BAA 4023
PROJECT FOR PROFESSIONAL
PRACTICES
PROPOSAL OF DEVELOPING NEW
CITY“CASA ASTANA RESIDENT”AT LOT PT
93097 – LOT PT 93456, SEKTOR IV BANDAR INDERA MAHKOTA, MUKIM KUALA KUANTAN,
PAHANG DARUL MAKMUR.
AHLI KUMPULAN NO.ID
1. SHANMUGAM A/L SUBRAMANIAM AA13022
2. NUR ATIKAH BINTI MOHAMMAD ZULKIFLI AA12092
3. NOR HIDAYAH BINTI ISMAIL AA12075
4. NUR MIZA BINTI MOHAMAD AA12019
5. NURHIDAYATI BINTI ELFIKRIE AA12039
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 2
TABLE OF CONTENTS
NO
ITEM
PAGES
1.
BACKGROUND COMPANY
1-3
2.
PROJECT DETAILS
3-9
3.
PROJECT PLANNING AND SCHEDULING
10-11
4.
LAND USED RATIO
12
5.
EARTHWORK
13-16
6.
ROAD AND PAVEMENT DESIGN
17-29
7.
DRAINAGE DESIGN
30-36
8.
WATER RETICULATION
37-65
9.
SEWERAGE SYSTEM
66-89
10.
POWER SUB-STATION
90-95
11.
BILL OF QUANTITY
96-147
12.
ESTIMATION
148-150
13.
APPENDIX
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 3
1.0 COMPANY BACKGROUND
1.1 CORPORATE INFORMATION
Registered Name
Castella Engineers Sdn. Bhd.
Address
No. 811 Excella Business Park,
Jalan Ampang Putra, 68000 Ampang, Kuala Lumpur.
Tel : (603) – 90778898/90778899
Fax : (603) – 90778897
Structure Of Company :-
Sendirian Berhad (Sdn. Bhd.)
100 % Bumiputra
Registration
Lembaga Jurutera Malaysia 693 B/C
Ref No. : 1002 - 0100 - BC – 686
Kementerian Kewangan Malaysia
Ref. No. : 475-02800108
Civil Engineering
Paid-Up Capital
RM 200,000
Authorised Capital
RM 500,000
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 4
Main consultant :
CASTELLA CONSULTANCY SDN.BHD.
Sub-Consultant :
MITRALAND GROUP SDN.BHD. DIJAYA CORPORATION SDN.BHD.
MEGA BUILD SDN.BHD.
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 5
1.2 ORGANIZATION CHART
PROJECT DIRECTOR
SHANMUGAM A/L SUBRAMANIAM
INFRASTRUCTURE ENGINEER
NUR ATIKAH BINTI MOHAMMAD ZULKIFLI
CIVIL & STRUCTURAL ENGINEER
NOR HIDAYAH BINTI ISMAIL
GEOTECHNICAL ENGINEER
NUR MIZA BINTI MOHAMAD
QUANTITY SURVEYOR
NURHIDAYATI BINTI ELFIKRIE
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 6
2.0 PROJECT DETAIL
2.1 INTRODUCTION
One of the subject call Project for Professional Practice is a compulsory subject that
required the entire undergraduate student of faculty civil engineering to be taken in
University Malaysia Pahang. The aims of the course are to developed students
professionalism and ethical responsibilities skills, effective communication abilities with
other multidisciplinary professions, effective team working skill, awareness about sustainable
environment, desires for lifelong learning, utilization of moderns tools and technologies and
technopreneurship skills using technical knowledge that have been learned to date. This
subject also helps students to study and more clearly about the concept of managing the
project that covered the life cycle of the projects, planning and scheduling, monitoring and
controlling in construction industry.
Students can learn how to establish the amount of money the owner will spend to obtain
the project and the amount of money that the design and construction organization will be
compensated for performing the work. The students are grouped into a team and that group
will assigned to do a completed project planning and design of a civil engineering project
report that, including the entire step regarding how to develop a project from start to the end
progress of projects. Students must prepare a completed project planning of civil engineering
works. A Project Director will supervise the students until the completion of the project
proposed. Scope of works that involved in the project is all of the civil works such as site
investigation, earthworks, water supply, drainage and sewerage system, road access,
environmental assessment and the estimation of work.
2.2 PROBLEM STATEMENT
Since the area proposed is located nearby the Bandar Indera Mahkota and becoming
the developed are, the population of residents are inclined. It will cause the demand of
residential and facility also will be increases. In order to overcome this problem, we planned
to propose a suitable nature park city to that are to fulfill the demand.
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 7
2.3 TITLE OF THE PROJECT
Proposed Of Developing New City “Casa Astana” at Lot Pt 93097-Lot Pt 93456,
Sektor IV Bandar Indera Mahkota,Mukim Kuala Kuantan, Pahang Darul Makmur.
2.4 OBJECTIVES
To develop the remote area with 60.91 acres.
To build 81 units Terrace House (Single Storey), 57 units Terrace House (Double
Storey), 122 units Semi-Detached House (Double storey), 49 units Bungalow
(Double Storey), 188 units Cluster House (Double Storey), 7 units shoplot
(Double storey)
Provide the others facility like Petrol Station, Sewerage Treatment Plant,
Community Centre, Surau, Recreation Park, Playground, TNB.
To provide the infrastructures such as road, drainage, sewerage, and water
reticulation system within the whole area.
2.5 JUSTIFICATIONS
The proposed location of the Casa Astana is located near with the existing main roads
which provide quick and convenient access to important destinations in Kuantan. The
strategic location where is surrounded by institutional, residential, tourism, commercial area
and recreational park. The proposed of development of nature park city are:
To provide a safe environment.
To provide the Eco-tourism, this is close to nature and truly represents an ideal
getaway from the tribulations of city life.
To provide the residential area with the distinctiveness that sets apart from the
others.
To provide a peaceful place of study for that area.
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 8
2.6 PROJECT LOCATION
Site is located at Bandar Indera Mahkota,Mukim Kuala Kuantan,Pahang Darul Makmur.
About 15 minutes‟ drive from the city center
Figure 2.1 Location of Pahang
Figure 2.2 Location of Bandar Indera Mahkota
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 9
Figure 2.3: Key Plan Casa Astana Resident Site
Figure 2.4: Location Plan of Casa Astana Resident Site
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 10
2.7 LANDSCAPE
For this project landscape works, we will pass to landscape architect to design and
hire another subcontractor that full with experience to complete this work. For the „paz
garden‟ will be take more time to be construct due to this garden is mainly to be eco-
friendly and truly environment. While for others area that with empty spaces without
construct any building or civil work, will be construct as a field. The work of landscape will
be consists of plantation of trees and flowers, gazebos and pedestrian.
2.8 ENVIRONMENT
An environmental assessment is a study required to establish all the impacts either
positive or negative about one particular project. It will consist of technical evaluation,
economic impact and social results that the project will bring. The environmental assessment
will have to:
i) Identify possible environmental effects.
ii) Propose measurements to mitigate adverse effects.
The site clearing will involve felling trees but after the construction is done, the
landscape work will be done around the proposed area to make sure there are no effects to the
environment cause of the construction of this residence. The structural works such as piling
work will cause the noise but it will not cause disruption because there is no building nearing
the proposed area. All of the waste materials from the construction site will be dumped at the
nearest dumping area.
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 10
3.0 PROJECT PLANNING AND SCHEDULING
Casa Astana Resident have 4 phases
4 year project start 21/12/2015 to 3/5/2019
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL
MAKMUR.
Castella Consultancy Sdn. Bhd. Page 9
3.1 GANTT CHART
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL
MAKMUR.
Castella Consultancy Sdn. Bhd. Page 10
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 11
4.0 LAND USED RATIO
4.1 INTRODUCTION
Layout plan for this project is proposed based on the requirement in Garis Panduan
dan Piawaian Perancangan Negeri Selangor. Such data provided in the manual are minimum
area for houses, road width, and land used ratio. According to this manual, 10% of the
develop area is needed to be remained as it existing condition or use as recreational area and
landscaping purpose. Therefore, minimum of 6.08 acre of the area is not to be develop as the
total area of the proposed development id 60.801 acre.
Based on Table 4.1, it is shown that total of 6.07 acre of the area is maintained for
landscape and recreation purposed. Thus, the proposed layout for the area is accepted for 0.01
acre different.
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 12
Table 4.1: Land used ratio
Type of Building Unit Area (m2) Area (acre) Percentage (%)
Residential
1 Bungalow 49 17543.68 4.34 7.13
2 Semi-detached 122 58928.44 14.56 23.95
3 Cluster 188 32656.70 8.07 13.27
4 Terrace 138 33518.82 8.28 13.62
Total 142,647.64 35.25 57.97
Civil Structure
1 Sewerage Treatment Plant 1 4148.19 1.03 1.69
2 TNB Substation 1 3672.91 0.91 1.49
3 Water Tank 1 4045.41 1.00 1.64
Total 11,866.51 2.93 4.82
Facilities
1 Surau 1 2399.88 0.59 0.98
2 Community Centre 1 3941.49 0.97 1.60
3 Shoplot 7 3506.83 0.87 1.43
4 Petrol Station 1 4391.23 1.09 1.78
Total 14,239.43 3.52 5.79
Others
1 Recreation Park 1 7771.48 1.92 3.16
2 Road - 62,379.79 15.41 25.35
3 Playground 1 3134.49 0.77 1.27
4 Landscape - 4030.14 1.00 1.64
Total 77,315.90 19.11 31.42
TOTAL 60.81 100.00
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 13
5.0 EARTHWORKS
Any modification of land associated with subdivision or development, including
excavation and filling, removing and replacing soil, contouring, cutting , levelling, deposition
of cleanfill, and road, driveway and access constructio.Process of earthworks is to excavate
the existing land to a suitable level so that road, structure construction may begin. The
earthworks can take the form of either excavation in the form of cuts or the construction of
embankments to carry an elevated highway.
Normally in a road design project, both will be necessary and movement of earth from
one part of the site to the next will be necessary. This should be done with as little waste
created or as little extra material required as disposal or collection is expensive. In
earthmoving, cut and fill is the process of constructing a railway, road or canal whereby the
amount of material from cuts roughly matches the amount of fill needed to make nearby
embankments, so minimizing the amount of construction labor.
5.1 CHAINAGE
Chainage is an imaginary line used to measure distance, often corresponding to the
centre of a straight road. In this project, the distance between lines chainage is 25 metre. For
each lines of chainage will have cross sectional area that shown the topography at that site.
Hence, from this cross sectional area the volume of cut and fill for each building and road
will be determined.
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 14
Figure 5.1 : Chainage
Figure 5.2 : Cut and Fill Cross Section
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 15
5.2 CUT & FILL SUMMARY
SUMMARY
NO BUILDING PLATFORM
LEVEL (PL)
EXISTING
LEVEL (EL) PL-EL CUT/FILL
1 Double Storey
Terrace House
42 50 -8 CUT
2 One Storey
Terrace House
38.50 31 7.5 FILL
3 Semi D House 39.50 49 -9.5 CUT
4 Bungalow 39 58 -19 CUT
5 Kluster 39 48 -9 CUT
6 Shop Lot 44 35 9 FILL
7 Surau 39 36 3 FILL
8 Community
Centre
39 36 3 FILL
9 Petrol Station 44 54 -10 CUT
10 STP 30.50 28 2.5 FILL
11 TNB
Substation
42 54 -12 CUT
12 Water Tank 41 73 -32 CUT
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 16
5.3 CUT & FILL CALCULATION
CHAINAGE VOLUME
CUT (m³)
VOLUME
FILL (m³)
BALANCE
(m³) NOTE
CH0 49080.750 - +49080.750 Have Balance
CH25 61798.125 - +61798.125 Have Balance
CH50 43314.275 - +43314.275 Have Balance
CH75 46751.575 969.075 +45782.500 Have Balance
CH100 7781.250 2811.225 +4970.025 Have Balance
CH125 116831.850 3872.450 +112959.400 Have Balance
CH150 140245.325 7398.200 +132847.125 Have Balance
CH175 122555.125 24273.850 +98281.275 Have Balance
CH200 81374.600 25003.000 +56371.600 Have Balance
CH225 79284.800 12535.850 +66748.950 Have Balance
CH250 84086.050 16782.675 +67303.375 Have Balance
CH275 111661.250 32746.250 +78915.000 Have Balance
CH300 95731.650 33965.950 +61765.700 Have Balance
CH325 76341.600 45836.050 +30505.550 Have Balance
CH350 57789.550 48846.950 +8942.600 Have Balance
CH375 20644.225 45268.950 -24624.725 Not Enough
CH400 18229.375 80416.075 -62186.700 Not Enough
CH425 23000.500 106418.450 -83417.950 Not Enough
CH450 27083.700 69126.700 -42043.00 Not Enough
CH475 26013.325 13646.825 +12366.500 Have Balance
CH500 35823.500 553.500 +35270.000 Have Balance
CH525 41245.725 23433.475 +17812.250 Have Balance
CH550 22510.400 39114.400 -16604.000 Not Enough
CH575 6951.050 63436.300 -56485.250 Not Enough
CH600 - 102184.750 -102184.750 Not Enough
CH625 - 88963.875 -88963.875 Not Enough
CH650 - 52069.875 -52069.875 Not Enough
CH675 - - - -
TOTAL 456454.875
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 17
6.0 ROAD AND PAVEMENT DESIGN
Figure 6.1: Layout Road on Site
Figure 6.2: Layout Road Design
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
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6.1 ROAD DESIGN
6.1.1 INTRODUCTION
The road is design for proposed project of developing New City “Nature Park City” at
Lot Pt. 93097-Lot Pt. 93456, Sektor IV Bandar Indera Mahkota,Mukim Kuala Kuantan,
Pahang Darul Makmur. The design consideration is based on Arahan Teknik (Jalan) issued
by Jabatan Kerja Raya (JKR) Malaysia and also Manual Garis Panduan Dan Piawaian
Perancangan Negeri Selangor BAB 6: INFRASTRUKTUR DAN UTILITI. We had decided
to provide a flexible pavement which is consists of surface course, base course, and sub-base
course. This road is also considered as urban road because the location is near to the city,
Kuantan.
6.1.2 SCOPE OF WORK
i. Identification of the proposed road.
ii. Selection of the road category based on function
iii. Estimate the traffic volume
iv. Determine the requirement, specification and the standard that is related to the
road design.
6.2 PAVEMENT DESIGN
The structural design has been based on the AASHO (American Association of State
Highway Officials) Road Test results but the design method is developed using the multi-
layered elastic theory through the use of the Chevron N-layer computer program. The mix
design and material requirements are based on the existing specifications with modifications
to incorporate local experience.
To design the flexible pavements for roads, it comprises of details for the thickness
design, materials specification and the mix design requirements. There are several relevant
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 19
factors that should take into account such as soil properties, economy of design and practical
considerations with regard to the suitability of materials on site.
The characteristics of the road based on the guideline are determined below:
Type of road – Urban
Design standard – U5
Annual Daily Traffic –6000 veh/day
Road is considered as flat terrain.
