Equivalent:
Jurnal Ilmiah Sosial Teknik
Vol. 6, No. 2, July 2024
METHOD OF IMPLEMENTATION AND QUALITY CONTROL OF
SHEARWALL IN PODOMORO GOLF VIEW APARTMENT PROJECT
Vigie Priantika Putra Hutama
Institut Sains dan Teknologi Nasional, South
Jakarta, Indonesia
Email : vigiepriantikaputra@gmail.com
ABSTRACT
Shearwalls are an important structural element used in high-rise
buildings to withstand lateral forces due to earthquakes, serving as a building
reinforcement and stabilizer. This study aims to understand the stages of shear
wall implementation and quality control processes in the field, especially in
the Podomoro Golf View Apartment project on Dahoma Tower, 15th floor, zone D4,
with SW3 shear wall type. Data is collected through field reviews, interviews,
and documentation, as well as additional data from the project. The results of
the study show that the implementation of SW3 shear wall is in accordance with
the schedule and standards, using BJTD 40 threaded steel that has been tensile
tested according to the requirements. The casting and dismantling method of formwork
speeds up the binding time of concrete. Although some defects were found on the
side of the shear wall, repairs were made immediately, and concrete treatment
was carried out to ensure quality. The quality of concrete on the shear wall
reaches Fc 30 with a slump test value of 12 ± 2 cm, in accordance with the
provisions of PBI 1971. The entire construction project of Podomoro Golf View
Apartment is going according to the plan and requirements, although there are
some minor issues that can be tolerated and overcome.
Keywords: Implementation Method, Shear wall, Quality Control
INTRODUCTION
Shearwalls are an important structural element commonly used in
high-rise buildings to withstand lateral forces arising from earthquakes
In the Podomoro Golf View Apartment project, special attention is paid
to the implementation of the shear wall in Dahoma Tower, especially on the 15th
floor, zone D4, with the SW3 shear wall type. This observation aims to
understand more deeply about the stages of shear wall implementation and how
the quality control process is carried out in the field. In its implementation,
the shear wall must meet various strict technical requirements to ensure its
strength and ability to withstand lateral forces effectively.
One of the main objectives of this observation is to study each stage
of the observed shear wall implementation in detail. These stages include
initial preparation, formwork installation, repetition, concrete casting, and
concrete treatment after casting. Each step has procedures and standards that
must be followed to achieve optimal final results.
In addition to studying the implementation stages, this study also
focuses on the quality control process of shear walls. This quality control is
very important to ensure that the quality of the shear wall produced in the
field is in accordance with the requirements that have been set. This process
involves various material quality tests, visual inspections, and structural
tests to ensure that no defects can affect the shear wall's performance in the
face of lateral forces. Through careful observation, this study is expected to
provide a clear picture of the effectiveness of the quality control process and
the quality conformity of the shear wall with existing requirements.
This observation aims to understand more deeply about the stages of
sliding wall implementation and how the quality control process is carried out
in the field. Research by Polastri & Casagrande (2022) supports the
importance of strict quality control in maintaining structural integrity. One
of the main objectives of this observation is to study each stage of the
observed sliding wall execution in detail. These stages include initial
preparation, formwork installation, repetition, concrete casting, and concrete
treatment after casting. Each step has procedures and standards that must be
followed to achieve optimal final results. The novelty of this study lies in
the detailed examination of the quality control measures specific to SW3
sliding walls in the context of tall buildings. Through careful observation,
this study is expected to provide a clear picture of the effectiveness of the
quality control process and the quality conformity of sliding walls with
existing requirements.
RESEARCH
METHODS
The project location is at the Cimanggis Toll Exit, Bojongnangka
Village, Gunung Putri, Bogor Regency. The
main route of the Jagorawi toll road in the Jakarta area to Bogor. It is a
residential area surrounded by a golf sports area. It is adjacent to the Cikeas
River and a complex adjacent to public facilities, including supermarkets,
banks, traditional markets, and LRT stations. The
following are the boundaries of the direction boundary at the project site:
North
direction : Golf Area
West : Jagorawi Toll Road
East : Residential Area
South
direction : Residential Area
Figure 1.
