Suprapto Hadi, Wateno
Oetomo, Esti Wulandari
Universitas
Tujuh Belas Agustus 1945, Surabaya, Indonesia
Email: [email protected], [email protected],
[email protected]
|
KEYWORDS Value Engineering,
Scheduling Management Planning, Weir Rehabilitation |
ABSTRACT One of the infrastructure developments in the region that will soon be
implemented is the construction of the Jati Weir rehabilitation construction
project which is the main dam in the Madiun Irrigation Area (DI SIM) Main
Channel in Magetan Regency. In order to maximize the results of cost and
time, it is necessary to have a flexible technique or management in the work
of this project. The method used to determine alternative types of
construction that are efficient and effective in terms of cost and time is
the application of Value Engineering in the Jati Weir rehabilitation planning
work. Then to get the most effective and efficient time needed for the
construction of the rehabilitation of the Jati Weir is done by analyzing the
needs of time, labor and tools and the results of the analysis are included
in the preparation of a work schedule with the help of Microsoft Project
Manager 2021 software. The results of the Value Engineering analysis are the
work items that can be done are the still pond items; The existing
construction is a random pile of concrete blocks in the form of 1x1x0.5 m
blocks with alternatives given to replace the existing construction are 1000
kg tetrapod concrete blocks and 1000 kg dolos concrete blocks; the selected
alternative is 1000 kg dolos concrete blocks with a manufacturing and
installation cost of Rp. 16,239,115,273.27. 16,239,115,273.27; The cost value
of making and installing 1000 kg of dolos concrete blocks is reduced by Rp.
6,252,816,421.53 from the existing construction value; The overall total cost
changes from Rp. 62,420,557,268.77 (excluding VAT/VAT) to Rp.
56,167,740,847.24 (excluding VAT/VAT) after Value Engineering. For the
implementation schedule plan, the time for Preparatory Work takes a total of
42 working days and for the Jati Weir Rehab Work takes a total of 185 working
days. The work is planned to start from March 01, 2023 and end on November
29, 2023. |
INTRODUCTION
Value Engineering must be applied to every completion of planning planning . This is intended to be able to provide direction to planners and ensure that considerations in terms of value and cost have been presented to the project owner to get attention in making decisions. The VE should also apply at the design development stage and follow the results from this development stage. At this stage the planning results are planned in shape, size and specifications to provide certainty in determining costs in terms of the architecture and structure used.The Teak Weir Rehabilitation Project spent Rp. 62,420,557,268.77 (before tax) with the value of the energy damper work item in the downstream stilling pond of Rp. 22,491,931,694.80 (concrete block construction 1 x 1 x 0.5 m) or about 36.03% of the total cost of the teak Rehabilitation dam. For this reason, the authors are interested in researching what alternatives are the most effective and efficient of several types of energy damping construction materials downstream of the still pond, by first calculating the RAB so that they can find out the most cost-effective and necessary to do a Pareto diagram first, then proceed with analyzing the level of feasibility, with the hope that the work can be carried out in a timely manner, maximally and cost-effectively. Planning and controlling payment and time are part of construction management in totality.The assessment that will be carried out in research in this case is to use the Microsoft Project Manager 2021 program to overcome dependencies between activities, these activities link many supporting factors, of course while maintaining quality and costs it still needs to be adjusted, controlled and adjusted as needed, regulated, and extended project time, and determine how to most cost and time effectively fit the optimized project schedule.
RESEARCH METHODS
A. Information
Stage
In this
stage, collect information regarding the location of energy dampers, problems
that arise when planning.
The output
of this stage is to obtain information on field conditions where the rehabilitation
of the Teak Weir is carried out and an estimate of the ease of implementation
later.
B. Function Analysis
Stage
At this
stage a functional analysis is carried out by identifying work elements that
have the potential to have a high level of costs by first carrying out a
breakdown cost which refers to Pareto's law. Pareto's law reads 20% of the
total work items represent/is located in 80% of the total project budget. In
other words, it is necessary to carry out the process of selecting work items that
have the greatest potential cost in a project.
C. Stage
Speculation (Creative)
At this
stage, a creative approach is taken using ideas for alternative uses of energy
absorbing building structures that will be analyzed. Several alternatives are
made of
(1) Concrete cube pile structure with dimensions of 1
x 1 x 0.50 m (existing),
(2) Tetrapod stack structure,
(3) Dolos pile structure.
The data
needed in this analysis is the work method data used for each alternative that
will be used.
The output
of this stage will be obtained several alternative effective pile structures
built in energy absorbers at the Teak Dam
D.
Stage Evaluation
The evaluation phase aims to reduce the number of ideas generated
during the creativity phase to the one idea that has the most potential to add
value to the project. At this stage an analysis of the calculations of the
proposed alternatives will be carried out, so that results are obtained in
terms of cost and time to be able to provide a reference in determining
recommendations at the next stage. This stage answers questions about what
creative ideas can be developed to increase the value of the project and at
what cost (Berawi, 2013).