6.2.1 DESIGNATION OF EACH LAYER.
A flexible pavement is a layered structure consisting of a Surface Course inclusive of
Wearing Course and Binder Course, a Road Base Course, and Sub base Course. (Figure 1):
Figure 6.3: Basic Flexible Pavement Structure
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
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6.2.2 CALCULATION OF PAVEMENT DESIGN
The following conditions are given;
Table 6.1: Design Criteria of Road Pavement
ROAD DESIGN
GROUP AREA URBAN
AREA
ROAD CATEGORY Arterial
TRAFFIC VOLUME (2010), veh/day 6000
ANNUAL TRAFFIC GROWTH,% 0.04
DESIGN PERIOD, year 20
TRAFFIC VOLUME ON ROAD COMPLETION (2015),
veh/day
7300
DESIGN ST ANDARD U4
Projected Annual Daily Traffic, AADT n = AADT ( 1 + r ) n
Traffic volume on road completion ( 2015 ) AADT = 6000( 1+0.04 )5
= 7300 veh/day
ASSUME A 2-WAY, 2 LANES ARTERIAL WITH,
V15 = 528 veh/h according to JKR on 17/10/2002
Table 6.2: Traffic Composition
Table 6.3: Adjustment factor for average lane width (fLW)
TYPICAL COMPOSITION VEHICLE
CLASS % PCU (PASSENGERS UNIT)
C1 68 1.00
C2 10 2.00
C3 7 3.00
C4 5 3.00
C5 10 0.50
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DETERMINE ROAD CAPACITY, RC
DHV = ADT X K-VALUE
= 7300 X 12 % = 876 veh/h
PHF = DHV/ (V15 x 4)
= 876 / (528 X 4)
= 0.41
fHV =1/(%C1*PCEC1+%C2*PCEC2+%C3*PCEC3+%C4*PCEC4+%C5*PCEC5)
= 1 / [(0.68 x 1) + (0.10 x 2) + (0.07 x 3) + (0.05 x 3) + (0.10 x 0.5)]
= 0.78
Lw = 3.5m , fw = 0.956
RC = BC X N X PHF X fw X fhv X all other factor
= 7300 X 1 X 0.41 X 0.956 X 0.78 X 1.00
= 2231 veh/h
V/C = DHV / RC
= 876 / 2231
= 0.40 < 1 OK!!
N = 4 and design for dual 2-lane and design for dual 2 lane carriageway because level of
loss that get is low to moderate density.
Adjustment factor for average lane width (fw)
1.0003.66
0.9563.50
0.9023.30
0.8203.00
Lane width factor (fw)Average lane width, w (m)
1.0003.66
0.9563.50
0.9023.30
0.8203.00
Lane width factor (fw)Average lane width, w (m)
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Table 6.4 Level Of Service ( Los ) Based On V/C
V/C RATIO LoS
< 0.29 A : Very low density
0.29 to 0.43 B : Low density
0.43 to 0.62 C : Low to moderate density
0.62 to 0.82 D : Moderate density
0.82 to 1.00 E : High density
> 1.00 F : Very high density
Table 6.5: Assumption Values for Road Pavement Thickness
Initial daily traffic volume(ADT) 7300 veh/day
Percentage of commercial cars, Pc 40%
Annual Growth Rate, r 4%
Design period 10 year
Sub-grade CBR 7%
Equivalence Factor, e 3
Step 1:
Initial annual commercial traffic for one way, Vo
Vo = ADT x 0.5 x 365 x Pc/100
Vo = 7300 x 0.5 x 365 x 40/100
= 532900 veh/day
Step 2:
Total number of commercial vehicles one direction for x years, Vc
Vc = Vo [(1+r)x – 1] / r
= 532900 [(1+0.04)10
– 1] / 0.04
= 6.40 X 106 veh/day
Step 3:
Volume of daily traffic after x year in one lane, Vx
Vx = Vl ( 1 + r )x / direction
Vl = initial daily traffic in one direction
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Vx = 7300 (1 + 0.04)10
/ 2
= 5403 veh/day/lane
Step 4:
Total Equivalence Standard Axles, ESAL
Table 6.6: Guide for equivalence factor
Percentage of selected
heavy goods vehicle*
0 – 15 %
16 – 50 %
51 – 100 %
Type of road local truck
3.0
3.7 Equivalence factor 1.2 2.0
* selected heavy goods vehicles refer to those conveying timber and quarry materials
ESAL = Vc x e
e = Equivalence factor or Table 5.1
ESAL = [6.40 x 106] x 3
= 1.92 X 107 veh/day
Step 5:
Maximum hourly one way traffic flow, c
c = I x R x T
I = the ideal hourly capacity (Table 5.2)
R = the roadway factor (Table 5.3)
T = the traffic reduction factor (Table 5.4)
Table 6.7 Maximum hourly capacity under ideal condition
Road type Passenger vehicle units per hour
Multi lanes 2000 per lane
2 lane (both ways) 2000 total per both ways
3 lane (both ways) 4200 total for both ways
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Table 6.8 Carriageway roadway reduction factor
Carriageway
width
Shoulder width
2.0 m 1.5 m 1.25 m 1.0 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 6.9 Traffic reduction factor
Type of terrain Factor*
Flat T = 100 / (100 + Pc)
Rolling T = 100 / (100 + 2Pc)
mountainous T = 100 / (100 + 3Pc)
Assume that road 2 lanes both way and carriageway width is 7.0m with 1.5m shoulder width
c = 2000 x 0.86 x 0.71
= 1221 veh/day
Step 6:
One way traffic capacity (24 hrs), C
C = 10 x c
C = 10 x 1221
= 12210 veh/day/lane
VX = 5403 veh/day/lane
Therefore,
Vx < C, the design years can support the daily capacity of traffic for 10
years.
Step 7:
Equivalent Thickness, TA with ESAL = 1.92 X 107 vph and Subgrade CBR is 7%, required TA is
34.3 cm
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TA = a1D1 + a2D2 + ........+ a4D4
a1,a2...an = Structural coefficients of each layer
D1,D2.....Dn = Thickness of each layer
Minimum layer thickness
Types of layer Minimum
(cm)
Wearing course 4
Binder course 5
Base course Bituminous 5
Wet mix 10
Cement treated* 10
Subbase course Granular 10
Cement treated 15
Component Type of layer Property Coefficient
Wearing and binder
course
Asphalt concrete 1.00
Base course Dense bituminous macadam Type 1; stability > 400kg 0.80
Type 2; stability > 300kg 0.55
Cement stabilized Unconfined compressive
strength (7days) 30 – 40
kg/cm3
0.45
Mechanically stabilized
crushed aggregate
CBR ≥ 80% 0.32
Subbase Sand, laterite etc. CBR ≥ 20% 0.23
Crushed aggregate CBR ≥ 30% 0.25
Cement stabilized CBR ≥ 60% 0.28
Table 6.10 Minimum Layer Thickness
Table 6.11 Structural coefficients of each layer
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Table 6.12: Standard & Construction Layer Thickness
Type of Layer Standard
Thickness
One Layer Lift
Wearing Course 4 – 5 cm 4 – 5 cm
Binder Course 5 – 10 cm 5 – 10 cm
Base
Course
Bituminous 5 – 20 cm 5 – 15 cm
Wet mix 10 – 20 cm 10 – 15 cm
Cement treated 10 – 20 cm 10 – 20 cm
Sub-base
Course
Granular 10 – 30 cm 10 – 20 cm
Cement treated 15 – 20 cm 10 – 20 cm
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Figure 6.4 Thickness Design Nomograph
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Trial & error
D1 = 8 cm
D2 = 10 cm
D3 = 20 cm
D4 = 25 cm
TA‟ = 1.0 (8) + 1.0 (8) + 0.32 (20) + 0.23 (25)
= 28.15 cm
TA‟ = 28.15 cm < TA = 34.3 cm
So, we can use the thickness value of every layer is;
Wearing course = 8 cm
Binder course = 10 cm
Base course = 20 cm
Sub base course = 25 cm
Figure 6.5: Cross section of the design road pavement
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7.0 DRAINAGE DESIGN
7.1 INTRODUCTION
Drainage is a system of network that discharges the surface runoff in a systematic way
to prevent the overflow which can lead to flood occurrence. In order to provide sufficient
system for the area, the network is designed according to the 14th
Chapter of Drainage and
Swales in Urban Storm Water Management Manual 2nd
Edition (MSMA2) by the Department
of Irrigation and Drainage Malaysia. Based on the manual, the drainage discharge calculated
must be lesser than the design discharge to prevent overflow water during storm in order to
prevent flood occurrence. For this area, the drainage discharge (13.61m3/hr) is lower than the
design discharge (14.30m3/hr).
7.2 DRAINAGE DISCHARGE
Cross Sectional Area
Proposed: Typical Half Round RC Drain
Specification:
i Depth (exclude free board and half round glazed earthenware) : 2500 mm
ii Width : 1400 mm
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iii Diameter of half round glazed earthenware : 305 mm
( ) (
)
Hydraulic Radius
( ) (
)
Where R = hydraulic radius (m)
A = cross sectional area (m2)
P = wetted perimeter
Drainage Discharge
Where Q = drainage discharge
A = cross sectional area for drainage (m2)
R = hydraulic radius (m)
S = friction slope
Table 7.1: Values of Manning‟s „n‟ for overland flow
Surface Type Manning „n‟
Recommended Range
Concrete/ Asphalt 0.011 0.01 - 0.013
Bare Sand 0.01 0.01 - 0.06
Bare Clay – Loam (eroded) 0.02 0.012 - 0.033
Gravelled Surface 0.02 0.012 - 0.03
Packed Clay 0.03 0.02 - 0.04
Short Grass 0.15 0.10 - 0.20
Light Turf 0.2 0.15 – 0.25
Lawns 0.25 0.20 – 0.30
Dense Turf 0.35 0.30 – 0.40
Pasture 0.35 0.30 – 0.40
Dense Shrubbery and Forest Litter 0.4 0.35 – 0.50
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7.3 DESIGN DISCHARGE
Overland Flow Time
Where to = overland sheet flow travel time (minutes)
L = overland sheet flow path length (m)
n = Manning‟s roughness value for the surface
S = slope of overland surface
Drainage Velocity
Acceptable as in between 2 to 4 m/s
Channel Flow Time
Time to Concentration
Rainfall Intensity
( ) ( ( )) ( ( )) ( ( ))
( ) ( ( )) ( ( ))
( ( ))
( ) ( ( )) ( ( ))
( ( ))
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Where = average rainfall intensity (mm/hr) for ARI and duration t
R = Average return intervals in years
t = Duration in minute
Px = x-minute storm duration rainfall depth
Table 7.2: Coefficients for the IDF Equations for the Different Major Cities and Towns in
Malaysia (Extraction)
State Location Date Period ARI
(year)
Coefficients of the IDF Polynomial
Equation
a B c D
Pahang Kuantan 1951-1990
2 5.1899 0.2562 -0.1612 0.0096
5 4.7566 0.6589 -0.2529 0.0167
10 4.3754 0.9634 -0.3068 0.0198
20 4.8517 0.7649 -0.2697 0.0176
50 5.035 0.7267 -0.2589 0.0167
100 5.2158 0.6752 -0.245 0.0155
( )
( )
Table 7.3: Values of Fd for Equation
Duration
(Minutes)
(mm)
West Coast East Cost
100 120 150 180 All
5 2.08 1.85 1.62 1.40 1.39
10 1.28 1.13 0.99 0.86 1.03
15 0.80 0.72 0.62 0.54 0.74
20 0.47 0.42 0.36 0.32 0.48
30 0.00 0.00 0.00 0.00 0.00
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Where Qy = y year ARI peak flow (m3/s)
C = dimensionless runoff coefficient
= y year ARI average rainfall intensity over time of concentration, tc
A = drainage area
Table 7.4: Recommended Runoff Coefficients for Various Land uses
Land Use Runoff Coefficients, C
For Minor System
( <= 10 years ARI)
For Major system
( > 10 years ARI)
Residential
Bungalow
Semi-detached Bungalow
Link and Terrace House
Flat and Apartment
Condominium
0.65
0.70
0.80
0.80
0.75
0.70
0.75
0.90
0.85
0.80
Commercial and Business Centres 0.90 0.95
Industrial 0.90 0.95
Sport Fields, Park and Agriculture 0.30 0.40
Open Spaces
Bare Soil (No Cover)
Grass Cover
Bush Cover
Forest Cover
0.50
0.40
0.35
0.30
0.60
0.50
0.45
0.40
Road and Highways 0.95 0.95
Body (Pond)
Detention Pond (with outlet)
Retention Pond (no outlet)
0.95
0.00
0.95
0.00
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8.0 WATER RETICULATION
8.1 INTRODUCTION
This report provided a description of the design concept of the water supply system
for the above project to obtain approval before any work is carried out. The objectives of this
design are:
i) Determine the size (capacity) of storage tanks.
ii) Determine the flow rate through the pipe.
iii) Ensure the pressure head met the minimum balance.
iv) Determine the most economical size of pipe.
8.2 WATER RETICULATION SYSTEM
Water supply is needed to perfectly design to ensure the water is enough supply
through the entire building or structure existence. The pressure inside the water pipe also
must be considered as high as possible which mean it is enough to supply the water through
entire floors. Moreover, the water supply piping materials and sizing must be accordance to
Syabas`s Standard Specification for Pipe Laying Works. In this designing project, the water
reticulation system should be design to supply the clean water for the user and the selection
of piping material also should be based on the guideline.
Before selecting the piping materials, the water demand should be determined for the
project. From water demand, we can know the water needed for the project to ensure the
water is enough for supplying.
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TABLE 8.1: TABULATION OF ESTIMATED WATER DEMAND RATE FOR
PLANNING OF EXTERNAL WATER RETICULATION SYSTEM
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8.3 WATER DEMAND OF HOUSES AND PUBLIC FACILITIES
TYPES
WATER
DEMAND
(Ipd)
QUANTITY
TOTAL
WATER
DEMAND
(l/d)
TOTAL
WATER
DEMAND
(m3/d)
TOTAL
DEMAND
(m3/s)
SEMI
DETACHED
HOUSE
2000 122 244000 244 2.82x10-3
SINGLE STOREY
TERRACE
HOUSE
1300 81 105300 105.3 1.22x10-3
DOUBLE
STOREY
TERRACE
HOUSE
1500 57 85500 85.5 9.90x10-4
BUNGALOW 2000 49 98000 98 1.13x10-3
CLUSTER 2000 188 376000 376 4.35x10-3
SHOP
HOUSE(DOUBLE
STOREY)
3000 7 21000 21 2.43x10-4
PETROL
STATION (WITH
CAR WASHING
BAY)
50000 1 50000 50 5.79x10-4
COMMUNITY
CENTRE
1000/100
m2
4075.90 m2
40760 40.76 4.72x10-4
OTHER PLACE
OF WORSHIP 50 50/person 2500 2.5 2.89x10
-5
RECREATION
PARK
1000/100
m2
7764.81 m2 77650 77.65 8.98x10
-4
∑ TOTAL WATER DEMAND 1100.71 1.27x10-2
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WATER DEMAND AT PEAK HOUR
Thus, total water demand for all domestic housing,
= 1100.71 m3/d
= 1100.71 / (24x 60 x60)
= 0.0127 m3/s
Total water demand when peak hour (peak hour = 2.5)
= 1100.71 m3/d x 2.5
= 2751.76 m3/d = 726,936.40 gallons (1 m
3/d = 264.17 gallons)
= 0.032 m3/s
8.4 PROPOSED WATER TANK
Muuatan Tangki Simpanan Anggaran Saiz Lot
More than 20,000 – 80, 000 gallons 20 m x 20 m
More than 80,000 – 350, 000 gallons 30 m x 30 m
More than 350,000 –575, 000 gallons 35 m x 35 m
More than 575,000 – 800, 000 gallons 40 m x 40 m
More than 800,000 – 2,000, 000 gallons 50 m x 50 m
CALCULATION OF RESEVIOR WATER TANK
Residential water required per day, Q average = 1100.17 m3/d
∑ water reservoir requirement , Q peak = 2751.76 m3/d
= 726,936.40 gallons
From table of JBA standard, tank size = (length x width)
= 40 x 40
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So, height of tank = 2751.76 / (40 x 40)
= 1.72 m (required)
Therefore, the actual size, ( l x w x h ) = 50 m x 50 m x 2 m
Calculate height of reservoir tank:
Reservoir tank size = 40 m x 40 m x 2 m
Elevated water tower level = 43 m
Top water level (TWL) = elevated water level + (height of reservoir tank - 0.5)
= 43 m + (2.0 m – 0.5 m)
= 44.5 m
Below water level (BWL) = elevated water tank level + 0.5 m
= 43 + 0.5
= 43.5 m
(1/2) from TWL = (1/2) x TWL
= (1/2) x 44.5
= 22.25 m
40 m
40 m
2 m
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8.5 FIRE HYDRANT SYSTEM RETICULATION
8.5.1 Fire Hydrant
Fire hydrant is important in terms of controlling fire. There is specific requirement
provided by Malaysian Water Association (MWA) which needs to follow to ensure the fire
hydrant is correct in placement. The hydrants can be of either the wedge gate type
conforming to BS 750 or the pillar hydrant type. All fire hydrants shall have a maximum
permissible working pressure of 16 bars.
