1.
Drainage Design Criteria
1.1The drainage design for this proposed developments is based on the Urban
Stormwater Management Manual for Malaysia (Manual Saliran Mesra Alam
Malaysia) MASMA by Department of Irrigation and Drainage Malaysia (JPS).
1.2The following chapters of MASMA are particularly relevant for arriving at the
design of the storm drainage system serving the proposed development.
Chapter 3
- Stormwater Management
Chapter 4
- Design Acceptance Criteria
Chapter 11
- Hydrologic Design Concept
Chapter 13
- Design Rainfall
Chapter 14
- Flow Estimation and Routing
1.3The following criteria shall be adopted for the design of storm water system:1.4The proposed storm water drainage shall be designed to initial storm water
runoff with 5 year Average Recurrence Interval (ARI)
1.5Surface runoff from the site shall be collected via drains and discharged to the
existed roadside drains in front of the development site.
1.6The storm drainage system shall be determined by using Rational Method (eqn
14.7 MASMA):1.7The Discharge estimation for each area for internal building perimeter drains are
calculated as follow:Qy
Wher
e
C y lt A
360
y-year ARI peak flow (m3/s)
y-year ARI average rainfall intensity over time of
concentration, tc (mm/hr)
Dimensionless run-off coefficient
Catchment area (hectare)
QR
y lt
1.8The Manning Formula (Eqn. 12.2 MASMA) shall be used for the computation of
drain capacity and velocity
Wher
e
2
3
R AS
n
1
2
Capacity
Mannings roughness coefficient 0.013
Area in m2
Hydraulic radius
Gradient
1.9The design rainfall Intensity Duration Frequency (IDF) relationship is bsed on
Polynomial approximation, (Eqn 13.2 MASMA) and coefficient of the fitted IDF
equation for Johor Bahru should be adopted.
2 Pavement Report
2.1Elements of a pavement:
2.2Sub-grade
The uppermost part of the soil, natural or imported, supporting the load
transmitted from the overlaying layers to be well compacted.
2.3Sub-base
The layer of the specified material built up in the required design to be 50mm
thick of sand binding.
2.4Road base
The layer of the specified materials built up in the required design to be 300mm
thick of crusher run.
2.5Surfacing
The layer of the specified material built up in the required design to be 65mm
thick of asphaltic concrete binder course premix ACBC20 and 50mm thick of
asphaltic concrete wearing course premix ACWC14.
3 Sewerage Planning Report
3.1Purpose of report
The purpose of this report is to present the planning concept of the sewerage
planning for this development in order to seek design approval from Indah Water
Konsortium Sdn. Bhd.
3.2Proposed Sewerage System
The estimated Population Equivalent (PE) contributes from the proposed
development is 15,439 P.E.
3.2.1 The proposed sewerage system contributes are as followings;
3.2.1.1
Plot G (Phase 1 & Phase 2)
The total of estimated population equivalent for Plot G are 9,104 P.E.
Sewerage for phase 1 and phase 2 will be flow by gravity to a designated
sewerage pumping to be built up by package contractor at phase 2.
3.2.1.2
Plot J (Phase 3)
The total of estimated population equivalent for Plot J are
6,335 P.E. Sewerage for plot 3 will be flow by gravity to a
designated sewerage pumping to be built up by another
package contractor at phase 3.
3.3Design Criteria
3.3.1 According to MS 1228 and Malaysia Sewerage Industry Guidelines.
3.3.2 The design criteria adopted for the sewer pipes are:
3.3.2.1
Average Daily Contribution per Population Equivalent = 225 liters per
day
3.3.2.2
The peak factor shall be estimated from the following formula:
Peak Flow Factor (PFF) = 4.7 (PE/1000)-0.11
Where PE = estimated equivalent population
3.3.2.3
Peak Flow = PFF x PE x 225
Where PE = Estimated equivalent population
3.3.2.4
The minimum depth of invert to be adopted shall be 1.2m
3.3.2.5
The minimum size of public gravity sewer shall be 225mm in diameter.
3.3.2.6
The minimum size of domestic connections to the public sewer shall be
150mm in diameter.
3.3.2.7
Minimum design velocity in sewer pipe = 0.80 m/s
3.3.2.8
Maximum design velocity in sewer pipe = 4.0 m/s
3.3.2.9
Maximum distance between manholes shall be 100m
3.4Hydraulic Design of sewer pipe
3.4.1 The Hazen-Williams Equations for flow is adopted for the design of the sewer
pipe. The Hazen- William Coefficient C for HDPE pipe shall be 120.
3.4.2 Sewerage pipe velocity and capacity is based on Manning Equation where
V
AV
Flow in m3/s
Hazen-Williams Coefficient, C
Area in m2
0.849 C R0.63 S 0.54
Where
Hydraulic Radius in meter (Area/Wetted Perimeter)
Slope in m/m
Velocity in m/s
3.5Equivalent population table recommended equivalent population by span
guidelines
No
.