E. Stage
Analysis Decision
The steps of this
work in the analysis stage are as follows:
1) Determine Assessment Criteria
The
aspects assessed in this alternative comparison are those that are in
accordance with the value guidelines in value engineering
2)
Profit
and loss analysis
Profit
and loss analysis is the most crude screening stage among the methods used in
the appraisal stage.
In
analyzing the advantages and disadvantages of this, what is calculated is the
total assessment of each criterion, then each criterion is given a ranking in
the most efficient and effective order.
3)
Determining
Alternative Ratings
In
this study the investment assessed was the most economical. This is because
these projects are government projects where these projects are carried out for
the public interest and for the economic welfare of the community which is in
line with the rehabilitation objectives of the Jati Bendung.
4)
Feasibility
Analysis
In the
feasibility analysis the value is obtained based on the assessed criteria:
a.
Criterion A ������������������� 10 = Cheap ���������������� 1
= Expensive
b.
Criterion B ������������������� 10 = Fast �������������������� 1
= Slow
c.
Criterion C ������������������� 10 = Easy ������������������� 1
= Difficult
d.
Criterion D ������������������� 10 = Simple 1 = Difficult
Table 1
Analysis
Appropriateness
|
No |
Structure
Alternatives |
Criteria |
Total |
Rank |
Choose |
||||
|
1 |
Alternatives
A |
a |
b |
c |
d |
|
|
|
|
|
2 |
Alternatives
B |
|
|
|
|
|
|
|
|
|
3 |
Alternatives
C |
|
|
|
|
|
|
|
|
Source: Analysis Results, 2022
F. Stage
Presentation and Action Continue ( Recommendation )
At
this stage, reporting and recommendations from the selected alternative are
carried out. The things reported are regarding all the final results:
a.
Design models
b.
Alternative Options
c.
The savings that occur
Planning Management
Implementation Scheduling
Qdataq analysis is
carried out q after all the required data has been collected, so that all data
can be processed properly then the data analysis stage begins as follows:
2.
Determine the estimated duration (days) of work for each job.
3.
Material
and human resources in the amount of work which must be carried out are
analyzed by calculating the resource coefficient with the total amount
of work. The following are the steps to calculate the resource requirements
analysis:
1)
Determining
the type of workers and materials for each job in SNI PUPR Ministerial Decree
No. 11 Cipta Karya 2016.
2)
Determining
labor and material coefficients in SNI PUPR Ministerial Decree No. 11 Cipta
Karya 2016.
3)
Calculating
worker productivity using the formula =
4)
Calculate
the number of workers using
Number of
Workers =
5)
Calculating
the amount of material
Number of
materials =
4.
The
dependency relationships of an activity on a project are defined by the job
dependency logic. By illustrating the dependency logic of each work activity the management
will get a detailed project planner. For more details in compiling the steps to
create job dependency logic
5.
Project
scheduling (rescheduling) for each work unit which has been analyzed and
has found time and dependency relationships and then rescheduled
by applying Microsoft Project Manager 2016 Choose each activity in the project,
by filling in each job in the Task Name
column.
5) Classify
work.
a.
Choose the duration of each activity,
by filling in the duration of each job in the Duration column.
b.
Selects the relationship between each activity.
c.
Inputting all the necessary resources so
that the project can be completed on the Resource
Sheet .
d.
Determine the type of resource required
for each job.
6.
S-Curve, makes the overall
project implementation schedule (Time Schedule) which is
described in the "S" Curve.
7.
done.
RESULTS AND
DISCUSSION
A. Stage
Information
data that was successfully collected is data from the SID
Planning work - IN THE CENTRAL AUTHORITY (IPDMIP) with the owner of the work
from the Bengawan Solo River Basin carried out by PT. Indra Karya � PT. Great
Fortune � KSO. The Madiun Main Canal Irrigation Area has an
area of 10,860 Ha and a canal length of 27,022 m in the primary canal that
passes through Madiun, Magetan, Ngawi and Madiun Municipalities.
The data we have
obtained is data:
2.
Work Implementation Schedule
3.
Cost Budget Recapitulation
4.
Plan Drawing
B. Function Analysis
Stage
Some of the basic principles that are carried out at the information stage are the cost model and
function analysis. One way is to use the Pareto Distribution Law. The law of
the Pareto distribution states that 80% of total costs normally occur in 20% of
work items. With the law of the Pareto distribution, it can be determined that
80% of the total costs come from 20% of work items that have high costs.
Functional analysis is only carried out on 20% of the work items. The remaining
work items only have low costs, so no study is carried out on these work items.
Below is shown the table and graph of the Pareto distribution
Figure 1
Pareto Graph of Teak Weir Rehabilitation Costs
Source: Analysis Results, 2022
From the picture above, it is obtained that in order
to comply with the 80/20 Pareto law, there are 2 work items that must be
carried out by value engineering ,
namely:
1. Olak Pool
Repair
2. Preparation
To find items that can be done is value engineering , the two work items above need to be done with a
Pareto diagram:
1) Pareto
Chart of Olak Pond Repair Work
Below is a Pareto
table and diagram for the repair of Olak Ponds
Pareto
Chart of Fixed Pool Repair Costs
Source: Analysis Results, 2022
From the picture above, it is obtained that in order
to comply with the 80/20 Pareto law, there are 3 work items that must be
carried out by value engineering ,
namely:
1. Production
& installation of concrete blocks measuring 1 x 1 x 0.5 m (stilling pool
energy damper)
This item is
random concrete block installation for energy absorbing after stilling pond.