Figure 8.5.1: Hydrant Pillar
Hydrants shall be placed at intersections, branches and generally at a spacing interval
of not more than 90 meters. Before the design is started, there are some limitation and
constraint from the SYABAS and BOMBA authorities.
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Table 8.5.1 Fire Hydrant Specification
Clause 3.5.1 in the guideline state that, “Hydrant pipeline shall be installed separately
in any area with apartment/ condominium,, factory, complex, office, commercial complex,
institution and school, where the water demand does not exceed 2.0 million liters per day.
Thus the design of hydrant shall be separated from the distribution pipes.
The water demand for fire hydrant show in the below:
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Q peak for Fire Hydrant
TYPE Total water demand Q, average ( m3/s ) Q peak ( m
3/s )
Domestic 1100.17 m3/d
1100.17 / 24 x 60 x 60
= 1.27 x 10-2
m3/s
(1.27 x 10-2
) x 2.5
= 3.2 x 10-2
m3/s
Fire hydrant 4.1 m3/ min
4.1 / 60
= 68.3 x 10-2
(68.3 x 10-3
) x 2.5
= 170.75 x 10-3
Flow hydrant
Q average for domestic building = 1.27 x 10-2
m3/s
Q average for 1 fire hydrant = 68.3 x 10-2
m3/s
Assume 16 fire hydrant run simultaneously,
Q fire hydrant = Q average for domestic building + (No. of fire hydrant x Q average for 1
fire hydrant)
= 1.27 x 10-2
m3/s + (16 x 68.3 x 10
-2 m
3/s)
= 10.94 m3/s
FIRE HYDRANT PIPE SIZE
Qhydrant = 4.1 mm3/mm = 4.1/ 60
= 68.33 x10-3
m3/s
Vmax = 2.670 m/s
A = (πdpipe2) / 4
= 0.785dpipe2
Design flow rate = 1.2 Qhydrant
= 1.2 x (68.3 x 10-3
m3/s)
= 0.0820 m3/s
A = Q/V
0.785dpipe2
= 0.0820/ 2.670
Dpipe = 0.211 m (required)
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The minimum size pipe is 250 mm
8.6 WATER RETICULATION PIPING MATERIALS
The piping material must be chosen in terms of strength and durable intensity. There are
many types of piping materials provided in market but Mild Steel is the best to be chosen
since it is proved by Syabas.
Figure 8.6.1 Mild Steel Pipes Figure 8.6.2 Mild Steel Bending Pipe
Figure 8.6.3 Mild Steel Straight Pipe Figure 8.6.4 Mild Steel Intersection Pipe
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Other than that, the propose of having mild steel pipe as water reticulation piping
materials is because:
High durable
Having optimum strength
Corrosion proof and leak proof
Less prone damage
High tensile strength
Qualitative iron
Affordable price
Flexible which mean it is easy to work with
Moreover, the pipe is coated with cement mortar internally and bituminous externally
which make the mild steel pipe high in durable and tensile strength which means it is really
applicable for urban area.
PIPE SIZE SELECTION FOR WATER SUPPLY
The Hazen William formula is used to calculated flow in pipe;
V = 0.355 CD 0.63
S 0.54
Q = 0.279 CD 2.63
S 0.54
C = 110 D = 250 mm (size pipe)
Vcal = 0.355 x (110 x 0.250.63
) (1/100) 0.54
= 1.356 m/s
Qall = 0.279 x (110 x 0.25 2.63
) x (1/100) 0.54
= 0.063 m
3/s
Q1V1 = Q2V2
(0.063)(1.356) = (0.032) V2
V2 = 2.67 m/s
Vcal = 1.356 m/s < Vmax = 2.67 m/s.............................ok!
Qall = 0.063 m3/s > Qpeak = 0.032 m
3/s...........................ok!
Therefore, use the 250 mm size of pipe.
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8.7 WATER DISTRIBUTION DESIGN
The design for water distribution in this project is divided to 18 loops. Each loop will
cover all the distribution to the domestic building. The main sources of water are provided
from Jabatan Bekalan Air (JBA) to the water tank reservoir. From the water tank the water
will distribute to all domestic building.
The pressure for water tank from JBA main sources of water is to be assumed based
on the water demand for this residential area. The flow of water demand for average flow
and peak flow in each domestic building based on outlet node was calculated.
Figure 8.81: Shows the water reticulation
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Loop Node House
Unit Qpeak (m
3/s) Qaverage (m
3/s)
1
3 38
3.79 x 10
-3
8.80 x 10
-4
4 38
3.79 x 10
-3
8.80 x 10
-4
5 38
3.79 x 10
-3
8.80 x 10
-4
6 38
3.79 x 10
-3
8.80 x 10
-4
7 38
3.79 x 10
-3
8.80 x 10
-4
8 38
3.79 x 10
-3
8.80 x 10
-4
9 38
3.79 x 10
-3
8.80 x 10
-4
10 38
3.79 x 10
-3
8.80 x 10
-4
2
11 39
2.26 x 10
-3
9.03 x 10
-4
12 39
2.26 x 10
-3
9.03 x 10
-4
13 39
2.26 x 10
-3
9.03 x 10
-4
14 39
2.26 x 10
-3
9.03 x 10
-4
15 39
2.26 x 10
-3
9.03 x 10
-4
16 39
2.26 x 10
-3
9.03 x 10
-4
18 39
2.26 x 10
-3
9.03 x 10
-4
19 39
2.26 x 10
-3
9.03 x 10
-4
3
20 36
2.08 x 10
-3
8.33 x 10
-4
21 36
2.08 x 10
-3
8.33 x 10
-4
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22 36
2.08 x 10
-3
8.33 x 10
-4
23 36
2.08 x 10
-3
8.33 x 10
-4
24 36
2.08 x 10
-3
8.33 x 10
-4
25 36
2.08 x 10
-3
8.33 x 10
-4
26 36
2.08 x 10
-3
8.33 x 10
-4
27 36
2.08 x 10
-3
8.33 x 10
-4
28 50
7.23 x 10
-5
2.89 x 10
-5
4
29 9
5.21 x 10
-4
2.08 x 10
-4
30 9
5.21 x 10
-4
2.08 x 10
-4
31 9
5.21 x 10
-4
2.08 x 10
-4
32 9
5.21 x 10
-4
2.08 x 10
-4
33 9
5.21 x 10
-4
2.08 x 10
-4
5
34 32
1.85 x 10
-3
7.41 x 10
-4
35 32
1.85 x 10
-3
7.41 x 10
-4
36 32
1.85 x 10
-3
7.41 x 10
-4
37 32
1.85 x 10
-3
7.41 x 10
-4
38 32
1.85 x 10
-3
7.41 x 10
-4
39 32
1.85 x 10
-3
7.41 x 10
-4
6 40 60
3.47 x 10
-3
1.39 x 10
-3
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41 60
3.47 x 10
-3
1.39 x 10
-3
42 60
3.47 x 10
-3
1.39 x 10
-3
43 60
3.47 x 10
-3
1.39 x 10
-3
44 60
3.47 x 10
-3
1.39 x 10
-3
45 60
3.47 x 10
-3
1.39 x 10
-3
46 60
3.47 x 10
-3
1.39 x 10
-3
47 60
3.47 x 10
-3
1.39 x 10
-3
48 60
3.47 x 10
-3
1.39 x 10
-3
7
49 40
2.31 x 10
-3
9.26 x 10
-4
50 40
2.31 x 10
-3
9.26 x 10
-4
51 40
2.31 x 10
-3
9.26 x 10
-4
52 40
2.31 x 10
-3
9.26 x 10
-4
53 40
2.31 x 10
-3
9.26 x 10
-4
54 40
2.31 x 10
-3
9.26 x 10
-4
55 40
2.31 x 10
-3
9.26 x 10
-4
56 40
2.31 x 10
-3
9.26 x 10
-4
8
57 16
9.26 x 10
-4
3.70 x 10
-4
58 16
9.26 x 10
-4
3.70 x 10
-4
59 16
9.26 x 10
-4
3.70 x 10
-4
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 48
60 16
9.26 x 10
-4
3.70 x 10
-4
9
61 40
2.31 x 10
-3
9.26 x 10
-4
62 40
2.31 x 10
-3
9.26 x 10
-4
63 40
2.31 x 10
-3
9.26 x 10
-4
64 40
2.31 x 10
-3
9.26 x 10
-4
65 40
2.31 x 10
-3
9.26 x 10
-4
66 40
2.31 x 10
-3
9.26 x 10
-4
67 40
2.31 x 10
-3
9.26 x 10
-4
68 40
2.31 x 10
-3
9.26 x 10
-4
10
69 66
2.48 x 10
-3
9.93 x 10
-4
70 66
2.48 x 10
-3
9.93 x 10
-4
71 66
2.48 x 10
-3
9.93 x 10
-4
72 66
2.48 x 10
-3
9.93 x 10
-4
73 66
2.48 x 10
-3
9.93 x 10
-4
74 66
2.48 x 10
-3
9.93 x 10
-4
75 66
2.48 x 10
-3
9.93 x 10
-4
76 66
2.48 x 10
-3
9.93 x 10
-4
78 66
2.48 x 10
-3
9.93 x 10
-4
11 79 15
5.64 x 10
-4
2.27 x 10
-4
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Castella Consultancy Sdn. Bhd. Page 49
80 15
5.64 x 10
-4
2.27 x 10
-4
81 15
5.64 x 10
-4
2.27 x 10
-4
82 15
5.64 x 10
-4
2.27 x 10
-4
83 15
5.64 x 10
-4
2.27 x 10
-4
12
84 12
6.94 x 10
-4
2.78 x 10
-4
85 12
6.94 x 10
-4
2.78 x 10
-4
86 12
6.94 x 10
-4
2.78 x 10
-4
87 12
6.94 x 10
-4
2.78 x 10
-4
89 12
6.94 x 10
-4
2.78 x 10
-4
90 12
6.94 x 10
-4
2.78 x 10
-4
13
91 27
1.56 x 10
-3
6.25 x 10
-4
92 27
1.56 x 10
-3
6.25 x 10
-4
93 27
1.56 x 10
-3
6.25 x 10
-4
94 27
1.56 x 10
-3
6.25 x 10
-4
95 27
1.56 x 10
-3
6.25 x 10
-4
96 27
1.56 x 10
-3
6.25 x 10
-4
97 27
1.56 x 10
-3
6.25 x 10
-4
98 27
1.56 x 10
-3
6.25 x 10
-4
99 27
1.56 x 10
-3
6.25 x 10
-4
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100 27
1.56 x 10
-3
6.25 x 10
-4
14
101 10
5.79 x 10
-4
2.31 x 10
-4
102 10
5.79 x 10
-4
2.31 x 10
-4
103 10
5.79 x 10
-4
2.31 x 10
-4
104 10
5.79 x 10
-4
2.31 x 10
-4
15
105 4076 m2 (
)
1.18 x 10-3 (
)
4.72 x 10-4
106 4076 m2 ( )
1.18 x 10-3 (
)
4.72 x 10-4
107 7765 m2 ( )
2.25 x 10-3 (
)
8.99 x 10-4
108 7765 m2 ( )
2.25 x 10-3 (
)
8.99 x 10-4
16
109 40
1.74 x 10
-3
6.94 x 10
-4
110 40
1.74 x 10
-3
6.94 x 10
-4
111 40
1.74 x 10
-3
6.94 x 10
-4
112 40
1.74 x 10
-3
6.94 x 10
-4
113 40
1.74 x 10
-3
6.94 x 10
-4
114 40
1.74 x 10
-3
6.94 x 10
-4
115 40
1.74 x 10
-3
6.94 x 10
-4
17
116 17
7.38 x 10
-4
2.95 x 10
-4
117 17
7.38 x 10
-4
2.95 x 10
-4
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Head Loss
Pipe ID=1 Case2
Pipe data:
length=12m
diameter=150mm
C=110
Area,A =22/7*diameter2/4
=0.0491m2
Hydraulic radius, R =Area/perimeter
=0.038m
Flow, Q =Area*Velocity
=>Q/A =Velocity
Velocity,V =0.8492*C*R0.63
S0.54
(m/s)
=>Q/A =0.8492*C*R0.63
S0.54
=>11.8112/0.02 =0.8492*110*0.0380.63
S0.54
/1000
=>S0.54
=11.8112/0.02*1/(0.8492*110*0.0380.63
)/1000
=>S =0.004906m/m
118 17
7.38 x 10
-4
2.95 x 10
-4
119 17
7.38 x 10
-4
2.95 x 10
-4
18
120 1
1.45 x 10
-3
5.79 x 10
-4
121 1
1.45 x 10
-3
5.79 x 10
-4
122 7
6.08 x 10
-4
2.43 x 10
-4
123 7
6.08 x 10
-4
2.43 x 10
-4
124 7
6.08 x 10
-4
2.43 x 10
-4
125 7
6.08 x 10
-4
2.43 x 10
-4
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Head loss, HL =S*L
=0.004906*12.00
=0.058869m
Total Head loss, HL total =0.058869
Pipe Calculation
Pipe ID=10 Case2
Pipe data:
length=65.395m
diameter=250mm
C=110
Area,A =22/7*diameter2/4
=0.0491m2
Hydraulic radius, R =Area/perimeter
=0.038m
Flow, Q =Area*Velocity
=>Q/A =Velocity
Velocity,V =0.8492*C*R0.63S0.54(m/s)
=>Q/A =0.8492*C*R0.63S0.54
=>8.3942/0.02 =0.8492*110*0.0380.63S0.54/1000
=>S0.54 =8.3942/0.02*1/(0.8492*110*0.0380.63)/1000
=>S =0.002606m/m
Head loss, HL =S*L
=0.002606*65.40
=0.170449m
Total Head loss, HL total =0.170449
8.8 VALVE SELECTION
Sluice valve is chosen to be used to control the water supply. The valve is specially
designed to installed at the water distribution pipeline as the open and shut down devices. The
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sluice valve is manufactured to wedge gate type non-rising spindle in accordance to BS
5163:1995. It is chosen to be the valve because it is generally in non-rising stem design,
available in outside yoke type rising stem, flanged ends and hand wheel, cap or gear.
