THE JOINTED PRECAST
CONCRETE PILES
(TECHNICAL DATA FOR PRODUCTION & INSTALLATION)
We Built Better Supports
Contents
01
02
03
04
05
06
07
08
09
INTRODUCTION
2
ADVANTAGES
2
TECHNICAL DATA
3
PILE FABRICATION
5
DESIGN GUIDELINE
6
PILE INSTALLATION
10
PILE LOAD TEST
17
SAFETY PLAN
18
PROJECT EXPERIENCES
18
01
INTRODUCTION
The jointed precast concrete piles are reinforced concrete piles made in segmented length of 3 m, 4 m and 6 m provided with
steel joint plates at both ends of piles. The piles are made in triangular and square sectional shapes, those well-known as
Triangular Concrete Pile (TCP) and Square Concrete Pile (SCP). These steel reinforced concrete piles are generally referred
as segmented Reinforced Concrete Piles (RC-Piles), but for a relatively small pile section, they are also known as Minipiles.
Over many years, RC-piles have been applied successfully to a wide variety of civil constructions and buildings as a deep
foundation system to support the load of structures.
The RC-Piles
02
ADVANTAGES
The major benefits and advantages delivered from the segmented RC-piles are briefly outlined as follows:
HIGH STRENGTH
MATERIALS
EXTENDIBLE LENGTH
EASY HANDLING,
DRIVING, AND
MINIMAL DISTURBANCE
READY IN STOCK
The segmented RC-piles are
made of high-grade concrete
and high-grade steel bars, its
can be driven to seat on the hard
bearing stratum for a higher
bearing capacity.
The segmented RC-piles are
provided with steel joint plates,
its can be extended to the
required length by joining them
together to accommodate the
variation depth of bearing
stratum. The required pile length
is adaptable to the depth of the
local bearing stratum.
The segmented piles with
standard length can be handled
and driven easily to any project
locations, even in limited spaces.
For minipiles, the installation
method
causes
minimal
disturbance to both the
supporting soils and the
surrounding structures.
A large number of piles are
produced in standard length at
the factory as stocks - the piles
are ready to be installed at any
time in a short period.
All of the above conditions show that jointed precast concrete piles or segmented RC-piles are a more reliable and economical foundation system over other alternatives, especially for structures with relatively light to moderate loading. A complete
description of segmented RC-piles produced by PT. DUASIA PADUSEJATI is given in this brochure hereinafter.
2
03
TECHNICAL DATA
3.1 Standard Compliance
The standard compliance of the segmented RC-piles are SNI 2847-2013 (Indonesia National Standard Code of Practice for
Concrete Structures), SNI 2052-2014 (Indonesia National Standard Code of Practice for Concrete Reinforcement Steel Bars),
ACI 318-14 (Building Code Requirements for Structural Concrete) and AWS (American Welding Society).
3.2 Pile Properties and Material Strength
The segmented RC-piles are reinforced with deformed steel bars based on the requirement to withstand bending and tensile
stresses which will occur during handling and driving. Detail of steel reinforcement for Triangular-Concrete-Pile and
Square-Concrete-Pile are presented in Figure-3.1 to Figure-3.3. The section properties of segmented RC-piles and the recommended axial compressive bearing capacity of piles in normal soil condition are presented in Table-3.1.
