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URBAN WATER SYSTEM DESIGN
VDB 3083
SEPT 2017 Semester
GROUP PROJECT
URBAN DRAINAGE SYSTEM DESIGN
Lecturer:
Dr. Husna Binti Takaijudin
Civil & Environmental Engineering Department
Group Member:Name
Student ID
Course
HO JIAN QIN
0021578
Bachelor in Engineering (Hons), Civil, 3rd
Year 2nd Sem
0021976
Bachelor in Engineering (Hons), Civil, 3rd
Year 2nd Sem
0021876
Bachelor in Engineering (Hons), Civil, 3rd
Year 2nd Sem
0021793
Bachelor in Engineering (Hons), Civil, 3rd
Year 2nd Sem
0021739
Bachelor in Engineering (Hons), Civil, 3rd
Year 2nd Sem
AZRA ZULAIKHA
BT AHMAD
ZULFIKRI
MUHAMMAD
HANIF BIN
AHMAD TALHAH
NUR SHAHIRA
FAZIRA BINTI
SHAMSUL
ARIFFIN
MUHAMMAD
NUR HAQIM BIN
ARIFFIN
Submitted on: 27th November 2017
Signature
TABLE OF CONTENTS
1.0 INTRODUCTION/ BACKGROUND STUDY ................................................................................... 3
2.0 ORGANIZATION CHART/ WORK DIVISION: ............................................................................. 4
3.0 SITE DESCRIPTION........................................................................................................................... 5
4.0 SITE TOPOGRAPHY .......................................................................................................................... 7
5.0 RESULTS AND FINDINGS ................................................................................................................ 8
5.1. SELECTION OF CONVEYANCE SYSTEM ............................................................................... 8
5.2 DETERMINATION OF DRAINAGE AREA ................................................................................ 9
5.3 DETERMINATION OF RAINFALL INTENSITY ...................................................................... 9
5.3.1 Rainfall Estimation ...................................................................................................................... 9
5.3.1.1 Average Recurrence Interval .................................................................................................... 9
5.3.1.2 Time of Concentration .............................................................................................................. 9
5.3.2 Rainfall Intensity Calculation .................................................................................................... 11
5.4. DETERMINATION OF PEAK FLOW ....................................................................................... 11
5.4.1 Runoff Coefficient, C................................................................................................................. 11
5.5 DETERMINATION OF INVERT LEVEL. ................................................................................. 13
5.6 TABLE OF DESIGN AND CALCULATION.............................................................................. 13
6.0 CONCLUSION ................................................................................................................................... 14
7.0 RECOMMENDATIONS .................................................................................................................... 15
APPENDIX 1.0: SITE DRAWING OF PROPOSED DRAINAGE PROJECT……………………...15
APPENDIX 2.0: DRAINAGE LENGTH AND SUMP PIT LABEL………………………………….15
APPENDIX 3.0: DIVISION OF SUB-CATCHMENT AREA………………………………………...15
APPENDIX 4.0: DRAINAGE LOOP AND NETWORK…...…………………………………………15
APPENDIX 5.0: OVERLAND FLOW LENGTH ...………………………………....……………..…15
2
1.0 INTRODUCTION/ BACKGROUND STUDY
Drainage is known as the natural or artificial removal of sub-surface water from an area. Without
an effective drainage system, problems may be encountered such as flooding. Hence, it is vital for
an area to have an efficient system to carry these sub-surface water away to prevent any unwanted
problems.
Apart from flooding, not having a proper drainage system could also cause structural problems to
the foundation of a building which in the future, could collapse if neglected. Concrete would begin
to crack and crumble when it has been exposed to water for a prolonged period of time.
As the consulting engineers of the project, we are required to propose and design a drainage system
for new mosque complex at Bandar Tun Razak, Jengka, Maran, Pahang Darul Makmur. The
proposed area is approximately about 2 ha which located nearby Universiti Teknologi MARA
(UiTM).
The total sump available in this project are 67 sumps with total area of 69. We are using the
Rational Method and the drain type used are reinforced concrete pipe (RCP). Throughout this
project, we are required to determine the drainage area, rainfall intensity, peak flow and invert
level. By identifying the proposed area, we are required to calculate the percentage of pervious
and impervious area available in between the respective area. Impervious area are known mainly
as artificial structures such as pavements that are covered by impenetrable materials like asphalt,
concrete, brick, stone and rooftops. The Annual Recurrence Interval (ARI) we used in this project
are 10 years. The fitting constants for the IDF Empirical Equation is based on JPS Temerloh in
order to calculate for the rainfall intensity.
3
2.0 ORGANIZATION CHART/ WORK DIVISION:
Ho Jian Qin
(Group Leader)
- Planning, managing details and distributes
tasks evenly to all members.
- Monitoring the tasks to ensure that all
members
have completed their tasks according to
schedule.
- In charged of the calculations for area 1- 15.
Azra Zulaikha
- In charged of the
calculations for area
16 - 29
Nur Shahira Fazira
- In charged of the
calculations for area
30 - 43
4
Muhammad Hanif
- In charges of the
calculations for area
44 - 56
Muhammad Nur
Haqim
- In charged of the
calculations for area
57 - 69
3.0 SITE DESCRIPTION
Bandar Tun Razak, Jengka formerly known as Bandar Pusat Jengka or Jengka Town
Centre is a main town in Maran District, Pahang, Malaysia. Bandar Tun Razak is the centre of
the Jengka Triangle which is known as FELDA Jengka. The Jengka Triangle which is the
largest FELDA settlement in Malaysia is one of the successful Malaysian government's projects
to eradicate poverty among its citizen.
For our project, we have been asked to design a drainage system at Bandar Tun Razak,
Jengka, Maran, Pahang, Darul Makmur. The proposed area is approximately about 2 ha which
located nearby Universiti Teknologi MARA (UiTM). Based from our drawing, the project was to
be started at February 2015.
From the drawing, we can obtain data between two consecutive areas at which there is an
increase in slope from south-west area that is 72.50m above sea level to north-east area that is
75.00m from sea level. So from here it can be assumed that the flow of the water in the drainage
was flowing naturally under the gravitational force due to difference of elevation between two
reference points. Also, it is best to take the slope of the site location to be in range of 1-5 percent,
which indicated that the site location mainly have mild slopes. For certain location with steeper
slopes, the slope is taken to be in range of 5 – 12percent. Based on the drawings, we have also
made assumption that water will flow from upper elevation to lower elevation, some of which will
be flowing into existing drains (“Pipe Yang Sedia Ada”) and some part of the flow into the On
Side Detention Pond (“Kolam OSD”) that will slowly release the water from the outlet. It is done
so due to the reason that on actual site, not all water will be flowing into the OSD Pond due to the
drainage design proposed by Project Architect and the difference in site elevation.
The area of our site was approximately about 2 ha which located nearby Universiti
Teknologi MARA (UiTM). Site location shown below is the satellite projection of new mosque
complex at Bandar Tun Razak, Jengka, Maran, Pahang Darul Makmur.
5
Figure 1. Satellite Projection of Proposed Site Location
Figure 2 Satellite Projection of Proposed Site Location with respect to other landmark
6
4.0 SITE TOPOGRAPHY
Bandar Tun Razak, Jengka, Maran, Pahang Darul Makmur has a tropical topography with
a central atmosphere and a year-round moistness of not less than 75%. It is warm and muggy
during the time with temperatures going from 21 °C to 33°C. The precipitation data found was 200
mm from month to month, a substantial extent of which happens amid the upper east monsoon.
Precipitation is the most reduced in March, with a normal of 22.25 mm. In October and November,
the precipitation achieves its top, with a normal of 393 mm. The most blazing month in Pahang is
May when the normal greatest temperature is 33°, normal temperature is 28° and normal least
temperature is 24°.At good country ranges, the temperature can fluctuate from 23 °C amid daytime
to 16 °C amid evening.
In this project, the proposed area for the new mosque complex is on an uneven and slopping
soil which has distinctive stature of ground surface. The water seepage will streaming following
to the slant range from the higher incline to bring down slant. The water will then stream to the
most reduced piece of the proposed territory, which is the maintenance lake and to the existing
drainage pipeline. Storm water from the maintenance lake will exit through the outlet sump and to
the main drain.
All in all, topography and slope ought to be considered when drawing up site anticipates
any development venture. Thought of the incline of the land is vital to diminish development costs,
limit dangers from common perils, for example, flooding and avalanches, and to limit the effects
of proposed advancement on normal assets, for example, soils, vegetation and water framework.