Figure 7.10: Sluice Valve
Table 7.11: Materials for Main Parts
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Table 7.12 Specifications
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8.9 APPENDIXES
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9.0 SEWERAGE
9.1 INTRODUCTION
Sewerage system is essential to collect, treat and dispose of sewerage effluent and
waste without causing pollution to the surrounding areas. It also creates a healthy
environment from the source of the sewerage effluent to the final point of discharge for the
sewerage effluent. There are two types of sewerage system.
If the system carries both domestic and storm-water sewerage, it is called combine
system, and these usually serve the older sections of urban areas. As the cities expanded and
began to provide treatment of sewerage, sanitary sewerage was separated from storm
sewerage by a separate pipe network, called the separate system. The type of sewerage
system applied in Malaysia is the separate system with the sanitary sewer network flowing to
treatment facilities while the storm sewer network flows to streams, rivers or the sea.
9.2 SEWAGE TREATMENT OBJECTIVE
Sewage treatment systems are made mainly because to treat human waste and
wastewater so that pollution effect can be reduce. As populations increase by leaps and
bounds, it places more pressure on the environment and threatening sources of fresh water
supplies, it was recognized that the problem of „human waste‟ needed proper management.
Moreover, waste product in modern system might contain dangerous material that
may affect environment. A proper way to process all the waste must be made. Sewage
treatment helps to produce clean environment and at the same time able to conduct human
waste in effective way and prevent discomfort to human. Human waste is handling properly
by sewage treatment process and risk such as disease can be prevented.
More recent developments in sewage treatment have been to improve the reliability
and efficiency of treatment systems to treat sewage to meet standards and reduce the land
area occupied by treatment works through accelerating natural treatment rates under
controlled conditions.
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9.3 SEWERAGE DESIGN
The main sewerage design is sanitary sewer, where it is connected to the toilet and
carries waste water to sewerage. In designing sewerage, lot of factors need to be consider to
make the sewerage become more effective. Capacity of sewerage and pipe line is among the
important aspect that needs to be done in sewerage design.
Figure 9.1 Sewerage Layout
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9.3.1 Population Equivalent (P.E.)
In order to design pipe network, pump stations and sewage treatment plants, estimates
need to be made of the volumetric flow rate which will be expected to be carried, pumped
and treated. Such flow rates are measured in cubic metres per second and need to be
calculated for both existing land use and for expected future development. There are many
methods for calculating expected flow rates. One method is to calculate a design parameter
called the "population equivalent" (PE) of a catchment and convert this to a flow rate.
The PE is an estimate of the usage made of sewage facilities. It is not a measure of
population. For residential areas the population equivalent is calculated as five per dwelling
and is a direct measurement of the population in an area. However for commercial areas it is
calculated from the floor area, which is considered to be proportional to the number of people
using a premise during the day. In this case it does not reflect the population living in an
area.The estimated number of P.E. is estimated based on Suruhanjaya Perkhidmatan Air
Negara (SPAN) Guidelines 3rd
Edition Volume 111 – Malaysian Sewerage Industry
Guidelines. The table show PE calculation example for buildings.
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Table 9.1: The following table shows how the PE is calculated.
Type of Establishment Population Equivalent (PE)
Residential 5 per house
Commercial :
(Includes offices, shopping complex,
entertainment / recreational centres,
restaurants, cafeteria and theatres)
3 per 100m2 gross area
School / Educational Institutions :
- Day schools / Institutions
- Fully residential
- Partial residential
0.2 per student
1 per student
0.2 per non-residential student
1 per residential student
Hospitals 4 per bed
Hotel (with dining and laundry facilities) 4 per room
Factories (excluding process water) 0.3 per staff
Market (Wet Type) 3 per stall
Market (Dry Type) 1 per stall
Petrol kiosks / Service stations 15 per toilet
Bus Terminal 4 per bus bay
Taxi Terminal 4 per taxi bay
Mosque / Church / Temple 0.2 per person
Stadium 0.2 per person
Swimming Pool or Sports Complex 0.5 per person
Public Toilet 15 per toilet
Airport 0.2 per passenger/day
0.3 per employee
Laundry 10 per machine
Prison 1 per person
Golf Course 20 per hole
9.3.2 Design criteria
The design of the sewerage system shall be in accordance with:
a) Guidelines for „Developers on the Design and Installation of Sewerage System‟.
b) M.S. 1228: 1991 Code of Practice for Design and Installation of Sewerage System.
The sewer lines are designed to cater foe sewerage disposal from the buildings by gravity
flow and connected to the external sewer main laid either at the back lane or road
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shoulders.All sewer lines within the area shall be sized to accommodate the flows generated
by their ultimate service area.
The service manholes are spaced at intervals not exceeding 90 meters apart. The
maximum and minimum velocity is 4 m/s and 0.8 m/s respectively.
Vitrified clay pipes (VCP) are used for all sewer lines and minimum size of pipes used is
225mm (9 inches). All pipe connections are of flexible rubber ring joints and pipes are laid
according to the requires bedding details.
The designed Population Equaivalent (P.E.) used is based on 5 persons per unit and sewer
discharge is 50 gallon/person/day with a peak factor of ( ) .
The capacities and velocities of the sewer pipes are checked using Hazen-Williams
Equation as stated below:
Q = AV
Where V = velocity in meters per second
C = Hazen-Williams coefficient
R = A/P = 0.25D
D = Diameter in millimeter
S = Pipe gradient
9.3.3 Piping system
The significant factors that should be evaluated before selection of material for
sewerage facilities are life expectancy, previous local experience, resistance to internal and
external corrosion, resistance to abrasion, roughness coefficient and its effect on flow
characteristic, ease of handling and inflation, structural strength on both in place and during
handling, cost supply, transport and local availability.
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Pipes for sewers and force mains are manufactured in Malaysia in several different
materials such as Vitrified Clay (VC), Asbestos Cement (AC), Reinforced Concrete (RC),
steel, cast iron, high density polythylene (HDPE), unplasticized polyvinylchloride (uPVC)
and glass reinforced plastic (GRP).
9.4 SUMMARY OF POPULATION EQUIVALENT
The domestic wastewater generated from the revised development based on the guidelines is
tabulated as below:
NO TYPE OF DEVELOPMENT NO OF UNITS PE/UNIT TOTAL PE
1 TERRACE HOUSE
(SINGLE STOREY)
81 5/house 405
2 TERRACE HOUSE (SINGLE
STOREY)
57 5/house 285
3 SEMI-D 122 5/house 610
4 BUNGALOW 49 5/house 245
5 CLUSTER 188 5/house 940
6 PETROL STATION 1 (2 toilets) 15/toilet 30
8 SHOPLOT 7 (1691m2) 3/100m^2 51
9 COMMUNITY CENTRE 1 (3941m2) 3/100m^2 118
10 SURAU 1 (2400m2) 3/100m^2 72
TOTAL 2756
Table 9.2: Population Equivalent Tabulation
PE had calculated as above according to MS1228:1991. The result we get is 2756 PE.
There will have a requirement when the PE is more than 150, so the Sewerage Treatment
Plant (STP) is needed. In Casa Astana, one STP will be proposed.
9.4.1 Sewerage Reticulation Proposal
The proposed sewerage reticulation network for the development consists of a series
of sewer lines aid along the back lanes and road shoulders. The collector trunk sewer line
conveying the sewage discharge tp the existing NEW PUBLIC SEWERAGE TREATMENT
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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PLAN located at the South East of the site. The proposed Sewerage Treatment Plan will be
submitted by the STP specialist.
The sewerage disposal from this development shall be connected to the new proposed
sewage treatment plant though a series of 225mm dia VCP network within the development.
9.4.2 Design Calculation
Design calculation process started by calculating population equivalent for proposed
project building. Proposed building is a hostel for students with residential concept. There are
about 230 houses proposed in the project. the number of students per house estimated is eight
(8) persons per house. The design flow includes:
i) Average design flow
ii) Design organic loading
iii) Peak flows factor
iv) Infiltration
(i) Calculation of Population Estimation (PE)
Sewerage system > 150PE (commonly for complete system, sewer network, NPS and
STP)
Sewerage system < 150PE (commonly for septic tanks and connection)
The PE may be converted to a flow rate using a simple formula such as set out in the
Malaysian Standard 1228 (MS1228).
Since,
Total number of PE = 2756PE > 150PE
Therefore, we decide to use sewerage treatment plant (STP) for our project regarding on IWK
standard.
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(ii) Estimating Wastewater Quantity
Peak Flow Factor (PFF)
Total Population Equivalent (P.E.) = 2756 P.E
Average Daily Flow = 225 L/capita/day
Average Daily Flow, Qaverage = Total PE x 225 L/capita/day
= 2756 x 225 L/capita/day / 1000
= 620.10 m3/day
Peak Flow Rate Qpeak = PFF x Qaverage
= 4.20 x 620.10
= 2604.42 m3/day
= 0.0301m3/s
Material of sewer pipe has chosen is vitrified clay pipe (VCP).
This material is very good resistance to acid attack and friend to environment
underground.
The specification we had set is the following:
Check design capacity of sewer line:
Diameter of pipe proposed = 225mm
Gradient of pipes = 1:200
Type of Pipe = Vitrified Clay Pipe (VCP)
Manning coefficient, n = 0.013
Peak Flow Factor = 4.7 x (𝑷𝑬
𝟏𝟎𝟎𝟎)-0.11
Peak Flow Factor ,PFF = 4.7 x (2756/1000)-0.11
= 4.20
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By using manning equation,
V =
x
x
Flow velocity, V = ( ) (
)
= 0.87 m/s > 0.8 m/s (O.K.)
Flow capacity, Q = A x V
= /4 x V
= 34.66 l/s > 30.45 l/s (O.K.)
9.5 PIPELINE DESIGN FLOW
For our project, the Vitrified Clay Pipe (VCP) has been chosen to sewerage system.
The VCP pipe is made from the clay that subjected to verifications which is a process
of fuses the particle to a very hard, inert, glass-like state.
The VCP has regularly been chosen for sewer gravity collection mains because of its
reasonable price and resistance to all domestic and industrial sewage and particularly
the sulfuric acid is generate by hydrogen sulfide, a common of sewage.
Materials for gravity sewers have been selected primarily
Calculation
(a) For the assumption below
Using pipe with diameter 225mm : D = 0.225m (MS 1228/ 4.3.4.2)
Gradient of pipe alignment, S = 1/200
Type of Pipe = Vitrified Clay Pipe (VCP)
Manning‟s coefficient, n = 0.013
Diameter
225 to 375
> 375
Vitrified Clay Pipe (VCP) with
flexible joint
HAC internally lined
Reinforcement Concrete Pipe
(RCP)
Material
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Q=AV
Try use diameter of pipe = 0.30 m
Area, A =
= ( )
= 0.040m2
By using Manning equation,
V =
x
x
Where:
V=Velocity of sewage in sewer
S = Slope of Sewer
R= Roughness
n= Manning Coefficients
N is refer for nomograph, taken as 0.013 (average)
R = 0.013 for new sewers
Assumption;
n = 0.013
d = 0.225 m = 225 mm
R = 0.013
S = Slope of sewer =
= 0.005
V =
x
x
= 0.013-1
x 0.132/3
x 0.0051/2
= 1.40 m/s > 0.8 m/s (OK)
Pipe Capacity, Q pipe
Q pipe = V x Area
= 1.40 m/s x 0.040 m2
= 0.056 m3/s
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Q pipe = 0.056 m3/s > Q peak = 0.0301m
3/s
• In conclusion, Qpipe is larger than Qpeak, which is 0.056 m3/s more than
0.0301m3/s.
• So the pipe characteristic to design in this condition is suitable.
•
9.6 MANHOLES
Manhole is the top opening to an underground utility vault used to house an access
point for making connections or performing maintenance on underground and buried public
utility and other. Manhole is protected by a manhole cover, known as a plug designed to
prevent accidental or unauthorized access to the manhole. Those plugs are usually made of
metal or constructed from precast concrete. Manholes are usually outfitted with metal or
polypropylene steps installed in the inner side of the wall to allow easy descent into the
manhole.
9.6.1 Manhole Construction
Access and inspection chambers are used when the depth to the drain is a metre or
less; for anything deeper, something more robust is required. The three most common forms
of manhole construction are
brick-built
sectional pre-cast concrete
cast in-situ concrete around a plastic liner
Circular manholes are commonly used for main sewers; for depths up to 1.5m, they must
have a minimum diameter of 1050mm, and for anything deeper than 1.5m, the diameter has
to be 1200mm.
Full details of manhole dimensions are given in BS8301:1985 Code of Practice for
Building Drainage.
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9.6.2 Manhole cover
Manhole cover has various size depends on its suitability of the places. The following
table is the specification of manhole and access cover. The proposed manhole cover should
be approved by Jabatan Perkhidmatan Pembentungan (JPP). Manhole covers and frames
shall comply with the specifications in European Standard, EN 124:1994 and the
specification m clause 2.7 of this volume. Where the specification in this volume contradicts
the specification given in EN 124, the specifications in this volume shall take
precedence. Manholes containing a through sanitary sewer line creating a change in direction
greater than 30 degrees shall have a minimum drop of 0.20 feet across the manhole. The lines
shall intersect at an angle of no more than 90 degrees.The total Population Equivalent (PE)
for this project is 2756. The types of sewer pipe line that we proposed is vitrified clay pipe
(VCP) with minimum diameter 225mm. Besides that, in this project we are using about 86
manholes for the maintenance purpose.
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Figure 8.2: Manhole cover specification
Class Test Load
(tonnes)
Typical Uses
A15 1.5 Pedestrian areas only
B125 12.5 Car parks, domestic driveways, areas with occasional vehicle
access
C250 25 Carriageways if <500mm from kerb face, car parks, service
stations.
Must be non-rocking/silent type
D400 40 Carriageways and hard shoulders.
Must be non-rocking/silent type
E600 60 Loading areas, docks,
commercial/industrial areas
F900 90 Exceptionally heavy loads, ports, airports
Table 9.3: Cover Classification to BS EN124
9.6.3 Manhole design criteria
Based on MS 1228, location of manholes are specific and must be located at particular area.
i. At upstream end of all sewer
ii. At every change in direction or alignment
iii. At every change in gradient
iv. At every change in sewer size
v. At every intersection or junction
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1. Maximum spacing of 100 metre for sewer of larger or equal than 200 mm in
diameter and 150 m spacing for sewer larger than 450 mm in diameter.
2. The last manhole should be higher than the discharge point; either into sewerage
treatment plant or public sewer.
3. All sewer and manhole shall be sited in highways and public land where access
can be gain for maintenance purposes.
4. Drop manhole to be provided if the difference between the incoming sewer and
manhole invert is more than 600mm. However, in normal practice drop manhole
to be provided if the difference is 900mm or more.
5. The maximum number of connections per manhole shall not exceed three
connections, including sewer lines, service connections, and outfall connections.
(i) Example for the calculation of manhole.
