METHOD STATEMENT FOR THE
PERFORMANCE OF COMPRESSIVE PILE LOAD TEST
(Kentledge Method)















By: Davezo Nigeria Limited
www.davezonigltd.com


TABLE OF CONTENTS


1.0 INTRODUCTION

2.0 PREPARATION

3.0 EQUIPMENT

4.0 ARRANGEMENT

5.0 METHOD OF LOADING

6.0 GENERAL SAFETY PRECAUTIONS

7.0 MEASUREMENT OF PILE MOVEMENT

8.0 PRESENTATION OF RESULTS


ATTACHMENT



1.0 INTRODUCTION
This Method Statement gives a brief description of the procedure for executing a pile load test under a static axial compressive load generated by a kentledge (dead weight) for working piles. In the alternative, pile reaction system could also be applied on request.

A load test is executed on piles for the purpose of verifying its statistically computed Safe Working Load (S.W.L.).

The pile load tests shall be carried out in accordance with specification contained in either of the following procedures:

a) ASTM D1143-81 “Standard Test Method for Piles Under Static Axial Compressive Load”
b) BS 8004 “Code of Practice for Foundations”

The maximum vertical load to be applied on the test pile shall be 1.5 times the estimated Safe Working Load (S.W.L.). 1.5 x SWL

As a general rule, the kentledge weight provided shall be at least 10% greater than the desired maximum load.


2.0 PREPARATION
The top section of the test pile shall be above the existing ground level at a required height while the top surface must be a perfectly horizontal support face.

3.0 EQUIPMENT
Equipment required for a compressive pile load test generally include the following:

S/no. Description Qty. (nos.)
1 Test Beam (Primary) 1
2 Test Beam (Secondary) 14
3 Bearing Plate 3
4 Hydraulic Jack of appropriate capacity 1
5 Oil Manometer of suitable capacity 1
6 Steel Reference Beam 2
7 Dial Gauge capable of measuring movements within an accuracy of 0.01mm 2
8 Glass Plate 2
9 Kentledge of appropriate quantity (Precast concrete piles of various lengths)


4.0 ARRANGEMENT
Arrangement of the load test equipment for the kentledge method shall be as follows:

a) Two equi-distant support lines (between 2 to 4m) are established from the test pile position.
b) A steel plate of adequate thickness shall be placed centrally on the pile top and the hydraulic jack placed on the steel plate afterwards.
c) A set of bearing plates shall be placed on the hydraulic jack.
d) The primary beam shall then be placed over the hydraulic jack with a steel plate in between them.
e) The primary beam shall be placed parallel to the established supports.
f) To ensure that there is a clearance between the primary beam and the jack, temporary supports shall be provided for the primary beam. As a minimum, the beam bottom level shall be at the same level as the top of the established primary beam supports, which should not be more than 50mm above the top of the plate on the hydraulic jack.
g) The secondary beams shall then be placed over the established secondary beam supports.
h) Afterwards, the precast concrete piles shall be symmetrically arranged to span across the secondary beams.
i) The reference beams, each with one end set in concrete and the other free shall be placed about 500mm from both sides of the pile cap. The free end is to allow movement of the beam as its length changes with temperature variation.
j) The dial gauges (minimum of two numbers) shall be fastened to the reference beams. The dial gauge needle shall be made to rest on the flat glass plates, which are glued to the steel plate placed on top of the test pile head.

A schematic presentation of the above arrangement is presented in the attachment (drawings Plates 01).

Note
Where two or more jacks are used, their piston shall be of the same diameter and they shall be connected to a single pressure gauge and pump by means of a manifold. For the purpose of this project a single jack will be utilised, which shall be connected to a single pressure gauge and pumped by means of a manifold.


5.0 METHOD OF LOADING
The Maintained Load Method shall be adopted for the pile load test. The maximum load to be applied on a working pile for this method shall not exceed 1.5 x S.W.L

The load shall be applied in increments of 25% of the design load. Each load increment shall be maintained until the rate of settlement is not greater than 0.25mm/hour or until 1 hours have elapsed, whichever occurs first.

The maximum load shall be maintained on the pile for 12 hours except in the event that the average rate of settlement is not greater than 0.25mm/hour.
Unloading of pile shall be done in decrements of 25% of the maximum load.

The following loading and unloading phases shall be adopted for the load test:

Design Load % Minimum load holding time
First Cycle
0% S.W.L. 10 minutes
25%S.W.L. 30 minutes or 0.25mm/hour
Loading 50% S.W.L. 30 minutes or 0.25mm/hour
75% S.W.L. 30 minutes or 0.25mm/hour
100% S.W.L. 6 hours or 0.25mm/hour
75% S.W.L. 10 minutes or 0.25mm/hour
Unloading 50% S.W.L. 10 minutes or 0.25mm/hour
25% S.W.L. 10 minutes or 0.25mm/hour
0% S.W.L. 30 minutes or 0.25mm/hour
Second Cycle
100% S.W.L. 60 minutes or 0.25mm/hour
Loading 125% S.W.L. 60 minutes or 0.25mm/hour
150% S.W.L. 12 hours or 0.25mm/hour
125% S.W.L. 10 minutes or 0.25mm/hour
100% S.W.L. 10 minutes or 0.25mm/hour
75% S.W.L. 10 minutes or 0.25mm/hour
Unloading 50% S.W.L. 10 minutes or 0.25mm/hour
25% S.W.L. 10 minutes or 0.25mm/hour
0% S.W.L. 30 minutes or 0.25mm/hour


6.0 GENERAL SAFETY PRECAUTIONS
General safety precautions to be adhered to in the testing of a pile under axial load are as follows:

a] All tests should be carried out only under the direction of an experienced and competent engineer conversant with the test equipment and test procedure. All personnel operating the test equipment shall be trained in their use.
b] The kentledge foundation and that for any cribwork, beams or other supporting structure, should be constructed in such a manner that there will not be differential settlement, bending or deflection of an amount that constitutes a hazard to safety or impairs the efficiency of the operation. The kentledge shall be adequately bonded, tied or otherwise held together to prevent it from falling apart or becoming unstable as a result of deflection of the supports.
c] Care should be taken to ensure that when the hydraulic jack and load-measuring device are mounted on the pile head, the whole load would be stable up to the maximum load to be applied.
d] The dial gauges should be situated in a position that will enable test personnel read them clear of the kentledge.
e] The hydraulic jack, pump, hoses, pipes, couplings and other apparatus to be operated under hydraulic pressure should be capable of withstanding a test pressure of at least 1½ times the maximum working pressure of the pile without leaking.
f] The maximum test load or test pressure to which the pile is being subjected to (expressed as a reading on the gauge in use) should be displayed and all operators shall be aware of this limit.


7.0 MEASUREMENT OF PILE MOVEMENT
Before and after the application of each stage of loading and unloading, readings shall be taken at two opposite sides of pile cap by means of the dial gauges.

Where the rate of settlement does not show any appreciable difference in two consecutive readings, the reading shall be taken at a reasonable interval or when next stage of loading or unloading is performed.


8.0 PRESENTATION OF RESULTS
On completion of stages of loading and unloading, a fully detailed set of recorded data shall be submitted to the Project Engineer.

The recorded data shall show, as appropriate to the pile type and method of testing, the following information:
• Contract identification
• Site location
• Main contractor’s name
• Client
• Control Staff (Contractor’s / Client’s Representatives)
• Date of pile installation and concreting
• Type, size and length of pile (as pitched and as driven)
• Reinforcement details
• Date of pile load test
• Pile identification number
• Photographic record of the tests

The test results shall be presented in tabular and graphical form with load plotted against settlement.

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