7
5.0 RESULTS AND FINDINGS
5.1. SELECTION OF CONVEYANCE SYSTEM
Based on the available conveyance system, namely line drain and swale system, our group have
chosen to adapt Line Drainage Design instead of swale drainage due to its simplicity and
practicality in term of conveying storm or drain water. A good drainage system can prevent water
stagnation and accumulation that can lead to flooding by directing the water away from the
respective catchment area.
The reason we chose line drainage design over swale design is because:
i.
ii.
iii.
iv.
v.
vi.
Swale drainage requires constant maintenance due to growing of vegetative cover.
Trapping of urban pollutant by vegetative cover of swale drainage may cause clogging and
stagnation of water over time.
Line drainage of Reinforced Concrete (RC) requires less maintenance.
Line drainage of Reinforced Concrete (RC) have smooth finishing that reduce flow friction.
Rigidity and durable characteristic of Reinforced Concrete (RC) Drain ensure long
serviceability.
Simplicity in calculation of line drainage and availability of various drain shape (triangular,
rectangular & trapezoidal)
For our drainage design we have chosen the material of construction to be Reinforced Concrete
Drain and of Rectangular in shape. The initial assumption for the sizing of our drainage is based
on Chapter 14: Drain and Swales Design, MSMA 2nd Edition, at which we have a width of 1.00m
and a depth of 0.6m including a freeboard of 0.05m according to the design manual. As we are
designing for an open drainage system, the dimension of lined open drain have been limited due
to interests of public safety and to facilitate ease of maintenance. For open drainage, the maximum
allowable depth is 0.6m whereas the width may varies from 0.5m to 1.2m.
Figure 3 Dimension Limits for Open Drain based on Chapter 14 Drain and Swales Design, MSMA 2nd Edition
8
5.2 DETERMINATION OF DRAINAGE AREA
Based on the design drawings obtained, we have separated the proposed construction area to a
total of 69 Catchment areas, both in unit of square meter (m2) and in hectare (ha). Each catchment
area will contribute the overland flow of water to a particular drain labeled from one sump point
to another. For underground culvert drain, no area is contributed to the particular drain as it is
buried underground and only carries the flow from the adjacent drainage. (Refer Appendix 3:
Division of Sub-Catchment Areas)
5.3 DETERMINATION OF RAINFALL INTENSITY
Rainfall intensity were calculated and identified based on procedure speculated on Chapter 2:
Quantity Design Fundamentals, MSMA 2nd Edition.
5.3.1 Rainfall Estimation
Rainfall data and its respective characteristics are the diving fore behind all storm water studies
and designs. Sufficient and adequate rainfall design is a necessary prerequisite for preparing a
satisfactory urban storm water management design projects. We will need to determine and
identify the frequency, duration and intensity of rainfall data.
5.3.1.1 Average Recurrence Interval
For this particular project, the design Average Recurrence Interval (ARI) is taken as less than or
equal to 10 years (≤ 10 years). This ARI was selected on the basis of economy and level of risk
protection that the designed drain should offer. This data shall be used in the subsequent part for
determination of Rainfall Intensity (mm/hr) together with time of concentration.
5.3.1.2 Time of Concentration
Time of Concentration is defined as the time required for the water/ runoff flows to travel from
the most hydraulically remote area of the catchment area, usually upstream, to downstream point
of consideration. Time of concentration is of importance as it is required for determination of peak
flow because it is assumed that rainfall occurring during the time of concentration is directly
related to the peak flow rate.
For our project, the time of concentration (tc) will be the sum of overland flow time (to) and the
time of travel in drain flow (td). Equations needed to calculate both the overland flow time and
drain flow time are obtain from Table 2.1 (QUDM, 2007) from Chapter 2: Quantity Design
Fundamentals, MSMA 2nd Edition. Overland flow time were calculated by first determination of
slope, pervious and impervious area of the particular catchment area. Then Horton’s Roughness
Coefficients were assigned based on the land use and the overland flow length (the longest distance
of the catchment area) was identified. It is then calculated by using the following equation:
9
Where
L
n*
Edition
S
𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂𝑂 𝐹𝐹𝐹𝐹𝐹𝐹𝐹𝐹 𝑇𝑇𝑇𝑇𝑇𝑇𝑇𝑇, 𝑡𝑡𝑜𝑜 =
1
107 𝑛𝑛 𝐿𝐿3
1
𝑆𝑆 5
to
= Overland Flow Time (minutes)
= Overland Flow Length (meter,m)
= Horton’s Roughness Coefficient based on Table 2.2 Chapter 2, MSMA 2nd
= Slope of overland surface (%)
As for Drain Flow Time, the drain flow time equation will be used to determine the td for the flow
of water along the drain. The design assumption for the open drain are as speculated above where
Area, Wetted Perimeter and Hydraulic Radius together with the friction slope are calculated.
Where
𝐷𝐷𝐷𝐷𝐷𝐷𝐷𝐷𝐷𝐷 𝐹𝐹𝐹𝐹𝐹𝐹𝐹𝐹 𝑇𝑇𝑇𝑇𝑇𝑇𝑇𝑇, 𝑡𝑡𝑑𝑑 =
to
L
n
𝑛𝑛 𝐿𝐿
2 1
60𝑅𝑅3 𝑆𝑆 5
= Drain Flow Time (minutes)
= Drain Length (meter,m)
= Manning’s Roughness Coefficient based on Table 2.3 Chapter 2, MSMA 2nd
Edition
= Slope of overland surface (m/m)
= Hydraulic Radius, A/P
S
R
Land Surface
Horton’s Roughness, n*
Paved
0.015
Bare Soil
0.0275
Poorly Grassed
0.035
Average Grassed
0.045
Densely Grassed
0.060
Table 3.1 Extract of Values of Horton’s Roughness n* from Chapter 2, MSMA 2nd Edition
Drain/ Pipe
Manning’s Roughness, n*
Lined Drain
Concrete
- Smooth Finish
0.015
- Rough Finish
0.018
Table 3.2 Extract of Values of Manning’s Roughness Coefficient (n) from Chapter 2, MSMA 2nd Edition
10
5.3.2 Rainfall Intensity Calculation
After all the perimeters have been identified, we can now compute the rainfall intensity by mean
of Empirical Equation in order to minimize the error in estimating the rainfall intensity values.
The Empirical Formula is as follow:
Where
𝑖𝑖 =
i
T
d
S
𝜆𝜆, 𝜃𝜃, Ƞ, 𝑎𝑎𝑎𝑎𝑎𝑎 𝑘𝑘
𝜆𝜆𝑇𝑇 𝑘𝑘
(𝑑𝑑 + 𝜃𝜃)Ƞ
=Average rainfall intensity (mm/hr)
= Average Recurrence Interval (ARI)
= Storm Duration (hours)
= Slope of overland surface (m/m)
= Fitting constants dependent on the raingauge location (Table 2.B1 Appendix
2.B, Chapter 2 MSMA 2nd Edition)
For this particular project, since the project location it is located at Bandar Tun Razak, Jengka,
Maran, Pahang Darul Makmur, the nearest raingauge to Jengka is JPS Temerloh. Hence, the fitting
constants for JPS Temerloh Station is adopted.
Constants
State
No.
Station
ID
Station
Name
PAHANG
8
3424081
JPS
Temerlorh
𝜆𝜆
73.141
k
0.173
𝜃𝜃
0.577
Ƞ
0.896
Table 3.3 Extract of Fitting Constants for JPS Temerloh Station for design ARI of 2 to 100 years
5.4. DETERMINATION OF PEAK FLOW
For this design project, we are utilizing the Rational Method for peak flow estimation as it is the
most frequently used technique in Malaysia and many parts of the world. It gives satisfactory result
for small drainage catchment. The formula is as follow:
Where
Qp
C
i
A
𝑄𝑄𝑝𝑝 =
𝐶𝐶. 𝑖𝑖. 𝐴𝐴
360
= Peak Flow (m3/s)
= Average Runoff Coefficient
= Average Rainfall Intensity (mm/hr)
= Drainage/ Catchment Area (ha).