This item can be value engineering by
providing an alternative form of construction other than concrete blocks
2. Manufacture
& Installation of concrete blocks measuring 1x1x1 m (Groundsill)
For concrete
blocks, this is done by regularly installing groundsills. This construction
cannot be replaced because technically, this concrete block construction is the
most suitable for the conditions at the work site
3. Ready
Mixed Concrete (K-300)
The quality of
ready mix concrete (K-300) can't be changed to lower its quality.
2) Pareto
Chart of Preparatory Work
Below is a Pareto
table and diagram for the repair of Olak Ponds
Pareto
Chart of Preparation Costs
Source: Analysis Results, 2022
From the picture above, it is obtained that in order
to comply with the 80/20 Pareto law, there are 5 work items that must be
carried out by value engineering ,
namely:
1. Supply and
installation of galvanized steel pipes. 0.75 m - 4 pieces � Intake
This item cannot
be replaced because to drain water from the river you have to use galvanized
iron pipes
2. Procurement
of Steel Sheet Pile 400x125x13.0 - Length 12
This item is for
the coverdam during the construction of the Teak Weir rehabilitation so it must
be available and in terms of construction steel sheet pile is the most
appropriate because later it can be taken back when the rehabilitation work is
complete
3. Equipment
Mobilization & Demobilization
4. This item
is a mandatory item that cannot be left behind
Construction
of Embankment & Access Roads for Piling Steel Sheet Pile Jumbo Bag (1 Ton
size 0.8 x 0.8 x 0.8)
This item
is for coverdam reinforcement during the construction of the Teak Weir
rehabilitation and is also used for heavy equipment access when carrying out
steelsheet pile erection.
5. Making of
Directors Keet
This item
has been adapted to existing needs so that the building area cannot be reduced
Conclusion
of the function analysis (pareto diagram):
Items that
can be value engineered in the Jati
Weir rehabilitation work are: Manufacture & Installation of concrete blocks
measuring 1 x 1 x 0.5 m (still pond energy damper)
C.
Stage Speculation (Creative)
At this stage, a creative approach is taken using
ideas for alternative uses of energy absorbing building structures that will be
analyzed. Several alternatives are made of
(1)
Concrete block pile structure with dimensions of 1 x 1 x 0.50 m (existing),
(2)
Tetrapod stack structure,
(3)
Dolos pile structure.
1) Profit and loss analysis
Profit
and loss analysis is the most crude screening stage among the methods used in
the appraisal stage.
In
analyzing the advantages and disadvantages of this, what is calculated is the
total assessment of each criterion, then each criterion is given a ranking in
the most efficient and effective order.
Table 2
Profit and
loss analysis
|
No |
Alternative |
Potential
Profit |
Potential
Losses |
|
1 |
Concrete
Block Pile Structure (A) Weight
500 kg
|
� Easier to manufacture |
� The binding between the
cubes is less strong � Manufacturing costs are
more expensive |
|
2 |
Tetrapod
Stack Structure (B) Weight
500 kg
|
� Binding between tetrapods
is strong � Often used in Indonesia |
� The manufacturing process
is more difficult |
|
3 |
Dolos Pile
Structure (C) Weight
500 kg
|
� The binding between dolos
is stronger when compared to concrete beams |
� The manufacturing process
is more difficult |
Source: Analysis Results, 2022
2) Determine Assessment Criteria
The
aspects assessed in this alternative comparison are those that are in accordance
with the value guidelines in value engineering, namely:
a.
Implementation Cost Aspect
b.
Aspects of implementation time
c.
Aspects of material availability
d.
Aspects of the Use of Human Power
e.
Aspects of Implementation Methods
f.
Aspects of Building Stability
g.
Energy Dissipation Effectiveness Aspect
D. Stage
Evaluation
The steps
in the evaluation stage are as follows:
a. Implementation
Cost Aspect
Recapitulation
of Evaluation Results of Implementation Cost Aspects
|
No |
Alternative
Construction |
Volume |
Unit price |
Total
cost |
|
1 |
Manufacture and
installation of concrete blocks measuring 1x1x0.5 m |
10,465.00 |
2,149.252.91 |
22,491,931,694.80 |
|
2 |
Manufacturing
and installation of 1000kg tetrapod concrete blocks |
12,312.00 |
1.392,055.16 |
16,363,327,076.55 |
|
3 |
Manufacture and
installation of 1000kg dolos concrete blocks |
12.312.00 |
1,318.966.48 |
16,239,115,273.27 |
Conclusion Evaluation Results:
By having a different value for each
alternative, the Implementation Cost Aspect can be used as an assessment for
decision making. The lowest cost is obtained from the manufacture and
installation of 1000 kg Dolos concrete blocks
b. Aspects of
implementation time
Recapitulation
of the Evaluation Results of the Implementation Time Aspect
|
No |
Alternative
construction |
Number
of days |
|
1 |
Manufacture and
installation of concrete blocks measuring 1x1x0.5 m |
50.00 |
|
2 |
Manufacturing
and installation of 1000kg tetrapod concrete blocks |
59.00 |
|
3 |
Manufacture and
installation of 1000kg dolos concrete blocks |
55.00 |
Conclusion Evaluation Results:
By having a different value for each
alternative, the Implementation Time Aspect can be used as an assessment for
decision making. The shortest implementation time is the manufacture and
installation of concrete blocks measuring 1x1x0.5 m
c. Aspects of
material availability
For the three alternatives, because they
use precast concrete, there are no problems with the availability of materials.