lateral reinforcement (continuos stirrups 6 mm)
longitudinal reinforcement (deform steel bars)
500
500
Stirrups 6 mm @ 60 - 75 crs
Stirrups 6 mm @ 150 - 200 crs
BOTTOM SECTION
Stirrups 6 mm @ 60 - 75 crs
A
MIDDLE SECTION
PL 6mm
A
Technical Data
Main bars
3 D13
30
30
30
30
280
280
TCP-28/3D10
TCP-28/3D13
Main bars
3 D13
Main bars
3 D16
Main bars
3 D10
30
1. Concrete cubes: 45Mpa at 28 days
2. Main Steel Bars: BjTD-40
3. Lateral Stirrups: BjTP-24
4. Joint Plate: Fe-360
5. Welding Electrode: AWS E6013
6. Standard Length (L): 3m, 4m & 6m / section
30
30
30
320
320
TCP-32/3D16
TCP-32/3D13
SECTION A - A
Figure-3.1: Detail of steel reinforcement for Triangular-Concrete-Pile (TCP-28 & TCP-32)
lateral reinforcement (continuos stirrups 6 mm)
longitudinal reinforcement (deform steel bars)
500
500
Stirrups 6 mm @ 60 - 75 crs
Stirrups 6 mm @ 150 - 200 crs
BOTTOM SECTION
Stirrups 6 mm @ 60 - 75 crs
A
MIDDLE SECTION
PL 6mm
A
Technical Data
Main bars
4 D13
200
Main bars
4 D10
200
Main bars
4 D16
250
Main bars
4 D13
200
200
250
250
SCP-20/4D13
SCP-20/4D10
SCP-25/4D16
SCP-25/4D13
250
1. Concrete cubes: 45Mpa at 28 days
2. Main Steel Bars: BjTD-40
3. Lateral Stirrups: BjTP-24
4. Joint Plate: Fe-360
5. Welding Electrode: AWS E6013
6. Standard Length (L): 3m, 4m & 6m / section
SECTION A - A
Figure-3.2: Detail of steel reinforcement for Square-concrete-pile (SCP-20 & SCP-25)
33
Technical Data
lateral reinforcement (continuous stirrups 6 mm)
03
longitudinal reinforcement (deform steel bars)
500
500
Stirrups 6 mm @ 60 - 75 crs
Stirrups 6 mm @ 150 - 200 crs
BOTTOM SECTION
A
MIDDLE SECTION
A
Stirrups 6 mm @ 60 - 75 crs
PL 8 mm
Center pin (shear connector D16)
PL 8 mm
main bars
O 6 mm
Technical Data
Main bars
4 D19
300
SCP-30/4D19
300
Main bars
4 D16
1. Concrete cubes: 45 Mpa at 28 days
2. Main Steel Bars: BjTD-40
3. Lateral Stirrups: BjTP-24
4. Joint Plate: Fe-360
5. Welding Electrode: AWS E6013
6. Standard Length (L): 3m, 4m & 6m / section
300
30
300
8
SCP-30/4D16
DETAIL OF JOINT SYSTEM AND REINFORCEMENT
SECTION A - A
Figure-3.3: Detail of steel reinforcement for Square-Concrete-Pile (SCP-30)
Table-3.1: Section properties and bearing capacity of segmented RC-piles
44
04
PILE FABRICATION
4.1 Steel Reinforcement and Joint System
The segmented RC-piles are designed and manufactured as ordinary reinforced concrete piles, made in segmented sections
with standard length of 3m, 4m and 6m. The joint type is made of steel plate in which the main bar ends penetrated and welded
to the steel plate - the joint steel plate is then monolithically cast to the pile head as edge joint. The AWS E6013 electrode with
shield-metal-arc-welding (SMAW) process is used for welding.
3/16
Main-bars
1/8
steel plate 6 ~ 8 mm
main bars are penetrated
and welded to steel plate
25
25
EDGE JOINT
Figure-4.1: Joint system & weld of RC piles
4.2 Concrete Placement
The piles are fabricated and cast at the factory on a permanent steel formwork and removable side forms of steel plates. The
high-cement-content ready-mixed concrete is used, and the concrete placement is carried out according to the applicable
standards. Vibrators are used to obtain thorough compaction of the concrete and the water spray is used in the curing method.
The concrete strength is inspected regularly - the cube or cylinder specimens are made daily for compression testing at the age
of 7 days and 28 days for compliance with the relevant standards.
Figure-4.2: The high cement-content ready-mixed concrete and high-grade steel bars are used to obtain high quality RC-piles.
Figure-4.3: The segmented RC-piles are produced in standard length at the factory as stocks
45
05
DESIGN GUIDELINE
5.1 Bearing Capacity
The appropriate bearing capacity of RC-piles in various locations requires a special consideration based on the local soil design
parameters. However, for practical purposes, the axial compression bearing capacity of RC-piles in a typical soil condition in
JAKARTA and the vicinity can be estimated from the Table-3.1 of this brochure. This table is given as a preliminary guide before
a detail discussion with competent consulting engineers is carried out. It should be noted that the bearing capacity stated in this
table is applicable only for a single pile whose tip is embedded in a firm to hard bearing stratum.