5.4.1 Runoff Coefficient, C
Before utilizing the aforementioned Rational Method to determine the peak flow, it is extremely
essential to have good estimation and identification of the runoff coefficient, C. In general, the
value of C depends on the landuse of the catchment and varies with soil type, soil moisture
11
condition, rainfall intensity etc. Therefore, we need to evaluate the actual catchment condition for
logical value of C to be used. The Runoff Coefficient is determine by the following equation:
Where
Cavg
C
Aj
m
𝐶𝐶𝑎𝑎𝑎𝑎𝑎𝑎
∑𝑚𝑚
𝑗𝑗=1 𝐶𝐶𝑗𝑗 𝐴𝐴𝑗𝑗
= 𝑚𝑚
∑𝑗𝑗=1 𝐴𝐴𝑗𝑗
= Average Runoff Coefficient, C
= Runoff Coefficient of segment, I;
= Area of Segment i (ha)
= Total number of segment
The value of Runoff Coefficient are based on Table 2.5: Recommended Runoff Coefficient for
Various Landuses from Chapter 2: Quantity Design Fundamentals, MSMA 2nd Edition. The table
is as below:
After determination of the Runoff Coefficient, together with the rainfall intensity (mm/hr) obtained
from the previous section, peak flow in m3/s can be computed by using Rational Method.
Subsequently Cumulative flow, Qcum can be calculated based on the flow direction and the
drainage loop pre-determined. (Refer Appendix 4: Drainage Loop and Network)
12
5.5 DETERMINATION OF INVERT LEVEL.
Invert level is the level of the bottom of the drain normally of the inside of the drain. It is calculated
in order to determine the level of the drain during construction work at site and to ensure that the
water can flow in the particular drainage without causing stagnation or accumulation of water in
the drain. For this design project, the following equation is used:
Where
S
H1 and H2
L
m
1 𝐻𝐻1 − 𝐻𝐻2
=
𝑆𝑆
𝐿𝐿
= Slope of drain
= Level of Inlet Sump and Outlet Sump (m)
= Length of Drain (m)
= Total number of segment
5.6 TABLE OF DESIGN AND CALCULATION
- The data calculation sheet for the drainage design is as attached behind of this report.
- Based on the drawings, a total of 12 loop of drainage were identified according to the flow
assigned and the drainage design. (Refer Appendix 4: Drainage Loop and Network).
- For the flow of water, flow from Loop 1 will be carried by the drainage system in Loop 2 and
subsequently it will exit through the drainage located after Sump 15 according to the drawings. As
the existing drawings does not specify which flow of water will be contributing its flow to the On
Site Detention Pond (“Kolam OSD”), hence, the water from the mosque area will all flow out and
discharge through the outlet at Sump 15. The same goes to flow from Loop 12, where the water
will flow from Sump 61 and discharge at Sump 15.
- As for flow from Loop 3, it will flow downwards in south-east direction towards Sump 28 where
it will be separate into 2 equal half when it reach Sump 28 to flow into Sump 32 and Sump 40
respectively forming Loop 5 and 9.
- Water from Loop 4 will then join together with Loop 5 before dispersing into 2 separate half to
Sump 61 and continue flowing down to Sump 34. At sump 34, it will further disperse into 2 equal
flow to Sump 35 and Sump 56 of Loop 6 and Loop 10.
- Subsequently, flow from Loop 6, 7 and 8 will eventually join with the flow from Loop 9 and they
will be discharge at Sump 55 to the existing drain located outside the perimeter for this project.
The same will goes to Loop 10 that will be discharge at Sump 55 to existing drain.
- Flow from Loop 11 will end up at the On Site Detention Pond and accumulated together with the
other water at the pond. The pond will slowly release the water at a constant rate and will eventually
discharge at Sump 55 as well.
13
- The Q Capacity of the design drainage were calculated based on Chapter 14: Drains and Swales,
MSMA 2nd Edition.
𝑸𝑸 = 𝑽𝑽 𝒙𝒙 𝑨𝑨
1
1
2
Where 𝑣𝑣 = 𝑆𝑆 2 𝑅𝑅3 ;
𝑛𝑛
𝐴𝐴 = (𝐵𝐵 + 𝑍𝑍𝑍𝑍)𝐷𝐷 = 1.0 𝐷𝐷
D (m)
0.55
0.60
0.65
A (m2)
0.55
0.60
0.65
P (m)
2.1
2.2
2.3
𝑃𝑃 = 𝐵𝐵 + 2𝐷𝐷
R (m)
0.2169
0.2727
0.2826
V (m/s)
1.25
1.46
1.49
Q (m3/s)
0.688
0.874
0.970
The initial design assumption of the rectangular drain with Width x Height of 1m x 0.60m were able to cater the flow
from the catchment area. Hence it is adopted for the drainage design.
6.0 CONCLUSION
From the project executed, we are able to understand the challenges faced by site civil engineers
and consultant when they are doing the design work for an urban drainage system as it involved a
lot of steps and complex calculation as well as data gathering. Consulting engineers should do a
proper site survey and understand thoroughly all the specification, drawings, documents and
information related to the project such that he or she can minimized the rate of errors while doing
an assumption and calculation. All the assumptions made must be accordance to the fact and data
available at such the assumptions made are suitable for the construction and site condition. Work
together with other peers to have discussion in order to get a clearer view and wider perspective
regarding the project. All in all, the design project have been successfully completed despite certain
hiccups during the process. Results were tabulated in the form of as excel sheet and table,
underground culvert size were adopted according to table provided whereas other information was
gather from various sources and the main reference to our design project was MSMA 2nd Edition
Design Guideline.
14
7.0 RECOMMENDATIONS
There are a few parameters that could have been improved in order to make the drainage system
more efficient such as:
1. When groundwater cannot be effectively removed or intercepted by surface drainage,
subsurface is used. Subsurface drainage by providing tile drainage for wet areas. Wet areas
should be located before construction.
2. Install a single drain tile at the base of slopes leading to low-lying areas. Drains should run
perpendicular to the water flow direction.
3. It is advantageous to plan and install the drainage system before construction.
4. Avoid excessive compaction during construction.
5. Correct problems as soon as they occur since the drainage will worsen and the soil and turf
will be damaged if water is allowed to stand on or in the soil.
6. Keep drains, inlet and outlet screens clear.
15
J
L
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L
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RR
RR
G
RJ
T2
wc
b
tap
T1
up 150
D1
P5
T2
up 150
dn 50
dn 50
R
DAPU H
BASA 0
T2
AL: 0.15 Tile
enous
Homog
BILIK 3
TIDUR 00
AL:
0.2
enous
Tile
SETOR
dn 50
D1
Homog
D1
0
AL: 0.20 Tile
b
enous
Homog
D2
BILIK NA
GU
SERBA
D1
AL:
0.200
enous
GAN
Tile
Homog
D1
0.20
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Homog
W2
dn 50
AL:
wc
Tile
D2
BILIK 2
TIDUR 0
W2
sh
AIAN
AMPenous
1
sh
TANDAS
enous
ULAN
b
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AL: 0.150 b
G
RUAN N
MAKA
D4
T2
up 150
AS
TAND
2
dn 50
bip tap
ft.
tap
sh
wc
AL: 0.100
W3
D2
dn 50
up 150
D1
0
AL: 0.20 Tile
TIDUR
BILIK MA
UTA 0
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Homog
up 150
AL: 0.20 Tile
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b
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W2
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b
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tap
ft.
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SETOR
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up 150
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3
TIDUR
BILIK
W1
D1
up 150
=H
=
TC
TC
tc
PL
P3
P
TC
PL
G
P3
jj 50
P
RR
TN2
M2
TN2
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Q
G
26
jj 50
P3
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ft.
M2
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Q
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G
Q
L
10
F
LG
AL0
.05
0
kt
jh
F
W1
sh
tap
ft.
bip tap
b
wc
9
TN2
M2
C
G L
Q
N
P
up 150
G
Q
TN2
C
T
P
J
L
J
RR
dn 50
6M
'
BACK
RR
G
TN2
M2
A
L
G
L
G
MP
L
Q
L
L
=H=
C
P
J
RR
Q
C
N
C
RR
L
C
P
X
RR
N
55
30
L
Q
Q
31
L
L
L
Q
G
B
BIL
IK
AIR
PL
B
cTCt
PL
P
TC
P
L
L
B
B
TAND
AS
OK
U
PL
P
jj 100
Q
P1
RJ
L
2
G
L
RR
L
ft.
