Full Report Infra GP F

FACULTY OF CIVIL ENGINEERING AND
BUILT ENVIRONMENT
GROUP PROJECT (INFRASTUCTURE)
COURSE CODE BFC 43303
COURSE NAME INTEGRATED DESIGN PROJECT
STUDENT NAME 1. MUHAMMAD SYAHMI BIN MUSTAFA DF190102
2. MUHAMMAD ‘AFIF BIN FAUZAN DF190090
3. MUHAMMAD SYAHIR BIN ABDULLAH DF190170
4. KOH YE HONG DF190139
SECTION 8
GROUP F
LECTURER NAME Dr. MOHD AZLAN BIN MOHD YUSOFF
DATE OF SUBMISSION 25.02.2023
MARKS
1
TABLE OF CONTENT
1 EARTHWORK 2
2 DRAINAGE 18
3 SEWERAGE 30
4 WATER RETICULATION 39
5 ROAD WORK 55
2
EARTHWORK DESIGN
1.1 INTRODUCTION
Earthwork define as the processes whereby the surface of the earth is excavated and transported
to and compacted at another location. In other words, earthwork is a construction process that
involves the alteration of the topography of a site to meet the design specifications. This process
involves removing or adding soil, rock, or other earth materials in order to achieve the desired
elevation, slope, or contour of the land.
The process of earthwork can be complex and involves various techniques, such as
cutting and filling, excavation, and grading. It also involves the proper management of earth
materials, including the removal and disposal of excess soil and rock. This process is often
time-consuming and labour-intensive, and requires heavy machinery and equipment. Despite
being a critical aspect of construction, earthwork can also be one of the most expensive steps
in the construction process. In fact, it is not uncommon for earthwork costs to account for more
than half of the total construction budget. This is due to the large amounts of earth materials
that need to be moved, the heavy machinery required to perform the work, and the skilled
labour required to operate the machinery and complete the earthwork.
The introduction of the internal combustion engine, electric power and hydraulic power
have led to the development of a wide range of earthwork plant such as its size, capacity and
efficiency. The scale of earthwork is range from small works where the excavation of ditches
and trenches for drainage and pits and trenches for foundations to the large earthwork such as
highways and dams. It carried out at an early stage in a construction project and completion of
the earthworks within the scheduled time is often the key to the completion on time of the
whole project. Normally, the success of earthworks process depends on:
i. An adequate site investigation and preparing practical and satisfactory designs of the
earthworks
ii. The choice and efficient use of the correct types and size of plant to meet the particular
requirements of the site.
3
1.2 CODES OF PRACTICES AND STANDARDS
BS 6031: BSI British Standard Code of Practice for Earthworks is code of practices and
standards which it gives recommendations on the design and construction of earthworks in
general civil engineering schemes.
1.3 SCOPE OF GEOTECHNICAL REPORT
This section will focus on explaining the aim and extent of the study that was conducted before
the engineering report was produced.
A site investigation was conducted to meet the requirements set by the local authorities
and follow the British Standard Code of Practice for Site Investigation (BS 5930: 1981). This
study was done to gather information about the soil at the construction site and produce a soil
profile report. The report includes information from field investigations, laboratory tests, and
recommendations from engineers on topics such as pollution control, slope stability, soil
erosion protection, and measures to improve the soil's strength and condition. The purpose of
the site investigation was to make sure that the soil at the construction site is safe and suitable
for building. The investigation produced a report with important information about the soil and
suggestions for how to make it better for construction.
1.4 PLANT AND MACHINERIES
Type of plant and

Duty Units
machineries
Wheel loader To scoop up loose material from the ground such as

sand, gravel or dirt, and move it from one place to
3
another place without pushing the material across
ground
Vibrating smooth Used to compact the soil over a large area. Higher
wheeled rollers compaction level can be achieved with maximum 3
work and can be done up to greater depth
4
Dump truck Used for transportation of various loose material such

4
as sand, soil and gravel.
Back hoes To move soil, site clearance, backfill excavation

works, dig holes and trenches, and place pipes and 3
other materials
Excavators Used for demolition, excavate soil for sewerage

works, forestry work, digging, heavy lifting 2
landscaping and brush cutting
1.5 SOIL INVESTIGATION TEST
The soil investigation tests that were conducted are as follows:
i. Mackintosh Probes
ii. Standard Penetration Test
1.6 LABORATORY TEST
The laboratory tests for the on-site that were conducted are as follows:
i. Particle size analysis: This test determines the distribution of soil particle
sizes, which can be used to classify the soil type and
predict its engineering properties.
ii. Atterberg limits: These tests determine the consistency of soil and its
behaviour in wet and dry conditions. The tests include
the liquid limit, plastic limit, and shrinkage limit.
iii. Proctor compaction test: This test measures the maximum dry density and
optimum moisture content of soil, which can be used to
design earthworks.
iv. Unconfined compression test: This test measures the strength of soil in an undisturbed
state and is used to determine the bearing capacity of
the soil.
v. Consolidation test: This test measures the compression and settlement of
5
soil over time and is used to predict the long-term

behavior of soil in response to loading.
vi. Direct shear test: This test measures the shear strength of soil,
which can be used to predict the stability of
slopes and retaining structures.
vii. California bearing ratio (CBR) test: This test measures the strength of soil and its
ability to support loads, and is often used to
design roadways and airfields.
viii. pH test: This test measures the acidity or alkalinity of soil,
which can affect its suitability for certain types of
plants and construction materials.
1.7 EARTHWORK DESIGN
The design technique used during the site construction will play an important role in ensuring
the safety and efficiency of the earthwork process. The aim is to ensure that the earthwork
process is both safe and cost-effective, by utilizing an appropriate design technique. The
following is a detailed explanation of earthwork design:
i. Site Characterization
The first step in earthwork design is to gather information about the site, including its
geology, soil type, topography, and any other relevant information. The information is
used to determine the suitability of the site for the proposed project and to plan the
earthwork process.
ii. Environmental and Economic Considerations
- The design and construction and the cost of earthworks are generally dependant on
the environment in and around the site, the ground conditions within the site, and
the availability of materials for earthworks in the area.
- The landscape of the area should be taken into consideration which the earthwork
should not disfigure but blend into the environment such as the suitable profiles of
earthwork, amenity embankments and tree planting.
- Balance the amount of fill arising from cutting with the amount of fill required to
construct the embankments which can reduce the cost of earthworks. The reduce
6
the cost of earthworks can be carried out by minimise the quantities of imported
materials and minimise the material to be disposed of off-site
- Consider natural and waste resources in the area, such as are produced from the
local mines, pits, quarries, and power stations as fill required to construct the
embankments
iii. Excavation Design
This involves the calculation of the volume of earth to be removed from the site and the
design of the excavation process. Factors such as access, slope stability, and the location
of existing structures are taken into consideration to ensure a safe and efficient
excavation process.
iv. Grading Design
Grading refers to the process of shaping the land to the desired contours and elevations
for the construction of buildings, roads, and other structures. The design of grading
takes into consideration factors such as slope stability, drainage, and erosion control.
v. Drainage Design
Proper drainage is essential to ensure that the site remains stable and that water does
not interfere with the construction process. The drainage design considers the site's
topography, soil type, and the location of existing structures to determine the best
approach to manage surface and subsurface water.
1.8 SITE CLEARING
Site clearing is a key step in the construction of infrastructure projects since it requires the
removal of existing vegetation, structures, and other materials from the site to make space for
the new development. The following is a detailed explanation of site clearing:
i. Site Survey
The first phase in clearing a site is to conduct a thorough survey to identify all existing
structures, vegetation, and other materials that need to be removed. This information
can be utilized to plan the site clearing process as well as estimate the cost and resources
needed.
ii. Vegetation Removal
This includes clearing the site of trees, shrubs, and other vegetation. Hand tools or
heavy equipment, such as bulldozers can be used. The methods used will be influenced
by the number and type of vegetation as well as the site's location.
7
iii. Structure Demolition

This involves removing existing structures from the site, such as buildings, bridges, and
retaining walls. This process can be challenging and may require the use of specialised
equipment and techniques.
iv. Environmental Consideration
Site clearing can have an impact on the local environment, which must be considered
during the design and implementation of the process. This may involve getting permits,
completing environmental evaluations, and implementing measures to minimize
environmental effect.
v. Quality Control
Quality control methods are also required for site clearing to ensure that the work is
done according to the specifications and to reduce the risk of errors. This may include
field inspections, measurements, and testing to ensure that the site has been cleared to
the required specifications.
1.9 TEMPORARY EARTH DRAIN AND SILT-TRAP
Before beginning the site clearing activities, the contractor will identify any existing drains on
the site and their flow path until they reach the discharge point. A silt trap will be put in place
to capture any sediment before it can reach the existing drain. A temporary earth drain will be
constructed to manage surface water during the clearing process, and regular desilting will be
performed to ensure the drain remains effective. The existing drain will also be maintained
during this time. To minimize disruption to the slope area, the existing vegetation, such as grass
or small trees, will be cut rather than removed. In case it's necessary, plastic sheets or canvas
will be available on the site to be used for slope protection.
For construction sites with at least 5 acres (20,000 m2) of available space, sediment
basins are often utilized instead of silt traps. The design criteria for these measures are based
on the Planning and Design Procedure No. 1 and the Standard and Procedures for Peninsular
Malaysia from the Department of Irrigation and Drainage Malaysia (Manual Saliran Mesra
Alam Malaysia). The design concept for the temporary drain and silt trap is as follows:
8
i. A temporary earth drain around the perimeter of the work site to redirect silt water
away from the construction site and into the silt trap, preventing it from flowing
directly into a nearby marsh or river.
ii. Silt traps must be built and maintained in such a way that they capture silt from
dirty water before it enters the drain.
iii. All filtered water (via silt trap) from this development will be discharged into the
existing drain.
1.10 CLEARING AND GRUBBING
After the site has been surveyed and any required demolition has taken place, the landscape
will be cleared and grubbed. Clearing involves removing all vegetation, while grubbing refers
to removing the roots that remain in the soil after clearing. This includes removing logs, brush,
and debris, and grinding or removing stumps with machinery such as a bulldozer, dump trucks,
compactors, and scrapers. After these land-clearing steps have been completed, the site will be
ready for the installation of drains and grading work.
1.11 STRIPPING TOP SOIL
Stripping topsoil refers to the process of removing the top layer of soil, typically the fertile
layer, in preparation for construction work. This is typically done when building roads,
pipelines, bridges, and other types of infrastructure. The topsoil is removed so that the
subgrade, the layer of soil directly below the topsoil, can be properly compacted and levelled
to provide a stable foundation for the infrastructure. The stripped topsoil is often stockpiled
and used later for landscaping or other purposes. The stripping of topsoil is a necessary step in
the construction of many types of infrastructure, but it can have significant environmental
impacts, such as soil erosion, sedimentation, and loss of topsoil fertility. For these reasons, it
is important to carefully manage the stripping of topsoil and minimize its environmental
impact.
Before starting the process of stripping topsoil, all measures aimed at controlling
erosion and sediment must be fully implemented and working correctly. If the contractor
wishes to use a stockpile location that has not been indicated on the plans, they must seek
written approval from the superintendent at least three working days before beginning to
9
stockpile materials. The proposals for such use must detail the anticipated maximum size of
the stockpile, which must not be taller than 2.5 meters.
1.12 CUT AND FILL
Cutting and filling involve the movement of soil from one place to another to achieve a level
ground surface. This process involves digging out soil, resulting in a "cut," and then using that
soil to fill another area, creating a "fill." The goal of cutting and filling is to create a uniform
ground surface by redistributing the earth. Cutting and filling land can pose a risk, particularly
when the filled land is intended to serve as the foundation for infrastructure projects. The act
of moving soil disrupts its natural compaction and can result in a "fluffed" or "aerated" state.
To make the soil safe for use in foundations, it is necessary to compact it to prevent settling.
Improper compaction of the filled soil can lead to serious consequences, such as cracked
foundations. The following are the advantage of cut and fill:
i. Cost-effective
Cut and fill is often a cost-effective way to modify the topography of a site, as it
allows the construction team to use the soil that is removed from one area of the site
to fill in another area, reducing the need for additional fill material to be transported
to the site.
ii. Minimal waste
Because the soil that is removed during the cutting process can be used as fill
material, the cut and fill method generates minimal waste compared to other
methods of modifying the topography.
iii. Versatility
Cut and fill can be used to create a foundation for a variety of structures, including
roads, buildings, bridges, and retaining walls.
In conclusion, cut and fill is a common and versatile method for modifying the
topography of a site, but it requires careful planning and execution to ensure that the final result
is safe and stable.
1.13 SAFETY AND HEALTH

10
In construction, it is important to prioritize safety and health to prevent any accidents from
occurring. To ensure the safety of workers involved in earthwork activities such as clearing,
excavation, and cutting and filling, it is important to provide them with the necessary protective
equipment, such as helmets, gloves, and safety glasses as required. This helps to protect
workers from potential hazards during the operation.
1.14 RESULT OF EARTHWORK
1.14.1 DESIGN REFERENCE
The design for the project is based on guidelines set by the Department of Irrigation and
Drainage Malaysia's Planning and Design Procedure No 1 and its accompanying Standard and
Procedures for Peninsular Malaysia, as documented in the Manual Saliran Mesra Alam
Malaysia (2000) volumes 1-20. Additionally, the calculation of drainage measurement is
performed in accordance with specifications from the Jabatan Kerja Raya (JKR).
1.14.2 DETAILS OF CUT AND FILL
The cut and fill activity is summarized in Table 2, which provides a condensed overview of its
outcomes.
INFORMATION RESULTS
Total Area 100.05 Acres
Total Cut 2,656 CuM
Spoil @ 20% 531.25 CuM
Available Fill 2,125.00 CuM
Total Fill 20,000.00 CuM
To import Fill 17,875.00 CuM
Access Cut Nil CuM

11
1.14.3 DESIGN AND CALCULATION
LEGEND
E = Existing P = Proposed C = Cut F = Fill