Materials for the construction of the three alternatives above are available in
abundance because they are made in factories (fabrication).
Conclusion Evaluation Results:
From the aspect of material availability,
the three alternatives above did not experience problems with the availability
of materials, so they could not be used as material for evaluating decision
making because they had the same conditions.
d. Aspects of
the Use of Human Power
For these three alternatives, because they
use precast concrete, the use of human labor is very small because the work is
more on manufacturing
Conclusion Evaluation Results:
From the aspect of the use of manpower for
the three alternatives above, they both experience no problems so they cannot
be used as material for evaluating decision making because they have the same
conditions.
e. Aspects of
Implementation Methods
For the three alternatives because they
use precast concrete, the implementation method is carried out in the same way
Conclusion Evaluation Results:
From the aspect of the implementation
method for the three alternatives above it is almost the same, namely using an
excavator to install it randomly so it cannot be used as material for
evaluating decision making because it has conditions
f. Aspects of
Building Stability
For the three alternatives, based on the
Coastal Engineering Planning Book, Bambang Traitmodjo, 2012, each construction
pile has a stability coefficient value. The stability coefficient is based on
the shape and bonding strength between constructions so that it has a different
coefficient value. Stability coefficient values can be seen in the table below:
Table Error! No text of specified style in
document.‑2Stability
Coefficient for various types of grains
Source: Triatmodjo, Bambang . Coastal
Engineering Planning, 2012 (p. 186)
Conclusion Evaluation Results:
From the aspect of construction stability,
it is found that the three alternatives have different stability values so that
they can be made as one of the assessments for decision making. From the table
above, the highest stability value is Dolos.
g. Aspects of
the Level of Energy Dissipation
The level of energy dissipation for
concrete blocks in the form of blocks has the lowest level of energy
dissipation compared to Tetrapod and Dolos due to lower bonding strength
between constructions. From this justification, the level of energy dissipation
of the Tetrapod and Dolos construction will be checked through research
conducted by Maratus Khasanah Humairah, Sugeng Widada, Rikha Widiaratih Widada,
Widiarati, 2021 with the title Physical Model Simulation of the Effectiveness
of the Tetrapod and Dolos Breakwaters. The simulation results are as follows:
Based on the results of this study, it can
be concluded that in:
� scenario I
obtained a damping percentage of 87.45%,
� scenario
II of 86.00%,
� scenario
III of 87.75%,
� scenario
IV of 84.91%.
From the experimental tests conducted in
this study, it was found that tetrapods were more effective in reducing wave
energy
Conclusion Evaluation Results:
From the aspect of the level of energy
dissipation, it is found that the three alternatives have different stability
values so that they can be used as an assessment for decision making. From this
study, it was found that the highest damping effectiveness was obtained from
the tetrapod construction
E.
Stage
Decision Making
One form of analysis of creative ideas is discussed
very subjectively because it is difficult to get an ideal value. Therefore, the
alternative ranking of the structure used is taken into account. The aspects to
be considered are in accordance with the results of the evaluation, namely as
follows:
In the feasibility analysis the value is obtained
based on the assessed criteria:
e.
Cost ����������������������������������������� 10 = Cheap ���������������� 1 = Expensive
f.
Execution Time ����������������������� 10 = Fast ������������������� 1 = Slow
g.
Stability ����������������������������������������������� 10
= Great ����������������� 1 = Low
h.
Energy Dissipation ������������������ 10 = High 1 = Low
Feasibility Analysis
|
No |
Alternative |
Criteria |
Total |
Rank |
|||
|
A |
B |
C |
D |
||||
|
1 |
concrete
blocks 1x1x0,5 |
7 |
10 |
4 |
3 |
24 |
3 |
|
2 |
Tetrapod
1000 kg |
9 |
8 |
5 |
9 |
31 |
2 |
|
3 |
Dolos
1000 kg |
10 |
9 |
10 |
6 |
35 |
1 |
Of the selected alternatives, then look for the weight
of each criterion using Zero One as
follows:
Zero One method for determining weight
|
Aspect Criteria |
Criteria number |
Criteria number |
Total |
Rank |
|||
|
A |
B |
C |
D |
||||
|
Implementation
cost |
A |
X |
1 |
1 |
1 |
3 |
1 |
|
3execution
time |
B |
1 |
X |
0 |
0 |
1 |
3 |
|
Stability |
C |
1 |
0 |
X |
1 |
2 |
2 |
|
Energy
dissipation level |
D |
0 |
0 |
0 |
X |
0 |
4 |
With:
1 = very important, 0 = less important, x = same function
The way to implement the Zero-One method is to collect
functions of the same level, then arrange them in a Zero-One matrix in the form
of a square. After that, an assessment of the functions is carried out in
pairs, so that the matrix will be filled with X. The values in the matrix are
then summed up by row and collected in the amount column.