L
L
RJ
'SET
N
P
T
MH
J
P
J
13
12
RR
C
L G
RR
24
Q
N
L
26
A
48
4
G
J
G
RR
E
RR
K
8
BANGUNAN PEJABAT
& KAFA
(PEMBINAAN AKAN DATANG)
DARI PAIP
SEDIADA
P
L
RJ
G
N
RJ
E
L
X
D
L
Q
T
L
J
J
L
K
L
S
Q
E
P
G
23
Q
52
51
49
L
Q
G
L
40
1
K
N
11
G
E
RR
L
L
RR
RR
K
9
F
R
G
L
G
M2
G
L
L
K
35
TN1
J
L
G
RR
E
RJ
K
L
G
B
1
F
G
C
L
L
G
RR
L
G
Q
TC
tc
G
L
Q
B
B
C
Q
L
L
G
E
TC
ct
RR
50mm
jj
Q
L
G L
L
'SET
G
N
A
L
PL
Q
RR
BAC
Q
4
L
F
G
6
Q
C
Q
G
5
M
K' 6
RR
L
PL
L
3
7
L
SETORsimen
an
K/L lepa
TN1
G
K
TC
Q
L
L
S
G
N
L
B
R
K
J
L
RR
K
J
E
J
L K
K
L
L
RR
G
L
J
G
G
G
E
F
L
K
L
L
L
D
L
RR
G
L
F
H
APPENDIX 1: SITE DRAWING OF PROPOSED DRAINAGE PROJECT
RR
APPENDIX 2: DRAINAGE LENGTH AND SUMP PIT LABELING
23
1
2
3
24
22
4
5
6
21
7
25
8
20
9
19
18
26
10
27
17
11
28
16
30
29
31
32
13
40
12
61
33
62
63
14
64
34
15
56
35
57
41
65
66
36
42
58
67
38
39
37
45
43
59
48
60
49
46
50
47
51
52
53
54
55
44
APPENDIX 3: DIVISION OF SUB-CATCHMENT AREAS
2
2
2
2
3
4
2
24
22
2
5
6
2
23
1
2
2
2
21
7
25
2
2
8
2
2
20
2
2
9
2
19
2
18
26
2
2
10
2
27
17
2
11
2
28
2
2
2
16
2
30
29
2
31
2
32
13
40
2
12
61
2
33
2
2
62
2
63
2
14
2
2
64
34
15
2
56
2
35
57
2
2
2
36
2
2
67
41
2
65
66
2
58
38
39
42
2 37
45
2
2
2
43
59
48
2
2
2
2
49
60
2
46
2
2
50
47
2
51
52
2
53
54
2
55
2
2
2
44
APPENDIX 4: DRAINAGE LOOP AND NETWORK
23
1
2
3
24
22
4
5
6
21
7
25
8
20
9
19
18
26
10
27
17
11
28
16
30
29
31
32
13
40
12
61
33
62
63
14
64
34
15
56
35
57
41
65
66
36
42
58
67
38
39
37
45
43
59
48
60
49
46
50
47
51
52
53
54
55
44
APPENDIX 5: OVERLAND FLOW LENGTH
23
1
2
3
24
22
4
5
6
21
7
25
8
20
9
19
18
26
10
27
17
11
28
16
30
29
31
32
13
40
12
61
33
62
63
14
64
34
15
56
35
57
41
65
66
36
42
58
67
38
39
37
2
45
43
59
48
60
49
46
50
47
51
52
53
54
55
44
Details
No.
Area No.
Sump to sump label
Catchment Area
Drain type
Catch.area
Catch.area
Drain Length
Length of Drain
Overland Flow
Length of Drain
%
Impervious
Impervious Horton's
Area
Roughness % Pervious
(n)
ha
Pervious
Area
(mm)
4961.00
(m)
4.96
ha
0.00
0.0000
0.0000
1.00
0.0038
Horton's
Avg. Horton's Overflow Land length
Roughness (n)
Roughness
(m)
10.26
0.060
0.030
Slope
Overland Time
(%)
5.00
(min)
5.06
Manning's
Roughness Coeff.
(n)
Drain Type
0.015
Area (B x Y)
Wetted Perimeter
(2Y+ B)
Time of Conc.
Hydraulic
Radius, R
Friction Slope,
Drain Time
S
tc
Post-dev
Rainfall Intensity
tc
Post-dev
Constants
λ
К
θ
Ƞ
Runoff Coeff.
Annual
Recurrece
Interval
(ARI)
Rainfall intensity
Post-dev
ΣCA
Flor Rate, Q
Q=CiA/360
Qcum
Designed Drain Characteristic
Slope
Drain area
Velocity
Perimeter
R
Depth (m)
1
Rectangular
(sqm)
0.550
(m)
2.10
(m)
0.217
(m/m)
0.0027
(min)
0.07
(min)
5.12
(hours)
0.085359
73.14
0.173
0.577
0.896
10.00
157.56
V= 𝑛 𝑠0 𝑅
2
3
Qcapacity (m3/s)
0.002
(m3/s)
0.000667
0.0846
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
1
A1
1-2
RCP
2
A2
2-3
RCP
115.28
0.011528
12532.00
12.53
0.00
0.0000
0.0000
1.00
0.0115
0.060
0.030
15.25
3.00
6.39
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.17
6.56
0.109274
73.14
0.173
0.577
0.896
10.00
152.63
0.046
0.019551
0.1042
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
3
A3
3-4
RCP
232.96
0.023296
13782.00
13.78
0.75
0.0175
0.0150
0.25
0.0058
0.060
0.038
21.35
2.50
9.27
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.18
9.45
0.157515
73.14
0.173
0.577
0.896
10.00
143.62
0.100
0.040058
0.1442
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
4
A4
4-5
RCP
235.08
0.023508
15063.00
15.06
0.20
0.0047
0.0150
0.80
0.0188
0.060
0.038
21.21
2.50
9.25
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.20
9.45
0.157457
73.14
0.173
0.577
0.896
10.00
143.63
0.087
0.034676
0.1789
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
5
A5
5-6
RCP
97.29
0.009729
6659.00
6.66
0.25
0.0024
0.0150
0.75
0.0073
0.060
0.038
15.85
2.50
8.39
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.09
8.48
0.141324
73.14
0.173
0.577
0.896
10.00
146.52
0.005
0.002123
0.1810
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
6
A6
6-7
RCP
110.29
0.011029
7848.00
7.85
0.05
0.0006
0.0150
0.95
0.0105
0.060
0.038
15.78
2.50
8.38
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.10
8.48
0.141388
73.14
0.173
0.577
0.896
10.00
146.51
0.005
0.002154
0.1832
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
7
A7
7-8
RCP
237.63
0.023763
18537.00
18.54
0.00
0.0000
0.0000
1.00
0.0238
0.060
0.030
22.16
2.50
7.51
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.25
7.75
0.129224
73.14
0.173
0.577
0.896
10.00
148.77
0.010
0.003928
0.1871
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
8
A8
8-9
RCP
53.86
0.005386
15067.00
15.07
0.00
0.0000
0.0000
1.00
0.0054
0.060
0.030
13.09
2.50
6.30
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.20
6.50
0.108314
73.14
0.173
0.577
0.896
10.00
152.83
0.002
0.000915
0.1880
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
9
A9
9-10
RCP
942.23
0.094223
21682.00
21.68
5.00
0.4711
0.0150
0.50
0.0471
0.060
0.038
48.62
2.50
12.19
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.29
12.48
0.208023
73.14
0.173
0.577
0.896
10.00
135.31
0.061
0.022842
0.2109
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
10
A10
10-11
RCP
573.14
0.057314
16500.00
16.50
0.85
0.0487
0.0150
0.15
0.0086
0.060
0.038
40.92
2.50
11.51
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.22
11.73
0.195519
73.14
0.173
0.577
0.896
10.00
137.27
0.042
0.016105
0.2270
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
11
A11
11-13
RCP
732.75
0.073275
25021.00
25.02
0.65
0.0476
0.0150
0.35
0.0256
0.060
0.038
41.38
2.50
11.55
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.33
11.89
0.198129
73.14
0.173
0.577
0.896
10.00
136.86
0.054
0.020366
0.2473
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
12
A12
12-13
RCP
19.76
0.001976
8202.00
8.20
0.70
0.0014
0.0150
0.30
0.0006
0.060
0.038
6.87
2.50
6.35
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.11
6.46
0.107685
73.14
0.173
0.577
0.896
10.00
152.95
0.000
0.000084
0.0001
0.0833
0.550
2.10
0.217
0.6
6.948
3.82150
13
A13
13-14
846.95
0.084695
29235.00
29.24
0.77
2.10
0.217
0.0027
0.39
12.09
0.201417
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
2.50
5.04
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.08
5.12
0.085402
73.14
0.173
0.577
0.896
10.00
0.000199
0.2726
0.2728
0.550
6.71
0.067
0.000
0.0027
0.00
136.34
157.55
0.025207
6.26
0.038
0.030
0.550
6261.00
0.060
0.060
Rectangular
0.001139
0.0195
0.0011
0.015
11.39
0.23
1.00
11.70
14-15
0.0150
0.0000
2.50
A14
0.0652
0.0000
42.91
14
RCP
RCP
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
15
A15
16-17
RCP
803.52
0.080352
23601.00
23.60
0.75
0.0603
0.0150
0.25
0.0201
0.060
0.038
53.56
2.50
12.59
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.31
12.91
0.215116
73.14
0.173
0.577
0.896
10.00
134.23
0.062
0.023242
0.0232
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