APPENDICES OF EARTHWORK
NOTES
A) ALL DIMENSIONS & LEVELS ARE IN FEET INCHES.
13163
B) THIS DRAWING IS NOT TO BE SCALED. ONLY NOTED DIMENSIONS
PA 150437
TO BE FOLLOWED.
C) THIS DRAWING UNLESS OTHERWISE MENTIONED, IS TO BE
PLOTTED TO STANDARD A3 SIZE.
S.15282.371
T.57773.303
ARAS LARAS : 5.771m RR
9064
7333 62687 7613
4
7612
3
D) DIMENSIONS/ LEVELS SHOWN TO BE VERIFIED AT SITE BEFORE
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TNB
101°35
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9065
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COMMENCEMENT OF WORK. ANY DISCREPANCIES IF NOTED SHOULD
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30 4°46'1
BE BROUGHT TO THE NOTICE OF THE ARCHITECTS.
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RL14.50
0
CH600.0
3D
AT
RL13.00 0
CH700.0
CH150.0
13.00 RL14.00
LIH
0
04
RL14.50
0
CH625.0
CH 14.50
ENGINEER
.00
RL14.0
CH50.0 0
11G 0
RL14.50
CH650.0
14.50 14.00
RL14.50
0
RL12.25
CH675.0
RL14.00
11F
CH175.00 CH66.10
futsal terbuka
RL14.00
CH81.25
600
10B 3B
TE
RL8.00
RL11.50
CH0.00
CH200.00
RL
13.00
RL8.25
CH25.00
5.50 takraw
OSD POND 12.00
RL`8.50
CH50.00
RL10.75 11D bola
keranjang /
3E
RL9.00
CH75.00
CH225.00
jaring
Gamuda Berhad
RL9.50
CH100.00
TE bola tampar
11.00
RL10.00
CH125.00
RL10.00 0
CH250.0
RL10.00
CH150.00
285°2
2'40"
61.55
Jalan PJU 8/8, Damansara Perdana, 47820 Petaling Jaya,
RL10.00
CH175.00
0 10.00
RL10.00
"
CH275.0
4'50
19°1 90
10.00 8A
8E
Selangor
19.2
8B
TBM2
7358
326
RL11.50
CH300.00
CH 14.50
28.
.00
°52
721
CH55
'40
RL30.2
0.00
CH43.82
RL13.00
7357
0
13.00 32.70
"
8C
CH25.00
RL12.60
14.00
RL12.80
CH0.00
RL13.
8C
00
.00
CH325
20.20
625
14.00
8C
32
39
CH350.00
RL14.50
CH525.00
18.00 RL27.70
RL16.00 0
CH375.0
0°
.98 "
7360 11E
20
6
'40
RL
RL17.50 .00
CH500 0
CH400.
00 RL25.5
31
34 0'50"
9°4
.39
7359 8D
3
20.00
CH475.
7362
RL19.0
CH425. RL22.7
RL 00
MAIN CONTRACTOR
39.25
0
0
285°2
00
75443 6'00" 1
CH450.00
RL20.50
343°
CH 4.00
32.39 "
75444
49'10
75446
0
50.0 7361
75445 46.39
8
0 284°5
2'50"
CH 14.50
.00
51
71353 30 .1
7° 98
52
7363 '3
0"
650
RL
Gamuda Berhad
CH 14.50
.00
RL1
Selangor
675
4.0
0
RL
KEY PLAN CONSULTANT

SCALE NTS
PARJA Const. Sdn. Bhd.
D-16-3 Plaza Glomac, 6 Jalan SS7/20,
Kelana Jaya,
47301 Petaling Jaya,
Selangor Darul Ehsan.
TITLE
EARTHWORK LAYOUT PLAN
FAKULTI KEJURUTERAAN AWAM DAN ALAM

BINA (FKAAB)
BFC43201 PERISIAN KEJURUTERAAN AWAM

SEKSYEN 8
GROUP MEMBERS
MUHAMMAD SYAHMI BIN MUSTAFA DF190102
MUHAMMAD ‘AFIF BIN FAUZAN DF190090
MUHAMMAD SYAHIR BIN ABDULLAH DF190170
KOH YE HONG DF190139
CREATED BY: ALL GROUP MEMBERS
DESIGNED BY: Muhammad 'Afif Bin Fauzan
DR MOHD AZLAN BIN MOHD

CHECKED BY: YUSOFF
DATE OF SUBMIT: 25 FEBRUARY 2023

NOTES
LEGEND B) THIS DRAWING IS NOT TO BE SCALED. ONLY NOTED DIMENSIONS
TO BE FOLLOWED.
PROPOSED WASH BAY or WASH 13163
PA 150437
13163
PA 150437

THROUGH BE BROUGHT TO THE NOTICE OF THE ARCHITECTS.
9064 7612 9064 7612
PROPOSED EARTH DRAIN AND
S.15282.371 S.15282.371
T.57773.303
ARAS LARAS : 5.771m RR 7333 62687 7613 3 T.57773.303
ARAS LARAS : 5.771m RR 7333 62687 7613 3
4 4
7337 62688 7612 7337 62688 7612
71641
TNB
101°3
5'50"
97.56
1
9065
62689 7613
3
7612
4 71641
TNB
101°3
5'50"
97.56
1
9065
62689 7613
3
7612
4
ARE CO-ORDINATED.
62690 76131 5 62690 76131 5
CHECK DAM
"
"
.19 '10
.19 '10
PB PB PB PB
62691 62691
30 4°46
30 4°46
7
7
76132 76132
0
" "
14 28
14
12
12
1'10 1'10
14 20
14
7613
7613
87 "
"
0° .718
0° .7
.5 50
50
3°
3° 20
°3 30 °3 30
21
21 18
76126 76126
23 1'
1'
48 36.4 48 36.4
30 .91
30 .91
6.00 6.00
28
9
9
87
°5
°5
'10
'10
.5
'50 7
'50 7
44
44
TNB TNB
8
7612
7612
"
"
SUCTION
62692 SUCTION 23
62692
"
"
7612
7612
RL5.30
RL5.30
TANK 108 TANK 108
5.00
CH100.0
°20' 5.00
CH100.0
°20'
CH25.00
CH25.00
RL5.80
RL5.80
7
7
RL4.00 0 RL4.00 0
10" 10"
CH75.00
CH75.00
53.7 53.7
RL8.00
RL8.00
7612
7612
RL5.55
RL5.55
CH25.00
CH25.00
87 0" 87 50"
55'5
161°55'
RL5.20
CH50.00
RL5.20 0
CH50.0
8.00 161° 6 34 8.00 34
112 6 112
RL8. 00.0
RL8. 00.0
CH1
CH1
6.00 7.47 °4 PB 6.00 7.47 °4 PB
RL5.80
CH50.00
RL5.80
CH50.00
CH5 CH5
°57
50 0
°57
50 0
RL8. 0.00 5'0 RL8. 0.00 5'0
21 0" '20 21 0" '20
RL4.60
CH75.00
RL4.60
CH75.00
00 00

99°08'2 .81 " 99°08'2 .81 "
STP 0" 80.204 81. STP 0" 80.204 81.
.890
RL6.00
CH75.00
RL6.00
CH75.00
.890
BM T1189 7 115 BM T1189 7 115
0.264 ACR RL8.00 0.264 ACR RL8.00
ATAS CULVERT KONKRIT ATAS CULVERT KONKRIT
" 200
0" 200
CH100.00
CH100.0
11A6.00 11A6.00
RL6.00
RL6.00 0
PROPOSED LOCATION OF
S.15421.864 RL9.00
S.15421.864 RL9.00
T.57707.639 CH125.00
T.57707.639 CH125.00
0'30
CH125.0
CH125.0
CH25.00 CH25.0
RL6.00 0
RL6.00 0
19°20'3
ARAS LARAS : 5.730m
RL10. .00
ARAS LARAS : 5.730m
RL10. 0.00
CH250
CH25
RL8.00 RL8.00 0
11B 11B
CH225 0
CH225 0
RL10.5
75
RL10.5
75
19°2
.00
.00
RL6.50 0
CH150.0
RL6.50 0
CH150.0
RL11 5.00
RL11 5.00
112°5 11
CH200 5
CH32
CH200 5
CH32
RL10.2
RL10.2
2°5
CH300. 5
CH300.
.50
.50
CH175.0
RL11.2
CH175.0
RL11.2
RL7.50 0
RL9.50.00
CH15
RL7.50 0
RL9.50.00
CH15
5'1 5'1
.00
.00
0" 0"
00
00
0
5
RL11.0.00
CH275
RL11.0.00
CH275
SB SB
CH175.00
RL10.7
79.34
CH175.00
RL10.7
79
RL10.00
RL10.00
.34
RL8.00
RL8.00
0
0
3
5
5
3
07 07
CULVERT CULVERT
MATERIAL & STORAGE AREA

2A 2A
PROJECT
SB SB
RL11.7 RL11.7
CH350 5 CH350 5
10.00
11C 10.00
11C
.00 .00
PARIT TANAH 8.00 11.00 12.00 PARIT TANAH 8.00 11.00 12.00
SB SB
RL9.25 RL9.25
CH25.00
09 01 CH25.00
09 01
RL12.0 RL12.0
CH375 0 CH375 0
TT 10.50
.00 TT 10.50
.00
RL10.250
CH50.0
11G RL10.250
11G
2E
CH50.0
2E
2C 2C
.25
.25
0.00
0
00.0
RL12
RL12
GM
GM
CH40
CH4
2B 2B
CH425. 0
CH425. 0
9/U
9/U
00
00
TT 13.00 TT 13.00
RL12.5
RL12.5
5 5
RL11.7 0
CH75.0
05 RL11.7
CH75.00
05
9/201
9/201
15.50 15.50
CH450 5
CH450 5
.00
.00
RL12.7
RL12.7
10.00 CH775 13.00 10.00 CH775 13.00
CH475 0
0
.00
.00
11
11
RL13.0.00 RL13.0.00
RL13.0
RL13.0
CH475
0 0
00 .00
/TP/
/TP/
0 CH800. 0 0 CH800 0
TE RL13.0
TE RL13.0
10A 10A
RL13.0 00 RL13.0.00
.00
.00
CH500 0
3A
CH500 0
3A
RL13.5
RL13.5
CH100.
2D
CH100
13.00 13.00 2D
SA/T
SA/T
RL13.0
RL13.0
.00
.00
CH525 0
CH525 0
RL14.0
RL14.0
60 .60
10C 13.00 CH816. 0

13.00
10C 13.00 CH816 0
13.00
0
CH750. CH750.
RL13.0 00 RL13.0 RL13.0 00 RL13.0
0 0
N JU
N JU
TT TT
0"
0"
13.00 13.00
CH550 0
CH550 0
.00
.00
.774
.774
RL14.5
RL14.5
19°20'3
19°20'3
0 0
RL13.0.00 RL13.0.00
CH125 CH125
153
153
TE 13.00 TE 13.00
3C 3C
PELA
PELA
VEHICLES & EQUIPMENT AREA
CH575 0
CH575 0
.00
.00
RL14.5
RL14.5
RL14.0 RL14.0
CH725 0
CH725 0
CH25.0 0 CH25.000
RL13.5
RL13.5
0
.00
.00
CH600. 0
CH600. 0
00
00
RL14.5
RL14.5
AT
AT
0
RL13.0.00
CH700
3D 0
RL13.0 00
CH700.
3D
CH150
13.00 RL14.0 .00
CH150.
13.00 RL14.0 00
LIH
LIH
04 04
CH625 0
CH625 0
0 0
.00
.00
RL14.5
RL14.5
AUTHORITY
RL14.0 RL14.0
CH50.000 CH50.000
11G 11G
CH650 0
CH650 0
.00
.00
RL14.5
RL14.5
14.50 14.00 14.50 14.00
.00
.00
CH675 0
CH675 0
RL12.25 0 RL12.25 0
RL14.5
RL14.5
RL14.0 RL14.0
11F 11F
CH175.0 CH66.1 0 CH175.0 CH66.1 0
futsal terbuka 0 futsal terbuka 0
CH81. 0
CH81. 0
RL14.0
RL14.0
25
25
10B 3B 10B 3B
TE TE
0 0
RL11.5 0 RL11.5 0
RL8.00
RL8.00
CH0.00
CH0.00
CH200.0 CH200.0
13.00 13.00
RL8.25
CH25.00
RL8.25
CH25.00
5.50 takraw 5.50 takraw
OSD POND OSD POND
STABILIZED CONSTRUCTION
12.00 12.00
RL`8.50
RL`8.50 0
CH50.00
CH50.0
5
RL10.7.00 11D bola
keranjang /
3E 5
RL10.7 00 11D bola
keranjang /
3E
RL9.00 0
CH75.0
RL9.00
CH75.00
CH225 CH225.
jaring jaring
CH100.0
CH100.0
RL9.50 0
RL9.50 0
TE bola tampar TE bola tampar
11.00 11.00
RL10.00 0
CH125.0
RL10.00 0
CH125.0
0 0
RL10.0 00 RL10.0.00
RL10.00 0
RL10.00 0
CH250. CH250
CH150.0
CH150.0
ACCESS
285° 285°
22'40 22'40
" 61.5 " 61.5
RL10.00 0
CH175.0
RL10.0 0
CH175.0
50 50
10.00 10.00
0
0"
0"
0
.00
.00
RL10.0
RL10.0
CH275
CH275
8A
90
8A
90
19°14'5
19°14'5
10.00 10.00
8E 8E
19.2
19.2
8B 8B
TBM2 TBM2
7358 RL11.50
7358 RL11.50
32
32
CH300.00 CH300.00
28
28
6°
6°
.72
.72
52
52
CH55 CH55
RL30 RL30
'40
'40
1
0.00 0.00
CH43.82
CH43.82
RL13.00
RL13.00
.20 .20
7357 13.00 32.70