Project Location Map
(Yellow
shows from the direction of Tapos Raya, and blue from the direction of the
Cimanggis toll exit)
Data
Collection Methods
The main
data collection was obtained from field reviews, questions and answers, and
documentation
RESULTS AND
DISCUSSION
Project
Observation Results
The shear wall
structure observed in the Podomoro Golf View Apartment Project is on the 15th
floor, zone D4, and SW type 3.
Figure
2.
Position of SW3 on the 15th floor
The characteristics of the Shear Wall observed in this project are:
·
Concrete Quality : FC' 30
·
Reinforcement Quality :
BJTD 40
·
Rebar diameter :
Main reinforcement wears D16 steel
Reinforcement using D13 steel
Reinforcement ties wear D10 steel
Shear Wall
Implementation Method
Making a shear wall is basically like making a
column. Good quality control affects the strength of the shearwall itself. In
order to produce a high-quality shear wall, the method must be correct. The
following is the method of implementing the shear wall at the Podomoro Golf
View Apartment
Determination of As (Marking)
Marking is one of the surveyor's jobs, and it
involves measuring and making markers that function as a positioner for
formwork and reinforcement from the shear wall.
The position of the AS shear wall from a vertical angle refers to
аѕ the shear wall on the previous floor. The way to shift the
аѕ point from the bottom up is to perforate the floor slab, which
will later be closed again when it is finished
Shearwall Ironing
Shearwall reinforcing is composed of main
reinforcement, reinforcing shearing, and reinforcing ties. Fabrication of the
reinforcement is carried out in a separate area. This project consists of 6
types of shear walls, namely SW 1 to SW 6. Steel with diameters of D16 and D19
is used as the main reinforcement. D13 diameter steel is used for the screed,
and D10 steel is used for the reinforcement ties. Each use is adjusted based on
shop drawings. The standard hook bends on the bridge at least 60 mm or 6 db,
the angle is 1350, and the radius (r) is 40 mm or 4 db. The overlap distance
between the shearwalls is 80 cm to 95 cm. The joints should be fastened
securely using bent wire. The distance of the shear wall is divided into
segments, namely the platform, field, and pedestal, which are 1/4, 1/2, and 1/4
of the span of the shear wall. When the reinforcement is completed, the
reinforcement is brought to the project site using a tower crane.
Formwork
Formwork is a
support construction that accommodates and converges the concrete being cast to
avoid shifting angles or points that may cause damage to the structure and also
affect the strength of the structure. The stages of shear wall formwork in the
Podomoro Golf View Apartment Project are as follows:
a.
Installed
shear wall shoes using an elbow steel profile and then welded them to the shear
wall shear crossbar. This elbow profile is useful for marking and maintaining
the position of the formwork to keep the elbow.
b.
Formwork
that previously had to be cleaned with foam oil and placed next to the
reinforcement with a tower crane, then workers will position the formwork on
the shear wall reinforcement.
c.
Tie rods are
installed between the two formwork panels. Then turn the wing nut to tighten.
d.
Install push-pull
props (diagonal plumbing braces) on both sides when the shearwall formwork is
upright.
e.
The next
step is to insert the base plate into the iron cuttings planted on the floor
and put it together with a push-pull prop (diagonal plumbing brace).
f.
Check the
verticality of the formwork using unting-unding.
g.
If the
formwork is less vertical, then the push-pull prop is set to the correct
position.
h.
At the
bottom of the formwork, a stucco is applied to prevent cement water from
escaping from the formwork.
Formwork
Cast
The casting uses a
ready mix with the help of concrete buckets and tower cranes. The quality of
the concrete used is fc' 30 on the 14th floor to the roof. When the casting
stage occurs, a concrete bucket operator, a vibrator operator, and a tower
crane operator are required. The cast stage begins with an order for ready-mix
cement which is 500 m from the project site. After arriving, the Quality
Control checks the quality, volume, and slump test. For vertical work, a slump
test is carried out on every truck mixer that comes. The slump test value is 12
± 2 cm. Concrete pouring is carried out through a tramway pipe so that there is
no segregation. Then, the compaction process uses a vibrator so that the
concrete that has been poured does not have air cavities, which can reduce the
quality of the concrete. This casting stage stopped when the 1.25 m long pipe
contained in the formwork began to be lifted up during the casting.