Type of Premise/Establishment
Populations Equivalent
(Recommended)
Residential
5.0 Per unit
Commercial
(includes entertainment/recreational
centers, restaurants, cafeteria, theatres)
3.0 Per 100 m2 gross are
School/Educational Institutions
Day School/Institutions
Fully Residential
Partial Residential
0.2 Per Student
1.0 Per Student
0.2 Per Student for
Non-Residential Student
1 Per Student for
Residential Student
Hospitals
4.0 Per Bed
Hotels (with dining and laundry facilities)
4.0 Per Room
Factories (excluding process wastes)
0.3 Per Staff
Market (wet type)
3.0 Per Stall
Market (dry type)
1.0 Per Stall
Petrol Kiosks/Service Stations
15.0 Per Toilet
10
Bus Terminal
4.0 Per Bus Bay
11
Taxi Terminal
4.0 Per Taxi Bay
12
Mosque/Church/Temple
0.2 Per person
13
Stadium
0.2 Per person
14
Swimming Pool/Sport Complex
0.5 Per person
15
Public Toilet
15 Per toilet
16
Airport
0.2 Per passenger
0.3 Per employee
17
Laundry
10 Per machine
18
Prison
1 Per person
19
Golf Course
20 Per hole
4 Water Reticulation Report
4.1Purpose of Report
4.1.1 Perunding LNL Sdn Bhd, a Civil & Structural Engineering Consultant firm has
been appointed by the package contractor i.e: MCB contractor to carry out
the conceptual and design of the water reticulation.
4.1.2 The total water demands for this project are 3,618,761 liter/day (796,016
gallon/day)
4.2Scope of work
4.2.1 The purpose of this report is to present the design of external water
reticulation for the proposed development based on layout plan and seek the
approval from SAJ which encompasses the followings:4.2.1.1
Data Available at the Tapping Point
The external water supply of this proposed development would be tapped
from the existing given pipe with minimum 4.5bar given by OUI JV.
4.2.1.2
Size of Distribution Pipe
The distribution pipe which is tapped from Node 1 will be serving the
proposed development and is designed for the following cases:
Case 1:- Design of reticulation pipe network based on a peak flow factor of
2.5
Case 2:- Design of reticulation pipe network based on (1) one number of fire
hydrant at 300gpm in service. (Class D Risk)
4.3Hydraulic Analysis
4.3.1 Hydraulic Loses is meant the pipe losses from the tap-of point specified by
SAJ (Syarikat Air Johor) throughout the entire water reticulation is estimated
using the Hazen-Williams equation (SI);
HL
1.14 1010 Q 1.85 L
1.85
4.87
C D
Where
Q
Design flow in liters per second
(l/s)
Length of pipe in meters (m)
Coefficient of friction (for HDPE
pipe, C=100)
D
Diameter of pipe in millimeter
(mm)
4.3.2 Design Considerations
4.3.2.1
The highest supply level of the development is taken as the ball valve
leveling the water storage tank.
4.3.2.2
Supply level for the fire hydrant in the fire flow analysis is at ground
analysis
4.3.2.3
Since the supply is from direct tap-off, residual pressure at ALL node
points is to be a minimum of 7.5m for all cases of analyses.
4.3.2.4
Velocity is usually to be a maximum of 2.0m/s for Peak Demand.
4.3.2.5
Head loss, hL is usually limited to 2 meter loss per 1000m pipe length
(0.002m/m for Peak Demand).
4.3.2.6
Head Loss for fire flow to be less than 15meter loss per 1000m pipe
length
4.4Tabulation of estimated water demand rate for planning of external water
reticulation system
TYPE OF PREMISES/BUILDINGS
AVERAGE DAILY WATER
DEMAND
Low cost terrace house/low cost flat
1100 /unit
Single storey terrace house/ low cost house (less
than RM25,000)/low medium & medium cost flats
1300 /unit
Double storey terrace house/high cost
flat/apartment/town house
1500 /unit
Semi detached house/cluster
2000 /unit
Bungalow/condominium
2000 /unit
Wet Market
1500 /unit
Dry Market
450 /unit
Shop House (single storey) / low cost shop
2000 /unit
Shop House (double storey)
3000 /unit
Shop House (three storey)
4100 /unit
Shop House (four storey)
4550 /unit
Light industrial workshop
1500 /unit
Semi detached/bungalow workshops
1500 /unit
Building for heavy industry
65,000 /hectare
Building for medium industry
50,000 /hectare
Building for light industry
33,000/hectare
Office/ complex/ commercial (domestic usage)
1000 /100 square meter
Community centers or halls
1000 /100 square meter
Hotel
1500 /room
Education institution (other than school and
kinder garden)
100 /student
Day School/Kinder garden
50 /student
Fully residential school/ institution of higher
learning with hostels facilities
250 /student
Hospitals
1500 /bed
Mosque or other place of worship
50 /person
Prison
250 /person
Army Camp
250 /person
Bus Terminal
900 /service bay
