be undertaken safely and for the test pile performance to be monitored throughout the
full duration of the test.
6.3. Load application limits
•
•
•
•
•
•
The maximum test load to be applied must be agreed in advance so that the test pile, pile cap (if
required) and the load testing equipment can all be designed or chosen so as to apply the
maximum test load safely.
Increasing the load beyond the safe design capacity of the test system.
All supervisory site staff must be made aware of the specification and the loading regime to be
followed, and also the agreed method statements and risk assessments relating to the load test.
During load test, the whole system should be monitored for eccentricities and appropriate actions
taken if this becomes excessive.
If any anomaly occurs during the load test that could give rise to an unsafe situation, no
further loading should be applied in order to prevent these happening. The test area should be cleared
immediately.
All safety measures shall be followed while placing and removal of concrete blocks.
6.4. Site operative instructions
•
•
The issuing of correct and concise instructions to suitably experienced site personnel is essential for
the safe completion of a load test on a pile.
Where possible, standard testing equipment and loading procedures should be used. Consistency in
the equipment set up and loading procedure will reduce the possibility of errors occurring, although
the risk of complacency should not be overlooked. The relative plan position, vertical alignment and
fit of the component parts of the set up should be checked to ensure that these are within permissible
14
•
•
•
•
•
tolerances and prior to the application of load the set up should be checked for any eccentricity of
loading. The equipment should be “self- stable”.
Proper operative training and the use of written method statements for setting up/dismantling
the test equipment and the application of the load are essential.
The setting up and dismantling of tests involves operatives working at height and alternative methods
of providing the reaction for the test load should be adopted wherever reasonably practicable.
If the load test involves out of hours working, a safe system of operation should be established and
agreed in advance. This may require a minimum of two people present on site during the duration of
the test.
Pile load tests harness significant amounts of energy and if this energy is not controlled in a
safe manner, it presents a significant safety hazard. Failures can occur rapidly with little or no
warning. Site personnel must therefore be made aware that correct test procedures must always be
followed.
The use of readily available remotely operated methods of applying the load and measuring pile
movement is recommended to avoid the site personnel being close to the testing equipment during
the course of the test, particularly during the loading and unloading cycles of the test.
15
7. REFERENCES
•
ASTM. “Standard test method for deep foundation elements under static axial compressive load”,
ASTM International, Designation D1143/D1143M-20 (2020).
16
APPENDIX-A
CALIBRATION CERTIFICATES
CALIBRATION CERTIFICATE
Load Cell Type:
Serial Number:
Test Mode:
Readout Type:
PRE10000
3758
Compression
Data Taker DT80
Job Number: AKG/2022/CL0052
Rated Load: 1000 Tons
Make:
Huggenberger
Calibrated by: S.A.K
Load Cell Calibration
Applied
Load
(Tons)
1
2
3
Average
0
0.00
0.00
0.00
0.00
200
199.90
199.94
199.91
199.92
‐0.01%
400
400.01
399.97
399.95
399.98
0.00%
600
599.97
599.98
599.94
599.96
0.00%
800
800.01
800.03
800.02
800.02
0.00%
1000
1000.01
999.98
999.98
999.99
0.00%
Measured Load (Tons)
Error % of
Full Range
Output
BASIS OF CALIBRATION: BS 8422:2003‐STANDARD CALIBRATION

Best straight line mV/V at 1000 Tons = 3.227 mV/V
Calibration Equipment
Vertical Test Bench
Test Frame:
Reference Load Cell: 1000 Tons type 6217 Compression Load Cell Sr. No. 85390
Readout:
5900 Type handheld readout Sr. No. 98973
Approved by:
Engr. Sadat Ali Khan
Date of Calibration: 13 June 2022
Recalibration Date: 12 June 2023
Email: alkayyay.bc@gmail.com, P.O. Box: 591, Mob. +971 55 1623171, Muweilah Sharjah, United Arab Emirates
CALIBRATION CERTIFICATE
Load Cell Type:
Serial Number:
Test Mode:
Readout Type:
PRE10000
3766
Compression
Data Taker DT80
Job Number: AKG/2022/CL0051
Rated Load: 1000 Tons
Make:
Huggenberger
Calibrated by: S.A.K
Load Cell Calibration
Applied
Load
(Tons)
1
2
3
Average
0
0.00
0.00
0.00
0.00
200
198.60
198.90
199.01
198.84
‐0.12%
400
400.00
398.91
399.10
399.34
‐0.07%
600
599.27
599.15
599.75
599.39
‐0.06%
800
799.90
799.95
799.94
799.93
‐0.01%
1000
1000.01
999.94
999.97
999.97
0.00%
Measured Load (Tons)
Error % of
Full Range
Output
BASIS OF CALIBRATION: BS 8422:2003‐STANDARD CALIBRATION

Best straight line mV/V at 1000 Tons = 3.498 mV/V
Calibration Equipment
Vertical Test Bench
Test Frame:
Reference Load Cell: 1000 Tons type 6217 Compression Load Cell Sr. No. 85390
Readout:
5900 Type handheld readout Sr. No. 98973
Approved by:
Engr. Sadat Ali Khan
Date of Calibration: 13 June 2022
Recalibration Date: 12 June 2023
Email: alkayyay.bc@gmail.com, P.O. Box: 591, Mob. +971 55 1623171, Muweilah Sharjah, United Arab Emirates
CALIIRADQN OF DEFLECTION GAUGE
a1,nt:btct/111 Engtn,,r, Highway Dvlslon, Ho/liobod
l'I ,
Qau t S:>tc lfl ca ti on
Strlal No.