7357 13.00 32.70
"
"
8C 8C
CH25.00
CH25.00
CH0.00 0
CH0.00 0
14.00 14.00
RL12.80
RL12.80
RL12.6
RL12.6
8C 8C
20.20 20.20
RL13 RL13
CH32 CH32
.00 .00
5.00 5.00
0 0
14.00
8C 14.00
8C
32
CH350.00
32
CH350.00
39
RL14.50
39 '40
RL14.50
CH525.0 CH525.0
18.00 RL27.70
18.00 RL27.70
RL16.0.00
CH375
RL16.0.00
CH375
0°
0°
.9
.9
7360 11E 7360 11E
20
86 "
20
86 "
0
0
'40
PROPOSED HOARDING RL17
CH40 .50
0.00
0.00
CH50 .50
RL25
RL17
CH40 .50
0.00
0.00
CH50 .50
RL25
31
34
31
34
9°
.3
.3
9°
8D 8D
93 "
93 "
40
40
7359 7359
'50
'50
20.00 20.00
CH475 CH475
7362 7362
RL19 RL19
CH42
.00 RL22. .00 CH42
.00 RL22. .00
285° 39.2 5.00 70

285° 39.2 5.00 70
51 51
75443 26'00" 75443 26'0
0"
CH450.00
CH450.00
RL20.50
RL20.50
DEVELOPER / OWNER
343°
343°
32.3
32.3
75444 75444
49'1
49'10"
90
90
75446 75446
0"
7361 7361
75445 46.3
98
75445 46.3
98
284° 284°
52'50" 52'5
0"
51 51
71353 30 .1 71353 30 .1
TEMPORARY WATERWAY
7° 98 7° 98
52 52
7363 '3
0" 7363 '3
0"
CROSSING OSK Property Holdings Berhad

PROPOSED SILT FENCE

ARCHITECT
LOCATION PLAN KEY PLAN
SCALE NTS SCALE NTS
STOCK PILE AREA
Main PROPOSED SEDIMENT BASIN

CIVIL & STRUCTURAL
ENGINEER
RETAINING WALL Gamuda Berhad
Selangor
PROPOSED SLOPE
MAIN CONTRACTOR
Gamuda Berhad
Selangor
CH525.00
CH550.00
CH575.00
CH625.00
CH600.00
CH650.00
CH675.00
RL14.00
RL14.50
RL14.50
RL14.50
RL14.50
RL14.50
RL14.50
CONSULTANT
Kelana Jaya,
RL14.00
CH25.00
TITLE
Water Flow Water Flow Water Flow EARTHWORK LAYOUT PLAN

ESCP
RL14.00
CH50.00
PROPOSED SEDIMENT
BASIN
Main

RL14.00
BINA (FKAAB)

SEKSYEN 8
Secondary Water Flow Water Flow Water Flow

GROUP MEMBERS
OUTLET

CHECKED BY: YUSOFF

NOTES
TO BE FOLLOWED.
13163
LEGEND C) THIS DRAWING UNLESS OTHERWISE MENTIONED, IS TO BE

PA 150437

S.15282.371
T.57773.303
7337
9064
7333
62688
62687 7613
4
7612
7612
3 COMMENCEMENT OF WORK. ANY DISCREPANCIES IF NOTED SHOULD
FILL AREA 71641 101°35'5 7613 4
62689

0" 97.561
3
TNB
9065 7612
62690 76131 5
"
197 '10
PB
30. °46
PB
62691 76132
0
"
124
14 28
143
'10
7613
.58 0"
0°2 .71
°31 0
23 1'5
°3020.917
48 36.43 76126
1'1 8
6.00
9
7
°5
'50
44
0"
TNB
8
7612
SUCTION
62692
"
7612
RL5.30
TANK CH100.00 108°2
5.00
CH25.00
0'10"
RL5.80
RL4.00
7
CH75.00
53.78
RL8.00
7612
RL5.55
CH25.00
7 5'50"
RL5.20
CH50.00
8.00 161°5 34 112°
RL8.5
CH100
6.00 7.476 °45
RL5.80
CH50.00
PB
57'2
CH50
0
.00
RL8.0
21. '00
RL4.60
CH75.00
0"
.00
0
99°08'20" 817"

81.1
STP
RL6.00
CH75.00
80.204
90
BM T1189 15
200.8
ATAS CULVERT KONKRIT 0.264 ACR RL8.00
11A6.00
RL6.00
CH100.00
S.15421.864
T.57707.639
RL9.00
'30"
CH125.00
CH125.00
CH25.00
RL6.00
ARAS LARAS : 5.730m
RL10.7
CH250.
RL8.00
11B
CH225.00
19°20
RL10.50
5
00
CH150.00
RL6.50
RL11.5
112
CH200.0
CH325
ARE CO-ORDINATED.
RL10.25
CH300.0
°55'
CH175.00
RL11.25
0
RL7.50
RL9.50
CH150.0
.00
0
10"
0
RL11.00
CH275.0
SB 79.3
CH175.00
RL10.75
RL10.00
RL8.00
43
0
07
CULVERT
SB 2A RL11.75
CH350.0
10.00
11C 0
PARIT TANAH 8.00 11.00 12.00

SB
CUT AREA F) THIS DESIGN IS THE COPYRIGHT OF KHAM DESIGN AND SHOULD
RL9.25
09 01
CH25.00
RL12.00
TT
CH375.00
10.50
RL10.25
CH50.00 11G
2E
2C
25
.00
RL12.
CH400
GM
2B
9/U
RL12.50
CH425.00
TT 13.00
05
RL11.75
CH75.00
19/201
15.50
RL12.75
CH450.00
10.00 CH775.00 13.00
CH475.00
RL13.00
RL13.00
P/1
CH800.00
TE RL13.00
10A
RL13.00
3A
CH500.00
RL13.50
CH100.00
/T/T
13.00 2D
RL13.00
JUSA
RL14.00
0
CH525.00
10C 13.00 CH750.00
RL13.00
CH816.6
RL13.00 13.00
TT
0'30"
13.00
RL14.50
CH550.00
74
RL13.00
153.7
CH125.00
19°2
TE 13.00
3C
PELA
CH575.00
RL14.50
RL14.00
CH725.00
CH25.00
RL13.50
CH600.00
RL14.50
AT
RL13.00 CH700.00
3D
13.00 RL14.00
LIH
CH150.00
04
RL14.50
0
CH625.0
RL14.00
CH50.00
11G
PROJECT
RL14.50
CH650.00
14.50 14.00
RL14.50
CH675.00
RL12.25 RL14.00
11F
CH175.00 CH66.10
futsal terbuka
RL14.00
CH81.25
10B 3B
TE
RL8.00
RL11.50
CH0.00
CH200.00
13.00
RL8.25
CH25.00
5.50
takraw
OSD POND 12.00
RL`8.50
CH50.00
RL10.75 11D bola
keranjang /
3E
RL9.00
CH75.00
CH225.00
jaring
CH100.00
RL9.50
TE bola tampar
11.00
RL10.00
CH125.00
RL10.00
CH250.00
RL10.00
CH150.00
285°22
'40" 61.550
RL10.00
CH175.00
10.00
4'50"
RL10.00
0
CH275.0
8A
19°1 0
10.00
19.29
8B 8E
TBM2
7358
326
RL11.50
CH300.00
28. '40"
°52
721
CH550

RL30.2
.00
CH43.82
RL13.00
0
7357 13.00
8C
32.70
CH25.00
RL12.60
RL12.80
CH0.00
14.00
8C
20.20
RL13.0
CH325.
00 0
14.00
8C
32
39 0'4
CH350.00
RL14.50
CH525.00
18.00
RL16.00
RL27.70
CH375.00
0°2
.98 0"
7360 11E
6
RL17.50 .00
CH400.0 0
CH500
0 RL25.5
31
34 0'5
.39 0"
9°4
8D
7359
3
20.00
AUTHORITY
CH475.0
7362
RL19.0
CH425 RL22.70
0
39.251
0
285°26 .00
75443 '00"
CH450.00
RL20.50
343°4
32.39
75444
9'10"
75446
0
7361
75445 46.398
284°5
2'50"
51
71353 30 .19
7°5 8
7363 2'3
0"
CH
7
RL1 75.00
3.0
0
800
.00 LOCATION PLAN
CH 13.00
RL
SCALE NTS
DEVELOPER / OWNER
13163
PA 150437
RL
OSK Property Holdings Berhad
CH 14.00
13.0
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816
525
CH CH 13.00 50450 Kuala Lumpur, Federal Territory of Kuala Lumpur.
RL
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CIVIL & STRUCTURAL
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RL
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11.00
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CH 14.50
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MAIN CONTRACTOR
CH 14.50
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SCALE NTS
Gamuda Berhad
Selangor
CONSULTANT
Kelana Jaya,
TITLE

CUT AND FILL

BINA (FKAAB)

SEKSYEN 8
GROUP MEMBERS

CHECKED BY: YUSOFF

NOTES
TO BE FOLLOWED.
15.50 BE BROUGHT TO THE NOTICE OF THE ARCHITECTS.
LEGEND STRUCTURAL & SERVICE DRAWINGS IS TO BE ENSURED THAT THEY
15.00 ARE CO-ORDINATED.
FILL AREA CONSENT OF KHAM DESIGN.
PL : 14.50
PROJECT
14.00 CADANGAN PEMBINAAN BANGUNAN ASRAMA 4 TINGKAT DAN
CUT AREA DEWAN MAKAN BAGI SMK WARISAN PUTERI , LOT 111517, JALAN
13.50
EXISTING GROUND AUTHORITY
13.00
PROPOSED LEVEL
12.50
DEVELOPER / OWNER
12.00
A' A' OSK Property Holdings Berhad

2
4
3
9
1
EXISTING ARCHITECT
12.00
12.50
13.00
13.50
14.00
14.50
15.00
15.00
15.00
LEVEL
DISTANCE
200
100
125
150
175
25
50
75
0
CIVIL & STRUCTURAL

ENGINEER
Gamuda Berhad
Selangor
MAIN CONTRACTOR
Gamuda Berhad
Selangor
15.50 15.50
CONSULTANT
15.00 15.00 PARJA Const. Sdn. Bhd.
Kelana Jaya,
PL : 14.50 PL : 14.50 47301 Petaling Jaya,
14.00 14.00 TITLE

13.50 13.50 CUT AND FILL
CROSS SECTION
13.00 13.00
12.50 12.50
12.00 12.00
BINA (FKAAB)
B' B' B' B'
A
A
C
C
B
D
E
E
SEKSYEN 8
EXISTING EXISTING
12.00
12.50
13.00
13.50
14.00
12.00
12.50
13.00
13.50
14.00
LEVEL LEVEL
GROUP MEMBERS
DISTANCE DISTANCE
100
100
25
25
50
75
50
75
0


CHECKED BY: YUSOFF

CADANGAN PEMBINAAN BANGUNAN ASRAMA 4 TINGKAT DAN DEWAN MAKAN BAGI SMK WARISAN PUTERI ,
LOT 111517, JALAN SIKAMAT, 70400 DAERAH SEREMBAN, NEGERI SEMBILAN
BILL B : INFRASTRUCTURE WORKS
BIL DESCRIPTION UNIT QTY RATE AMOUNT

(RM)
Notes :
1. The amount of excavation is given as a provisional
quantity. The actual amount shall be measured by
Meridian Survey and paid by Contractor. The amount
measured shall be final
2. All filled areas to be compacted with 10 ton vibrating

roller in layers not exceeding 230mm thick
3. The filling materials should be approved by the

Engineer. If necessary the suitable material should be
imported or disposed within 10KM radius
B.1 SITE CLEARANCE & EARTHWORKS

Site Clearance
1.1 Site clearing of all trees of various girth, including
grubbing up roots, shrubs, bushes, etc and depositing
from site ha 40.49 5,659.00 229,132.91
Earthworks
1.2 Cut, fill and compact from existing ground level and
slope including preparation of surfaces, trim to level,
well rolled, consolidated, remove top soil and deposit in
spoil heaps within the site as directed by the Engineer
m3 100,657 7.60 764,993.20
Preparation for Road Formation

1.3 Extra over for excavation to road sub-grade formation
level including preparation of surfaces, trim to levels,
super elevations camber, grade and typical cross
sections and compact all in accordance to the
satisfaction of the engineer. Depth not exceeding 1.0m
m2 184,652 8.86 1,636,016.72
1.4 Extra over for rock excavation m3
1.5 Filling
Provisional for Import, fill, spread and compact
approved excavated materials to fill ground level as
shown on the drawing or as directed by the S.O.
Rate to include haulage of excavated materials and
forming benches to fill embankment m3 17875 15.50 277,062.50
TO COLLECTION RM 2,907,205.33
18
DRAINAGE DESIGN
2.0 Introduction
Drainage is the process of removing excess water from a flood-prone area, whether that be
done naturally or artificially. Many soils need artificial drainage to increase output or better
manage water supply, despite the fact that most agricultural soils had sufficient internal
drainage to prevent severe waterlogging (anaerobic conditions that damage root development).
The drainage system helps the ballast bed function correctly by collecting and diverting ground
and/or surface water. Open ditches, closed ditches with pipe drains, and stormwater drainage
pipelines, channels, and culverts are all part of a comprehensive drainage system that ensures
the substructure is properly drained.
2.1 Drainage Design Calculation
The drainage design calculation is based on the Rational Method, which is often used in
Malaysia to estimate the runoff peak. The method good practices for drainage catchments with
an area of less than 200 acres.
Assumptions used in the Rational Method are as follows:
• The peak flow occurs when the entire catchment is contributing to the flow;
• The rainfall intensity is the uniform over the entire catchment area; and
• The rainfall intensity is uniform over a time duration equal to the time of concentration,
tc.
The Rational Method is not recommended for use where:
• The catchment area iss greater than 80 ha

• Ponding of stormwater in the catchment might affect peak discharge; and
• The design and operation of large and more costly drainage facilities are to be
undertaken, particularly if they involve storage.
2.2 Design Criteria
i. The actual flow of the rational method is calculated using the equation.
19
𝐶𝑖𝐴
𝑄=
360
Where:
Q = Peak flow (m3/s)
C = Runoff coefficient (Table 2.5, MSMA 2nd Edition)
i = Average rainfall intensity (mm/hr)
A = Drainage area (ha)
ii. Manning formula is used to calculate design flow rate for the drainage system. The
Manning formula shown below:
𝐴𝑅1/2 𝑆𝑜1/2
𝑄=
𝑛
Where:
Q = Design Peak flow (m3/s)
A = Cross section area of drain (m2)
R = Hydraulic radius (m)
So = Slope
n = Manning’s roughness coefficient
iii. Time of concentration
𝑡𝑐 = 𝑡𝑑 + 𝑡𝑜
Where:
tc = Time of concentration (min)
td = Drain flow time (min)
to = Overflow time (min)
iv. Rainfall intensity
𝜆𝑇 𝑘
𝑖=
(𝑑 + 𝜃)𝜂
20
Where:
T = Average recurrence interval – ARI (0.5 ≤ T ≤ 12 month and 2≤

T ≤ 100 years)
D = Storm duration (hours), 0.0833 ≤ d ≤ 72
λ, K, θ, and η = Fitting constant dependent on the rain gauge location.