Petro Kiosk (with car washing bay)
50,000 /unit
Petrol Kiosk (without car washing bay)
10,000 /unit
Stadium
55 /person
Golf Course
1000/100 square meter
Warehouse
1500 /unit
Restaurant
25 /square meter
Airport
25 /passenger
Others
As per estimated water
demand by the developer or
owner
4.5Water demand for Plot G (Phase 1 and Phase 2)
TYPE OF
DEVELOPMENT
AREA
PERSO
N
BE
D
LITERS
Total
Water
Deman
GALLON
Total
Dema
nd
d
(liters)
(gallo
n)
Office
2860
1000/100m
2
28600
220/100
m2
6292
Club House
320
1000/100m
2
3200
220/100
m2
704
1500/bed
1500
330/bed
330
Simple Medical
clinic
ECUMINICAL
60
50/student
3000
11/student
660
Army Camp
8,350
250/person
208750
0
55/person
45925
0
Stadium
286
55/person
15730
12/person
3432
25/100m2
1988
5/100m2
398
Restaurant
7,953
Total Water Demand
214151
8
47106
6
5 Hydraulic Analysis
5.1Hydraulic Losses is meant the pipe losses from the tap-off point specified by SAJ
(Syarikat Air Johor) throughout the entire water reticulation is estimated using
the Hazen-Williams equation (SI);
HL =
1.14 1010 Q 1.85 L
C1.85 D4.87
Where
Q
Design flow in liters per second (l/s)
Length of pipe in meters (m)
Coefficient of friction (for HDPE/GRP pipe,
C =120)
Diameter of pipe in millimeter (mm)
5.2Design Considerations
5.3Supply level for the fire hydrant in the fire flow analysis is at ground analysis
5.4Since the supply if from the direct tap-off, residual pressure at ALL node points is
to be minimum of 7.5 m for all cases of analyses.
5.5Velocity is usually to be maximum of 2.0m/s for Peak Demand.
5.6Head loss, hL is usually limited to 2 meter loss per 1000m pipe length
(0.002m/m) for Peak Demand.
5.7Head loss for fire flow to be less than15 meter loss per 1000m pipe length
5.8External Water Supply calculation for Plot 5-G & Plot 5-J is attached in Appendix
D and Appendix E.
APPENDIX A
PEAK FLOW FACTOR
Uniform Technical Guidelines
The Commission shall have the right to decide on the final selection of pipe
materials for different applications
C. Hydraulic Requirements
The design of an external reticulation system and supply mains shall comply with
the following boundary conditions, viz:
(i)
Convey peak flows in external reticulation network (i.e. 2.5 times the
average daily demand flow) and supply mains (i.e. 1.2 times the average
daily demand flow) without incurring head losses greater than 2m/1000m
for gravity flow
APPENDIX B
TABULATION OF ESTIMATED
WATER DEMAND RATE FOR PLANING OF
EXTERNAL WATER RETICULATION SYSTEM
(SPAN GUIDELINES)
Table B.1: Tabulation of Estimated Water Demand Rate for Planning of External
Water Reticulation System
Type of Premises/Buildings
Average Daily Water Demand
(Liters)
Low cost terrace house/ low cost flat
1100 /unit
Single storey terrace house / low cost
house (less than RM25,000) / low
medium &medium cost flat
1300 /unit
Double storey terrace house / high cost
flat/ apartment /town house
1500 /unit
Semi detached house / cluster
2000 /unit
Bungalow/ condominium
2000 /unit
Wet Market
1500 /unit
Dry Market
450 /unit
Shop house (single storey)/ low cost
shop
2000 /unit
Shop house (double storey)
3000 /unit
Shop house (three storey)
4100 /unit
Shop house (four storey)
4550 /unit
Light industrial workshop
1500 /unit
Semi detached/ bungalow workshop
1500 /unit
Building for heavy industry
65,000 /hectare
Building for medium Industry
50,000 /hectare
Building for light industry
33,000 /hectare
Office/ complex/ commercial (domestic
usage)
100/100 square metre
Community centers or halls
1000/100 square metre
Hotel
1500/room
Education Institutions (other than school
and kinder garden)
100 /student
Day School/ kinder garden
50 /student
Fully residential school/ Institution of
higher learning with hostel facilities
250 /student
Hospital
1500 /bed
Mosque or other place of worship
50 /person
Prison
250 /person
Army Camp
250 /person
Bus terminal
900 /service bay
Petrol Kiosk (with car washing bay)
50,000 /unit
Petrol Kiosk (Without car washing bay)
10,000 /unit
Stadium
55 /person
APPENDIX C
HAZEN WILLIAM COEFFICIENT
(vii) the static pressure at any point along a supply mains shall not exceed 50
meters head
Both the Hazen Willaims and Colebrook White hydraulic formulae may be employed
to assist in determining the size of a pipeline. The friction factors, i.e. value, to be
employed in the Hazen William formula are summarized in Table B.7.
Table B.7: Hazen-William Coefficient C for Various Pipe Materials
Types of Pipe
Hazen-Williams Coefficient, C
Ductile Iron (cemendtlined0
100
Steel (cement lined)
100
HDPE/ ABS/ GRP /uPVC
120