Weighting
|
Criteria |
No |
Rank |
Weight |
|
Implementation
cost |
A |
1 |
100 |
|
Stability |
B |
2 |
75 |
|
Execution
time |
C |
3 |
50 |
|
Energy
dissipation level |
D |
4 |
25 |
According to Hutabarat
(1995) in Ustoyo (2007) determine the weight by
taking a total weight scale of 100 and the weight is calculated by the formula:
(rank number held/total
number rank) X 100
Relative
Weighting of Alternative Selection
From the table above, it is found that the alternative
selection table is the manufacture and installation of 1000 kg concrete blocks
for Dolos construction
F.
Stage
Presentation and Action Continue (Recommendation)
From the
results of the analysis that has been carried out, it is obtained that the engineering
value of the Teak Weir rehabilitation work is as follows:
1.
The work item that can be done is a
stilling pond damper
2.
The existing construction is in the form
of random piles of concrete blocks in the form of blocks measuring 1x1x0.5 m
3.
The alternatives given to replace the
existing construction are 1000 kg tetrapod concrete blocks and 1000 kg dolos
concrete blocks.
4.
The results of the analysis obtained are
1000 kg dolos concrete blocks with a manufacturing and installation cost of Rp.
16,239,115,273.27
5.
The value of the cost of making and
installing a 1000 kg dolos concrete block is reduced by Rp. 6,252,816,421.53 of
the existing construction value
6.
The percentage reduction is 27.80% of the
existing cost of stilling pond damper items
7.
The overall total cost changed from IDR
62,420,557,268.77 (not yet VAT) to IDR 56,167,740,847.24 (not yet VAT) after value
engineering was carried out
Value Engineering Results for the
Rehabilitation of Teak Weirs
scheduling
Work
The
project reviewed in this study is the Teak Weir construction project after value
engineering was carried out with the construction of an energy damper from
the Dolos Construction.
A.
Time
Requirement Analysis, Labor and Equipment Requirements
Below is
shown an analysis of the needs of labor and equipment for each work item:
A. PREPARATORY
WORK����������������������������������
1.1
�� Equipment Mobilization &
Demobilization���������������������
1.2
�� Making the Board of Directors Keet��������
�������� 1.3 Documentation�������������������
1.4
�� Occupational Health and Safety (K3)�������������������
1.5
�� Installation of the Project Nameplate�������������������
1.6
�� Procurement of Steel Sheet Pile
400x125x13.0 - Length 12
1.7
�� Steel Sheet Pile (12 m) - Pile 8 m�
1.8
�� Dismantling Steel Sheet Pile
400x125x13.0 - 12 Length
1.9
�� Dewatering������������
1.10
Procurement and installation of
galvanized iron pipe dia. 0.75 m - 4 pieces � Intake
1.11
Side spillway downstream cover - Jumbo
Bag (1 Ton size 0.8 x 0.8 x 0.8
1.12
Construction of an access road to the
Teak Weir Disposal Area�
1.13
Construction of Embankment & Access
Roads for Steel Sheet Pile Piling������
B. TEAK
WEIR REHABILITATION WORK������������������������������
2.1
�� Lighthouse Height Increase����������������������
2.2
�� Procurement and Installation of
Electrical Doors�������������
2.3
�� Upstream Apron Floor Repair������������������
2.4
�� Repair of stilling pond������������������
2.5
�� Repair of the Downstream Wall of the
Right Side of the Weir����������������
2.6
�� Repair of My Gabion Slope Downstream
Left�����������������
2.7
�� Side Spill Elevation Adjustment��������������
2.8
�� Sediment Excavation of the Mudbag Drain���������������������
2.9
�� Excavation of the Mudbag Sediment�������
��������
One
example of calculating the need for time,
labor and tool requirements can be seen in the table below:
Calculation of time requirements, labor
and tool requirements Job: Making Directors Keet
Source: Analysis Results,
2022
B.