21
2.3 Calculation Procedure
Select design ARI
Identify the sub-catchment

area
Estimation time of
concentration, tc
Calculate and determine the

average rainfall intensity, i
Estimate runoff coefficients
Calculate average runoff

coefficients
Calculate peak-flow rate Q

for the sub-catchment
Figure 2.1: Flow chart peak flow rate, Q calculation

2.3 Rainfall-Peak Flow Estimation and Intensity-Duration-Frequency (IDF) Curve
2.4 U-Drain Design
Sub- Chanel Size Sump Size

Drain
area Length b (mm) h (mm) c (mm) b w Depth
Section
(mm) (mm) (m)
1 1–2 64 600 600 450 900 900 1.2
2 2–3 66.6 900 900 450 1200 1200 1.2
3 3–4 20 900 900 450 1200 1200 1.2
4 4–5 51.4 1200 900 450 1500 1200 1.2
5 5–6 53 1200 900 450 1500 1200 1.2
6 6–7 44 1200 1200 450 1500 1500 1.2
7 1–8 85.5 600 600 450 900 900 1.2
8 8-7 86.1 900 900 450 1200 1200 1.2

PARJA CONSULTING SDN. BHD.
No: 970715-V
Jurutera Perunding Consulting Engineer No 3B, Jalan Suria, Bandar Seri Alam, 81750 Masai, Johor
Tel: 03-78116756 Fax: 03-78116757
Email: admin@parja.com.my
Storm duration = 60 min

Rainfall Intensity = 68.8 mm/hr
Rainfall depth = 68.8
STORMWATER DRAINAGE SYSTEM DESIGN WORKSHEET
SUB-AREA TIME
LOCATION DRAIN AREA OF DRAIN DESIGN PARAMETER DRAIN DETAILS REMARKS
CONCENTRATION
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32
Overland flow time, to
Runoff Coefficient (C)
Overland Distance, L
Wetted parameter, P
Runoff coeffcient, n
Hydraulic radius, R
Rainfall Intensity (I)
Q = S(CxAx i)/360
Overland Slope, S
Drainage area, A
Total Equiv. Area
Ground Level U/S
Ground Level D/S
Check Discharge
Real Size at site
concentration, tc
overland flow, n
Equivalent Area
Gradient (1 : S0 )
Invert Level U/S
Invert Level D/S

Time in Drain,td
Sub-area Node
Manning's for
for 100 yr ARI

Channel Size
Freeboard, fb
Drain Section
Design ARI
Discharge
S(C x A)
Number
Capacity
Area (A)
Channel
Time of
Velocity
(C x A)
Length
No.
tb
m ha ha m % Min Years ha Min Min mm/hr m3/s S0 b (mm) h (mm) C (mm) z mm mm n m2 m m m3/s m/s B (mm) H (mm) m m m3/sec
Link 1 1-2 64 0.2853 0.80 0.228 30.32 0.015 2.0 4.4 10 0.23 1.185185 5.5 745.28 0.473 300 600 600 450 70 50 0.015 0.409532 1.95695 0.20927 0.555616 1.356709 740 670 14.5 14.28667 13.85 13.63667 Ok
Link 2 2-3 66.6 0.571 0.80 0.456 29.15 0.015 2.0 4.3 10 0.46 1.233333 5.5 746.44 0.946 300 900 900 450 80 50 0.015 0.844532 2.85695 0.295606 1.442469 1.70801 1060 980 14.287 14.065 13.337 13.115 Ok
Link 3 3-4 20 0.714 0.80 0.571 27.49 0.015 2.0 4.2 10 0.57 0.37037 4.6 900.40 1.429 300 900 900 450 80 50 0.015 0.844532 2.85695 0.295606 1.442469 1.70801 1060 980 14.065 13.99833 13.115 13.04833 Ok
Link 4 4-5 51.4 0.853 0.80 0.682 16.035 0.015 2.0 3.5 10 0.68 0.951852 4.5 922.95 1.749 300 1200 900 450 95 50 0.015 1.099532 3.15695 0.348289 2.094994 1.90535 1390 995 13.998 13.82667 13.048 12.87667 Ok
Link 5 5-6 53 1.010 0.80 0.808 16.035 0.015 2.0 3.5 10 0.81 0.981481 4.5 916.88 2.058 300 1200 900 450 95 50 0.015 1.099532 3.15695 0.348289 2.094994 1.90535 1390 995 13.827 13.65033 12.877 12.70033 Ok
Link 6 6-7 44 1.132 0.80 0.906 17.92 0.015 2.0 3.7 10 0.91 0.814815 4.5 923.79 2.324 300 1200 1200 450 95 50 0.015 1.459532 3.75695 0.388489 2.990982 2.049275 1390 1295 13.65 13.50333 12.4 12.25333 Ok
Link 7 1-8 85.5 0.337 0.80 0.270 29.15 0.015 2.0 4.3 10 0.27 1.583333 5.9 702.04 0.526 300 600 600 450 70 50 0.015 0.409532 1.95695 0.20927 0.555616 1.356709 740 670 14.5 14.215 13.85 13.565 Ok
Link 8 8-7 86.1 0.583 0.80 0.466 29.15 0.015 2.0 4.3 10 0.47 1.594444 5.9 700.71 0.908 300 900 900 450 80 50 0.015 0.844532 2.85695 0.295606 1.442469 1.70801 1060 980 14.215 13.928 13.265 12.978 Ok
25
26
2.6 Manual Calculation

27
2.7 Bill of Quantities for Drainage
BILL B: INFRASTRUCTURE WORKS
BIL DESCRIPTION UNIT QTY RATE AMOUNT (RM)
Precast Concrete Drain
In 600mm wide Precast Concrete U-shaped drain not m 150 81.45 12,217.5
exceeding 1.2m deep.
In 600mm wide Precast Concrete U-shaped drain m

600mm wide Precast Concrete U-shaped cascade. m
In 900mm wide Precast Concrete U-shaped drain not m 211 136.00 28,696.0

In 1200mm wide Precast Concrete U-shaped drain not m


Reinforced Concrete Drain
In 600mm wide reinforced concrete drain not exceeding m

1.2m deep as per drawing. Rate to include Heavy Duty
M.S Grating cover.
In 600mm wide reinforced concrete drain exceeding 1.2m m

deep as per drawing. Rate to include Heavy Duty M.S
Grating cover.

M.S Grating cover.
In 900mm wide reinforced concrete drain exceeding 1.2m m

deep as per drawing. Rate to include Heavy Duty M.S
Grating cover.
28

M.S Grating cover.
In 1200mm wide reinforced concrete drain exceeding m

M.S Grating cover.
600mm wide Reinforced Concrete cascade drains m
Brickwall to Drain
Supply and construct 225mm thick brickwall to both sides m2 1100 0.30 330.00
of the precast concrete drain to match the ground level.
Rate to include 150mm diameter VCP weep hole with
rubble packing 1525 centre to centre (both sides),
plastering, 125mm x 125mm concrete struts 1500 centre
to centre, and other necessary works as per drawing.
115mm thick, ditto m2
Catle trap or any trench opening at the entrance to avoid L. Sum

rainwater from the main road flowing to the compound
Brick Sump
Construct and complete varies types and sizes of brick no 8 800.00 6,400.00
sumps. Rate to include all labor, excavation, lean
concrete, Grade 25 concrete, reinforcement, Class F2
formwork, Class U2 finish concrete, bricks, 20mm thick
plastering on exposed surfaces, galvanised M.S. step iron,
galvanised mild steel grating, forming of rebate and all
necessary materials as shown on the drawing.
Wingwall
Supply, lay & construct 225mm thick x 300mm height no

brickwall with 20mm thick cement render
Rubbish Trap
To supply and install rubbish trap at the drainage brick no 9 10.70 96.30
sump outlet discharge, compromised of 20mm dia M.S.
bars welded at 50mm c/c 10mm thick x 50mm M.S. plate
29
at 600mm and 900mm c/c max c/w 13mm dia. Holes,

10mm thick x 15mm wide M.S. flat plate to be suit on site
and as per specification.
Precast Box Culvert
Supply, lay, and fix precast reinforced concrete box

culverts c/w dry weather flow and lids. Rate to include
excavation, get out, part return fill in and ram, remove
surplus excavated materials from the site, 150mm thick
concrete base with one layer of BRC A6 throughout,
200mm thick well-compacted hardcore on 50mm thick
sand bedding, concrete copping, 10-20mm gap to be
jointed with cement mortar and etc. as per specification
a) 600mm (b) x 600mm (h) not exceeding 3.5m deep m
b) 900mm (b) x 900mm (h) not exceeding 3.5m deep m
c) 1200mm (b) x 900mm (h) not exceeding 3.5 deep. m
d) 1200mm (b) x 1200mm (h) not exceeding 3.5m deep. m
TO COLLECTION RM 47739.8
30
SEWERAGE DESIGN
4.0 Sewerage system
Sewage treatment is the process of removing pollutants from wastewater, often from
household sewers. It is crucial to choose the right location for the sewage treatment facility.
To have a functional sewage system, sewers must be properly planned. Sewers are meant to
drain wastewater from homes, businesses, roadways, and streams in order to preserve the
environment and people from serious diseases, as sewage spreads more than 50 diseases. In
this project, we will just assess how the sewerage piping is laid out and the ideal site for a
sewerage treatment plant, such as the height at which it should be constructed.
4.0.1 Design approval process
Table 4.3.1: Design approval process
1. Design shall be in accordance with the requirements of the latest Terengganu

Urban Sewerage Systems Guidelines.
a) Design Report shall consist of design parameters, design standards and

references.
b) The Report shall document and tabulate step by step engineering
calculations as in Hydraulic Design Form. (Download Hydraulic Design
Form at download page)
c) For schemes to be developed in phases, the Consultant shall submit a
master plan of the proposed sewerage system for the whole scheme
together with the detailed network drawings for the phase/phases to be
developed.
d) The Qualified Person shall submit their application using Sewerage Plan
Submission Form. (Download Sewerage Plan Submission Form at
download page)
e) Authorization of Qualified Person (download Letter of Authorization at
download page).
31
2. Three (3) sets of drawings shall be submitted. The Authority shall return
two (2) sets of the approved drawings to the Consultant.
3. One (1) compact disc (CD) containing the approved Sewer Plan in PDF
Format shall be submitted to the Authority.
4.0.2 Design Requirements
Design shall be in accordance with the requirements of the latest Sarawak Urban Sewerage
Systems Guidelines.
Table 4.3.2: Design requirements
N DESIGN
O. CRITERIA
1 Layout i. The whole sewerage work shall be carried out according

to the layout as shown on the Drawings.
32
2 Excavation i. The contractor must conduct survey work to establish the

sewer pipe alignment clearance, which must be 1 m from
any building or road. Before the contractor begins the
excavation activities, the S.O. must approve the pipe
alignment.
ii. The trench must be dug out wide enough to allow for at
least 300mm of working space on either side of the pipe
when it is properly positioned. At every joint, a trench
must be dug out with a minimum working area of
300mm all the way around the joint.
iii. Excavation of the trench shall not take place more than
100m in advance of the finished pipeline with its
backfill. At the conclusion of each workday, pipe must
be put in every trench that has been dug, unless the
Contractor receives permission from the S.O. to do it
differently.
iv. All existing gas, water, and other conduits that will be
crossed during excavation or other work must be
protected and supported, and the contractor must make
arrangements for their temporary removal and
replacement.
v. Excess material from the trench excavation shall be
located 600mm (minimum) away from the trench.
3 Pipes i. Unless otherwise indicated on the Drawings, all sewer

and pipes must generally be vitrified clay pipes (VCP) and
fittings fittings that adhere to MS 1061 and SPAN standards.
ii. In accordance with the Malaysian Sewerage Industry
Guideline (MSIG), sewer pipes used for gravity kinds of
sewers must be at least 150 mm in diameter for service
connections and 225 mm in diameter for public sewers.
iii. Sewer pipes for force mains (which need a pump) must
adhere to Malaysian regulations.
33
iv. Sewerage Industry Guideline (MSIG). The type and the

diameter of pipe shall be of ductile iron (DI) as shown
on the Drawings.
4 Sewag i. The Contractor must provide the S.O. with the approved
e drawings, system design, method of statement,
treatm structural, foundation, external work, and M & E work,
ent all of which must be duly certified by a Professional
system Engineer with Practicing Certificate (P.E.P.C.)
registered with the Board of Engineers Malaysia prior to
the installation of the sewage treatment system.
ii. Before being installed on site, sewage treatment systems
must need Local Authority/Certified Agency approval.
The Local Authority/Certified Agency must approve the
proposal in accordance with Appendix F/1.
4.0.3 Design Calculation
Calculation for Population Equivalent (P.E) based on the guidelines that were provided
in the MS1228:1991. Calculations for Population Equivalent (P.E) for the proposed
project:
Table 4.3.3: Design calculation
No Type of Residence Floor P.E/U Unit P.E

nit
1 Educational institution Ground 1 100 100

. Floor
⇒ Fully residential
First Floor 1 100 100
34
Second 1 100 100

Floor
Third 1 100 100

Floor
Tot 400
al
4.0.3.1 Description of domestic sewage proposal
All streams from the additional building are channeled to the sewage treatment plant. The
proposed pipeline for the proposed reticulation system is a 225 mm (9 inch) VCP sewer pipe
that will drain sewage through the gravity stream with manure provided at each
intersection, direction change, pipe size change, gradient change at a maximum distance of
90 m. All building materials, minimum depths, gradients and sewage density are based on
guidelines by Jabatan Perkhidmatan Pembentungan (JPP) / Malaysia Standard MS 1228.
4.0.3.2 Design Criteria