The design categories for the strength of short piles under combined axial compression and bending moment can be adopted
from the nominal strength interaction diagrams given in the following figures (Figure-5.1 to Figure-5.5). The strength reduction
factor, , of 0.70 is recommended to obtain the design strength of the sections. In case of doubt in determining the bearing
capacity or strength of piles, or where a special technical advice is required, our specialist will be pleased to inspect your site
and offer our advice.
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Figure-5.1: Strength interaction diagram of Triangular-concrete-pile TCP-28
36
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Design Guideline
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Figure-5.2: Strength interaction diagram of Triangular-concrete-pile TCP-32
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Figure-5.3: Strength interaction diagram of Square-concrete-pile SCP-20
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Design Guideline
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Figure-5.4: Strength interaction diagram of Square-concrete-pile SCP-25
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Figure-5.5: Strength interaction diagram of Square-concrete-pile SCP-30
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Design Guideline
05
5.2 Pile Group / Pile Cap
a
2d
d
a
A pile cap is needed to spread the load from a compression or tension member onto a group of piles so that, as far as possible,
the load is shared equally between the piles. The pile cap also accommodates deviations from the intended positions of piles,
and redistributing the loads by rigidly connecting all the piles in one group by a massive concrete block. The dimensions of some
standardized types of cap and pile spacing in a group are recommended in the following figures (Figure-5.6).
s
s
d
s
s
s
s
d
a
s
a
d
s
d
1/2 s + d
a
s
d
a
s
s
a
d
0.87 s
s
s
d
d
s
s
d
d
a
d
0.87 s
s
s
d
d
d
d
d
s
s
d
0.87 s
s
a
s
0.87 s
d
s
0.87 s
d
d
1/2 s +d
d
0.87 s
0.87s
s
d
d
d
d
s
0.87 s
s
d
0.87 s
d
s
d
d
0.87 s
s
d
d
a
d
d
s
0.87 s
r
0.87 s
d
s
r
d
0.87 s
s
d
d
s
d
d
d
s
d
B
B = width size ( mm)
d = 0.50B + 150 mm
r = 0.70B + 150 mm
s = 3B to 4B
a
s
d
s
d
NOTATION:
d
B
Figure-5.6: Recommended type of pile caps and pile spacing in group
9
s
a
2a
s
NOTATION:
s
0.87 s
s
s
d
d
s
d
r
B = width size ( mm)
d = 0.30B + 150 mm
a = 0.50B + 150 mm
r = 0.60B + 150 mm
s = 2B to 3B
06
PILE INSTALLATION
The knowledge of piling process and sufficient information of site conditions are essentials for an accurate assessment of pile
installation system and selection of suitable piling equipment. A successful achievement of pile installation is always supported
by a range of good preparation steps, reliable equipment and methods of installation. The necessary preparation steps shall
include: suitable site access, ground levelling, adequate ground compaction, temporary drains and sumps, surveying and
obtaining information about the geotechnical data.
There are two categories of pile installation system proposed for installing RC-piles, i.e. dynamic impact system (well-known as
impact hammer system) and static pressing system (well-known as hydraulic static system). The selection of pile installation
system depends on the environmental concerns of the construction area. If the noise and vibration effects from pile driving are
not an issue to the surrounding area, the impact hammer system is a preferable system for installing RC-piles (Figure-6.1).
However, if the control of noise and vibration disturbance in project site is an important matter, the hydraulic static piling system
is the most appropriate piling technique to be proposed (Figure-6.7).
For cases with difficult site conditions or limited access in which normal equipment cannot operate, specific equipment is
required to overcome such conditions. Usually this specific equipment is specially developed and modified from hammer
system or hydraulic system to fit the site requirement (Figure-6.11).