Recapitulation� Requirements for Time, Labor and
Equipment Requirements
From the
analysis above, the recapitulation of time, labor and equipment requirements
for each work item for the rehabilitation of the teak weir obtained the
following results:
Recapitulation of Time, Labor and Tool
Needs
|
No |
TYPE OF WORK |
Sat. |
Execution Time (Days) |
Power Requirement (Person) |
Tool Requirement (Fruit) |
|
||
|
|
|
|
|
|
|
|
||
|
I |
PREPARATORY WORK |
|
|
|
|
|||
|
|
1.1 |
Equipment Mobilization & Demobilization |
Ls |
7.00 |
1.00 |
0.00 |
||
|
|
1.2 |
Making of Directors Keet |
M2 |
21.00 |
3.00 |
7.00 |
||
|
|
1.3 |
Documentation |
Set |
7.00 |
1.00 |
0.00 |
||
|
|
1.4 |
Occupational Health and Safety (K3) |
Ls |
7.00 |
1.00 |
0.00 |
||
|
|
1.5 |
Installation of Project Nameplate |
Bh |
2.00 |
1.00 |
0.00 |
||
|
|
1.6 |
Procurement of Steel Sheet Pile
400x125x13.0 - Length 12 |
Bh |
4.00 |
1.00 |
0.00 |
||
|
|
1.7 |
Steel Sheet Pile (12 m) - Pile 8 m |
M |
11.00 |
2.00 |
1.00 |
||
|
|
1.8 |
Demolition of Steel Sheet Pile
400x125x13.0 - Length 12 |
Bh |
7.00 |
1.00 |
2.00 |
||
|
|
1.9 |
Dewatering |
M3 |
12.00 |
2.00 |
35.00 |
||
|
|
1.10 |
Supply and installation of galvanized
steel pipes. 0.75 m - 4 pieces - Intake |
M |
6.00 |
1.00 |
12.00 |
||
|
|
1.11 |
Side spillway downstream cover - Jumbo
Bag (1 Ton size 0.8 x 0.8 x 0.8) |
Bh |
7.00 |
1.00 |
12.00 |
||
|
|
1.12 |
Construction of an access road to the
Teak Bendung Disposal Area |
|
|
|
|
||
|
|
|
a. Jumbo Bag (1 Ton size 0.8 x 0.8 x
0.8) |
Bh |
7.00 |
1.00 |
3.00 |
||
|
|
|
b. Steel Pipe Corrugated Dim Pipe. 1.5m |
M |
7.00 |
1.00 |
3.00 |
||
|
|
|
c. Iron Plate Thickness 2 mm |
M2 |
14.00 |
2.00 |
15.00 |
||
|
|
1.13 |
Construction of Embankments &
Access Roads for Steel Sheet Pile Piling |
|
|
|
|
||
|
|
|
a. Jumbo Bag (1 Ton size 0.8 x 0.8 x
0.8) |
Bh |
14.00 |
2.00 |
20.00 |
||
|
|
|
|
|
|
|
|
||
|
II |
TEAK WEIR REHABILITATION WORK |
|
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|||
|
|
2.1 |
Lighthouse Height Increase |
|
|
|
|
||
|
|
2.1.1 |
Ready Mixed Concrete (K-300) |
M3 |
14.00 |
2.00 |
67.00 |
||
|
|
2.1.2 |
Bracing (Reinforcement & Anchor
D28-400) |
kg |
18.00 |
2.00 |
250.00 |
||
|
|
2.1.3 |
Formwork |
M2 |
16.00 |
3.00 |
30.00 |
||
|
|
2.1.4 |
Unload Formwork |
M2 |
8.00 |
2.00 |
12.00 |
||
|
|
2.1.5 |
Compaction of concrete at the time of
pouring |
M3 |
15.00 |
3.00 |
15.00 |
||
|
|
2.1.6 |
Unload Stone Pairs With
Tools |
M3 |
7.00 |
1.00 |
2.00 |
||
|
|
2.1.7 |
Stone Pairing With Mortar (Mix 1PC : 4PP) |
M3 |
2.00 |
1.00 |
40.00 |
||
|
|
2.1.8 |
Broadcast With Mortar (Mix 1PC : 2PP) |
M2 |
14.00 |
2.00 |
4.00 |
||
|
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|
|
||
|
|
2.2 |
Door Electrical Procurement and
Installation |
|
|
|
|
||
|
|
2.2.1 |
Old Door Demolition |
Bh |
6.00 |
1.00 |
15.00 |
||
|
|
2.2.2 |
Supply and Installation of Intake
Electrical Doors (1.80 mx 3.00 m) |
Set |
21.00 |
3.00 |
10.00 |
||
|
|
2.2.3 |
Supply and Installation of Drain Electrical
Doors (2.50 mx 3.00 m) |
Set |
14.00 |
2.00 |
10.00 |
||
|
|
2.2.4 |
Procurement and installation of 30 kVA
generators and accessories |
Set |
14.00 |
2.00 |
10.00 |
||
|
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|
|
|
|
|
||
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2.3 |
Upstream
Apron Floor Repair |
|
|
|
|
||
|
|
2.3.1 |
Unloading
Concrete With Tools |
M3 |
13.00 |
2.00 |
48.00 |
||
|
|
2.3.2 |
Mixed
Concrete Work Floor 1PC : 2PB : 3Kr |
M3 |
7.00 |
1.00 |
20.00 |
||
|
|
2.3.3 |
Ready
Mixed Concrete (K-300) |
M3 |
15.00 |
2.00 |
34.00 |
||
|
|
2.3.4 |
Reinforcing |
kg |
15.00 |
2.00 |