1. Minimum wash speed = 0.91m/s
Maximum speed allowed = 4.0m/s
2. Average flow rate = 225 liters / capita / day
3. Type of Pipe = VCP pipe that approved by JPP
= Minimum size of 225 mm dia. (measure in)
4. Sewage Pipes are designed for full flow of pipes.
5. The Manning formula is used to determine the maximum velocity allowed by the pipe:
V = (1R2/3S1/2)/N
35
Where V = Pipe Speed (m /sec)

R= Cut Area
Perimeter Area
S = Gradient of pipe
n = Pipeline Coefficient (0.014)
Design Speed and Pipe Capacity

For velocity calculation the formula "Manning" formula was used to determine the velocity:
R= 3.142r2
2 x 3.142 x (0.225)2
n = 0.009
S = 1/200
Thus, the velocity V = 1(0.056)2/3(1/200)1/2

0.009
V = 1.15 m / sec
The allowed velocity range is within 0.91m/sec – 4.0m/sec, therefore the cutting
proposed was available.
For pipe capacity calculation:
Q = VA (1)
36
A = (3.142 d2) / 4
A = (3.14) x (0.225)2 / 4
A = 0.04 m2
V = 1.15 m/ sec based on Manning formula
Q = (0.04) x (1.15) = 0.046 m3 / sec
= 46 liters / sec
Pipe capacity = 46 liters / sec > Peak speed capacity = 5.593 liters / sec
4.3.3.3 Sewerage Analysis Designz
Table 4.3.4: Sewerage analysis design
TARIKH : = 10 JULAI 2020 CATATAN :
NO. 3B, JALAN SURIA,

BANDAR SERI ALAM, NO. FAIL:
81750, MASAI, JOHOR. = DUES/KKBAYUDAMAI/IWK
PROJEK :
PROPOSED FOR A HOSTEL AND DINING HALL IN SMK WARISAN PUTERI IN LOT 111517, REKABENTUK OLEH: = Dr Azlan
JALAN SIKAMAT, 70400 SEREMBAN, NEGERI SEMBILAN
DISAHKAN OLEH : = Ir.Isham
MANNING COEFFICIENT : = 0.01 0.009

TETUAN UNTUK TETUAN : JABATAN KERJA RAYA JOHOR. (Old Condition)
JENIS PAIP = VCP PIPE 225mm DIA.
KIRAAN HIDRAULIK SISTEM PAIP PEMBENTUNGAN
MH
MAHHOLE PE PEAK FLOW DRY WEATHER Q PEAK VELOCITY Q PIPE Q PAIP >
TO PE DIAMETER (MM) GRAD LENGTH (M) FALL GL IL AREA (M²) P (M) R (M) R2/3 S0.5 0.8<V<4.0 DEPTH
DEPTH KUMULATIF FACTOR FLOW (M3/S) (M3/S) (M/S) (M3/S) Q PEAK
MH
MH1 400 1.500 14.500 13.000 1.500

MH2 0 225 300 21.74 0.072 14.500 12.928 1.572 400 5.19841873 1.04167E-03 ####### 0.039766 0.70695 0.05625 0.146807537 0.05774 0.84759371 OK 0.03371 OK OK
MH2
MH3 0 225 300 60 0.200 14.500 12.728 1.772 400 5.19841873 0.001041667 0.00542 0.039766 0.70695 0.05625 0.146807537 0.05774 0.84759371 OK 0.03371 OK OK
MH3
MH4 0 225 300 60.0 0.200 14.500 12.528 1.972 400 5.19841873 0.001041667 0.00542 0.039766 0.70695 0.05625 0.146807537 0.05774 0.84759371 OK 0.03371 OK OK
MH4
MH5 0 225 300 72.49 0.242 14.500 12.286 2.214 400 5.19841873 0.001041667 0.00542 0.039766 0.70695 0.05625 0.146807537 0.05774 0.84759371 OK 0.03371 OK OK
MH5 1.500 14.500 13.000 1.500
MH6 0 225 300 66.46 0.222 11.250 9.250 2.000 400 5.19841873 0.001041667 0.00542 0.039766 0.70695 0.05625 0.146807537 0.05774 0.84759371 OK 0.03371 OK OK
MH6 11.250
INLET PIPE. 0 225 300 17.2 0.06 11.250 12.229 0.979 400 5.19841873 0.001041667 0.00542 0.039766 0.70695 0.05625 0.146807537 0.05774 0.84759371 OK 0.03371 OK NOT OK
13163
PA 150437
S.15282.371 9064 7612

T.57773.303
ARAS LARAS : 5.771m RR 7333 62687 7613 3
4
7337 62688 7612
71641 101°35 7613 4
'50" 97.561 62689 3
TNB
9065 7612
62690 76131 5
7 0"
.19 6'1
PB PB
62691
30 4°4
76132
0
0"
14
12
14
7613
0" 1'1
0° .71
°3 0
3°3 20
1'5
21
6.00 48 36.43 76126
28
°5
9
'10
0'5 .917
.58
TNB 44
8
7612
"
0"
23
SUCTION
62692
7612
TANK
RL5.30
CH100.00 108°
5.00 20'10
CH25.00
RL5.80
7
RL4.00
53.78 "
CH75.00
RL8.00
7612
"
RL5.55
CH25.00
7 55'50
RL5.20
CH50.00
8.00 161° 6 34 112
RL8.5 0.00
CH10
6.00 7.47 °45 PB
RL5.80
CH50.00
CH50
°57'
0
RL8.0
21 '00"
.00
20"
RL4.60
CH75.00
0
99°08'20 .81 81.1
STP " 80.204
RL6.00
CH75.00
890
BM T1189
7 15
0.264 ACR RL8.00
" 200.
CH100.00
11A6.00
RL6.00
S.15421.864
RL9.00
T.57707.639 CH125.00
0'30
CH125.00
CH25.00
RL6.00
ARAS LARAS : 5.730m
RL10.7 .00
CH250
RL8.00
11B
CH225.0
RL10.50
5
19°2
CH150.00
0
RL6.50
RL11.
112
CH325
CH200.0
RL10.25
CH300.0
°55
50
CH175.00
RL11.25
.00
RL7.50
RL9.5 .00
CH150
'10
0
0
" 79.
RL11.0 00
0
CH275.
SB
CH175.00
RL10.75
RL10.00
RL8.00
343
0
07
CULVERT
SB 2A RL11.75
CH350.0
10.00
11C
0
PARIT TANAH 8.00 11.00 12.00

SB
RL9.25
CH25.00
09 01
RL12.00
CH375.0
TT 10.50 0
RL10.25 11G
2E
CH50.00
2C
.25
0.00
RL12
GM
CH40
2B
RL12.50
9/U
0
TT 13.00
CH425.0
RL11.75
CH75.00
05
9/201
15.50
RL12.75
0
CH450.0
10.00 CH775.00 13.00
RL13.00
0
TP/11
RL13.00
CH475.0
0
CH800.0
TE RL13.00
10A
RL13.00
RL13.50
0
3A
CH100.00
CH500.0
13.00 2D
SA/T/
RL13.00
RL14.00
CH525.00
0
10C 13.00 CH750.00

RL13.00
CH816.6
RL13.00 13.00
N JU
TT
"
13.00
0'30
RL14.50
0
774
CH550.0
RL13.00
CH125.00
19°2
153.
TE 13.00
3C
PELA
RL14.50
0
CH575.0
CH725.0 RL14.00
CH25.00
RL13.50
RL14.50
0
CH600.0
AT
RL13.00
CH700.0
3D
CH150.00
13.00
LIH
RL14.00 0
04
RL14.50
0
CH625.0
RL14.00
CH50.00
11G
RL14.50
0
CH650.0
14.50 14.00
RL14.50
0
RL12.25
CH675.0
RL14.00
11F
CH175.00 CH66.10
futsal terbuka
RL14.00
CH81.25
10B 3B
TE
RL11.50
RL8.00
CH0.00
CH200.00
13.00
RL8.25
CH25.00
5.50 takraw
OSD POND 12.00
RL`8.50
CH50.00
RL10.75 11D bola

keranjang /
3E
RL9.00
CH75.00
CH225.00
jaring
CH100.00
RL9.50
TE bola tampar
11.00
RL10.00
CH125.00
RL10.00
CH250.00
RL10.00
CH150.00
285°2
2'40"
61.55
RL10.00
CH175.00
0 10.00
"
RL10.00
00
4'50
CH275.
8A
19°1 90
10.00
8E
19.2
8B
TBM2
7358 RL11.50
32
CH300.00
28
6°5
.72
2'4
CH55
1
RL30. 0.00
CH43.82
RL13.00
0"
20
7357 13.00
8C
32.70
CH25.00
RL12.60
FACULTY OF ENGINEERING AND

RL12.80
14.00
CH0.00
RL13.
CH325
20.20
8C
00
.00
14.00
8C
32
39
CH350.00
RL14.50
CH525.00
18.00 RL27.70
RL16.00
CH375.00
0°
.98 "
7360 11E
20
6
'40
RL17.5 .00
CH400. 0
0 CH500
00 RL25.5
31
34
9°
.39 "
8D
40
7359
3
'50
20.00
CH475
7362
RL19.0
CH425 RL22.7 .00
39.25
0
0
285°2
.00
75443 6'00" 1
CH450.00
RL20.50
BUILT ENVIRONMENT
343°4
32.39
75444
9'10"
75446
0
7361
75445 46.39
8
284°5
2'50"
51
71353 30 .1
7° 98
52
7363 '3
0"
KEY PLAN
SCALE NTS
BFC 43303: INTEGRATED DESIGN

PROJECT
TITLE:
SEWERAGE LAYOUT PLAN
3B KEY PLAN
LOCATION PLAN
SCALE:
DRAWN BY: GROUP F
CHECKED BY: DR MOHD AZLAN BIN MOHD YUSOFF
DATE: 2 JANUARI 2023
DRAWING NO:
39
WATER RETICULATION DESIGN
1.0 INTRODUCTION
This development has been developed based on the Development Order. The total area of this
development is 3.31 acre with water consumption estimated 35,000 lpd based on equivalent
population (EP) for water consumption for the proposed building. Table below shown the
demand per day for development.
Table 1 : Water demand
Item Unit Consumption (lpd)
Hostel with 140 students 250 lpd/student 250 x 140 = 35,000
Hydrant 2700 lpm 3,888,000
2.0 PURPOSE OF APPLICATION
This submission is to seek approval of communication pipe 150 mm Ø MSCL Pipe and meter
stand.
3.0 DESIGN CRITERIA
There are several criteria that were considered during designing of pipe reticulation as follows: -
a) Analysis of average flow for pipe reticulation will be checked with factor 1.0.
b) Analysis of peak flow for pipe reticulation will be checked with factor 2.5 (2.5 x average
flow).
c) Analysis of fire flow (hydrant) for pipe reticulation will be checked with the average
flow (1.0 factor) + 45lps (The hydrant involved at node 7).
d) The coefficient of friction is based on the formula of Hazen Williams roughness
coefficients (C) is 100 for Mild Steel Cement Linen/Ductile Iron pipe and 120 for
uPVC/multi layer uPVC pipe.
e) HSL for analysis peak flow refer to TWL of internal water tank for landed properties
(less than 15m height of building) and suction for high-rise.
40
f) HSL for analysis fire flow refer to platform level for landed properties (less than 15m
height of building) and high-rise.
g) Minimum residual pressure referred to HSL at each node is 7.5m.
h) The minimum allowable head loss in pipe due to friction is 2/1000 for peak flow and
15/1000 for fire flow.
i) Convey flows with a velocity of not less than 0.3 m/sec and maximum is 2.0m/sec for
average flow.
j) Minimum size for pipe reticulation is 150mm Ø.
k) All pipelines within an external reticulation system shall operate within a static pressure
not exceeding 30m at all conditions.
l) Water demand and design shall be based on the Uniform Technical Guideline for Water
Reticulation and Plumbing.
4.0 ANALYSIS OF RETICULATION PIPE.
Based on the pressure test results received from Ranhill SAJ Sdn Bhd via letter reference
Bil(07)dlm.SAJ/KG/PEM/02-1661 dated 15 March 2020, the location of the pressure test is
estimated 1.0km away from the proposed connection point (location plan attached). Therefore,
here is available pressure at proposed connection point:-
a. Available pressure at location of pressure test;
Available pressure = 70m
Hostel
Peak flow = 2.5 x 35,000 lpd
= 1.013 lps
Fire Hydrant
Fire flow = Peak flow + hydrant flow
= 1.013 lps + 45.0 lps

41
= 46.0.13 lps
Draw-off table for the analysis of pipe reticulation can be referring in hydraulic analysis
section. Based on available pressure, 70m that the water can be supply directly to the individual
tank.
5.0 CONCLUSION
Based on the results of hydraulic analysis, here are conclusions of this report:
1. The residual pressure refers to HSL for the peak and fire flow analysis shows the value
exceeding 7.5m.
2. The pressure head loss due to friction of the peak flow and fire flow analysis shows the
value less than 2/1000 and 15/1000.
3. Convey flows with a velocity of not less than 0.3 m/sec and maximum is 2.0m/sec for
average flow.
42
HYDRAULIC ANALYSIS
(PEAK FLOW)
43
Draw off
Total Peak
Building No. of Demand/ Fire Flow Ground
Node Demand Flow HSL (m)
Type Unit Unit (lpd) (LPS) Level (m)
(lpd) (LPS)
1 - - - - 1.013 - 9.000 -
2 - 0 0 0 1.013 - 9.25 9.250
3 - 0 0 0 1.013 - 13 13.000
4 - 1 0 0 1.013 - 13 13.000
5 - 1 0 0 1.013 - 14.5 14.500
6 Hostel 1 35000 850 1.013 - 14.5 33.500
Pipes Calculation
Head Head
From To Pipe Length Diameter Flow Area Velocity
HWC Loss Loss
Node Node Type (m) (mm) (LPS) pipe (m/s)
(m) (m/km)
1 2 MSCL 137.60 150 100 1.013 0.018 0.057 0.0087 0.063