6.1 Impact Hammer System
The type of impact hammer system proposed for installing RC-piles is diesel hammer (Dong-Fang diesel hammer or KangDa
diesel hammer). Diesel hammer is one of the most practical way for installing RC-pile because of its easy mobilization, easy
operation and applicable for many project conditions. The quick installation method will ensure completion of work within the
given time and the optimal rate of hammer impact energy produce an excellent accuracy of pile capacity. Diesel hammers are
suitable for most types of ground, except very soft clays. They perform well in cohesive or very dense soil layers and work most
efficiently when driving into stiff to hard clays.
Technical data of hammers
A single acting diesel hammer consists primarily of a heavy ram
weight as impact block with cylinder inside the block and a
piston block at the cap block (base part of the system). The
hammer system is attached to a piling rig supported at the base
by a crawler-mounted machine (Figure-6.1). The size of
hammer is characterized by its maximum potential energy
(rated energy) summarized in Table-6.1.
Figure-6.1: DongFang diesel hammer attached to a piling
rig supported by KOMATSU PC-200
Table-6.1: Characteristics of some DongFang diesel hammer
Type of Hammer
No.
Parameters
Unit
1
Ram Weight
2
DD12
DD15
DD18
DD25
kg
1200
1500
1800
2500
Maximum Stroke
cm
200
200
210
230
3
Frequency of Blow
blows/minute
45 ~ 50
45 ~ 50
45 ~ 50
42 ~ 50
4
Rated Energy
kilo-joule
24
30
37.8
57.5
5
Total of Mass
kg
2700
3000
3125
4200
6
Average Piling Speed
m/hour
15 ~ 25
15 ~ 25
15 ~ 25
15 ~ 25
A good understanding of energy per blow is required to determine the appropriate hammer, i.e. whether a hammer of a given
weight is capable of driving a specified pile to the required penetration, as well as calculating the expected ultimate resistance
of pile that can be achieved. The maximum pile weight recommended to be driven by any selected diesel hammer in relation to
the recordable final set and optimum pile capacity can be estimated from the graph in Figure-6.3 to Figure-6.6.
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Pile Installation
06
Procedure of pile-driving and termination in impact hammers system
Some important treatment in diesel hammer piling process shall include the pile-head protection, verticality monitoring,
blow-count recording, joint welding and termination of pile driving. The pile-head protection shall be carried out by means of
placing a pile-cushion (consisting of 50 mm ~ 75 mm thick of wood) between the top of pile and the helmet prior to driving to
reduce pile stresses during driving. The pile verticality during driving is monitored and checked, while the number of blows per
50 cm is recorded.
Driving can be terminated when the specified depth of pile is achieved or the bearing stratum is reached indicated by a satisfactory final set (the point penetration of the last 10 blows). However, to prevent excessive flexibility of pile and undetected deviation of jointed piles beneath the ground surface, the total length of jointed pile is advisable to be limited to a convenient depth
– depending on the sectional area of pile.
The point penetration of the last 10 blows of the hammer (refer to as final set) and temporary compression values are taken at
intervals as soon as the pile tip enters the bearing stratum. The values are obtained by securing a sheet of graph paper to the
pile by adhesive tape, while a straight-edge is held horizontally close to the pile body. Using this straight-edge a pencil line is
drawn across the paper during the impact of the hammer (see Figure-6.2).
graph paper
set / 10 blows
concrete pile
C
s
pencil
straight-edge
C = elastic compression
s = set / blow
Figure-6.2: Final-set measurement
A suitable criterion for pile driving termination, especially for end bearing piles, is an acceptable value of final-set in correlation
to the specified pile bearing capacity of pile. Solutions for final-set as termination criterion of pile driving are plotted in Figure-6.3
to Figure-6.6 (Charts of Pile-capacity and Final-set). The charts are obtained based on simplified HILEY dynamic formula **)
which relate the weight of pile (Wp), allowable bearing capacity of pile (Pa) and ram stroke (H) to predict final-set for various
characteristics of diesel hammers (DongFang or KangDa diesel hammer).
**) The HILEY dynamic formula used in Figure-6.3 to Figure-6.6 is simplified based on the following
assumptions:
C = elastic compression of helmet, pile head and soil (k1+k2+k3) is simplified with an estimated value of ½”.
Ru = ultimate load capacity of pile (just after driving)
Pa = allowable bearing capacity of pile is taken as Ru/SF; where SF = 3
n = coefficient of restitution for concrete pile is taken as 0.5.
