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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

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Page 1: 3P PROJECT

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

Page 2: 3P PROJECT

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

Page 3: 3P PROJECT

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.

Email

[email protected]

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

Page 4: 3P PROJECT

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.

Page 5: 3P PROJECT

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

Page 6: 3P PROJECT

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.

Page 7: 3P PROJECT

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.

Page 8: 3P PROJECT

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

Page 9: 3P PROJECT

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

Page 10: 3P PROJECT

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.

Page 11: 3P PROJECT

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

Page 12: 3P PROJECT

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

Page 13: 3P PROJECT

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

Page 14: 3P PROJECT

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.

Page 15: 3P PROJECT

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

Page 16: 3P PROJECT

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.

Page 17: 3P PROJECT

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

Page 18: 3P PROJECT

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

Page 19: 3P PROJECT

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

Page 20: 3P PROJECT

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

Page 21: 3P PROJECT

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 18

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

Page 22: 3P PROJECT

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

Page 23: 3P PROJECT

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 20

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

Page 24: 3P PROJECT

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 21

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)

Page 25: 3P PROJECT

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 22

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

Page 26: 3P PROJECT

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 23

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

Page 50: 3P PROJECT

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 47

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

Page 51: 3P PROJECT

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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Castella Consultancy Sdn. Bhd. Page 50

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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Castella Consultancy Sdn. Bhd. Page 51

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

Page 55: 3P PROJECT

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Castella Consultancy Sdn. Bhd. Page 52

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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Castella Consultancy Sdn. Bhd. Page 53

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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Castella Consultancy Sdn. Bhd. Page 55

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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Castella Consultancy Sdn. Bhd. Page 59

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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Castella Consultancy Sdn. Bhd. Page 60

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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Castella Consultancy Sdn. Bhd. Page 61

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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Castella Consultancy Sdn. Bhd. Page 62

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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Castella Consultancy Sdn. Bhd. Page 63

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

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Castella Consultancy Sdn. Bhd. Page 64

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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Castella Consultancy Sdn. Bhd. Page 66

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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Castella Consultancy Sdn. Bhd. Page 67

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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Castella Consultancy Sdn. Bhd. Page 86

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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Castella Consultancy Sdn. Bhd. Page 87

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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Castella Consultancy Sdn. Bhd. Page 88

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)

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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)

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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

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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

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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

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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

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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

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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

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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

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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)

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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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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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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

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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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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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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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12.0 COST ESTIMATION

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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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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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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

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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

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APPENDIX 1

PROJECT PHASE

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APPENDIX 2

GANTT CHART

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APPENDIX 3

EARTHWORK

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APPENDIX 4

ROAD

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APPENDIX 5

DRAINAGE

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APPENDIX 6

WATER RETICULATION

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APPENDIX 7

SEWERAGE

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APPENDIX 8

STRUCTURE

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PROJECT PROPOSAL

CASA ASTANA RESIDENT