4Cl8890
Capacity: 0.01-100 mm
Company M1dt: lnslze
Date of Test: 23.06.2022
\
Callbratlon Reading
1
2
1.00
mm
5
10
1S
20
30
40
so
GO
\..
80
100
'
80.02
00.04
Calibratlon Rea
80
I,..---- +--
40 1-----+ ---
0
0
---J..-- .L:---.._ _-.
20
'tiLAtlu,<1-
2-1-o -1..L
Gauge Reading
mm
uer/U:t;/
40
60
.
j___
,,
_
...
_
....
_
120
100
ftO
Gauge Reading (mm)
L----- ------- ------- ----·
_ __,
• 1.0003K -0.006S
APPENDIX-B
FIELD PERFORMA
FIELD LOG - STATIC PILE LOAD TEST
ASTM D1143/D1143M-20
Sheet No.: ______ of ______
Client
Pile Designation
Pile Top Elevation
Project
Pile Diameter (mm)
Elevation of GWT
Project ID
Location
Pile Length (m)
Structure
Existing Ground Elev. (m)
Pile Coordinates (m) E
Test Start Date
N
Natural Ground Elev. (m)
Pile Const. Method
Concreting Date
Piling Contractor
Test Load (kN)
14-Days Concrete Strength
No. of Jacks
Jack Capacity
Ram Area
Sr. #
Date
Completion Date
Time
Load
Load Cell Reading
1
2
Pressure
Guage
Reading
Reduced
Levels
Deflection Guage Reading
G1
G2
G3
Remarks
Avg.
TEST CONTROL LOG
Witnessed By
Data Acquisition
APPENDIX-C
HSE SUPERVISOR
APPENDIX-D
UNDETAKING
RMS (Pvt) Ltd
RMS
CIVIL ENGINEERS & CONTRACTORS
SPfflALIST IN: DAMS. ROADS. BRIDGES. LINl G. CASAL . Bl'ILDl'IG & PIPF.S IA FACTl'Rl G
Ref: PM/RMS/HHH-SC/02/2022/0041
Dated: Sep 25, 2022
To:
Resident Engineer,
(Asian Consulting Engineers)
Subject:
HAZRAT HAMEED-UD-DIN HAAKIM SURGICAL COMPLEX. SHEIKH ZAYED MEDICAL
COLLEGE/ HOSPITAL RAHIM VAR KAHN.
UNDERTAKING FOR STATIC PILE LOAD TEST
We are going to start Static Pile Load Test according to design, specification and method statement
which is submitted by RMS. We undertake the complete responsibility of any loss of time, cost and
safety in case of any failure of kentledge during the static pile load test You are hereby requested to
allow us to start the static pile load test at site.
-P, M\w
,,_-
RMs (Pvt) Ltd.
HHH SCRYK
Cc:
►
►
►
►
►
►
►
Project Director, IDAP RYK
Project Manager, IDAP RYK
Assistant Manager, IDAP RYK
Director RMS
General Manager (Ops). RMS.
CM/DPM, RMS RYK
Office Record RMS RYK
HUOOFFICE
A t Block·6 PECHS
81h l'lo(,r JHICifl 11309 Genier
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Kruocn,
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' 0333-3175557
F'a, 021 :i,.
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BRANCH OFFICE
House No 88 St,eel t4
Socio, F 1111
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Ph • 05 BT.37 t JS