An example of Final-set prediction from the above provided Charts (Figure-6.3 to Figure-6.6):
Pile type: SCP-25 (assume the specified allowable bearing capacity Pa = 40 ton)
Length of pile = 15 m -> weight of pile Wp = 15 m x 0.15 ton/m = 2.25 ton
The selected diesel hammer is DD18 -> Figure-6.5, assume a convenient ram stroke (H) is 120 cm
Use Figure-6.5: Draw a vertical line from point of weight of pile = 2.25 ton to intersect line of Pa = 40 ton. Draw a
horizontal line from this intersection point to line of H = 120 cm, then draw vertical line from this intersection point to
intersect the final-set axis (horizontal s-axis). This final intersection point is s = + 0.27 cm/blow.
From Figure-6.5 we obtain (Wp = 2.25 ton, Pa = 40 ton, H = 120 cm) -> Final-set (s) = 0.27 cm/blow
Point penetration of the last 10 blows of the selected hammer and pile is 2.7 cm / 10 blows.
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11
11
Pile Installation
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Figure-6.3: Chart of final-set prediction for DD12 DongFang diesel hammer.
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Figure-6.4: Chart of final-set prediction for DD15 DongFang diesel hammer.
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06
Pile Installation
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Figure-6.5: Chart of final-set prediction for DD18 DongFang diesel hammer.
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Figure-6.6: Chart of final-set prediction for DD25 DongFang diesel hammer.
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Pile Installation
06
6.2 Hydraulic Static System
For many years noise and vibration caused by pile driving was thought to be unavoidable problem, however the introduction of
Hydraulic Static Pile Driver (pile pressing machine) has made these problems a thing of the past. The hydraulic static piling
system becomes a preferable alternative because of its advantages as the most environmentally friendly piling system, i.e. the
most minimal emission of noise, vibration and pollution occurs during the pile injection process, high levels of operational
accuracy, excellent piling quality, the soil-pile resistance is measurable and the pressure measurements during the pile installation allow predicting load capacity of every pile.
Technical data of hydraulic static pile driver
Hydraulic Static Pile Driver (HSPD) utilizes a stable counter-weight system as static driving force and hydraulic cylinders
to drive the machine in vertical, longitudinal and lateral movement, as well as in rotation, pile hoisting and pressing the
RC-piles into the ground (Figure-6.7). The capacity of HSPD
depends on the size of the main vertical hydraulic cylinders and
the total static dead load (counter-weight) mounted on the
frame. Details of the Hydraulic Static Pile Driver (HSPD), including allowable maximum capacity, limitations for pile jacking near
site boundary and existing structures for various type of HSPD
are listed in Table-6.2.
Figure-6.7:
Hydraulic Static Pile
Driver (HSPD)
Table-6.2: Technical Specification of HSPD
Type of HSPD Machine
No.
Parameters
Unit
HSPD-60
HSPD-90
HSPD-120
HSPD-240
HSPD-320
HSPD-460
1
Rated Jacking Force
ton
60
90
120
240
320
460
2
Rated Hydraulic Oil Pressure
Mpa
235
235
235
235
235
235
3
Maximum recommended Jacking Force
a) Center Piling
ton
50
81
110
220
300
420
b) Side Piling
ton
38
57
75
150
200
275
a) Pressure <13 Mpa
m/min.
5
5
5
5
5
5
b) Pressure = 23 Mpa
m/min.
2.5
2.5
2.5
2.5
2.5
2.5
1.5
1.5
1.5
1.5
1.5
1.5
3
3
0.6
0.6
4
Piling Speed
5
Piling Stroke
m
6
Pace (Longitudinal)
m
1
1.5
1.6
3
7
Pace (Horizontal)
m
0.4
0.4
0.4
0.6
8
Applicable RC Square Piles
mm dia. 200 ~ 250 200 ~ 250 200 ~ 300 250 ~ 400 300 ~ 450 350 ~ 550
9
Applicable RC Spun Piles
mm dia.