Sewer Line Design
For example: Manhole 2 - Manhole 3
Invert level and manholes depth
Based on MS1228, standard for manhole depth is minimum depth = 1.2m, maximum
depth = 5.0m
Calculation example:
Platform Level for manhole no. 2 = 43.00 m
Platform Level for manhole no. 3 = 43.00 m
Length of pipe = MH2 – MH3 = 64.50m
Proposed Manhole No. 2
(a) Drop of pipe from Manhole no. 2 to no. 3 = Length x Gradient
= 64.50 m x 1/200
= 0.32m
(b) Invert Level of Manhole no. 2, IL 2 = PL2 – Depth
= 43 m – 1.487 m
= 41.51 m
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(c) Invert Level of Manhole no.3, IL3 = IL2 – Drop
= 41.51m – 0.221 m
= 41.29m
(d) Depth of Manhole no.3 = PL2 – IL2
= 43 m – 41.51 m
= 1.49 m (OK!)
9.7 HYDRAULIC CRITERIA
The peak flow factors adopted are as follows:
Population (Person) Peak Flow Factor
< 10,000 5.0
10,000 to 50,000 4.0
>50,000 3.5
Flow Computation (Q)
Dry Weather Flow, QDWF = Total PE x 225 L/capita/day
= 2756x 225 L/capita/day / 1000
= 620.10 m3/day
= 0.0072 m3/s
Peak Flow, Qpeak = 4.20 x 620.10
= 2604.42 m3/day
= 0.0301 m3/s
Full Flow, QFULL =
x A x
x
= 0.013-1
x 0.04 x 0.132/3
x 0.0051/2
= 0.056 m/s > 0.0301 m3/s (OK)
Hence, QFULL > QDWF, Qpeak (OK)
Velocity computation
- Minimum flow velocities = 1.0 m/s
- Maximum flow velocities = 3.0 m/s
VFULL = Qfull / Afull = 0.056 / 0.04 = 1.40 m/s
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Hence, 1.0 m/s < 1.27 m/s < 3.0 m/s (OK)
9.8 WATER STABILIZATION POND
Estimation number of PE = 2756
Peak Flow Factor (PFF)
Average Daily Flow = 225 L/capita/day
Average Daily Flow, Qaverage = Total PE x 225 L/capita/day
= 2756 x 225 L/capita/day / 1000
= 620.10 m3/day
Peak Flow Rate, Qpeak = PFF x Qaverage
= 4.20 x 620.10
= 2604.42 m3/day
= 0.0301 m3/s
According to environmental quality (sewerage and industrial effluents) regulations,1979
Using Standard A :
Qpeak = 2604.42 m3/day ≈ 2605 m
3/day
BOD5 at 20°C, Li = 200 mg/L
BOD5 at 20°C, Le = 20 mg/L
Ni = 1 x 108 FC/100 ml
Ne = 1000 FC/100 ml
T = 20oC BOD Removal
Peak Flow Factor = 4.7 x (𝑷𝑬
𝟏𝟎𝟎𝟎)-0.11
Peak Flow Factor = 4.7 x ( 7
)-0.11
= 4.20
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9.8.1 Anaerobic Pond
T = 20oC
Design values of permissible volumetric loading on and percentage BOD removal in
anaerobic ponds at various temperatures.
Temperature ( C Volumetric Loading ( g/m3d ) BOD Removal ( % )
< 10 100 40
10 – 20 20T – 100 2T + 20
20 - 25 10T + 100 2T + 20
>25 350 70
Volumetric loading, λv = 20T – 100
= 20(20) – 100
= 300 g/m3d
Va =
=
= 413.40 m
3
Retention Time
ta =
=
= 0.6667 day = 1.0 days (range 1.0-1.5 days)
The BOD removal is given in Table as
R = 2T + 20
= 2(20) + 20
= 60%
Influent of BOD = Effluent of BOD from Anaerobic Pond = 100% – 60%
= 40%
Design for the dimension of Anaerobic Pond:
Assume: Depth = 4 m (range 2-5m)
Volume of Anaerobic Pond, Va = 413.40 m3
Area of anaerobic pond =
= 103.35 m
2
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Dimension = √
= 10 m
Assuming = 10 x 10 m
Therefore the dimension of anaerobic pond is:
Length x Width x Depth = 10m x 10m x 4 m
9.8.2 FACULTATIVE POND
The design loading
λ smax = 350 (1.107 – 0.002T) (T – 25)
= 350 (1.107 – 0.002(20)) (20 – 25)
= 253.07 kg/ha.d
λ s = λ smax
= 253.07 kg/ha.d
λ s =
Af =
= ( )
7
= 1960.25 m2
The Retention Time
tf =
=
= 4.74 days
Design for the dimension of Facultative Pond:
Assume: Depth = 1.5 m (range 1-2m)
Af = 1960.25 m2
Dimension = √
= 44.27 m
Assuming = 45 x 45 m
Therefore the dimension of anaerobic pond is:
Length x Width x Depth = 45 x 45 x 1.5 m
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9.8.3 MATURATION POND
KT = 2.6 (1.19) T-20
= 2.6 (1.19) 20-20
= 2.6 / day
Retention time of maturation, tm = 7 days
The value of Ne
Ne =
( )( )( )
Ne =
( )( 7 )( 7)
Ne =
( )( )( )
For n = 1, Ne = 108615.56 > 1000 FC/100ml
For n = 2, Ne = 5657.06 > 1000 FC/100ml
For n = 3, Ne = 294.64 < 1000 FC/100ml OK !
For a depth of 1.5 m, the area of the maturation pond for one is
Am =
=
7
= 2894 m2
Design for the dimension of Maturation Pond:
Assume: Depth = 1.5 m (range 1-1.5m)
Am = 2894 m2
Dimension = √
= 53.80 m
Assuming = 54 x 54 m
Therefore the dimension of anaerobic pond is:
Length x Width x Depth = 54 x 54 x 1.5 m
BOD Removal
Anaerobic Pond, Le = 0.40 x 200 mg/L = 80 mg/L
θ = range between 1.01-1.09
Facultative and Maturation Pond:
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K1(T) = K1(20 θ T-20
K1(20) = ( )
= 0.30 / day
Le =
( )( )
Le =
( 7 )( 7)
= 1.11 mg/L
Summary of Water Treatment Plant
Water Treatment Plant Dimension:
Length x Width x Depth (m)
Anaerobic Plant 103.35 m2 (10 x 10 x 4)
Facultative Pond 1960.25 m2 (41 x 41 x 1.5)
Maturation Pond 2894 m2 (54 x 54 x 1.5)
SEWERAGE TREATMENT PROPOSAL
• Our company is using separate system with the sanitary sewer network flowing to
sewerage treatment while the storm sewer network flows to streams, rivers or the sea.
• This arrangement is more efficient because it excludes the voluminous storm sewage
from the treatment plant.
• It permits flexibility in the operation of the plant and prevents pollution caused by
combined sewer overflow, which occurs when the sewer is not big enough to
transport both household sewage and storm water.
• So the separate system will implement in our design.
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10.0 POWER SUB-STATION
10.1 INTRODUCTION
Sub-station of an area is depended on the demand of the specific area. This area is
classified as residential area thus the demand estimation will be based on the resident demand
of each houses. The estimation of the power demand for this area is according to the 2nd
Chapter of Demand Estimation in the Electricity Supply Application Handbook by Tenaga
Nasional Berhad.
10.2 DEMAND ESTIMATION
Supply schemes and networks are to be adequately designed or dimensioned to meet
initial and growth of consumer individual and group maximum demand. The demand
estimation are based upon load declared by consumer and the services provider own
information on load profile characteristics for various consumer classes. Fairly accurate
assessment of demand for the area is critical for correct dimensioning of network or facilities
in meeting the initial and future demand of consumer.
Table 10.1: Range of maximum demand (MD) for domestic consumer sub-classes or premise
No. Type of Premises Rural
(kW)
Suburban
(kW)
Urban
(kW)
1 Low cost flats, single storey terrace,
studio apartment (<600 sq ft)
1.5 2.0 3.0
2 Double storey terrace or apartment 3.0 4.0 5.0
3 Single storey, semi detached 3.0 5.0 7.0
4 Double storey, semi detached 5.0 7.0 10.0
5 Single storey bungalow & three-room
condominium
5.0 7.0 10.0
6 Double storey bungalow and luxury
condominium
8.0 12.0 15.0
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Table 10.2: Group Coincident Factor
Consumer Group Coincident Factor
Residential 0.9
Commercial 0.87
Industrial 0.79
Residential + Commercial 0.79
Residential + Industrial 0.87
Commercial + Industrial 0.79
Mixed Group 0.75
NO TYPE OF DEVELOPMENT UNITS MD TOTAL MD
1 TERRACE HOUSE (SINGLE STOREY) 81 3.0/house 243
2 TERRACE HOUSE (DOUBLE STOREY) 57 5.0/house 285
3 SEMI-D (DOUBLE STOREY) 122 10.0/house 1220
4 BUNGALOW (DOUBLE STOREY) 49 15.0/house 735
5 CLUSTER(DOUBLE STOREY) 188 10.0/house 1880
6 SHOPLOT (DOUBLE STOREY) 7 25/shop 175
TOTAL 4538
10.2 SUB-STATION PROPOSAL
Based on the power demand required for the proposed area, the type of substation to
be proposed can be determined. The substation proposed for this area is Distribution Sub-
Station with supply voltage of 11kV
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Table 10.3: Minimum supply scheme for various MD levels
MD range of
individual consumer
Supply
voltage
Minimum supply scheme
Up to 12 kVA 230V Single phase overhead or underground services
from existing LV network
>12kVA to 100kVA 400V Three phase overhead or underground cable service
from existing LV network subject to system
capability study TNB
>100kVA to 350kVA 400V Underground cable service from feeder pillar or a
new/existing substation, subject to system capability
study by TNB
<350kVA to 1,000kVA 400V Direct underground cable service from new
substation
1,000kVA up to
<5,000kVA
11kV Directly fed through TNB 11kV switching station.
An additional PPU land may need to be allocated
subject to system capability study by TNB
1,000kVA up to
1,0000kVA
22kV Directly fed through TNB 22kV switching station.
An additional PPU land may need to be allocated
subject to system capability study by TNB
5,000kVA to
25,000kVA
33kV Directly fed through TNB 33kV switching station.
An additional PMU land may need to be allocated
subject to system capability study by TNB
25,000kVA to
<100,000kVA
132kV,
275kV
Directly fed through TNB 132kV or 275kV
substation respectively. TNB shall reserve the
absolute right to provide alternative arrangement
after taking into consideration the location,
economic and system security factor.
100,000kVA and above 275kV Single phase overhead or underground services
from existing LV network
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Table 10.4: Requirement of substations for single development
MD range of single
development
Substation requirement
Up to 350kVA A new 11/0.4kV substation may be required, subject to system
capability study by TNB
>350kVA to
<1,000kVA
A new 11/0.4kV substation is required
1,000kVA up to
<5,000kVA
11/0.4kV and/or 11kV substation is required. A new PPU may
be required, subject to system capability study by TNB
1,000kVA up to
10,000kVA
22/0.4kV and/or 22kV substation is required. A new PPU may
be required, subject to system capability study by TNB
5,000kVA to
25,000kVA
11/0.4kV and/or 11kV and/or 33kV substation is required
and/or PPU is required. A new PMU may be required, subject to
system capability study by TNB
Above 25,000kVA 11/0.4kV and/or 11kV and/or 33kV substation is required
and/or PPUs and PMUs 132kV are required. A new PMU
275kV may be required, subject to system capability study by
TNB
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Table 10.5: Land and building size requirement for sub-stations
Substation Category Type Land Size Building Size (Average
Dimension)
Transmission Main Intake
(a) 132/33/11kV
(b) 132/33/11kV
(with capacitor bank)
Gas Insulated
Switchgear
(GIS) Without
outdoor
switchyard
(a) 60.0m x 80.0m
(b) 140m x 75m
Customized design to match
land size building bylaws
Transmission Main Intake
(a) 132/33/11kV
(b) 132/33/11kV
(With capacitor bank)
Gas Insulated
Switchgear
(GIS) Without
outdoor
switchyard
(a) 130m x 130.0 m
(b) 160m x 150m
Customized design to match
land size building bylaws
Main distribution
Substation (PPU)
(a) 33/11kV
(b) 22/11kV
Indoor Type 46.0m x 46.0m Customized design to match
land size building by laws
Main distribution
Substation (PPU)
(a) 33/11kV
(b) 22/11kV (phasing out
to 33kV)
Indoor 30.0m x 30.0m Customized design to match
land size building by laws
Main switching Station
(SSU) 11kV (for LPC)
Conventional –
Stand alone
13.0m x 14.2m TNB Substation building
colour shall be blended with
the surrounding environment
Main switching Station
(SSU) 11kV (to support
11kV network connection
to respective distribution
substation (PE)
Conventional –
Stand alone
30.0m x 30.0m
Distribution Substation
(P/E)
(a) 11/415kV
(b) 22/415kV
Conventional –
Stand Alone
(a) Single
chamber
13.6m x 14.8m
(b) Double
chamber
16.6m x 14.8m
(c) Compact
substation
9.0m x 11.0m 3.0m x 2.0m
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11.0 BILL OF QUANTITY (BQ)
The following is the BQ of Double-Storey Terrace House Type
The quantities off from the Esteem 8 will be used as a guide to calculate the bill of
quantities.
The quantities off will be give the weight of the steel bar, the area of the framework
and the volume of the concrete and earth excavation for foundation.
Bill of quantities will be calculated based on two structure that are substructure and
superstructure.
The total of the bill of quantities for this one storey house is RM 177,071.10.
11.1 PRICE RATE OF MATERIAL
Price rate of material in this project is shown below:
Table 11.1: Price rate of material
No Description Price
1. Price rate for one pack of cement RM 16.45
2. Price rate for cement per 1 m3
= 28 bags of cement RM 460.6
3. Price rate for sand per 1 m3 RM 30.40
4. Price rate for aggregate per 1 m3 RM 40.00
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11.2 ESTIMATION WORK OF ALL ELEMENTS INVOLVED
11.2.1 Volume of Concrete for Single Unit of Double Storey Terrace House Type A
Table 11.2: The table below was generated from Esteem.
Volume of Concrete for Single Unit of Double Storey House Type A
Floor Elements Grade Volume (m³)
Rf Beam
Slab 30 0.560
Beam 30 2.376
Column 30 2.100
RC Wall 30 0.000
SubTotal 5.036
1flr
Slab 30 6.384
Beam 30 8.961
Column 30 5.166
RC Wall 30 0.000
SubTotal 20.511
gb
Slab 30 14.253
Beam 30 10.850
Column 30 10.239
RC Wall 30 0.000
SubTotal 35.342
Foundation Pad 30 0.000
Pile 30 4.032
CONCRETE COST ESTIMATION
1. Slab
a) Ground floor slab (gb)
Since the thickness of slab must be less than 200mm.
Therefore, we assume the slab thickness for whole house is 150mm, except Bathrooms which
only 120mm.
The total volume for gb slab is 14.253m3.