2 3 MSCL 137.80 150 100 1.013 0.018 0.057 0.0087 0.063
3 4 MSCL 60.60 150 100 1.013 0.018 0.057 0.0038 0.063
4 5 MSCL 58.80 150 100 1.013 0.018 0.057 0.0037 0.063
5 6 MSCL 9.85 150 100 1.013 0.018 0.057 0.0006 0.063
Residual Pressure Estimation

44
Highest
Ground Residual
Node No Flow (LPS) HGL (m) Supply Checking
Level (m) Pressure (m)
Level(m)
1R 1.013 9.000 70.00 -
2 1.013 9.250 69.99 9.25 60.74 ok
3 1.013 13.000 69.98 13.00 56.98 ok
4 1.013 13.000 69.98 13.00 56.98 ok
5 1.013 14.500 69.98 14.50 55.48 ok
6 1.013 14.500 69.97 33.50 36.47 ok
45
HYDRAULIC ANALYSIS
(FIRE FLOW)
46
Draw off
Total Peak Fire
No. of Demand/Unit Ground HSL
Node Building Type Demand Flow Flow
Unit (lpd) Level (m) (m)
(lpd) (LPS) (LPS)
1 - - - - 1.013 - 9.000 -
2 - - 0 0 1.013 - 9.25 9.250
3 - - 0 0 1.013 - 13 13.000
4 - - 0 0 1.013 - 13 13.000
5 - - 0 0 1.013 - 14.5 14.500
6 Hostel 1 35000 35000 1.013 - 14.5 33.500
7 Hydrant 1 3888000 3888000 - 45.405 14.500 14.500
Pipes Calculation
Head
Head
From To Pipe Length Diamete Flow Area Velocity Loss
HWC Loss
Node Node Type (m) r (mm) (LPS) pipe (m/s) (m/km
(m)
)
1 2 MSCL 137.60 150 100 1.013 0.018 0.057 0.0087 0.063
2 3 MSCL 137.80 150 100 1.013 0.018 0.057 0.0087 0.063
3 4 MSCL 60.60 150 100 1.013 0.018 0.057 0.0038 0.063
4 5 MSCL 58.80 150 100 1.013 0.018 0.057 0.0037 0.063
5 6 MSCL 9.85 150 100 1.013 0.018 0.057 0.0006 0.063
6 7 MSCL 29.77 200 100 45.000 0.031 1.432 0.5171 17.369

47
Residual Pressure Estimation
Ground Level Highest Supply Residual

Node No Flow (LPS) HGL (m) Checking
(m) Level(m) Pressure (m)
1R 1.013 9.000 70.00 -

2 1.013 9.250 69.99 9.25 60.74 ok
3 1.013 13.000 69.98 13.00 56.98 ok
4 1.013 13.000 69.98 13.00 56.98 ok
5 1.013 14.500 69.98 14.50 55.48 ok
6 1.013 14.500 69.97 33.50 36.47 ok
7 1.013 14.500 69.46 14.50 54.96 ok
48
WATER RETICULATION
PLAN LAYOUT
NOTES
13163
PA 150437 B) THIS DRAWING IS NOT TO BE SCALED. ONLY NOTED DIMENSIONS
TO BE FOLLOWED.
S.15282.371 9064 7612
T.57773.303
7333 7613 3
ARAS LARAS : 5.771m RR 62687 4
7337 62688 7612
71641 101°35'5 7613 4
0" 97.561 62689 3
TNB
9065 7612
62690 76131 5
"
197 '10
PB PB
30. °46
62691 76132
0
"
124
14
143
'10
7613
7 "
0°2
.58 '50
°31 0
°3020.917
76126
°51
48 36.43
1'1
6.00
28.
9
'50
44
0"
TNB
8
7612
718
23
SUCTION
62692
"
7612
RL5.30
TANK CH100.00 108°2
5.00
CH25.00
0'10"
RL5.80
7
RL4.00
CH75.00
53.78
RL8.00
7612
RL5.55
CH25.00
7 5'50"
RL5.20
CH50.00
8.00 161°5 34° 112°
RL8.50
CH100
6.00 7.476 PB
RL5.80
45'
CH50.00
CH50.
RL8.0
57'2
.00
00
21. 00" 0"
RL4.60
CH75.00
0
99°08'20" 817 81.1
STP 80.204
RL6.00
CH75.00
90
BM T1189 15
200.8
0.264 ACR RL8.00
CH100.00
11A6.00
RL6.00
S.15421.864
RL9.00
T.57707.639
'30"
CH125.00
CH125.00
CH25.00
RL6.00
ARAS LARAS : 5.730m
RL10.75
CH250.0
RL8.00
11B
CH225.00
19°20
RL10.50
0
CH150.00
RL6.50
RL11.5
112
CH325
CH200.00
RL10.25
CH300.00
°55'
CH175.00
RL11.25
0
RL7.50
.00
RL9.50 00
CH150.
10"
RL11.00
CH275.0
SB
CH175.00
RL10.75
79.3
RL10.00
RL8.00
43
0
07
CULVERT
SB
10.00
2A RL11.75
CH350.00
11C
PARIT TANAH 8.00 11.00 12.00
SB
ARE CO-ORDINATED.
RL9.25
CH25.00
09 01
RL12.00
CH375.00
TT 10.50
RL10.25
CH50.00
11G
2E
2C
RL12.2
.00
M
CH400
2B
/UG
RL12.50
CH425.00
TT 13.00
05
019
RL11.75
CH75.00
15.50
RL12.75
CH450.00
/119/2
10.00 CH775.00 13.00
RL13.00
CH475.00
RL13.00
CH800.00
/TP
TE RL13.00
10A
RL13.00
RL13.50
CH500.00
3A
CH100.00
13.00 2D
A/T
RL13.00
RL14.00
CH525.00
10C 13.00 CH750.00 CH816.60 13.00
JUS
RL13.00 RL13.00
TT
'30"
13.00
RL14.50
CH550.00
74
RL13.00
19°20
PELAN
153.7
CH125.00
TE 13.00
3C
RL14.50
CH575.00
RL14.00
CH725.00
CH25.00
RL13.50
RL14.50
CH600.00
AT
RL13.00
CH700.00
3D
CH150.00
13.00 RL14.00
LIH
04
RL14.50
CH625.00
RL14.00
CH50.00
11G
RL14.50
CH650.00
14.50 14.00
RL14.50
CH675.00
RL12.25 RL14.00
11F
CH175.00 CH66.10
futsal terbuka
RL14.00
CH81.25
10B 3B
PROJECT
TE
RL8.00
RL11.50
CH0.00
CH200.00
13.00
RL8.25
CH25.00
5.50 takraw
OSD POND 12.00
RL`8.50
CH50.00
RL10.75 11D bola
keranjang /
3E
RL9.00
CH75.00
CH225.00
jaring
CH100.00
RL9.50
TE bola tampar
11.00
RL10.00
CH125.00
RL10.00
CH250.00
RL10.00
CH150.00
285°22

'40" 61.550
RL10.00
CH175.00
10.00
RL10.00
'50"
CH275.00
19°14 0
10.00 8A
19.29
8B 8E

TBM2
7358 RL11.50
326
CH300.00
28.
°52
721
CH550
'40
RL30.2
CH43.82
.00
RL13.00
7357
0
13.00 32.70
"
8C
CH25.00
RL12.60
RL12.80
14.00
CH0.00
8C
20.20
RL13.0
CH325

0
.00
14.00
8C
320
CH350.00
39. '40
RL14.50
CH525.00
18.00 RL27.70
RL16.00
CH375.00
11E
986 "
°20
7360
RL17.50 0
CH400.0
CH500.0
0 RL25.50
319
34
.39 "
8D
°40
7359
3
'50
20.00
CH475.0
7362
RL19.00
CH425.0 RL22.70
0
285°26 39.251 0
75443
AUTHORITY
'00"
CH450.00
RL20.50
343°4
32.390
75444
9'10"
75446
7361
75445 46.398
284°52
'50"
51
71353 30 .19
7°5 8
7363 2'3
0"
STP KEY PLAN

RL6 .00
CH75
0
0.89
.00
0.264 ACR RL8

.00 SCALE NTS DEVELOPER / OWNER
CH10
11A6.00
RL6 00
" 20
.00
0.
RL9
CH12 .00
0'30
5.00
CH12
CH
RL6 00
2
RL8 5.00
.00 .00
5. OSK Property Holdings Berhad
19°2
CH15
RL6 0.00
.50
CH 10.25
RL
200
CH17
RL7 5.00
RL 50.0
CH
.00
9.5 0
1
ARCHITECT
.50
CH175.0
RL10.00
RL8
.00
07
0
10.00 17, Jalan Setiakasih 5, Bukit Damansara, 50490 Kuala
8.00
.25
RL9 5.00
09 CIVIL & STRUCTURAL

2
CH
10.50
ENGINEER
Gamuda Berhad
Selangor
0.2
RL1 0.00
CH
5
5
11G
2C MAIN CONTRACTOR
5
13.00
1.7
RL1 5.00
CH
7
05 15.50
Gamuda Berhad
Selangor
10.00 CH
77
RL1 5.00
3.00
.00
CONSULTANT
800
3.0
0 CH 13.00
RL1 00.00 RL PARJA Const. Sdn. Bhd.
10A CH
1
13.00 2D D-16-3 Plaza Glomac, 6 Jalan SS7/20,

Kelana Jaya,
RL
13.0
.60
816
CH CH 13.00 Selangor Darul Ehsan.
0
75
RL1 0.00 RL
3.00
CH 14.50
.00
0
3.0
550
RL1 25.00
TITLE
RL
1
CH
13.00
3C WATER RETICULATION
CH 14.50
.00
LAYOUT PLAN
575
RL
CH 13.50
RL
725
.00
CH 14.50
.00
600
RL
0
3.0
RL1 50.00
1 CH
7
RL 00.00
CH
14.0
04
CH 14.50
.00
0
625
RL
CH 14.50
.00
650
RL
14.50
CH 14.50
.00

675
RL
BINA (FKAAB)
3B BFC43201 PERISIAN KEJURUTERAAN AWAM
SEKSYEN 8
5.50
GROUP MEMBERS
3E MUHAMMAD SYAHMI BIN MUSTAFA
MUHAMMAD ‘AFIF BIN FAUZAN
DF190102
DF190090

CHECKED BY: YUSOFF

50
BILL OF QUANTITIES
51

AMOUNT
BIL DESCRIPTION UNIT QTY RATE
(RM)
B.3 WATER RETICULATION
All plumbing works shall be done by

registered plumbing contractor with
Authorities and should be done
accordance to Authorities requirement
inclusive submission for approval of
forms and fees.
Underground and Aboveground
Pipeworks
Rate for pipeworks are measured in
metre and
to include all necessary works as per
noted.
Note :
1. All pipes at road crossing shall be
Mild Steel pipe
with concrete lining internally and
bitumen coating
externally. Size equivalent to connect
with HDPE
pipe. Rate to include supply and lay the
MS pipe
complete with sand surround as per
detail.
2. All pipe fittings (etc. bends, tees,

reducers, etc)
shall be Mild Steel (M.S) and ready for
jointing etc
with coupling or flange joint as per
approved
3. All flange shall be accordance with

BS 4504 and
suitable to a with BS 4504 and suitable
to a rating of
16 bars unless otherwise specified.
4. Rate for joints to include supply of

jointing materials
like nuts, bolts, washers, gaskets,
collars, flanges,
weldings, cuttings, couplers,
mechanical coupling,
flange adaptor and etc.
5. All bend and tees shall be provided

with concrete
52
thrust block, anchor block, saddle

support etc. Rate to
include excavation, concrete works,
formwork and all
necessary works to complete as shown
on drawing.
6. All pipes at culvert crossing or

exposed position shall be in Mild Steel
Pipe (size equivalent with HDPE pipe)
with concrete lining internally and
painted externally and each shall be
provided with 50mm ND Double
Orifice Air Valve c/w isolating valve
as per drawing. Rate to include
subsequent painting with approved
paint.
Laying of Straight Pipe

3.1 Supply, delivery, install and complete M 500
joint the water reticulation pipe of 5,300.00 2,650,000.00
150mm OD HDPE pipe PN12.5 from
approved existing watermains (tapping
point) to elevated water tank and to
distribute to all buildings.Rate
including connection to existing pipe,
all fees and charges to all pipe cutting,
jointing, fittings (all bends, end caps,
tees, reducers, etc) and all necessary
accessories. Rate also to include trench
excavation, backfilling, compacted
carefully with selected material/ sand,
removal of surplus material, necessary
r.c. thrust block, anchor block and etc
3.2 Ditto of water reticulation pipe of M 500

150mm OD HDPE pipe PN12.5 from
elevated water tank distribute to all
buildings, ditto. Ditto.
3.3 Supply, delivery, install and complete M 500
joint of water reticulation pipe of
150mm ND MSCL pipe PN 16 for
pipe laid under metalled road. Rate
including connection to UPVC/ HDPE
pipe,all pipe cutting, jointing, fittings
(all bends, end caps, tees, reducers, etc)
and all necessary accessories. Rate also
to include trench excavation,
compacted carefully with sand,
removal of surplus material, necessary
r.c. thrust block, anchor block and etc.
53
3.4 Ditto of 150mm ND MSCL pipe PN M 500

16 for pipe laid under metalled road.
Ditto. Ditto.
3.5 Air Valve Chamber

Rate to inlude supply, deliver and No 1 2,650.00 2650
install of 50mm Ø PN 16 Double
Orifice Air Valve c/w Isolating valve,
specials, adaptors, fittings, jointings,
pipeworks, labour, excavation, lean
concrete, Grade 30 Precast Concrete
Chamber, valve marker post, as per
approved by SAJH, compacted sandfill,
slab cover and all necessary work and
material as shown on Drawing to
complete.
3.6 Pillar Hydrant