Formwork
Demolition
According
to PBI 1971, the demolition of the formwork can only be done after the concrete
is two weeks old, but in the Podomoro Golf View Apartment Project, the
dismantling of the formwork can be done after 8 hours during the casting of the
last shear wall. This is because, in this project, concrete uses admixture
materials to accelerate the time of concrete binding. The first step in
dismantling the shear wall formwork is to remove the push-pull props from the
base plate. Then loosen the wing nut. Then the formwork is shifted outward and
lifted with a tower crane. If the concrete has an uneven surface, it can be
repaired with mortar. But if the crack is severe, it is not enough to do so.
Shear wall
treatment
This
method is commonly called (curing) which is carried out using compounds. The
step is to wet the sides of the shear wall with rollers and add addictive
materials. The goal is to prevent water evaporation on the open side of the
concrete maintain the cement water factor and the concrete's moisture so that
cracks do not occur.
Table 1. Comparison of PBI 1971 with Field
Implementation
|
Work |
Theory |
Implementation |
Information |
|
Ironing |
Steel for main reinforcement uses threaded steel
with a minimum tensile stress (Fy) value of 4000 kgf/cm2 (BJTD 40) while for
plain reinforcement must have a minimum value (Fy) of 2400 kgf/cm2 (BJTP 24) (SNI Beton
03-2847-2002) |
The steel
used in this project uses BJTD 40 threaded rebar steel and has been tested at
BPPT (Center for Structural Strength Technology) |
Appropriate
Because this project uses BJTD 40 threaded rebar steel and a rebar tensile
test has been carried out at BPPT and what is required is threaded steel with
a minimum Fy of 4000 kgf/cm2 (BJTD 40); (SNI Beton 03-2847-2002) |
|
Slump Test
Scores |
Max 15 cm |
12±2 cm |
It is
appropriate because the Slum value in this project of 12±2 cm still meets the
requirements, namely with a max of 15cm and a min of 7.5cm |
|
Min 7.5 cm |
|||
|
Thick
Concrete Blanket |
|
Protected parts 5 cm, outer blankets 5 cm, while
invisible parts 5 cm |
Fulfilled,
because the thickness in the field is 5 cm and the required minimum is 2 cm
for the protected part, the outer blanket is 2.5 cm, and the invisible part
is 3 cm |
|
Formwork
Demolition |
Formwork
can be dismantled if the age of the concrete is 3 weeks if it is not made,
test objects determine the time of dismantling |
8 hours |
It is not
suitable, because in theory the formwork can only be dismantled when the
concrete is 3 weeks old, while in concrete projects it has been dismantled 8
hours after casting. This is
because concrete uses admixture materials (Accelerating admixtures) at the
project site so that it can speed up the time of concrete binding |
Table 2. Problems
in the Field
|
Problems |
Solution |
|
Concrete
on several sides of the shear wall is deformed which results in the
appearance of gaps such as holes in the concrete. |
The
patching method is carried out by: 1.
Removing porous concrete until it finds a solid surface 2. Clean
the concrete from the remnants of dirt, then wet the concrete using NV bond
sikha and wait for ± 30 minutes. 3. Patch
the defective spot using a sika 4. The
last step is to curing the repaired area |
CONCLUSION
Based on the
results of observations in the Podomoro Golf View Apartment project regarding
the implementation of shear wall work on the 15th floor, several conclusions
can be drawn. The implementation of the SW3 shear wall work at Dahoma Tower,
Zone D4, 15th floor, is running according to schedule. The quality of the reinforcement
has met the standards because this project uses BJTD 40 threaded reinforcement
that has been tensile tested according to the requirements, with a minimum
melting strength of 4000 kgf/cm2. Formwork is assembled in a separate place to
avoid interference with other work, and shear wall casting is done using
buckets and tram pipes to prevent concrete segregation. Formwork can be
dismantled after 8 hours due to the use of additives that accelerate the
binding power of concrete. Some defects were found on the side of the shear
wall, but they were immediately repaired, and concrete treatment was carried
out. The quality of concrete on the shear wall on the 15th floor, zone D4, SW3
is Fc 30, with a slump test value of 12 ± 2 cm, in accordance with the provisions
of PBI 1971, which requires a maximum slump test value of 15 cm and a minimum
of 7.5 cm. Overall, the construction of the Podomoro Golf View Apartment
project is in accordance with the work plan and requirements, although there
are some minor problems that can still be tolerated and overcome.
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Vigie
Priantika Putra Hutama (2024) |
|
First publication right: Equivalent: Jurnal Ilmiah Sosial Teknik |
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