Cost calculation for Ground Floor Slab Manual Mixing and Placing (4.253m3 Concrete)
14.253m3 Concrete (1:2:4) = (2.037m
3: 4.074m
3: 8.148m
3)
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Cement – RM16.45/bag
Sand – RM30.40/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 1.5hrs/m3
Profit & overhead – 15%
Materials cost:
2.037m3 cement = 2.037(28bags)
= 58 bags of cement
= RM16.45 x 58 bags
= RM954.10
4.074m3 sand = RM30.40 x 4.074m
3
= RM123.85
8.148m3 aggregate = RM40 x 8.148
= RM325.92
Sub-total of materials = RM1403.87
50% for wastage, shrinkage & compaction = RM701.94
Total materials cost for 14.253m3 = RM2105.81
Labor cost:
Given productivity rate for labor = 1.5hrs/m3
Time taken to mixing 14.253m3 of concrete = 1.5 x 14.253
= 21.38hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
Labor wages for mixing and placing 14.253m3
concrete
= (RM11.88 x 21.38)/3
= RM 84.67 (one worker)
Total labor wages = RM84.67 x 3
= RM 254.01
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Subtotal cost for mixing and placing 14.253m3 concrete manually
= RM2105.81 + RM254.01
= RM2359.82
15% profit & overhead = RM 353.97
Total cost for mixing and placing 14.253 m3 concrete manually
= RM 2359.82 + RM 353.97
= RM 2713.79
Total cost for 1m3 = RM2713.79/14.253
= RM190.40
b) First Floor (1flr)
Assume the slab thickness for the whole floor is 150 mm; include Master Bedroom,
Bathroom 1 and Family Area.
Therefore, the total volume of concrete for First Floor Slab is 6.384m3.
Cost calculation for First Floor Slab
Manual Mixing and Placing (6.384m3 Concrete)
6.384m3 Concrete (1:2:4) = (0.912m
3: 1.824m
3: 3.648m
3)
Cement – RM16.45/bag
Sand – RM30.40/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 1.5hrs/m3
Profit & overhead – 15%
Materials cost:
0.912 m3 cement = 0.912(28bags)
= 26 bags of cement
= RM 16.45 x 26 bags
= RM427.70
1.824 m3 sand = RM30.40 x 1.824 m
3
= RM55.45
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3.648 m3 aggregate = RM40 x 3.648
= RM 145.92
Sub-total of materials = RM629.07
50% for wastage, shrinkage & compaction = RM314.54
Total materials cost for 6.384 m3 = RM943.61
Labor cost:
Given productivity rate for labor = 1.5hrs/m3
Time taken to mixing 6.384 m3 of concrete = 1.5 x 6.384
= 9.576hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
Labor wages for mixing and placing 6.384 m3
concrete
= (RM11.88 x 9.576)/3
= RM 37.92 (one worker)
Total labor wages = RM 37.92 x 3
= RM 113.77
Subtotal cost for mixing and placing 6.384 m3 concrete manually
= RM943.61 + RM
113.77
= RM1057.38
15% profit & overhead = RM158.61
Total cost for mixing and placing 6.384 m3 concrete manually
= RM 1057.38 + RM113.77
= RM1171.15
Total cost for 1m3 = RM1171.15/6.384
= RM183.45
c) Roof Floor (Rf Beam)
Assume the slab thickness for the water tank slab is 150 mm and no more slab existence.
Therefore, the total volume of concrete for Roof Floor Slab is 0.560m3.
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Cost calculation for Roof Floor Slab
Manual Mixing and Placing ( 0.560m3 Concrete )
0.560m3 Concrete (1:2:4) = (0.08m
3: 0.16m
3: 0.32m
3)
Cement – RM16.45/bag
Sand – RM30.40/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 1.5hrs/m3
Profit & overhead – 15%
Materials cost:
0.08 m3 cement = 0.08(28bags)
= 3 bags of cement
= RM 16.45 x 3 bags
= RM49.35
0.16 m3 sand = RM30.40 x 0.16 m
3
= RM4.86
0.32 m3 aggregate = RM40 x 0.32
= RM12.80
Sub-total of materials = RM67.01
50% for wastage, shrinkage & compaction = RM33.51
Total materials cost for 0.560 m3
= RM 100.52
Labor cost:
Given productivity rate for labor = 1.5hrs/m3
Time taken to mixing 0.560 m3 of concrete = 1.5 x 0.56
= 0.84hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 1 people
Labor wages for mixing and placing 0.560 m3
concrete
= (RM11.88 x 0.84)
= RM 9.98 (one worker)
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 89
Total labor wages = RM 9.98
Subtotal cost for mixing and placing 0.560 m3 concrete manually
= RM100.52 + RM 9.98
= RM 110.50
15% profit & overhead = RM 16.58
Total cost for mixing and placing 0.560 m3 concrete manually
= RM 110.50 + RM 16.58
= RM 127.08
Total cost for 1m3 = RM127.08/0.560
= RM226.93
2) Beam
a) Ground Floor Beam (gb)
Manual Mixing and Placing (10.85m3 Concrete)
10.85m3 Concrete (1:2:4) = (1.55m
3: 3.10m
3: 6.20m
3)
Cement – RM16.45/bag
Sand – RM30.40/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 2.3hrs/m3
Profit & overhead – 15%
H
L
B
Volume = Width x Height x Length
= B x H x L (m3)
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 90
Materials cost:
1.55m3 cement = 1.55(28bags)
= 44 bags of cement
= RM16.45 x 44 bags
= RM723.80
3.10m3 sand = RM30.40 x 3.10m
3
= RM94.24
6.2 m3 aggregate = RM40 x 6.2
= RM248.00
Sub-total of materials = RM1066.04
50% for wastage, shrinkage & compaction = RM533.02
Total materials cost for 10.85m3 = RM1599.06
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 10.85m3 of concrete = 2.3 x 10.85
= 24.955hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
Labor wages for mixing and placing 10.85m3
concrete
= (RM11.88 x 24.955)/3
= RM 98.83(one worker)
Total labor wages = RM98.83x 3
= RM 296.49
Subtotal cost for mixing and placing 10.85m3 concrete manually
= RM1599.02+ RM296.49
= RM1895.51
15% profit & overhead = RM 284.33
Total cost for mixing and placing 10.85 m3 concrete manually
= RM 1895.51 + RM 284.33
= RM 2179.84
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 91
Total cost for 1m3 = RM2179.84/10.85
= RM200.91
b) First Floor Beam (1flr)
Manual Mixing and Placing (8.961m3 Concrete)
8.961m3 Concrete (1:2:4) = (1.281m
3: 2.562m
3: 5.124m
3)
Cement – RM16.45/bag
Sand – RM30.40/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 2.3hrs/m3
Profit & overhead – 15%
Materials cost:
1.281m3 cement = 1.281(28bags)
=36 bags of cement
= RM16.45 x 36 bags
= RM592.20
2.562m3 sand = RM30.40 x 2.562m
3
= RM77.88
5.124 m3 aggregate = RM40 x 8.32
= RM332.80
Sub-total of materials = RM1002.88
50% for wastage, shrinkage & compaction = RM501.44
Total materials cost for 8.961m3 = RM1504.32
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 8.961m3 of concrete = 2.3 x 8.961
= 20.61hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 92
Labor wages for mixing and placing 8.961m3
concrete
= (RM11.88 x 20.61)/3
= RM 81.62 (one worker)
Total labor wages = RM81.62x 3
= RM 244.86
Subtotal cost for mixing and placing 8.961m3 concrete manually
= RM1504.32+ RM244.86
= RM1749.18
15% profit & overhead = RM262.38
Total cost for mixing and placing 8.961m3 concrete manually
= RM 1749.18 + RM 262.38
= RM 2011.56
Total cost for 1m3 = RM2011.56/8.961
= RM224.48
c) Roof Floor Beam (Rf Beam)
Manual Mixing and Placing (2.376m3 Concrete)
2.376m3 Concrete (1:2:4) = (0.34m
3: 0.68m
3: 1.36m
3)
Cement – RM16.45/bag
Sand – RM30.60/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 2.3hrs/m3
Profit & overhead – 15%
Materials cost:
0.34m3 cement = 0.34(28bags)
=10 bags of cement
= RM16.45 x 10 bags
= RM164.50
0.68m3 sand = RM30.40 x 0.68m
3
= RM20.67
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 93
1.36 m3 aggregate = RM40 x 1.36
= RM54.40
Sub-total of materials = RM239.57
50% for wastage, shrinkage & compaction = RM119.79
Total materials cost for 2.376m3 = RM359.36
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 2.376m3 of concrete = 2.3 x 2.376
= 5.4648hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
Labor wages for mixing and placing 2.376m3
concrete
= (RM11.88 x 5.4648)/3
= RM 21.65 (one worker)
Total labor wages = RM21.65x 3
= RM 64.95
Subtotal cost for mixing and placing 2.376m3 concrete manually
= RM359.36+ RM64.95
= RM424.31
15% profit & overhead = RM63.65
Total cost for mixing and placing 2.376m3 concrete manually
= RM 424.31 + RM 63.65
= RM 487.96
Total cost for 1m3 = RM487.96/2.376
= RM205.37
c) Column
Volume = Width x Length x Height
=B x L x H
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 94
Assumption:
Cement – RM16.45/bag
Sand – RM30.40/m3
Aggregate – RM40/m3
Labor wages – RM95/day
Labor productivity rate – 2.3hrs/m3
Profit & overhead – 15%
a) Ground Floor Column (gb)
Manual Mixing and Placing (10.239m3 Concrete)
10.239m3 Concrete (1:2:4) = (1.463m
3: 2.926m
3: 5.852m
3)
Materials cost:
1.463m3 cement = 1.463(28bags)
=41bags of cement
= RM16.45 x 41 bags
= RM674.45
2.926m3 sand = RM30.40 x 2.926
= RM88.95
5.852m3 aggregate = RM40 x 5.852
= RM234.08
Sub-total of materials = RM997.48
50% for wastage, shrinkage & compaction = RM498.74
Total materials cost for 10.239m3 = RM1496.22
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 10.239m3 of concrete = 2.3 x 10.239
= 23.55hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 95
Labor wages for mixing and placing 10.239m3
concrete
= (RM11.88 x 23.55)/3
= RM 93.26 (one worker)
Total labor wages = RM93.26 x 3
= RM279.78
Subtotal cost for mixing and placing 10.239m3 concrete manually
= RM1496.22 + RM279.78
= RM1776.00
15% profit & overhead = RM266.40
Total cost for mixing and placing 10.239m3 concrete manually
= RM1776.00 + RM266.40
= RM2042.40
Total cost for 1m3 = RM2042.40/10.239
= RM199.47
b) First Floor Column (1flr)
Manual Mixing and Placing (5.166m3 Concrete)
5.166m3 Concrete (1:2:4) = (0.738m
3: 1.476m
3: 2.952m
3)
Materials cost:
0.738m3 cement = 0.738(28bags)
= 21bags of cement
= RM16.45 x 21 bags
= RM345.45
1.476m3 sand = RM30.40 x 1.476m
3
= RM44.87
2.952m3 aggregate = RM40 x 2.952
= RM118.08
Sub-total of materials = RM508.40
50% for wastage, shrinkage & compaction = RM254.20
Total materials cost for 5.166m3 = RM762.60
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 96
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 5.166m3 of concrete = 2.3 x 5.166
= 11.882hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
Labor wages for mixing and placing 5.166m3
concrete
= (RM11.88 x 11.882)/3
= RM47.06 (one worker)
Total labor wages = RM47.06 x 3
= RM141.18
Subtotal cost for mixing and placing 5.166m3 concrete manually
= RM762.60 + RM141.18
= RM903.78
15% profit & overhead = RM135.57
Total cost for mixing and placing 5.166m3 concrete manually
= RM903.78 + RM135.57
= RM1039.35
Total cost for 1m3 = RM1039.35/5.166
= RM201.19
c) Roof Floor Column (RF)
Manual Mixing and Placing (2.100m3 Concrete)
2.100m3 Concrete (1:2:4) = (0.3m
3: 0.6m
3: 1.2m
3)
Materials cost:
0.3m3 cement = 0.3(28bags)
= 9 bags of cement
= RM16.45 x 9 bags
= RM148.05
0.6m3 sand = RM30.60 x 0.6m
3
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 97
= RM18.36
1.2m3 aggregate = RM40 x 1.2
= RM48.00
Sub-total of materials = RM214.41
50% for wastage, shrinkage & compaction = RM107.21
Total materials cost for 2.100m3 = RM321.62
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 2.100m3 of concrete = 2.3 x 2.1
= 4.83hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 1 people
Labor wages for mixing and placing 2.100m3
concrete
= (RM11.88 x 4.83)
= RM57.39 (one worker)
Total labor wages = RM57.39
Subtotal cost for mixing and placing 2.100m3 concrete manually
= RM321.62 + RM57.39
= RM379.01
15% profit & overhead = RM56.85
Total cost for mixing and placing 2.100m3 concrete manually
= RM379.01 + RM56.85
= RM435.86
Total cost for 1m3 = RM435.86/2.1
= RM207.5
4) Pile Foundation
Manual Mixing and Placing (4.032m3 Concrete)
4.032m3 Concrete (1:2:4) = (0.576m
3: 1.152m
3: 2.304m
3)
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 98
Materials cost:
0.576m3 cement = 0.576(28bags)
=17 bags of cement
= RM16.45 x 17 bags
= RM279.65
1.152m3 sand = RM30.40 x 1.152m
3
= RM35.02
2.304m3 aggregate = RM40 x 2.304
= RM92.16
Sub-total of materials = RM406.83
50% for wastage, shrinkage & compaction = RM203.42
Total materials cost for 4.032m3
= RM610.25
Labor cost:
Given productivity rate for labor = 2.3hrs/m3
Time taken to mixing 4.032m3 of concrete = 2.3 x 4.032
= 9.2736hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of workers involve = 3 people
Labor wages for mixing and placing 4.032m3
concrete
= (RM11.88 x 9.2736)
= RM36.73 (one worker)
Total labor wages = RM36.73 x 3
= RM110.19
Subtotal cost for mixing and placing 4.032m3 concrete manually
= RM610.25 + RM110.19
= RM720.44
15% profit & overhead = RM108.07
Total cost for mixing and placing4.032m3 concrete manually
= RM720.44 + RM108.07
= RM828.51
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 99
Total cost for 1m3
= RM828.51/4.032
= RM205.48
11.2.2 The Area of formwork for Single Unit of Double Terrace House Type A
FORMWORK COST CALCULATION
In construction industry the majority of formwork that always has been used are;
1. Wood formwork
2. Steel formwork
Table 11.3: Wood Formwork
Table 11.4: Labor productivity rate
Location Numbers of re-used
Slab, soffit to staircase & wall 6
Foundation, Beam & Column 4
Location Supported wood (m3)
Column 0.02
Foundation & Wall 0.04
Soffit to beam 0.05
Soffit to upper slab 0.06
Location Prepared and fixing /m2 Dismantle
Skilled worker General worker General worker
Slab, soffit to
staircase & wall
1.00hr/m2 0.75hr/m
2 0.75hr/m
2
Foundation, Beam &
Column
1.50hr/m2 0.75hr/m
2 0.75hr/m
2
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 100
Table 11.5: The table below was generated from Esteem.