10
Lifting Weight
11
Lifting Moment
12
Power
13
Dimension (L x W x H)
m
14
Minimum Clearance From Existing Wall
m
300
300
300 ~ 350 300 ~ 450 350 ~ 500
400 ~ 600
ton
3
4
5
8
12
16
ton.m
10
15
20
40
60
80
52.5
67.5
67.5
96
120
150
3
10
KVA
6x4.5x4 7x4.5x4.5 9x4.5x5 10x6.2x6 12x6.5x7 12.5x7x8
1
0.8
1
0.7
0.7
1
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Pile Installation
06
Procedure of pile-driving and termination in hydraulic static system
Pile installation process includes: equipment set up over pile pin position, inserting pile to clamping box and pile clamping, pile
injection, control of verticality, pressure reading, joining by welding and termination of pile injection. The procedure shall be
carried out according to the acceptable and applicable piling standards.
The force for pile installation is exerted from the main vertical hydraulic cylinders (jacks) which attain their reaction from counter
weights mounted on the piling frame with a safe working load. The total weight of the piling frame and counter weights shall be
greater than twice of the pile working load, so that all piles can be jacked-down with a safety factor of two. The pressure reading
and related jacking force for each HSPD unit is calculated from the diameter of main vertical pressing cylinders. The Load-pressure reading relates to diameter and number of main pressing cylinder is plotted in Figure-6.8 (Chart of Load – Pressure reading
for hydraulic static system).
Each pile shall be hydraulically injected continuously until reaching one of the following termination criterions, i.e. SET criterion
or DEPTH criterion. The pile, except for frictional pile, will be considered SET when it has ceased to settle at the recorded
pressure of 200% of the design load. Unless otherwise specified in the drawing, all friction piles shall be driven to the specified
DEPTH.
When the pile is injected until a SET criterion (i.e. jacking the pile up to 200% of Design Load), the applied jacking force is continuously monitored and it shall be increased in small increments when approaching the specified maximum jacking force. The
corresponding maximum pressure (200% of Design Load) shall be carried out for a minimum of 2 cycles.
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Figure-6.8: Chart of Load – pressure reading for hydraulic static system
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Pile Installation
06
An example of Load - Pressure reading from the above provided Chart (Figure-6.8):
Type of machine = HSPD-240 with main pressing cylinder = 4 x D18 (n = 4 and D = 18 cm)
Assume design load capacity = 100 ton, applied jacking force (F) = 200 ton (assume F = 200% of design load)
Use Figure-6.8: Draw a vertical line from point of F = 200 ton to intersect line of D = 18 cm. Draw a horizontal line
from this intersection point to line of n = 4, then draw vertical line from this intersection point to intersect the pressure
axis (horizontal p-axis). This final intersection point is p = + 196 kg/cm2.
The applied jacking force of F = 200 ton for HSPD-240 should be obtained at pressure reading of p = 196 kg/cm2.
Since 1 Pascal = 1 N/m2 and 1 kg = 9.8 N, then 1 kg/cm 2 = 0.102 Mpa -> p = + 196 kg/cm2 = + 20 Mpa.
The HSPD machine is equipped with controlling devices for guiding and restraining the pile during jacking which includes
pressure meter for load controlling and water-pass for level controlling. The control panel is installed in the operator cabin - a
convenient and safe position for inspection – Figure-6.9. The pressure meter is calibrated by the independent government’s
competent agency using standard calibration techniques (calibration certificate is attached in each HSPD unit).
Method of statement for a selected type or size of HSPD shall be specially prepared for your project site based on the selected
pile size.
Figure-6.9: Controlling devices panel: pressure meter load controlling and water-pass for level controlling
6.3 Joint Welding
When the specified depth of bearing layer is greater than the standard length of segmented pile or where pile lengthening is
required, the additional pile section can be welded on using steel joint plate with butt-welding to extend the pile to meet
penetration requirement. The shield metal arc welding (SMAW) process with AWS E6013, Ø3.2 mm ~ Ø4 mm coated electrode
or manual stick electrode process is used to develop a full strength of welded butt joints. A coating treatment is then painted
onto the welded butt joint to give additional protection from the possibility of corrosion.