To supply, deliver, install, paint and No 1 2000 2000
fixed 100mm dia. pillar hydrant
approved by Jab. Bomba with 62.5mm
dia double outlets.Rate to include
excavation, Grade 25 concrete,
Standard JKR Grade 25 PC chamber,
cover slab, 100mm dia. flange Sluice
Valve, marker post, D.I pipeworks
from Sluice Valve to hydrant, D.I
duckfoot bend, MS pipe from tee-off to
Sluice Valve (approx. 3.0m length),
bolts & nuts, testing and all sufficient
works included.
3.8 Water Meter

Supply and install one (1) set of No 1 2000 2000
approved SAJH water meter complete
with 150mm ND D.I pipeworks,
strainer, 2 nos of sluice valve, coupling,
adaptors, fittings (etc bends, tee, taper),
thrust block, all accessories as detail in
the drawings. Rate to include all testing
and etc.
3.9 Testing, Sterilise and Flushing

Test the pipeline for water tightness as
specified. Rate to include treated water
used and necessary end cap and all
fittings to complete the test as specified
Sterilise and flush all pipework. Rate to

include treated water, chemical used
and all fittings to complete.
3.10 Miscellaneous
54
Supply 750mm long galv. MS tee No 1 250 250

key for operate valve
2,656,900.00
TO COLLECTION RM
55
ROAD DESIGN
1.0 INTRODUCTION
Road design is the process of planning, construction, and maintenance of roads and highways.
It includes various factors like traffic flow, safety, accessibility and the surrounding
environment. The goal of road design is to create a transportation system that is efficient, safe,
and sustainable for all road users. This includes drivers, bicyclists, and pedestrians. Factors
such as road geometry, pavement materials, and road furniture are also important
considerations in road design.
Road design standards and guidelines are established by the government or by

professional organizations. These standards and guidelines ensure that the roads are safe,
efficient and sustainable. In Malaysia, the Department of Public Works (JKR) and the Malaysia
Highway Authority (LLM) are responsible for the planning, construction, and maintenance of
roads and highways. They work closely with other government agencies, such as the Malaysia
Road Transport Department (JPJ) and the Malaysia Institute of Road Safety Research
(MIROS), to ensure that road design is safe and efficient for all road users. Road design in
Malaysia is guided by the Arahan Teknik (Jalan) 5/85 which is the national standard for the
design and construction of roads in the country. This manual on pavement design described on
pavement structure, thickness design, sub-base course, base course and surface course.
The goal of this project is to propose road infrastructure for a hostel and dining hall in
Sekolah Menengah Kebangsaan Warisan Puteri in Jalan Sikamat, 70400 Seremban, Negeri
Sembilan. The focus is on creating access to be planned building, which includes the school
building, dining hall, students hostel and other facilities within the development. The main
purpose of the road construction is to connect the main road with the intended building area,
ensuring the people including students and teachers have easy access to the surrounding areas.
The local authority responsible for this project is Majlis Bandaraya Seremban. Overall, this
study is to provide an overview of the road design process, factors that are considered in it, and
design and detailing drawing of proposed road will be shown.
56
2.0 ROAD DESIGN CONCEPT
Sekolah Menengah Kebangsaan Warisan Puteri is located at Jalan Sikamat, Seremban, Negeri
Sembilan is required to construct suitable pavement that connected existing road to the project
site. After considering factors such as cost, time and quality, the most suitable type of pavement
chosen for the project is a flexible pavement. To select the type of pavement, several factors
must be taken into account. These include:
i. Traffic loading:
- Equivalent Standard Axle Load (ESAL) is used to convert wheel loads of
various magnitudes and repetitions to an equivalent number of standard loads.
The standard axle is defined as a Single Axle with Dual Tires (SADT) applying
an axle load of 80 kN (8160 kg) to the pavement (Austroad, 2012).
- Wheel configuration
- Volume and composition of axle loads
- Tyre pressure and contact area
ii. Environmental Factors:
- Temperature (hot and low), climate condition, and heavy rainfall must be taken
into account when selecting the type of pavement
iii. Material Characteristics:
- The Marshall Sample Test and California Bearing Ratio (CBR) test are used to
determine the strength characteristics of paving materials and subgrade
supporting load. These tests help to ensure that the chosen pavement will be
able to withstand the loads and pressure it will subject to.
Road Design Concept starts with the determination of the road function, which includes the
type of vehicle that will use the road, the Level of Service (LOS) required, and the design
speed. Others factor that need to consider such as alignment, cross section, and drainage to
create a functional and safe road.
3.0 EXISTING AND PROPOSED ROAD
Existing road refer to pre-existing roads that have already been built and are currently used.
When working on the existing roads, engineers must consider the existing infrastructure and
make sure that any new construction or improvement are consistent with the existing road
design and function. The width of existing road is 8.23 in meter and the proposed road width
is 6 meter.
57
4.0 DESIGN OF FLEXIBLE PAVEMENT
Flexible pavement using Hot Mix Asphalt (HMA) pavement. It called ‘flexible’ since the total
pavement structure bends or flexes to accommodate traffic loads. Flexible pavement is made
up of several layers, also known as structural elements for roads, including the subgrade (soil),
sub-base (sand), base (aggregates), and surface layer (binder and wearing course). Dense-
graded, open-graded and gap graded are the types of flexible pavement. The pavement structure
for proposed road were following JKR Arahan Teknik (Jalan) 5/85 Pindaan 2013 as described
in following section.
4.1 DESIGN METHOD
In general, the thickness of road pavement is determined based on the strength of the subgrade
soil and the amount of road traffic will be expected to handle over a specific period of time.
The design of California Bearing Ratio is used as a measure of the ability of soil to support
load. The total number of 80 kN standard axle application, which is an industry standard for
measuring traffic loads is used to ensure that the pavement is thick enough to withstand the
expected amount of traffic over the design period. The design period of ten years used and it
refers to the span of time between the initial passing of user traffic until the fatigue limit of the
pavement whereby a strengthening overlay is required. The guide for equivalence factor
illustrated as shown in Table 4.1.
Table 4.1 Guide for Equivalence Factor
Percentage of selected heavy goods vehicles 0-15% 16-50% 51-100%
Types of road Equivalence Factor Local Trunk

3.0 3.7
1.2 2.0
Table 4.2 Guidelines for length of analysis period
Highway Conditions Analysis Period (years)
High volume urban 30-50
High volume rural 20-50
Low volume paved 15-25

58
Low volume aggregate surface 10-20
Below shows the road design calculation information:
Road Class R2
Initially Daily Traffic Volume (ADT) 400
Design life of road (x) 10 years
Percentage of Commercial Vehicle (PC) 15%
Annual Growth Rate (r) 7%
Equivalence Factor (e) 1.2
Subgrade CBR 5%
Rolling terrain
i) The initial annual commercial traffic for one direction, Vo is obtained by:
𝑉𝑜 = 𝐴𝐷𝑇 𝑥 0.5 𝑥 365 𝑥 𝑃𝐶/100 [1]
Vo = 400 x 0.5 x 365 x 15/100
= 10950
ii) The total number of commercial for one direction (Vc) is obtained by:
Vc = Vo [ ( 1 + r ) x ] / r [2]
Vc = 10950 [(1+0.07)10 – 1] / 0.07
= 15.1 x 105
iii) The total equivalent Standard Axle (ESA) application is given by:
ESA = Vc x e [3]
ESA = (15.1 x 105) x 1.2
= 1.81 x 106
59
iv) The maximum hourly traffic volume
C=IxRxT [4]
Where;
C is the maximum one-way hourly capacity
I is the ideal hourly capacity as in Table 3.2, JKR Method: Arahan Teknik (Jalan) 5/85
R is the roadway factor as in Table 3.3 JKR Method: Arahan Teknik (Jalan) 5/85
T is the traffic reduction factor in Table 3.4 JKR Method: Arahan Teknik (Jalan) 5/85
Table 3.2: Maximum Hourly Capacity Under Ideal Conditions (ATJ 5/85)
Road Type Passenger Vehicles Unit per hour
Multilane 2000 per lane
Two lanes (both way) 2000 total for both way
Three lanes (both way) 4000 total for both way
Table 3.3: Carriageway Roadway Reduction Factor (ATJ 5/85)
Shoulder Width
Carriageway Width
2.00 m 1.50 m 1.25 m 1.00 m
7.5 m 1.00 0.97 0.94 0.90
7.0 m 0.88 0.86 0.83 0.79
6.0 m 0.81 0.78 0.76 0.73
5.0 m 0.72 0.70 0.67 0.64
Table 3.4: Traffic Reduction Factor (ATJ 5/85)
Type of Terrain Factor
Flat T = 100/(100+Pc)
60
Rolling T = 100/(100+2Pc)
Mountainous T = 100/(100+5Pc)
c = IxRxT T = 100 / (100+2Pc)
= 2000 x 0.73 x 0.77 = 100 / (100+2(15))
= 1124 veh/peak/hr = 0.77
Assuming that maximum hourly capacity is 10% daily capacity, then the one way daily
capacity is as follows:
C = 10 x c [5]
= 10 x 1124
= 11240 veh/day/lane
v) The estimated daily traffic Vx after 10 years if given by
Vx = V1 (1+r) x = ADT/2 (1+r) x [6]
= 400 (1+0.07) 10 / 2
= 393 veh/day/lane
= C > Vx ∴ OK!
Hence capacity has not been reached after 10 years.
vi) Selection of structural number, TA
From fig.2, the chart shows that for an ESA of 1.81 x 106, the required TA’ is 20 cm.
vii) Design of Layer Thickness
TA = a1D1 + a2D2 + …. + anDn [7]

61
Where;
a1 a2 ... an are the structural
coefficients of each layer as shown in Table 3.5, JKR Method: Arahan Teknik (Jalan) 5/85
D1 D2 ... Dn are the thickness of each layer as shown in Table 3.6, JKR Method: Arahan
Teknik (Jalan) 5/85
Table 3.5: Structural Layer Coefficient (ATJ 5/85)
Component Type of Layer Property Coefficient
Wearing and binder

Asphalt Concrete 1.00
course
Type 1: Stability
0.80
> 400 kg
Dense Bituminous Macadam
Type 2: Stability
0.55
> 300 kg
Base course Unconfined
Compressive
Cement Stabilized Mechanically 0.45
Strength (7 days)
Stabilized crushed aggregate
30-40 kg/cm2
CBR? 80% 0.32
Sand, laterite
CBR ? 20% 0.23
etc.
Crushed
Subbase CBR ? 30% 0.25
aggregate
Cement
CBR ? 60% 0.28
Stabilized
62
Table 3.6 Minimum Layer Thickness (ATJ 5/85)
Type of Layer Minimum thickness
Wearing Course 4 cm
Binder Course 5 cm
Bituminous 5 cm
Base Course Wet Mix 10 cm
Cement treated* 10 cm
Granular 10 cm
Subbase Course
Cement treated 15 cm
Table 4.3 Allowable Thickness
Layer Material Coefficient Minimum Thickness
a1 Asphalt Concrete 1.00 9 cm
Mechanically
Stabilized
a2 0.32 10 cm
Crushed
Aggregate
a3 Sand 0.23 10 cm
1st Trial
Nominate = D1 = 9 cm
D2 = 10 cm
D3 = 10 cm
TA = 1.0(9) + 0.32(10) + 0.23(10)

63
= 14.5 cm < TA’ (20 cm)
2nd Trial D1 = 14 cm
D2 = 20 cm
D3 = 15 cm
TA = 1.0(14) + 0.32(20) + 0.23(15)
= 24 cm > TA’ (20 cm)
Taking into consideration the minimum thickness requirements, the pavement structure then
comprise of the following layer thickness
Wearing = 5 cm
Binder = 9 cm
Base = 20 cm
Subbase = 15 cm
Table 3.7 Standard & Construction Layer Thickness (ATJ 5/85)
Standard
Type of Layer One Layer Lift
Thickness
Wearing Course 4 – 5 cm 4 – 5 cm
Binder Course 5 – 10 cm 5 – 10 cm
Bituminous 5 – 20 cm 5 – 15 cm
Base Course Wet Mix 10 – 20 cm 10 – 15 cm
Cement Treated 10 – 20 cm 10 – 20 cm
Granular 10 – 30 cm 10 – 20 cm
Subbase Course
Cement Treated 15 – 20 cm 10 – 20 cm
When deciding on the thickness of each layer in a construction project, it is important to

consider the practical considerations involved, as outlined in Table 3.7 (ATJ 5/85).
64
Table 3.8 Minimum Thickness of Bituminous Layer (ATJ 5/85)
TA Total thickness of bituminous layer
< 17.5 cm 5.0 cm
17.5 - 22.5 cm 10.0 cm
23.0 - 29.5 cm 15.0 cm
23.0 - 29.5 cm 17.5 cm
The minimum thickness of a bituminous layer must be based on Table 3.8 (ATJ 5/85) in order
to prevent exceeding the critical tensile strain at the base of the layer. This table provides the
recommended thickness for the bituminous layer based on the type of traffic and the subgrade
soil conditions.
65
4.2 CROSS SECTION OF THE FLEXIBLE PAVEMENT DESIGN
Wearing Course 50 mm
Binder Course 90 mm
Base Course 200 mm
Subbase Course 150 mm
Figure 4.1: Flexible Pavement Design Cross Section
Pavement structure for traffic category is T2 which the ESA value is 1.81 x 10 6.
Figure 4.2: Pavement Structure for Traffic Category T2

66
4.3 ROAD SPECIFICATION
Design Concept on Road Structure
- Road Slope used 1:400

- Multilane way 6.00 m
- All signboard using retro reflective high intensity sheeting cover
- Line of road using thermoplastic
Figure 4.3: Typical Cross Section of Road
4.4 ROAD SIGNAGE
Road Signage or Traffic Sign discussed in this project are referring a standard of Arahan Teknik
(Jalan) 2A/85 – Standard Traffic Signs.
Road signage refers to the various signs, markers, and signals that are placed along a
roadway to provide information, guidance, and instruction to road users. These signs are used
to convey a wide range of information, including traffic regulations, speed limits, warning of
potential hazards, direction and guidance for navigation, and other important information.
There are several different types of road signs, each with a specific purpose and design.
i. Regulatory signs, such as stop signs, yield signs, and speed limit signs, are used to
communicate specific rules and regulations that drivers must follow.
ii. Warning signs, such as those that indicate sharp curves, construction ahead, and
animal crossings, are used to alert drivers to potential hazards on the road.
iii. Guide signs, such as those that indicate the distance to upcoming exits or
destinations, are used to provide drivers with information they need to navigate the
road.
67
iv. Informational signs, such as those that indicate the location of rest areas, gas
stations, and other services, are used to provide additional information to drivers.
In this project, the company provided road signage at the road to give a warning to road
users to be alert, careful while driving and ensure the satisfaction for road users when using the
road. There is some road signage that has been proposed:
Table 3.7: Road Signage and its function (ATJ 2A/85)
No. Road Signage Function
1 Remind road users to stop at intersection.
2 Remind road users on no entry for any vehicle.
3 Remind road users about speed limit on the road.