16
A17
17-18
RCP
1155.17
0.115517
17316.00
17.32
0.60
0.0693
0.0150
0.40
0.0462
0.060
0.038
54.64
2.50
12.68
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.23
12.91
0.215124
73.14
0.173
0.577
0.896
10.00
134.23
0.084
0.031322
0.0546
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
17
A18
18-19
642.54
0.064254
13205.00
13.21
0.25
2.10
0.217
0.0027
0.18
12.48
0.207969
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.16
0.16
0.002626
73.14
0.173
0.577
0.896
10.00
0.000000
0.0669
0.0669
0.550
0
0.033
0.000
0.0027
0
135.32
177.57
0.012357
11.83
0.038
0.000
0.550
11826.00
0.060
0
Rectangular
0.0050
3.640
5.03
0.724
1.8
3.801
13.83527
19
A20
20-21
RCP
NO AREA
0.065432
0.0482
0.0000
0.015
NO AREA
654.32
0.75
0
12.30
19-20
0.0150
0
2.00
A19
0.0161
0.0000
43.68
18
RCP
RCP
13689.00
13.69
0.45
0.0294
0.0150
0.55
0.0360
0.060
0.038
53.08
1.00
15.08
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.18
15.26
0.254372
73.14
0.173
0.577
0.896
10.00
128.53
0.041
0.014739
0.0817
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
20
A21
21-22
205.27
0.020527
9530.00
9.53
0.65
2.10
0.217
0.0027
0.13
11.69
0.194896
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
2.50
7.24
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.13
7.37
0.122847
73.14
0.173
0.577
0.896
10.00
0.000717
0.0832
0.0839
0.550
10.20
0.004
0.002
0.0027
0.50
137.37
149.98
0.001564
9.50
0.038
0.038
0.550
9495.00
0.060
0.060
Rectangular
0.008525
0.0072
0.0043
0.015
85.25
0.35
0.50
11.57
22-1
0.0150
0.0150
1.00
A22
0.0133
0.0043
23.96
21
RCP
RCP
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
22
A23
23-24
RCP
45.61
0.004561
11427.00
11.43
0.10
0.0005
0.0150
0.90
0.0041
0.060
0.038
12.09
2.50
7.67
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.15
7.82
0.130331
73.14
0.173
0.577
0.896
10.00
148.56
0.002
0.000677
0.0007
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
23
A24
24-25
RCP
59.68
0.005968
14545.00
14.55
0.00
0.0000
0.0000
1.00
0.0060
0.060
0.030
15.10
2.50
6.61
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.19
6.80
0.113315
73.14
0.173
0.577
0.896
10.00
151.83
0.002
0.001012
0.0017
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
24
A25
25-26
RCP
109.50
0.01095
26177.00
26.18
0.00
0.0000
0.0000
1.00
0.0110
0.060
0.030
26.51
2.50
7.97
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.35
8.32
0.138629
73.14
0.173
0.577
0.896
10.00
147.01
0.004
0.001797
0.0035
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
25
A26
26-27
53.84
0.005384
14637.00
14.64
0.00
2.10
0.217
0.0027
0.20
6.81
0.113525
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
2.50
6.62
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.19
6.81
0.113466
73.14
0.173
0.577
0.896
10.00
0.001181
0.0044
0.0056
0.550
15.18
0.002
0.003
0.0027
0.00
151.79
151.80
0.000911
14.37
0.030
0.030
0.550
14373.00
0.060
0.060
Rectangular
0.00701
0.0054
0.0070
0.015
70.10
1.00
1.00
6.62
27-28
0.0000
0.0000
2.50
A27
0.0000
0.0000
15.18
26
RCP
RCP
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
27
A16
16-29
RCP
1128.49
0.112849
17005.00
17.01
0.40
0.0451
0.0150
0.60
0.0677
0.035
0.025
63.68
1.00
10.68
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.23
10.91
0.181808
73.14
0.173
0.577
0.896
10.00
139.49
0.070
0.027095
0.0271
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
28
A30
29-30
RCP
338.82
0.033882
4704.00
4.70
1.00
0.0339
8.02
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.06
8.08
0.134678
73.14
0.173
0.577
0.896
10.00
147.74
0.032
0.013210
0.0403
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
RCP
9.74
0
0.0000
0.000
0
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.13
0.13
0.002162
73.14
0.173
0.577
0.896
10.00
177.70
0.000
0.000000
0.0403
0.005
3.640
5.03
0.724
1.8
3.801
13.83527
A28
28-32
RCP
NO AREA
0.015464
9735.00
30
NO AREA
154.64
0.035
0.000
2.00
30-32
0.0000
0.0000
40.82
A31
0.00
0
0.025
29
0.0150
0
21085.00
21.09
0.10
0.0015
0.0150
0.90
0.0139
0.060
0.038
21.64
2.50
9.31
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.28
9.59
0.159833
73.14
0.173
0.577
0.896
10.00
143.22
0.007
0.002764
0.0056
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
31
A32
31-32
RCP
13.94
0.001394
3220.00
3.22
0.30
0.0004
6.42
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.04
6.46
0.107641
73.14
0.173
0.577
0.896
10.00
152.96
0.001
0.000335
0.0003
0.0683
0.550
2.10
0.217
0.6
6.292
3.46036
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.24
0.24
0.003919
73.14
0.173
0.577
0.896
10.00
5.03
0.724
1.8
3.801
13.83527
0.65
0.0242
0.060
39.50
2.00
11.90
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.30
12.20
0.203281
73.14
0.173
0.577
0.896
10.00
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
34
A36
34-35
RCP
142.37
0.014237
7941.00
7.94
0.30
0.0043
0.0150
0.70
0.0100
0.060
0.038
24.58
1.00
11.67
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.11
11.77
0.196198
73.14
0.173
0.577
0.896
10.00
137.17
0.007
0.002686
0.0059
0.0113
0.0083
3.640
0.0150
0.000
0.022
0.005
0.35
177.22
136.05
0.000000
22.57
0.000
0.038
0
22572.00
0.0000
0.0130
0
33-34
NO AREA
0.037181
17.65
A35
NO AREA
371.81
17649.00
33
RCP
RCP
0.060
0.000
2.50
32-33
0.0010
0.0000
7.08
A33
0.70
0
0.038
32
0.0150
0
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
35
A38
35-36
RCP
141.13
0.014113
12855.00
12.86
0.20
0.0028
0.0150
0.80
0.0113
0.060
0.038
17.60
1.00
10.44
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.17
10.61
0.176812
73.14
0.173
0.577
0.896
10.00
140.32
0.006
0.002365
0.0107
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
36
A39
36-39
RCP
47.38
0.004738
3974.00
3.97
0.20
0.0009
0.0150
0.80
0.0038
0.060
0.038
20.04
1.00
10.90
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.05
10.95
0.182536
73.14
0.173
0.577
0.896
10.00
139.37
0.002
0.000789
0.0115
0.0076
0.550
2.10
0.217
0.6
2.099
1.15430
37
A40
37-38
200.60
0.02006
13651.00
13.65
0.30
2.10
0.217
0.0027
0.18
11.67
0.194532
73.14
0.173
0.577
0.896
10.00
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
31.49
1.00
12.67
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.09
12.76
0.212653
73.14
0.173
0.577
0.896
10.00
0.010
0.012
0.0038
0.45
137.43
134.60
0.003791
6.59
0.038
0.038
0.550
6589.00
0.004439
0.0082
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
39
A42
39-48
RCP
16.64
0
0.0000
0.000
0
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.22
0.22
0.003695
73.14
0.173
0.577
0.896
10.00
177.28
0.000
0.000000
0.0197
0.005
3.640
5.03
0.724
1.8
3.801
13.83527
A51
48-49
RCP
NO AREA
0.012244
16638.00
40
NO AREA
122.44
0.060
0.060
0.000
Rectangular
0.020038
0.0140
0.0110
0.0000
0.015
200.38
0.70
0.55
0
11.49
38-39
0.0150
0.0150
0
1.00
A41
0.0060
0.0090
23.48
38
RCP
RCP
7274.00
7.27
0.10
0.0012
0.0150
0.90
0.0110
0.060
0.038
17.76