210.00 |
||
|
|
2.3.5 |
Formwork (One Use) |
M2 |
1.00 |
1.00 |
5.00 |
||
|
|
2.3.6 |
Unload Formwork |
M2 |
1.00 |
1.00 |
1.00 |
||
|
|
2.3.7 |
Compaction of concrete at the time of
pouring |
M3 |
16.00 |
3.00 |
8.00 |
||
|
|
2.3.8 |
Soil Excavation With
Heavy Equipment (Excavator) |
M3 |
17.00 |
3.00 |
17.00 |
||
|
|
2.3.9 |
Excavated Soil Is Discarded With A Distance Of 1 Km |
M3 |
21.00 |
3.00 |
0.00 |
||
|
|
2.3.10 |
Procurement of Sheet Pile (W500 - Width
0.9 - Length 6 m) |
Bh |
7.00 |
1.00 |
0.00 |
||
|
|
2.3.11 |
Sheet Pile Piling (W500 - Width 0.9 -
Length 6 m) |
M |
14.00 |
2.00 |
3.00 |
||
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||
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|
2.4 |
Stilling
pond repair |
|
|
|
|
||
|
|
2.4.1 |
Ready Mixed Concrete (K-300) |
M3 |
20.00 |
3.00 |
167.00 |
||
|
|
2.4.2 |
Reinforcing |
kg |
18.00 |
2.00 |
230.00 |
||
|
|
2.4.3 |
Formwork (One Use) |
M2 |
5.00 |
1.00 |
4.00 |
||
|
|
2.4.4 |
Unload Formwork |
M2 |
4.00 |
1.00 |
1.00 |
||
|
|
2.4.5 |
Compaction of concrete at the time of
pouring |
M3 |
20.00 |
3.00 |
41.00 |
||
|
|
2.4.6 |
Soil Excavation With
Heavy Equipment (Excavator) |
M3 |
7.00 |
1.00 |
30.00 |
||
|
|
2.4.7 |
Excavated Soil Is Discarded With A Distance Of 1 Km |
M3 |
8.00 |
2.00 |
0.00 |
||
|
|
2.4.8 |
Sheetpile Procurement (W500 - Width 0.9
- Length 12 m) |
Bh |
7.00 |
1.00 |
0.00 |
||
|
|
2.4.9 |
Sheetpile Piling (W500 - Width 0.9 -
Length 12 m) |
M |
7.00 |
1.00 |
17.00 |
||
|
|
2.4.10 |
Unload Gabion |
Bh |
16.00 |
2.00 |
200.00 |
||
|
|
2.4.11 |
Procurement of Sheet Pile (W500 - Width
0.9 - Length 6 m) |
Bh |
7.00 |
1.00 |
0.00 |
||
|
|
2.4.12 |
Sheet Pile Piling (W500 - Width 0.9 -
Length 6 m) |
M |
24.00 |
4.00 |
5.00 |
||
|
|
2.4.13 |
Soil Excavation (Olak Pond Downstream) |
M3 |
25.00 |
4.00 |
15.00 |
||
|
|
2.4.14 |
Excavated Soil Is Discarded With A Distance Of 1 Km |
M3 |
25.00 |
4.00 |
0.00 |
||
|
|
2.4.15 |
Production & installation of
concrete blocks measuring 1x1x0.5 m |
Bh |
39.00 |
12.00 |
20.00 |
||
|
|
2.4.16 |
Manufacture & Installation of
concrete blocks measuring 1x1x1 m (Groundsill) |
Bh |
30.00 |
4.00 |
0.00 |
||
|
|
2.4.17 |
Geotextile (Under Concrete Block) |
M2 |
14.00 |
2.00 |
40.00 |
||
|
|
|
|
|
|
|
|
||
|
|
2.5 |
Repair
of the Right Lower Wall of the Weir |
|
|
|
|
||
|
|
2.5.1 |
Cyclops Concrete |
M3 |
8.00 |
2.00 |
70.00 |
||
|
|
2.5.2 |
Ready Mixed Concrete (K-300) |
M3 |
6.00 |
1.00 |
17.00 |
||
|
|
2.5.3 |
Reinforcing |
kg |
7.00 |
1.00 |
100.00 |
||
|
|
2.5.4 |
Formwork |
M2 |
6.00 |
1.00 |
2.00 |
||
|
|
2.5.5 |
Unload Formwork |
M2 |
2.00 |
1.00 |
1.00 |
||
|
|
2.5.6 |
Compaction of concrete at the time of
pouring |
M3 |
6.00 |
0.00 |
4.00 |
||
|
|
2.5.7 |
Broadcast With Mortar (Mix 1PC : 2PP) |
M2 |
5.00 |
0.00 |
15.00 |
||
|
|
2.5.8 |
Unload Stone Pairs With
Tools |
M3 |
6.00 |
1.00 |
2.00 |
||
|
|
2.5.9 |
Procurement of Sheetpile W-500/90/12 |
Bh |
7.00 |
1.00 |
0.00 |
||
|
|
2.5.10 |
Sheetpile erection |
M |
6.00 |
1.00 |
7.00 |
||
|
|
2.5.11 |
Urugan Sirtu |
M3 |
7.00 |
1.00 |
150.00 |
||
|
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|
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|
|
|
|
||
|
|
2.6 |
My
Gabion Slope Repair Downstream Left |
|
|
|
|
||
|
|
2.6.1 |
Unload Gabion |
Bh |
14.00 |
2.00 |
70.00 |
||
|
|
2.6.2 |
Procurement of Minipile (20 cm x 20 cm,
W = 3 m) |
Bh |
7.00 |
1.00 |
0.00 |
||
|
|
2.6.3 |
Minipile erection |
M |
7.00 |
1.00 |
6.00 |
||
|
|
2.6.4 |
Installation of New Gabions (2 mx 1 mx
0.5 m) |
Bh |
15.00 |
2.00 |
50.00 |
||
|
|
2.6.5 |
Installation of demolition stone
gabions (2 m x 1 m x 0.5 m) |