68
Give information to road users the location of parking

4
area
5 Remind road users that no parking on that area
6 Remind road users the road can right turn only
4.5 ROAD MARKING
Road Signage or Traffic Sign discussed in this project are referring a standard of Arahan Teknik
(Jalan) 2D/85 – Manual on Traffic Control Devices: Road Marking and Delineation.
Road marking is the process of applying lines, symbols, and other markings on the
surface of a roadway to provide guidance and information to drivers. These markings are used
to indicate traffic lanes, crosswalks, parking spaces, and other important features of the road.
It can be applied using paint, thermoplastic, and preformed tapes. Road markings serve several
important functions, such as:
69
i. Guiding drivers by clearly defining the boundaries of traffic lanes, crosswalks, and
other important areas of the road.
ii. Enhancing safety by providing drivers with clear visual cues that help to prevent
collisions and other accidents.
iii. Improving traffic flow by providing drivers with information they need to navigate
the road safely and efficiently.
Pavement markings are divided into longitudinal lines, transverse lines and other
markings. Firstly, in general, a longitudinal line shall consist of either an unbroken or a broken
line or a combination of both marked in the direction of travel. Each of it have different
function, the broken line is used to separate moving vehicle where there is unrestricted visibility
and may be crossed at the discretion of drivers. Meanwhile, the single unbroken line is used
where the crossing of the line is to be discouraged or is legally prohibited. Figure 4.4 illustrated
the dimensions of longitudinal lines for rural areas.
Figure 4.4: The dimensions of longitudinal lines for rural areas
Next, transverse lines are lines that cross across the road and are usually associated with
intersection or junction controls or traffic signals. Because of the narrowing caused by the low
angle at which they are viewed, transverse lines should be wider than longitudinal lines.
Transverse line consists of stop line, holding line or give way line, and pedestrian crossing
marking. Lastly, other marking is defining splayed island approaches, or obstructions, sealed
shoulders, painted island and medians and areas separating exit ramps from the carriageway.
APPENDIX OF ROAD DESIGN
FOR INTERNAL USE ONLY Arahan Teknik(Jalan) 5/85
Cawangan Jalan, Ibu Pejabat JKR, K.L Page 9

EXISTING ROAD

BUILT ENVIRONMENT

PROJECT
PROPOSED ROAD TITLE: ROAD DESIGN
SCALE:
DRAWN BY: GROUP F
SECTION A-A CHECKED BY: DR MOHD AZLAN BIN MOHD YUSOFF
DRAWING NO:
SECTION A-A

BUILT ENVIRONMENT
6000 mm
ROAD ROAD
CURB CURB
100 mm
TYPICAL
TYPICAL
DRAINAGE
DRAINAGE BFC 43303: INTEGRATED DESIGN
TYPE PROJECT
TYPE
50 mm THK COMPACTED THICKNESS
ASPHALT CONCRETE WEARING COURSE TITLE: ROAD DESIGN
CROSS SECTION
90 mm THK COMPACTED THICKNESS SECTION A-A
ASPHALT CONCRETE BINDER COURSE
200 mm THK BASE COURSE

SCALE:
DRAWN BY: GROUP F
150 mm THK CRUSHER RUN AGGREGATES CHECKED BY: DR MOHD AZLAN BIN MOHD YUSOFF
DRAWING NO:
BUILT ENVIRONMENT

PROJECT
TITLE: ROAD DESIGN

DETAILS OF ROAD MARKING AND
ROAD SIGNAGE
SCALE:
DRAWN BY: GROUP F
CHECKED BY: DR MOHD AZLAN BIN MOHD YUSOFF
DRAWING NO:

(RM)
B.2 ROAD CONSTRUCTION
Road and Carpark
2.1 Supply, lay, spread and compact (minimum 10 ton
vibratory roller) for the following layer according to
specification including cambered, rolled to fall and
levelled up to the road formation all as per drawings all
in accordance with the specification or as directed by
the S.O.(Rate to include traffic management and
temporary traffic signage during construction):-.
Internal road and Carpark

a) 90mm thick binder course and 50mm thick wearing m2
course including a layer of tack coat 1,000 15.00 15,000.00
b) 200mm thick crusher run as road base material m2 800 15.00 12,000.00
c) 150mm thick sand blanket m2 800 15.00 12,000.00
Gravel Carpark
Supply, lay, spread 150mm thick sand blanket and
200mm thick compacted approved gravel for gravel
carpark. m2 1,600 15.00 24,000.00
External road
a) 75mm thick binder course and 50mm thick wearing
course including a layer of tack coat m2
b) 450mm thick crusher run as road base material m2
c) 100mm thick sand blanket m2
Road Kerbs
2.2 Precast concrete kerb grade 20 c/w discharge opening
together with 230mm concrete pipe at every 5m interval
as per drawing. Prepare and apply one coat alkali
resisting and 2 coats of emulsion paint of black and
white colors alternately at 600mm length to sides and
on top of kerb m 4,000 65.90 263,600.00
-
Road Line Marking -
2.3 Supply and lay 2 coats of approved thermoplastic
reflective road line paint including clearing surfaces
from dirt, grease, oil or others to edges and centre of
road and parking area -
a) Continuity Line m 2,123 2.92 6,199.16
-
b) Give-way Line m 1,495 3.00 4,485.00
-
c) Centre Line/ Lane Line m 3,132 2.90 9,082.80
-
d) Edge Line m 5,212 2.66 13,863.92
TO COLLECTION RM 360,230.88

(RM)
e) Stop Line m 100 7.00 700.00
f) Pedestrian Crossing (Zebra) m 50 4.00 200.00
g) Double Line m 1,500 5.00 7,500.00
h) Perpendicular / Parallel Parking Line lot 400 5.00 2,000.00
i) Motorcycle Line lot 40 5.00 200.00
j) Bus Bay Line lot 5 5.00 25.00
k) Pavement direction arrows no 60 5.00 300.00
l) Cross hatching line m 50 28.00 1,400.00
Road Traffic Signs

2.4 Furnishing and erecting, permanent traffic sign in
accordance with specifications and as shown in the
drawings or as instructed by the Engineer
a) Speed Limit no 2 150.00 300.00
b) Stop at intersection no 2 150.00 300.00
c) T-Junction no 2 150.00 300.00
d) No-Entry no 1 150.00 150.00
e) Give way no 2 150.00 300.00
f) Road Narrows no 2 50.00 100.00
g) Chevron no 1 50.00 50.00
e) Others no
Sign Board
2.5 To supply and install double sided road sign board with
overall height of 1500mm. Rate to include excavation,
backfilling, concrete foundation, formwork and etc,
including M.S. hollow 62.5mm x 62.5mm Galvanised
Hot Dipped (grey finishes). no 1 150.00 150.00
-
Concrete Paver Block -
2.6 Supply and lay specified interlocking concrete paver
block complete with edge restraint. Rate to include
preparation of formation, all necessary concrete and
sand fill. m2 -
-
-
-
TO COLLECTION RM 13,975.00
FACULTY OF CIVIL ENGINEERING AND BUILT ENVIRONMENT
MINUTES OF MEETING (1)
Meeting Date: 17th December 2022

Meeting Time: 9:00 P.M. – 11:00 P.M.
Meeting Location: Google Meets
Attend by:
1. Muhammad Syahmi Bin Mustafa
2. Muhammad ‘Afif bin Fauzan
3. Muhammad Syahir bin Abdullah
4. Koh Ye Hong
NO SUBJECT ACTION FEEDBACK
BY
1.0 Welcome and Briefing: Everyone ready on
Attendance of each member group was recorded. time and it’s a good
Syahmi
The host of the meeting welcome everyone in the time management
group.
2.0 Minutes of the first meeting:
The agenda of the meeting that evening was:
1. Discuss the instruction and the detail of the
project. ‘Afif
2. Discuss and choose location for the project.
3. Question and Answer (Q&A) session
regarding the detail of the project.
3.0 Discussion Conducted Some of the
• Group members discuss in more detail question that has
All the
about the requirement of the project. been appointed was
group
• Discuss about which drawing plan should answered by the
members
we use for this project and find Submission member of our
Report for our project. group.
Prepared by Approved by
Muhammad ‘Afif bin Fauzan Muhammad Syahmi Bin
Mustafa
Meeting Date: 21st December 2022

Meeting Location: Google Meets
Attend by:
4. Koh Ye Hong
BY
Attendance of each member group was time and it’s a good
Syahmi
recorded. The host of the meeting welcome time management
everyone in the group.
1. Brief about Infrastructure work -
2. Discuss the first step that is
Earthwork.
3.0 Discussion Conducted All the Some of the question
All the group member discussing in more member that has been
detail: groups appointed was
• We discuss about how to make the grid answered by the
for cut and fill using AutoCAD. member of our
• We refer to the materials given by our group.
lecturer to do the Earthwork.
4.0 Proof of group discussion: Everyone
Prepared by: Approved by:
Muhammad ‘Afif Bin Fauzan Muhammad Syahmi Bin Mustafa
Meeting Date: 27th December 2022

Meeting Location: Lab at FKAAB
Attend by:
4. Koh Ye Hong
BY
Attendance of each member group was time and it’s a good
Syahmi
recorded. The host of the meeting welcome time management
everyone in the group.
1. Discuss about Drainage and
-
Sewerage.
2. Separate the work for each
group members.
3.0 Discussion Conducted All the Some of the question
• We study the material given for member that has been
drainage and sewerage work system. groups appointed was
• We ask the lecturer for more guidance. answered by the
• We also discussed and finalize the member of our
drawing for drainage, catchment area group.
and manhole location.
Meeting Date: 4th January 2023

Meeting Location: Whatsapp Group
Attend by:
4. Koh Ye Hong
BY
Attendance of each member group was recorded. time and it’s a good
Syahmi
The host of the meeting welcome everyone in time management
the group.
1. Discuss about water supply and
-
road works.
2. Question and Answer (Q&A)
session.
3.0 Discussion Conducted All the Some of the
• All the group member discussing in more member question that has
detail regarding the water supply system groups been appointed was
and road works. answered by the
• We also list the suitable specification to member of our
be used in the project. group.

Full Report Infra GP F

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FACULTY OF CIVIL ENGINEERING AND

GROUP PROJECT (INFRASTUCTURE)

COURSE CODE BFC 43303

COURSE NAME INTEGRATED DESIGN PROJECT

STUDENT NAME 1. MUHAMMAD SYAHMI BIN MUSTAFA DF190102

2. MUHAMMAD ‘AFIF BIN FAUZAN DF190090

3. MUHAMMAD SYAHIR BIN ABDULLAH DF190170

4. KOH YE HONG DF190139

LECTURER NAME Dr. MOHD AZLAN BIN MOHD YUSOFF

DATE OF SUBMISSION 25.02.2023

1.2 CODES OF PRACTICES AND STANDARDS

1.3 SCOPE OF GEOTECHNICAL REPORT

1.4 PLANT AND MACHINERIES

Type of plant and

Wheel loader To scoop up loose material from the ground such as

Dump truck Used for transportation of various loose material such

Back hoes To move soil, site clearance, backfill excavation

Excavators Used for demolition, excavate soil for sewerage

1.5 SOIL INVESTIGATION TEST

The soil investigation tests that were conducted are as follows:

1.6 LABORATORY TEST

soil over time and is used to predict the long-term

1.7 EARTHWORK DESIGN

1.8 SITE CLEARING

iii. Structure Demolition

1.9 TEMPORARY EARTH DRAIN AND SILT-TRAP

1.10 CLEARING AND GRUBBING

1.11 STRIPPING TOP SOIL

1.12 CUT AND FILL

1.13 SAFETY AND HEALTH

1.14.1 DESIGN REFERENCE

1.14.2 DETAILS OF CUT AND FILL

Total Area 100.05 Acres

Total Cut 2,656 CuM

Spoil @ 20% 531.25 CuM

Available Fill 2,125.00 CuM

Total Fill 20,000.00 CuM

To import Fill 17,875.00 CuM

Access Cut Nil CuM

1.14.3 DESIGN AND CALCULATION

E = Existing P = Proposed C = Cut F = Fill

PARIT TANAH 8.00 11.00 12.00

F) THIS DESIGN IS THE COPYRIGHT OF KHAM DESIGN AND SHOULD

CADANGAN PEMBINAAN BANGUNAN ASRAMA 4 TINGKAT DAN

SIKAMAT, 70400 DAERAH SEREMBAN, NEGERI SEMBILAN

7357 13.00 32.70

OSK Property Holdings Berhad

Lumpur, Wilayah Persekutuan Kuala Lumpur

25.0 10.00 CH775.00 13.00

CIVIL & STRUCTURAL

KEY PLAN CONSULTANT

EARTHWORK LAYOUT PLAN

FAKULTI KEJURUTERAAN AWAM DAN ALAM

BFC43201 PERISIAN KEJURUTERAAN AWAM

CREATED BY: ALL GROUP MEMBERS

DESIGNED BY: Muhammad 'Afif Bin Fauzan

DR MOHD AZLAN BIN MOHD

DATE OF SUBMIT: 25 FEBRUARY 2023

D) DIMENSIONS/ LEVELS SHOWN TO BE VERIFIED AT SITE BEFORE