The Area of formwork for Single Unit of Double Terrace House Type A
Floor Elements Formwork Area (m²)
RF
Slab 4.480
Beam 35.640
Column 41.400
RC Wall 0.000
SubTotal 81.520
1flr
Slab 51.071
Beam 111.600
Column 90.900
RC Wall 0.000
SubTotal 253.571
gb
Slab 114.000
Beam 108.240
Column 124.500
RC Wall 0.000
SubTotal 346.740
Foundation Pad 0.000
Pile 24.930
a) Slab formwork parameters:
Assumed:
Wood formwork
Formwork to horizontal soffit of slab – m3
Plywood, WBP 12mm thick , 5 Ply ( 1.20m x 2.40m ) = RM46.00/ pcs
2”x2” = RM900/tone (1.40m3)
Nail = RM4.50/kg
Skilled workers rate = RM95/hr
General workers rate = RM60/hr
Soffit to upper slab = 0.06m3
Material cost:
Plywood = RM46.00 / (1.20m x 2.40m)
= RM15.97
0.06m3 supported wood = 0.06m3 x RM900/1.4m3
= RM38.57
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 101
Sub-total material cost = RM54.54
This formwork can be re-used 6 times = RM54.54/6
= RM9.09
0.35kg nail = 0.35kg x RM4.50
= RM1.58
Wastage = RM10.67
10% wastage = RM1.067
Material cost = RM10.67 + 10% wastage
= RM11.74
Labor cost:
Given productivity rate for labor (skilled) = 1hrs/m2
Labor wages per-hour (skilled) = RM95/8hrs
= RM11.88/hr
Labor wages for building formwork = (RM11.88 x 1)
= RM11.88 /m2
Subtotal cost for building formwork (m2) = RM11.74+ RM11.88
= RM23.62/m2
15% profit & overhead = RM3.54/m2
Total cost for building formwork per metre2 = RM23.62 + RM3.54
= RM26.16/m2
b) Beam formwork parameters:
Assumed:
Wood formwork
Formwork to horizontal soffit of beam – m3
Plywood, WBP 12mm thick , 5 Ply ( 1.20m x 2.40m ) = RM46.00/ pcs
2”x2” = RM900/tone (1.40m3)
Nail = RM4.50/kg
Skilled workers rate = RM95/hr
General workers rate = RM60/hr
Soffit to beam = 0.05m3
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 102
Materials cost:
Plywood = RM46/ (1.20m x 2.40m)
= RM15.97
0.05m3 supported wood = 0.05m
3 x RM900/1.4m
3
= RM32.15
Sub-total material cost = RM48.12
This formwork can be re-used 4 times where; = RM48.12/4
= RM12.03
0.35kg nail = 0.35kg x RM4.50
= RM1.58
Wastage = RM13.61
10% wastage = RM1.36
Material cost = RM13.61+10%wastage
= RM14.97/m2
Labor cost:
Given productivity rate for labor (skilled) = 1.5hrs/m2
Labor wages per-hour (skilled) = RM95/8hrs
= RM11.88/hr
Labor wages for building formwork = (RM11.88 x 1.5)
= RM17.82 /m2
Subtotal cost for building formwork (m2) = RM14.974 + RM17.82
= RM32.79/m2
15% profit & overhead = RM4.92/m2
Total cost for building formwork per metre2 = RM32.79 + RM4.92
= RM37.71/m2
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 103
c) Column formwork parameters:
Assumed:
Wood formwork
Formwork to column – m3
Plywood, WBP 12mm thick , 5 Ply ( 1.20m x 2.40m ) = RM46.00/ pcs
2”x2” = RM900/tone (1.40m3)
Nail = RM4.50/kg
Skilled workers rate = RM95/hr
General workers rate = RM60/hr
Column = 0.02m3
Materials cost:
Plywood = RM46/(1.20m x 2.40m)
= RM15.97
0.02m3 supported wood = 0.02m
3 x RM900/1.4m
3
= RM12.86
Sub-total material cost = RM26.83
This formwork can be re-used 4times where; = RM26.83/4
= RM7.21
0.35kg nail = 0.35kg x RM4.50
= RM1.58
Wastage = RM8.79
10% wastage = RM0.88
Material cost = RM8.79+10%wastage
= RM9.67/m2
Labor cost:
Given productivity rate for labor (skilled) = 1.5hrs/m2
Labor wages per-hour (skilled) = RM95/8hrs
= RM11.88/hr
Labor wages for building formwork = (RM11.88 x 1.5)
= RM17.82 /m2
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 104
Subtotal cost for building formwork (m2) = RM9.67+ RM17.82
= RM27.49/m2
15% profit & overhead = RM4.12/m2
Total cost for building formwork per metre2 = RM27.49 + RM4.12
= RM31.61/m2
d) Foundation formwork parameters:
Assumed:
Wood formwork
Formwork to foundation– m3
Plywood, WBP 12mm thick , 5 Ply ( 1.20m x 2.40m ) = RM46.00/ pcs
2”x2” = RM900/tone (1.40m3)
Nail = RM4.50/kg
Skilled workers rate = RM95/hr
General workers rate = RM60/hr
Foundation = 0.04m3
Materials cost:
Plywood = RM46/(1.20m x 2.40m)
= RM15.97
0.04m3 supported wood = 0.04m
3 x RM900/1.4m
3
= RM25.72
Sub-total material cost = RM41.69
This formwork can be re-used 4times where = RM41.60/4
= RM10.40
0.35kg nail = 0.35kg x RM4.50
= RM1.58
Wastage = RM11.98
10% wastage = RM1.20
Material cost =RM11.98+10%wastage
=RM13.18/m2
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 105
Labor cost:
Given productivity rate for labor (skilled) = 1.5hrs/m2
Labor wages per-hour (skilled) = RM95/8hrs
= RM11.88/hr
Labor wages for building formwork = (RM11.88 x 1.5)
= RM17.82 /m2
Subtotal cost for building formwork (m2)
= RM13.18+ RM17.82
= RM31.00/m2
15% profit & overhead = RM4.65/m2
Total cost for building formwork per metre2 = RM31.00 + RM4.65
= RM35.65/m2
Table 11.6: The table below show the summary cost of formwork:
Floor Elements Formwork Area
(m²)
Unit Price
(RM/m2)
Total Price (RM)
Rf Beam
Slab 4.480 26.16 117.20
Beam 35.640 37.71 1,343.98
Column 41.400 31.61 1,308.65
1flr
Slab 51.071 26.16 1,336.01
Beam 111.600 37.71 4,208.81
Column 90.900 31.61 2,873.35
gb
Slab 114.000 26.16 2,982.24
Beam 108.240 37.71 4,081.73
Column 124.500 31.61 3,935.45
Foundation Pile 24.930 35.65 888.76
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Castella Consultancy Sdn. Bhd. Page 106
11.2.3 The types of bar used for Single Unit of Double Terrace House Type A
BAR COST ESTIMATION
Table 11.7: The table below was generated from Esteem.
The types of bar used for Single Unit of Double Terrace House Type A
Floor Diameter Weight (kg)
Rf Beam
R6 47.820
T10 468.357
T12 263.131
T16 28.375
T20 13.577
T32 151.713
1flr
R6 92.317
T10 1,743.456
T12 592.796
T16 76.236
T20 76.733
T25 290.222
gb
T10 3,156.129
T12 1,018.878
T16 57.402
T20 201.593
T25 50.582
Pile
R6 37.158
T10 205.908
T12 16.268
Reinforcement can be falls into two categories:
Mild Steel
High Tensile Steel
In estimating, the estimator should add 5% as wastage
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 107
Table 11.8: Converting Table Table 11.9: Wire to tight reinforce
Labor
Table 11.10: Productivity rate for bar-bender (cut & bend)
Table 11.11: Productivity rate for fixing the bar
Material cost:
a) R6 bar
6 mm bar = RM1,620.00/tons
Subtotal = RM1,620.00/tons
5% wastage = RM81.00/tons
Total cost for material = RM1701.00/tons
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 108
Labor cost for 1 tone:
General works (for helping fixing) = RM60/8hrs
= RM7.50
Bar-bender = 50hrs x RM75/8hrs
= RM468.75
Skilled workers (fixing) = 50hrs x RM95/8hr
=RM593.75
Subtotal for labor per tons = RM1070.00/tons
Total Cost:
Subtotal cost = material cost + labor cost
= RM1701.00 + RM1070.00
= RM2771.00/tons
15% profit & overhead = RM415.65
Total cost per tons = RM3186.65/tons
Total cost per kg = RM3186.65/1000kg
= RM3.19/kg
b) T10 and T12 bar
10 mm bar = RM1,620.00/tons
Subtotal = RM1,620.00/tons
5% wastage = RM81.00/tons
Total cost for material = RM1701.00/tons
Labor cost for 1 tone:
General works (for helping fixing) = RM60/8hrs
= RM7.50
Bar-bender = 40hrs x RM75/8hrs
= RM375.00
Skilled workers (fixing) = 40hrs x RM95/8hr
= RM475.00
Subtotal for labor per tons = RM857.50/tons
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 109
Total Cost:
Subtotal cost = material cost + labor cost
= RM1701.00 + RM857.50
= RM2558.5/tons
15% profit & overhead = RM383.78
Total cost per tons = RM2942.28/tons
Total cost per kg = RM2942.28/1000kg
= RM2.94/kg
c) T16 and T20 bar
16 mm bar = RM1,520.00/ tons
Subtotal = RM1,520.00/ tons
5% wastage = RM76.00/tons
Total cost for material = RM1596.0/tons
Labor cost for 1 tone:
General works (for helping fixing) = RM60/8hrs
= RM7.50
Bar-bender = 25hrs x RM75/8hrs
= RM234.38
Skilled workers (fixing) = 30hrs x RM95/8hr
= RM356.25
Subtotal for labor per tons = RM598.13/tons
Total Cost:
Subtotal cost = material cost + labor cost
= RM1596 + RM598.13
= RM2194.13/tons
15% profit & overhead = RM329.20
Total cost per tons = RM2523.33/tons
Total cost per kg = RM2523.33/1000kg
= RM2.52/kg
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 110
d) T25 and T32 bar
25 mm bar = RM1,520.00/ tons
Subtotal = RM1,520.00/ tons
5% wastage = RM76.00/tons
Total cost for material = RM1596.0/tons
Labor cost for 1 tone:
General works (for helping fixing) = RM60/8hrs
= RM7.50
Bar-bender = 15hrs x RM75/8hrs
= RM140.63
Skilled workers (fixing) = 25hrs x RM95/8hr
=RM296.88
Subtotal for labor per tons = RM445.00/tons
Total Cost:
Subtotal cost = material cost + labor cost
= RM1596.0/tons + RM445.00
= RM2041.00/tons
15% profit & overhead = RM306.15
Total cost per tons = RM2347.15/tons
Total cost per kg = RM2347.15/1000kg
= RM2.35/kg
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Castella Consultancy Sdn. Bhd. Page 111
Table 11.12: The table below show the summary cost of reinforcement bar for one unit
of Double Storey Terrace house Type A
Floor Diameter Weight (kg) Unit Price
(RM/kg) Total Price (RM)
Rf Beam
R6 47.820 3.19 152.55
T10 468.357 2.94 1,376.97
T12 263.131 2.94 773.61
T16 28.375 2.52 71.51
T20 13.577 2.52 34.21
T32 151.713 2.35 356.53
1flr
R6 92.317 3.19 294.49
T10 1,743.456 2.94 5125.76
T12 592.796 2.94 1742.82
T16 76.236 2.52 192.11
T20 76.733 2.52 193.37
T25 290.222 2.35 682.02
gb
T10 3,156.129 2.94 9,279.02
T12 1,018.878 2.94 2995.50
T16 57.402 2.52 144.65
T20 201.593 2.52 508.01
T25 50.582 2.35 118.87
Pile
R6 37.158 3.19 118.53
T10 205.908 2.94 605.37
T12 16.268 2.94 47.83
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Castella Consultancy Sdn. Bhd. Page 112
COST ESTIMATION FOR SUB MATERIALS AND MACHINERIES
Sub Materials and machineries cost for the Double Storey Terrace House Type A
Item Description
Unit
Price
(RM)
Unit Total
units
Total Price
(+15%overhead)
A Aluminium Frame Casement
Window
A1 600mm 250 pcs 10 2875
A2 900mm 350 pcs 1 402.50
A3 1200mm 450 pcs 2 1035
A4 1800mm 550 pcs 1 632.5
B Aluminium Frame Top Hung
Window
B1 600mm 230 pcs 3 264.5
C Aluminium Fixed Glass
Panel(2700mm x 2100mm)
1100 pcs 3 3795
D D1-Aluminium Frame Sliding
Door Glass
200 PCS 3 690
E Aluminium Frame Sliding
Glass(2100mm x 900mm)
250 pcs 3 862.5
F Ceramic Toilet Bowl 120 pcs 3 414
G Ceramic Sink 100 pcs 3 345
H Aluminium Sink 125 pcs 1 143.75
I Ceramic Tiles(150mm x
150mm)
1 pcs 1400 1610
J D2 - Double Leaf H.W. Frame
Solid Decorative Panel Door
600 pcs 1 690
K D3 - Frame Plywood Flush
Door (1000mm x 2100mm)
380 pcs 4 1748
L D4 – Frame Waterproof
Plywood Flush Door (850mm
x 2100mm)
300 pcs 4 1380
M Aluminium Handrail 25 m3 8.65 248.6875
N Roof Tiles(423mm x 265mm) 2.5 pcs 2495 7173.125
O Gutter 10 m 95.72 1100.78
P Ceiling( 1220mm x 102mm) 25 pcs 5100 58650
Q Paint 50 m2 384.45 22105.875
R Fencing 30 m 41.941 2411.6075
S Roof Truss Wood 60 m 499.78 17242.41
T Water Tank 400 gals 250 pcs 2 138
Total 125958.24
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 113
The total price for the Sub materials and machineries is RM 125, 958.24
CEMENT MORTAR COST ESTIMATION
a) Ground Floor
Thickness of cement mortar for one side = 18mm
Thickness of cement mortar for two side = 36mm
= 0.036m
Height of ground floor = 3.6m
Particular Dimension (m)
Area (m2)
Length Height
Ground Floor
A/1-8 15 3.6 54
D/1-3 3.9 3.6 14.04
D/7-8 2.1 3.6 7.56
E/1-2 4.8 3.6 17.28
G/1-3 3.9 3.6 14.04
G/6-8 6.6 3.6 23.76
1/A-G 9.6 3.6 34.56
2/D-E 1.8 3.6 6.48
3/A-E 5.4 3.6 19.44
4/E1-G 3 3.6 10.8
5/A-B 1.2 3.6 4.32
6/A-C 2.1 3.6 7.56
6/F-G 1.6 3.6 5.76
7/A-C 2.6 3.6 9.36
8/A-G 9.6 3.6 34.56
Total 263.52 m2
Table 11.13: Cement Mortar Cos Estimation
The volume of cement mortar for ground floor = 263.52 x 0.036
= 9.487m3
Ground Floor Cement Mortar
Manual Mixing and Placing (9.487 m3 cement mortar)
9.487 m3 cement mortar [1(cement): 3(sand)]= (2.372m
3: 7.116m
3)
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Castella Consultancy Sdn. Bhd. Page 114
Materials cost:
2.372m3 cement = 2.372(28bags)
= 67 bags of cement
= RM16.45 x 67 bags
= RM1102.15
7.116m3 sand = RM30.40 x 7.116m
3
= RM216.33
Sub-total of materials = RM1318.48
50% for wastage, shrinkage & compaction = RM659.29
Total materials cost for 14.196m3 = RM1318.48 + RM659.29
= RM1977.77
Labor cost:
Given productivity rate for labor = 1.5hrs/m3
Time taken to mixing 14.196m3 of cement mortar = 1.5 x 9.487
= 14.2305hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of plasterer involve = 2 people
Labor wages for mixing and placing 9.487m3
cement mortar
= (RM11.88 x 14.2305)/2
= RM84.53 (one worker)
Total labor wages = RM84.53 x 2
= RM169.06
Subtotal cost for mixing and placing 9.487m3 cement mortar manually
= RM1977.77 +RM169.06
= RM2146.83
15% profit & overhead = RM322.03
Total cost for mixing and placing 9.487m3 cement mortar manually
= RM2146.83 + RM322.03
= RM2468.86
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 115
Total cost for 1m3 = RM2468.86/9.487
= RM260.24
b) First Floor Cement Mortar
Thickness of cement mortar for one side = 18mm
Thickness of cement mortar for two side = 36mm = 0.036m
Height of ground floor = 3.05m
Particular Dimension (m)
Area (m2)
Length Height
First Floor
A/3-7A 7.2 3.05 21.96
D/4-7A 6 3.05 18.30
D1/7A-7B 0.9 3.05 2.75
E1/4-5A 0.95 3.05 2.90
G/4-7A 6 3.05 18.30
4/D-G 6 3.05 18.30
5A/E1-G 3 3.05 9.15
7A/A-D1 4.5 3.05 13.73
7A/F1-G 0.9 3.05 2.75
7B/D1-F1 4.2 3.05 12.81
Total 120.93 m
2
Table 11.14: First Floor Cement Mortar
Volume of cement mortar for first floor = 120.93 x 0.036
= 4.353m3
First Floor Cement Mortar
Manual Mixing and Placing (4.353m3 cement mortar)
4.353m3 cement mortar [1(cement): 3(sand)]= (1.089m
3: 3.267m
3)
Materials cost:
1.089m3 cement = 1.089(28bags)
= 31 bags of cement
= RM16.45 x 31 bags
= RM509.95
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Castella Consultancy Sdn. Bhd. Page 116
3.267m3 sand = RM30.40 x 3.267m
3
= RM99.32
Sub-total of materials = RM609.27
50% for wastage, shrinkage & compaction = RM304.64
Total materials cost for 4.353m3 = RM609.27 +RM304.64
= RM913.91
Labor cost:
Given productivity rate for labor = 1.5hrs/m3
Time taken to mixing 4.353m3 of cement mortar = 1.5 x 4.353
= 6.5295hrs
Labor wages per-hour = RM95/8hrs
= RM11.88
No of plasterer involve = 2 people
Labor wages for mixing and placing 4.353m3
cement mortar
= (RM11.88 x 6.5295)/2
= RM38.79 (one worker)
Total labor wages = RM38.79 x 2
= RM77.58
Subtotal cost for mixing and placing 4.353m3 cement mortar manually
= RM913.91 + RM77.58
= RM991.49
15% profit & overhead = RM148.72
Total cost for mixing and placing 4.353m3 cement mortar manually
= RM991.49 + RM148.72
= RM1140.21
Total cost for 1m3 = RM1140.21/4.353
= RM261.94
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Castella Consultancy Sdn. Bhd. Page 117
BRICKWALLS COST ESTIMATION
Table 11.15: Material for brick laying
Assumed Brick size: 225mm x 112mm x 75mm
Table 11.16: Labor Productivity rate
Assumption:
Wall with 1 brick:
Mortar (m3) = 0.050
Number of brick = 125
Labor Productivity rate:
Wall with 1 brick:
Skilled worker (1.75m2/hr)
General worker (0.70m2/hr)
Mortar cement ratio: 1 : 3
Materials cost:
Clay brick price = RM 0.35
Cement price = RM 16.45/bag
Sand price = RM 30.40/m3
1m3
cement = 28 bags x RM16.45
= RM460.60
3m3 sand = 3m
3 x RM30.40
= RM91.20
Description Mortar (m3) Numbers of bricks
Wall with half brick 0.025 63
Wall with 1 brick 0.050 125
Wall with 11/2
brick 0.075 188
Description Skilled worker (hr/m2) General worker (hr/m2)
Wall with half brick (normal
brick)
1.00 0.35
Wall with 1 brick (normal brick) 1.75 0.70
Wall with half brick (face brick) 2.00 0.50
Wall with 1 brick (face brick) 3.50 1.00
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Castella Consultancy Sdn. Bhd. Page 118
Subtotal = RM551.80
1/3 for wastage = RM183.93
Material cost for 4m3 = RM551.80 + RM183.93
= RM735.73
Material cost for per m3 = RM735.73/4
= RM183.93/ m3
Labor cost:
Given productivity rate for labor(skilled) = 1.75m2/hr
Total area of the brick wall of ground floor = 263.52m2
Total area of the brick wall of first floor = 120.93m2
Area of the brick = 0.075 x 0.225
= 0.0169m2
Total area for the whole building = 263.52 + 120.93
= 384.45m2
Particular Dimension (m) Area
(m2)
Particular Dimension (m)
Area (m2)
Length Height Length Height
Ground Floor First Floor
A/1-8 15 3.6 54 A/3-7A 7.2 3.05 21.96
D/1-3 3.9 3.6 14.04 D/4-7A 6 3.05 18.30
D/7-8 2.1 3.6 7.56 D1/7A-7B 0.9 3.05 2.75
E/1-2 4.8 3.6 17.28 E1/4-5A 0.95 3.05 2.90
G/1-3 3.9 3.6 14.04 G/4-7A 6 3.05 18.30
G/6-8 6.6 3.6 23.76 4/D-G 6 3.05 18.30
1/A-G 9.6 3.6 34.56 5A/E1-G 3 3.05 9.15
2/D-E 1.8 3.6 6.48 7A/A-D1 4.5 3.05 13.73
3/A-E 5.4 3.6 19.44 7A/F1-G 0.9 3.05 2.75
4/E1-G 3 3.6 10.8 7B/D1-F1 4.2 3.05 12.81
5/A-B 1.2 3.6 4.32
6/A-C 2.1 3.6 7.56
6/F-G 1.6 3.6 5.76
7/A-C 2.6 3.6 9.36
8/A-G 9.6 3.6 34.56
Total 263.52
m2
Total 120.93 m2
Total of Ground Floor + First Floor 384.45 m2
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
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Castella Consultancy Sdn. Bhd. Page 119
bricks to be use = 384.45/0.0169
= 22749 pcs
= 22749 pcs / 125
= 181.99
mortar to be use = 181.99 x 0.05
= 9.10m3
cost of mortar = 9.10 x 183.93
= RM 1898.90
cost of the brick = 22749 x RM 0.35
= RM 7962.15
Total area of the brick wall = 384.45 m2
For Labor Cost:
Assume:
4 skilled worker
Labor to lay bricks; 115mm thick = RM12/m2
For skilled worker = 1.75 m2/hr.
384.45 /1.75 = 219.69 hrs to complete the brick wall.
For general worker = 0.7 m2/hr.
384.45 /0.7 = 549.21 hrs to complete the brick wall.
We employed 4 skilled workers.
Area of bricklaying for each skilled worker = 384.45 m2
/ 4
= 96.11 m2
Total labor cost for 4 skilled workers = 96.11 m2 x 4 x RM12/m
2
= RM 4608
Total cost = labor cost + cost of mortar + cost of the brick
= RM 4608 + RM 1898.90 + RM 7962.15
= RM 14469.05
Total cost (including overhead cost) = RM14469.05 x 115 %
= RM16639.41
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Castella Consultancy Sdn. Bhd. Page 120
Table 11.17: Total Cost of Materials and Labor for Brickwork
Particular Number of units Total Price
1) Cost of terrace house type A 1 RM 16,639.41
2) Cost of terrace house type A 57 RM 948,446.37
Total cost of brickwork for phase 3 RM 948,446.37
SUMMARY COST ESTIMATION
Cost For One Unit of Double Storey Terrace House
Type A
Cost For 57 Units of Double
Storey Terrace House Type A
CONCRETE COST
(i) Slab
Ground Floor Slab RM2713.79 RM154686.03
First Floor Slab RM1171.15 RM66755.55
Roof Floor Slab RM 127.08 RM7243.56
Total Cost of Slab RM 4012.02 RM228685.14
(ii) Beam
Ground Floor Beam RM 2179.84 RM124250.88
First Floor Beam RM 2011.56 RM114658.92
Roof Floor Beam RM 487.96 RM27813.72
Total Cost of Beam RM4679.36 RM266723.52
(iii) Column
Ground Floor Column RM2042.40 RM116416.80
First Floor Column RM1039.35 RM59242.95
Roof Floor Column RM435.86 RM24844.02
Total cost of Column RM3517.61 RM200503.77
(iv) Pile Foundation
Total cost of pile RM828.51 RM828.51
Total cost for concrete RM13037.50 RM696740.94
BAR COST
Ground Floor RM13046.05 RM743624.85
First Floor RM8230.57 RM469142.49
Roof Floor RM2765.38 RM157626
Pile Foundation RM771.73 RM43988.61
Total cost of bar RM24813.73 RM1414382.61
CEMENT MORTAR COST
Ground Floor Cement Mortar RM2468.86 RM140725.02
First Floor Cement Mortar RM1140.21 RM64991.97
Total Cost of Cement Mortar RM3609.07 RM205716.99
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Castella Consultancy Sdn. Bhd. Page 121
FORMWORK COST
Column RM8117.45 RM462694.65
Slab RM4435.45 RM252820.65
Beam RM9634.52 RM549167.64
Pile Foundation RM888.76 RM50659.32
Total Formwork Cost RM23076.18 RM1315342
Brick Cost RM 16,639.41 RM 948446.37
Sub Materials and machineries RM125958.24 RM7179619.68
Total of cost of whole house RM20,7134.13 RM11,760,248.59
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Castella Consultancy Sdn. Bhd. Page 122
12.0 COST ESTIMATION
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Castella Consultancy Sdn. Bhd. Page 124
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Castella Consultancy Sdn. Bhd. Page 125
13.0 APPENDICES
1 Project Phase
2 Gantt Chart
3 Earthwork
4 Road
5 Drainage
6 Water Reticulation
7 Sewerage
8 Structure
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Castella Consultancy Sdn. Bhd. Page 126
CONTENT
1.0 COMPANY BACKGROUND ....................................................................................... 1
1.1 CORPORATE INFORMATION ................................................................................ 3
1.2 ORGANIZATION CHART ........................................................................................ 5
2.0 PROJECT DETAIL ........................................................................................................ 6
2.1 INTRODUCTION ....................................................................................................... 6
2.2 PROBLEM STATEMENT ......................................................................................... 6
2.3 TITLE OF THE PROJECT ......................................................................................... 7
2.5 JUSTIFICATIONS...................................................................................................... 7
2.6 PROJECT LOCATION.............................................................................................. 8
2.7 LANDSCAPE .......................................................................................................... 10
2.8 ENVIRONMENT...................................................................................................... 10
3.0 PROJECT PLANNING AND SCHEDULING .............................................................. 9
3.1 GANTT CHART ....................................................................................................... 10
4.0 LAND USED RATIO .................................................................................................. 11
4.1 INTRODUCTION ..................................................................................................... 11
5.0 EARTHWORKS ........................................................................................................... 13
5.1 CHAINAGE .............................................................................................................. 13
5.2 CUT & FILL SUMMARY ........................................................................................ 15
5.3 CUT & FILL CALCULATION ................................................................................ 16
6.0 ROAD AND PAVEMENT DESIGN ........................................................................... 17
6.1 ROAD DESIGN ........................................................................................................ 18
6.1.1 INTRODUCTION ............................................................................................. 18
6.1.2 SCOPE OF WORK ............................................................................................ 18
6.2 PAVEMENT DESIGN ............................................................................................. 18
6.2.1 DESIGNATION OF EACH LAYER ................................................................ 19
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Castella Consultancy Sdn. Bhd. Page 127
6.2.2 CALCULATION OF PAVEMENT DESIGN................................................... 20
7.0 DRAINAGE DESIGN .................................................................................................. 29
7.1 INTRODUCTION ..................................................................................................... 29
7.2 DRAINAGE DISCHARGE ...................................................................................... 29
7.3 DESIGN DISCHARGE ............................................................................................ 31
8.0 WATER RETICULATION .......................................................................................... 34
8.1 INTRODUCTION ..................................................................................................... 34
8.2 WATER RETICULATION SYSTEM...................................................................... 34
8.3 WATER DEMAND OF HOUSES AND PUBLIC FACILITIES ............................ 36
8.4 PROPOSED WATER TANK ................................................................................... 37
8.5 FIRE HYDRANT SYSTEM RETICULATION....................................................... 39
8.5.1 Fire Hydrant ...................................................................................................... 39
8.6 WATER RETICULATION PIPING MATERIALS................................................ 42
8.7 WATER DISTRIBUTION DESIGN ........................................................................ 44
8.8 VALVE SELECTION............................................................................................... 52
8.9 APPENDIXES ............................................................................................................... 55
9.0 SEWERAGE ................................................................................................................. 58
9.1 INTRODUCTION ..................................................................................................... 58
9.2 SEWAGE TREATMENT OBJECTIVE ................................................................... 58
9.3 SEWERAGE DESIGN ............................................................................................. 59
9.3.1 Population Equivalent (P.E.).............................................................................. 60
9.3.2 Design criteria .................................................................................................... 61
9.3.3 Piping system ..................................................................................................... 62
9.4 SUMMARY OF POPULATION EQUIVALENT ................................................... 63
9.4.1 Sewerage Reticulation Proposal ........................................................................ 63
9.4.2 Design Calculation ............................................................................................. 64
9.5 PIPELINE DESIGN FLOW ..................................................................................... 66
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 128
9.6 MANHOLES ............................................................................................................. 68
9.6.1 Manhole Construction ........................................................................................ 68
9.6.2 Manhole cover ................................................................................................... 69
9.6.3 Manhole design criteria...................................................................................... 70
9.7 HYDRAULIC CRITERIA ........................................................................................ 72
9.8 WATER STABILIZATION POND ......................................................................... 73
9.8.1 Anaerobic Pond .................................................................................................. 74
9.8.2 FACULTATIVE POND .................................................................................... 75
9.8.3 MATURATION POND ..................................................................................... 76
10.0 POWER SUB-STATION ............................................................................................ 78
10.1 INTRODUCTION ..................................................................................................... 78
10.2 DEMAND ESTIMATION ........................................................................................ 78
10.2 SUB-STATION PROPOSAL ................................................................................... 79
11.0 BILL OF QUANTITY (BQ) ........................................................................................ 83
11.1 PRICE RATE OF MATERIAL ................................................................................ 83
11.2 ESTIMATION WORK OF ALL ELEMENTS INVOLVED ................................... 84
11.2.1 Volume of Concrete for Single Unit of Double Storey Terrace House Type A 84
11.2.2 The Area of formwork for Single Unit of Double Terrace House Type A ....... 99
11.2.3 The types of bar used for Single Unit of Double Terrace House Type A ....... 106
12.0 COST ESTIMATION ................................................................................................. 122
13.0 APPENDICES ............................................................................................................ 125
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 129
APPENDIX 1
PROJECT PHASE
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 130
APPENDIX 2
GANTT CHART
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 131
APPENDIX 3
EARTHWORK
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 132
APPENDIX 4
ROAD
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 133
APPENDIX 5
DRAINAGE
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 134
APPENDIX 6
WATER RETICULATION
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 135
APPENDIX 7
SEWERAGE
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 136
APPENDIX 8
STRUCTURE
PROPOSAL OF DEVELOPING NEW CITY“CASA ASTANA RESIDENT”AT LOT PT 93097 – LOT PT 93456, SEKTOR IV
BANDARINDERA MAHKOTA, MUKIM KUALA KUANTAN, PAHANG DARUL MAKMUR.
Castella Consultancy Sdn. Bhd. Page 137
PROJECT PROPOSAL
CASA ASTANA RESIDENT
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