Bh |
22.00 |
3.00 |
50.00 |
||
|
|
2.6.6 |
Sheetpile Procurement (W500 - Width 0.9
- Length 12 m) |
Bh |
7.00 |
1.00 |
0.00 |
||
|
|
2.6.7 |
Sheetpile Piling (W500 - Width 0.9 -
Length 12 m) |
M |
21.00 |
3.00 |
5.00 |
||
|
|
2.6.8 |
Ready Mixed Concrete (K-300) (for
Capping Beam) |
M3 |
3.00 |
1.00 |
9.00 |
||
|
|
2.6.9 |
Reinforcing |
kg |
7.00 |
1.00 |
30.00 |
||
|
|
2.6.10 |
Formwork (one time use) |
M2 |
2.00 |
1.00 |
25.00 |
||
|
|
2.6.11 |
Unload Formwork |
M2 |
1.00 |
1.00 |
9.00 |
||
|
|
2.6.12 |
Compaction of concrete at the time of
pouring |
M3 |
3.00 |
1.00 |
2.00 |
||
|
|
|
|
|
|
|
|
||
|
|
2.7 |
Side
Spill Elevation Adjustment |
|
|
|
|
||
|
|
2.7.1 |
Unloading Concrete With
Tools |
M3 |
14.00 |
2.00 |
39.00 |
||
|
|
2.7.2 |
Plastering With Mortar (Mix 1PC : 3PP) |
M2 |
5.00 |
1.00 |
2.00 |
||
|
|
|
|
|
|
|
|
||
|
|
2.8 |
Sediment
Excavation of Mudbag Drainage |
|
|
|
|
||
|
|
2.8.1 |
Soil Excavation With
Heavy Equipment (Excavator) |
M3 |
4.00 |
1.00 |
30.00 |
||
|
|
2.8.2 |
Excavated Soil Is Discarded With A Distance Of 1 Km |
M3 |
9.00 |
2.00 |
0.00 |
||
|
|
|
|
|
|
|
|
||
|
|
2.9 |
Excavation
of the Mudbag Sediment |
|
|
|
|
||
|
|
2.9.1 |
Soil Excavation With
Heavy Equipment (Excavator) |
M3 |
20.00 |
2.00 |
66.00 |
||
|
|
2.9.2 |
Excavated Soil Is Discarded With A Distance Of 1 Km |
M3 |
33.00 |
4.00 |
0.00 |
||
|
|
|
|
|
|
|
|
||
C.
Preparation
Timetable Work
Preparation
of work schedules using the help of Microsoft Project Manager 2021 to make
preparation easier. Planned preparation:
�
Working Hours from 08.00
to 17.00 with lunch break from 12.00 to 13.00
� Working
Days from Monday to Friday
� Total
working hours 8 hours per day
� The
number of working days is 20 days in a month
The
results of the preparation of the work schedule can be seen in the image below:
Plan Timetable Work Rehabilitation Weir Teak
CONCLUSION
1. The results of value engineering analysis are as follows:
�
The work item that can
be done is a stilling pond damper
�
The existing
construction is in the form of random piles of concrete blocks in the form of
blocks measuring 1x1x0.5 m
�
The alternatives given
to replace the existing construction are 1000 kg tetrapod concrete blocks and
1000 kg dolos concrete blocks.
�
The results of the
analysis obtained are 1000 kg dolos concrete blocks with a manufacturing and
installation cost of Rp. 16,239,115,273.27
�
The value of the cost
of making and installing a 1000 kg dolos concrete block is reduced by Rp.
6,252,816,421.53 of the existing construction value
�
The percentage
reduction is 27.80% of the existing cost of stilling pond damper items
�
The overall total cost
changed from IDR 62,420,557,268.77 (not yet VAT) to IDR 56,167,740,847.24 (not
yet VAT) after value engineering was carried out
2. Recapitulation of the Teak Weir
Rehabilitation Work Plan Schedule is planned with:
�
Working Hours from 08.00
to 17.00 with lunch break from 12.00 to 13.00
�
Working Days from
Monday to Friday
�
Total working hours 8
hours per day
�
The number of working
days is 20 days in a month
With this plan, a work
schedule plan for Teak Weir Rehabilitation is obtained:
�
For Preparatory Work
takes a total of 42 working days
�
For Teak Weir Rehab
Work it takes a total of 185 working days
�
Work starts from 01
March 2023 and ends on 29 November 2023
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Copyright holders:
Suprapto Hadi,
Wateno Oetomo, Esti Wulandari (2022)
First publication right:
Devotion - Journal of Research and Community Service
This
article is licensed under a Creative Commons Attribution-ShareAlike
4.0 International