1.00
10.47
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.10
10.56
0.176079
73.14
0.173
0.577
0.896
10.00
140.44
0.006
0.002150
0.0219
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
41
A52
49-50
279.93
0.027993
11262.00
11.26
0.20
2.10
0.217
0.0027
0.15
11.74
0.195653
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
1.00
8.95
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.14
9.09
0.151456
73.14
0.173
0.577
0.896
10.00
0.0272
0.0303
0.550
11.10
0.014
0.008
0.0027
0.10
137.25
144.69
0.005336
10.36
0.038
0.038
0.550
10360.00
0.060
0.060
Rectangular
0.006386
0.0224
0.0057
0.015
63.86
0.80
0.90
11.59
50-51
0.0150
0.0150
1.00
A53
0.0056
0.0006
24.09
42
RCP
RCP
0.0087
0.550
2.10
0.217
0.6
2.245
1.23501
43
A48
45-46
686.51
0.068651
24467.00
24.47
0.80
2.10
0.217
0.0027
0.33
13.60
0.226719
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
1.00
8.71
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.14
8.85
0.14748
73.14
0.173
0.577
0.896
10.00
0.021866
0.0202
0.0421
0.550
10.24
0.055
0.054
0.0027
0.10
132.49
145.40
0.020212
10.24
0.038
0.038
0.550
10237.00
0.060
0.060
Rectangular
0.005451
0.0137
0.0049
0.015
54.51
0.20
0.90
13.28
46-47
0.0150
0.0150
1.00
A49
0.0549
0.0005
36.23
44
RCP
RCP
0.0508
0.550
2.10
0.217
0.6
5.426
2.98430
45
A29
28-40
RCP
82.29
0.008229
21500.00
21.50
0.15
0.0012
0.0000
0.85
0.0070
0.060
0.030
20.03
3.00
7.00
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.29
7.28
0.121414
73.14
0.173
0.577
0.896
10.00
150.26
0.004
0.001625
0.0044
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
46
A43
40-41
RCP
1276.47
0.127647
45947.00
45.95
0.85
0.1085
0.0150
0.15
0.0191
0.060
0.038
55.83
2.00
13.35
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.61
13.96
0.232712
73.14
0.173
0.577
0.896
10.00
131.61
0.094
0.034533
0.0389
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
47
A44
41-42
RCP
222.75
0.022275
7900.00
7.90
0.30
0.0067
0.0150
0.70
0.0156
0.060
0.038
29.17
1.00
12.35
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.11
12.46
0.207611
73.14
0.173
0.577
0.896
10.00
135.38
0.109
0.041106
0.0801
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
48
A45
42-43
RCP
378.38
0.037838
16688.00
16.69
0.20
0.0076
0.0150
0.80
0.0303
0.060
0.038
32.68
1.00
12.83
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.22
13.05
0.21751
73.14
0.173
0.577
0.896
10.00
133.86
0.019
0.007035
0.0871
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
49
A46
43-44
RCP
47.17
0.004717
18016.00
18.02
0.10
0.0005
0.0150
0.90
0.0042
0.060
0.038
16.05
1.00
10.12
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.24
10.36
0.172683
73.14
0.173
0.577
0.896
10.00
141.01
0.009
0.003481
0.0906
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
50
A47
44-47
RCP
120.17
0.012017
28200.00
28.20
0.10
0.0012
0.0150
0.90
0.0108
0.060
0.038
23.57
2.00
10.02
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.38
10.39
0.173188
73.14
0.173
0.577
0.896
10.00
140.93
0.005
0.001869
0.0924
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
51
A50
47-51
RCP
81.54
0.008154
21001.00
21.00
0.10
0.0008
0.0150
0.90
0.0073
0.060
0.038
20.13
1.00
10.91
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.28
11.19
0.186568
73.14
0.173
0.577
0.896
10.00
138.72
0.003
0.001331
0.1358
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
52
A54
51-52
RCP
10.21
0.001021
7901.00
7.90
0.10
0.0001
0.0150
0.90
0.0009
0.060
0.038
7.20
1.00
7.75
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.11
7.85
0.130859
73.14
0.173
0.577
0.896
10.00
148.46
0.001
0.000402
0.1665
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
53
A55
52-53
RCP
78.87
0.007887
22807.00
22.81
0.10
0.0008
0.0150
0.90
0.0071
0.060
0.038
23.01
1.00
11.41
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.30
11.72
0.195281
73.14
0.173
0.577
0.896
10.00
137.31
0.003
0.001120
0.1676
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
54
A56
53-54
81.93
0.008193
23924.00
23.92
0.10
2.10
0.217
0.0027
0.32
11.90
0.198334
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
2.00
7.45
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.08
7.53
0.125468
73.14
0.173
0.577
0.896
10.00
0.000035
0.1690
0.1691
0.550
9.69
0.004
0.000
0.0027
0.10
136.83
149.48
0.001406
6.01
0.038
0.038
0.550
6005.00
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
56
A37
34-56
RCP
19.07
0
0.0000
0.000
0
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.25
0.25
0.004234
73.14
0.173
0.577
0.896
10.00
177.13
0.000
0.000000
0.0056
0.005
3.640
5.03
0.724
1.8
3.801
13.83527
A60
56-65
RCP
NO AREA
0.019146
19066.00
57
NO AREA
191.46
0.060
0.060
0.000
Rectangular
0.002117
0.0074
0.0019
0.0000
0.015
21.17
0.90
0.90
0
11.58
54-55
0.0150
0.0150
0
1.00
A57
0.0008
0.0002
24.05
55
RCP
RCP
15207.00
15.21
0.90
0.0172
0.0150
0.10
0.0019
0.045
0.030
26.06
2.00
8.29
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.20
8.49
0.141461
73.14
0.173
0.577
0.896
10.00
146.49
0.011
0.004273
0.0099
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
58
A68
65-66
RCP
307.08
0.030708
24562.00
24.56
0.20
0.0061
0.0150
0.80
0.0246
0.045
0.030
31.23
1.00
10.11
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.33
10.44
0.173931
73.14
0.173
0.577
0.896
10.00
140.80
0.018
0.007089
0.0170
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
59
A69
66-67
60.96
0.006096
4775.00
4.78
0.20
2.10
0.217
0.0027
0.06
9.90
0.164971
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
2.00
13.89
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.84
14.74
0.245604
73.14
0.173
0.577
0.896
10.00
0.022077
0.0180
0.0400
0.550
62.92
0.002
0.061
0.0027
0.90
142.33
129.76
0.000965
63.27
0.030
0.038
0.550
63268.00
0.045
0.060
Rectangular
0.160745
0.0049
0.0161
0.015
1607.45
0.80
0.10
9.83
67-55
0.0150
0.0150
1.00
A58
0.0012
0.1447
28.76
60
RCP
RCP
0.004
0.550
2.10
0.217
0.6
1.523
0.83742
61
A59
56-57
RCP
166.06
0.016606
7940.00
7.94
0.20
0.0033
0.0150
0.80
0.0133
0.045
0.030
32.31
1.00
10.22
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.11
10.33
0.172164
73.14
0.173
0.577
0.896
10.00
141.10
0.010
0.003861
0.0039
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
62
A61
57-58
RCP
159.83
0.015983
11239.00
11.24
0.20
0.0032
0.0150
0.80
0.0128
0.045
0.030
27.02
2.00
8.39
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.15
8.54
0.14225
73.14
0.173
0.577
0.896
10.00
146.35
0.008
0.003334
0.0072
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
63
A62
58-59
405.69
0.040569
16119.00
16.12
0.20
2.10
0.217
0.0027
0.21
9.86
0.164402
73.14
0.173
0.577
0.896
10.00
2.10
0.217
0.6
1.251
0.68801
1.00
9.55
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.19
9.73
0.162206
73.14
0.173
0.577
0.896
10.00
0.006932
0.0148
0.0218
0.550
26.31
0.019
0.017
0.0027
0.10
142.43
142.80
0.007636