Electric arc welding - AWS-E6013
butt-weld
3/16
steel plate
Concrete pile
JOINT CONNECTION & WELD
Figure-6.10: Joint welding process
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Pile Installation
06
6.4 Project-specific equipment
For cases where special solution is required to overcome pile installation issues in difficult site conditions or limited access
condition, a project-specific equipment and procedure is needed to carry out the pile installation. Project-specific equipment is
a customer-based innovative solution where the equipment is specially manufactured to fit the customer’s need. These
solutions are made possible by our construction expertise, our in-house engineering and in-house manufacturing.
An example of such project is a building extension, where some of the construction area is located behind an existing building
and blocked by surrounding buildings such that normal piling equipment cannot operate. Another example is underpinning work
– the process of strengthening and stabilizing the foundation of an existing building, where the access and working space is
limited.
Figure-6.11: Project-specific equipment – for a limited access area
6.5 Piling Records & Reporting
A drawing of piling plan (for-construction) shall be provided with a consistent sequence number based on the column coordinate. Pile numbering is made to simplify recording and reporting process; each pile position is numbered in a sequence from
the left across to the right and from the top to the bottom in the drawing.
The detail of each installed pile is recorded in a piling record form. Each record shall include the type of equipment, date of
installation, pile number, pile type and size. The number of blow-count per 50 cm (for driven piles) or pile penetration versus
jacking force per 100 cm (for jack-in piles) over the full depth of pile, the maximum length and the FINAL SET per-10-blow (for
driven piles) or maximum jacking force at termination stage shall be recorded. The records are checked and delivered to authorized representative of the owner’s Engineer upon completion of each pile.
07
PILE LOAD TEST
If the capital cost of work is available, pile load test could be carried out to confirm the performance of the installed piles (i.e.
Static Load Test or Dynamic Load Test). The test procedure for static load test shall be according to ASTM Test Designation
D-1143-81 (axial compression load test), D-3966-81 (lateral load test) and D-3689-07 (axial tensile load test). The dynamic
testing method uses strain transducers, accelero-meters and pile driving analyzer in compliance with ASTM D-4945-89 (PDA
test).
Figure-7.2:
Dynamic Pile
Driving Analyzer
(PDA) load test
Figure-7.1: Static axial compression load test
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08
SAFETY PLAN
The piling equipment, both dynamic system and static system are classified as heavy duty equipment. The equipment shall only
be operated by well-trained workers and competent operators. The hydraulic static pile drivers (HSPD) are designed to transfer
extremely high loading those should only be carried out under the supervision of qualified and experienced personnel who can
assure that the work is carried out safely.
Before commencing operation, supervisor and/or operator should ensure that the working area is suitable for operations of the
proposed machine. The machine should be seated on firm and leveled ground, check and recheck procedure is implemented
to all parts of machine such as hydraulic jacks, hoses, wire ropes and all rig motions to ensure that the machine is ready for a
safe operation.
All labors shall be equipped with personal protective equipment such as: helmet, safety belt, safety shoes, gloves and safety
glass. All labors shall maintain a safety condition and take safety measures as a priority. The reporting and rescuing procedure
in case of unpredictable accident happens shall be specially proposed for each project site.
PROJECT EXPERIENCES
09
As a pile foundation specialist since 1993, PT. DUASIA PADUSEJATI has successfully completed more than 2000 varied
projects for a diverse range of clients, including national and international companies in Indonesia. Some of our projects in the
last 5 years are listed in the project experiences attached.
The success of working towards fulfilling the demands of clients as a partner in construction has resulted in a reputation for good
quality, safety and environmentally friendly results. We would like to extend our thanks and appreciation to all of our valued
customers for a strong support, good cooperation and a continued trust on our services, which inspire us to continually growing
and give better service in the years to come.
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PT. DUASIA PADUSEJATI
Jl. Raya Jatake (Jaha-Jatake) No.99
Pagedangan, Legok, Tangerang - Banten 15820
Phone
Telkomsel
HP
Email
: +62 21 5977030, 5979447
: +62 81 117756 88/89/90
: +62 81 1154591
: duasia@cbn.net.id
info@duasia.co.id
www.duasia.co.id
www.duasiapadusejati.com