13.94
0.030
0.030
0.550
13940.00
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
65
A34
33-61
RCP
7.90
0
0.0000
0.000
0
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.11
0.11
0.001754
73.14
0.173
0.577
0.896
10.00
177.81
0.000
0.000000
0.0029
0.005
3.640
5.03
0.724
1.8
3.801
13.83527
A64
61-62
RCP
NO AREA
0.027312
7900.00
66
NO AREA
273.12
0.045
0.045
0.000
Rectangular
0.035843
0.0325
0.0323
0.0000
0.015
358.43
0.80
0.90
0
9.65
59-60
0.0150
0.0150
0
1.00
A63
0.0081
0.0036
27.16
64
RCP
RCP
14184.00
14.18
0.70
0.0191
10.36
0.015
Rectangular
0.550
2.10
0.217
0.0027
0.19
10.55
0.175762
73.14
0.173
0.577
0.896
10.00
140.50
0.026
0.009960
0.0129
0.0027
0.550
2.10
0.217
0.6
1.251
0.68801
RCP
21.09
0
0.0000
0.000
0
0
0.00
0.015
Pipe Culvert
0.550
2.10
0.217
0.0027
0.28
0.28
0.004684
73.14
0.173
0.577
0.896
10.00
177.01
0.000
0.000000
0.0129
0.005
3.640
5.03
0.724
1.8
3.801
13.83527
A66
63-64
69
A67
64-15
RCP
RCP
NO AREA
0.027713
0.019142
1.8478
21093.00
68
NO AREA
277.13
191.42
18477.90
0.060
0.000
2.00
62-63
0.0082
0.0000
26.06
A65
0.30
0
0.038
67
0.0150
0
14418.00
18786.00
14.42
18.79
0.60
0.30
0.0166
0.0057
0.0150
0.0150
0.40
0.70
0.0111
0.0134
0.060
0.060
0.038
0.038
26.71
21.71
1.00
1.00
11.99
11.19
0.015
0.015
Rectangular
Rectangular
0.550
0.550
2.10
2.10
0.217
0.217
0.0027
0.0027
0.19
0.25
12.19
11.44
0.203108
0.19074
73.14
73.14
0.173
0.173
0.577
0.577
0.896
0.896
10.00
10.00
136.08
138.04
0.025
0.006
0.009523
0.002235
0.0224
0.0247
0.0027
0.0158
0.550
0.550
2.10
2.10
0.217
0.217
0.6
0.6
1.251
3.026
0.68801
1.66433
Taking Free
Board = 0.05m
and Water level to
be 0.55mm
Friction Slope,
S taken as
1/370
mm/hr
(m3/s)
1
2
(sqm)
38.10
SUM:
(ha)
0.00381
Drain Flow
0.008325
0.003062
A= (B x Y)
Remarks
Loop 2 (Qcum of Loop 1 will
flow to Sump 1 of Loop 2)
Loop1 (Flow will contribute
to Loop 2)
Loop 3 (Flow from Loop 3
will divide into equal half to
Sump 29 and Sump 40)
Loop 4 (Flow will contribute
to Loop 5)
Loop 5 (Flow from Loop 5
will divide into equal half to
Sump 35 and Sump 56)
Loop 6 (Flow will contribute
to Loop 7)
Loop 7 (Flow will contribute
to Loop 9)
Loop 8 (Flow will contrivute
to Loop 9)
Loop 9 (Flow will discharge
at Sump 55 to existing drain)
Loop 10 (Flow will discharge
at Sump 55 to existing drain)
Loop 11 (TO OSD POND)
Loop 12 (Flow will discharge
at Sump 15 to existing drain)
INVERT LEVEL CALCULATION DATA SHEET
No.
Sump to
sump
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
1-2
2-3
3-4
4-5
5-6
6-7
7-8
8-9
9-10
10-11
11-13
12-13
13-14
14-15
16-17
17-18
18-19
19-20
20-21
21-22
22-1
23-24
24-25
25-26
26-27
27-28
16-29
29-30
30-32
28-32
31-32
32-33
33-34
34-35
35-36
36-39
37-38
38-39
39-48
48-49
49-50
50-51
45-46
46-47
28-40
40-41
41-42
42-43
43-44
44-47
47-51
51-52
52-53
53-54
54-55
34-56
56-65
65-66
66-67
67-55
56-57
57-58
58-59
59-60
33-61
61-62
62-63
63-64
64-15
Area
(sqm)
38.10
115.28
232.96
235.08
97.29
110.29
237.63
53.86
942.23
573.14
732.75
19.76
846.95
11.39
803.52
1155.17
642.54
NO AREA
654.32
205.27
85.25
45.61
59.68
109.50
53.84
70.10
1128.49
338.82
NO AREA
154.64
13.94
NO AREA
371.81
142.37
141.13
47.38
200.60
200.38
NO AREA
122.44
279.93
63.86
686.51
54.51
82.29
1276.47
222.75
378.38
47.17
120.17
81.54
10.21
78.87
81.93
21.17
NO AREA
191.46
307.08
60.96
1607.45
166.06
159.83
405.69
358.43
NO AREA
273.12
NO AREA
277.13
191.42
Area
(ha)
0.00381
0.011528
0.023296
0.023508
0.009729
0.011029
0.023763
0.005386
0.094223
0.057314
0.073275
0.001976
0.084695
0.001139
0.080352
0.115517
0.064254
NO AREA
0.065432
0.020527
0.008525
0.004561
0.005968
0.01095
0.005384
0.00701
0.112849
0.033882
NO AREA
0.015464
0.001394
NO AREA
0.037181
0.014237
0.014113
0.004738
0.02006
0.020038
NO AREA
0.012244
0.027993
0.006386
0.068651
0.005451
0.008229
0.127647
0.022275
0.037838
0.004717
0.012017
0.008154
0.001021
0.007887
0.008193
0.002117
NO AREA
0.019146
0.030708
0.006096
0.160745
0.016606
0.015983
0.040569
0.035843
NO AREA
0.027312
NO AREA
0.027713
0.019142
Drain type
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
RCP
Length of Length
Drain
of Drain
(mm)
4961.00
12532.00
13782.00
15063.00
(m)
4.96
12.53
13.78
15.06
6659.00
6.66
7848.00
18537.00
15067.00
21682.00
16500.00
25021.00
8202.00
29235.00
6261.00
23601.00
17316.00
13205.00
11826.00
13689.00
9530.00
9495.00
11427.00
14545.00
26177.00
14637.00
14373.00
17005.00
4704.00
9735.00
21085.00
3220.00
17649.00
22572.00
7941.00
12855.00
3974.00
13651.00
6589.00
16638.00
7274.00
11262.00
10360.00
24467.00
10237.00
21500.00
45947.00
7900.00
16688.00
18016.00
28200.00
21001.00
7901.00
22807.00
23924.00
6005.00
19066.00
15207.00
24562.00
4775.00
63268.00
7940.00
11239.00
16119.00
13940.00
7900.00
14184.00
21093.00
14418.00
18786.00
7.85
18.54
15.07
21.68
16.50
25.02
8.20
29.24
6.26
23.60
17.32
13.21
11.83
13.69
9.53
9.50
11.43
14.55
26.18
14.64
14.37
17.01
4.70
9.74
21.09
3.22
17.65
22.57
7.94
12.86
3.97
13.65
6.59
16.64
7.27
11.26
10.36
24.47
10.24
21.50
45.95
7.90
16.69
18.02
28.20
21.00
7.90
22.81
23.92
6.01
19.07
15.21
24.56
4.78
63.27
7.94
11.24
16.12
13.94
7.90
14.18
21.09
14.42
18.79
ILin
(m)
77.43
77.42
77.38
77.35
77.30
77.29
77.27
77.22
77.17
77.12
77.07
77.70
77.00
76.92
77.70
77.64
77.59
77.55
77.52
77.48
77.46
77.70
77.67
77.63
77.56
77.52
77.70
77.65
77.64
77.48
77.64
77.42
77.37
77.31
77.29
77.26
77.7
77.25
77.23
77.19
77.17
77.14
77.70
77.63
77.48
77.42
77.30
77.28
77.23
77.18
77.11
77.05
77.03
76.97
76.90
77.31
77.26
77.22
77.15
77.14
77.26
77.24
77.21
77.16
77.37
77.35
77.31
77.26
77.22
ILout
(m)
77.42
77.38
77.35
77.30
77.29
77.27
77.22
77.17
77.12
77.07
77.00
77.00
76.92
76.90
77.64
77.59
77.55
77.52
77.48
77.46
77.43
77.67
77.63
77.56
77.52
77.48
77.65
77.64
77.42
77.42
77.42
77.37
77.31
77.29
77.26
77.23
77.66
77.23
77.19
77.17
77.14
77.05
77.63
77.11
77.42
77.30
77.28
77.23
77.18
77.11
77.05
77.03
76.97
76.90
76.89
77.26
77.22
77.15
77.14
76.89
77.24
77.21
77.16
77.13
77.35
77.31
77.26
77.22
76.90
DEPTH
(m)
0.013
0.034
0.037
0.041
0.018
0.021
0.050
0.041
0.059
0.045
0.068
0.700
0.079
0.017
0.064
0.047
0.036
0.032
0.037
0.026
0.026
0.031
0.039
0.071
0.040
0.039
0.046
0.013
0.221
0.057
0.220
0.048
0.061
0.021
0.035
0.030
0.037
0.018
0.045
0.020
0.030
0.087
0.066
0.524
0.058
0.124
0.021
0.045
0.049
0.076
0.057
0.021
0.062
0.065
0.016
0.052
0.041
0.066
0.013
0.249
0.021
0.030
0.044
0.038
0.021
0.038
0.057
0.039
0.317
DEPTH
(ft)
0.044
0.111
0.122
0.134
0.059
0.070
0.164
0.134
0.192
0.146
0.222
2.296
0.259
0.056
0.209
0.154
0.117
0.105
0.121
0.084
0.084
0.101
0.129
0.232
0.130
0.127
0.151
0.042
0.726
0.187
0.722
0.156
0.200
0.070
0.114
0.098
0.121
0.058
0.147
0.064
0.100
0.286
0.217
1.718
0.191
0.407
0.070
0.148
0.160
0.250
0.186
0.070
0.202
0.212
0.053
0.169
0.135
0.218
0.042
0.818
0.070
0.100
0.143
0.124
0.070
0.126
0.187
0.128
1.039
DIA.
DIA.
(m)
(ft)
1.20
1.20
1.20
1.20
1.20
1.20
1.20
-
3.94
3.94
3.94
3.94
3.94
3.94
3.94
-
GRADIENT REMARK
(1:x)
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0833
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0225
0.0027
0.0683
0.0027
0.0027
0.0027
0.0027
0.0076
0.0027
0.0027
0.0027
0.0027
0.0027
0.0087
0.0027.
0.0508
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0040
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0027
0.0158
-
Loop 2
Loop 1
Loop 3
Loop 4
Loop 5
Loop 6
Loop 7
Loop 8
Loop 9
Loop 10
Loop 11
(TO OSD
POND)
Loop 12
Runoff Coefficient , C
∑𝑚𝑚
𝑗𝑗=1 𝐶𝐶𝑗𝑗 𝐴𝐴𝑗𝑗
𝐶𝐶𝑎𝑎𝑎𝑎𝑎𝑎 =
∑𝑚𝑚
𝑗𝑗=1 𝐴𝐴𝑗𝑗
No.
Area No.
Sump to
sump
label
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
A1
A2
A3
A4
A5
A6
A7
A8
A9
A10
A11
A12
A13
A14
A15
A17
A18
A19
A20
A21
A22
A24
A23
A25
A26
A27
A16
A30
A31
A28
A32
A33
A35
A36
A38
A39
A40
A41
A42
A51
A52
A53
A48
A49
A29
A43
A44
A45
A46
A47
A50
A54
A55
A56
1-2
2-3
3-4
4-5
5-6
6-7
7-8
8-9
9-10
10-11
11-13
12-13
13-14
14-15
16-17
17-18
18-19
19-20
20-21
21-22
22-1
23-24
24-25
25-26
26-27
27-28
16-29
29-30
30-32
28-32
31-32
32-33
33-34
34-35
35-36
36-39
37-38
38-39
39-48
48-49
49-50
50-51
45-46
46-47
28-40
40-41
41-42
42-43
43-44
44-47
47-51
51-52
52-53
53-54
Runoff Coefficient, C
Total Catch. Area
(ha)
0.003810
0.011528
0.023296
0.023508
0.009729
0.011029
0.023763
0.005386
0.094223
0.057314
0.073275
0.001976
0.084695
0.001139
0.080352
0.115517
0.064254
NO AREA
0.065432
0.020527
0.008525
0.004561
0.005968
0.010950
0.005384
0.007010
0.112849
0.033882
NO AREA
0.015464
0.001394
NO AREA
0.037181
0.014237
0.014113
0.004738
0.020060
0.020038
NO AREA
0.012244
0.027993
0.006386
0.068651
0.005451
0.008229
0.127647
0.022275
0.037838
0.004717
0.012017
0.008154
0.001021
0.007887
0.008193
Roads and Highway
C
0.95
Area, A
0.00344
0.95
0.95
0.06315
0.0001
0.95
0.95
0.0282
0.00042
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0
0
0
0
0
0.0451
0.03388
0.95
0.95
0.00076
0.00042
0.95
0.95
0.95
0.95
0.95
0.95
0.0130
0.00427
0.00282
0.00095
0.0060
0.0090
0.95
0.0056
0.95
0.95
0.05492
0.00029
0.95
0.1085
0.95
0.95
0.95
0.95
0.95
0.95
0.00757
0.00047
0.00055
0.00064
0.0001
0.00079
CA
0.000
0.000
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.060
0.000
0.000
0.027
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.043
0.032
0.000
0.001
0.000
0.000
0.012
0.004
0.003
0.001
0.006
0.009
0.000
0.000
0.000
0.005
0.000
0.052
0.000
0.000
0.103
0.000
0.007
0.000
0.001
0.001
0.000
0.001
Commercial
Open Space (Grass Cover)
C
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
Area, A
0.0038
0.1153
0.0094
0.2121
0.0071
0.0093
0.0238
0.0054
0.0481
0.0187
0.0248
0.0002
0.0193
0.0011
0.0200
0.0462
0.0482
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.0360
0.0072
0.0043
0.0041
0.0060
0.0110
0.0054
0.0070
0.0677
0.4
0.4
0.0139
0.0010
0.4
0.0242
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.0110
0.0224
0.0057
0.0137
0.0049
0.0070
0.0191
0.0156
0.0303
0.0042
0.0108
0.0073
0.0009
0.0071
0.0074
CA
0.002
0.046
0.004
0.085
0.003
0.004
0.010
0.002
0.019
0.007
0.010
0.000
0.008
0.000
0.008
0.018
0.019
0.000
0.014
0.003
0.002
0.002
0.002
0.004
0.002
0.003
0.027
0.000
0.000
0.006
0.000
0.000
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.004
0.009
0.002
0.005
0.002
0.003
0.008
0.006
0.012
0.002
0.004
0.003
0.000
0.003
0.003
C
Area, A
0.9
0.9
0.9
0.9
0.10374
0.00229
0.00265
0.00176
0.9
0.9
0.9
0.9
0.9
0.04616
0.03862
0.04852
0.00014
0.06536
0.9
0.9
0.9
0.06039
0.00615
0.0150
0.9
0.9
0.0001
0.00091
0.9
0.00074
0.9
0.9
0.00122
0.0056
0.9
0.05492
0.9
0.00091
0.9
0.00757
CA
0.000
0.000
0.093
0.002
0.002
0.002
0.000
0.000
0.042
0.035
0.044
0.000
0.059
0.000
0.054
0.006
0.014
0.000
0.000
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.001
0.005
0.000
0.049
0.000
0.001
0.000
0.000
0.007
0.000
0.000
0.000
0.000
0.000
0.000
Sports Field, Park &
Agriculture
C
Area, A
CA
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.3
0.0100
0.003
0.3
0.0113
0.003
0.3
0.0038
0.001
0.3
0.0140
0.004
0.3
0.0110
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
ΣCA
Residential
C
0.8
Area, A
0.1085
CA
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.087
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.002
0.046
0.100
0.087
0.005
0.005
0.010
0.002
0.061
0.042
0.054
0.000
0.067
0.000
0.062
0.084
0.033
0.000
0.041
0.004
0.002
0.002
0.002
0.004
0.002
0.003
0.070
0.032
0.000
0.007
0.001
0.000
0.022
0.007
0.006
0.002
0.010
0.012
0.000
0.006
0.014
0.008
0.055
0.054
0.004
0.094
0.109
0.019
0.009
0.005
0.003
0.001
0.003
0.004
𝐶𝐶𝑎𝑎𝑎𝑎𝑎𝑎
0.400
4.000
4.310
3.697
0.536
0.480
0.400
0.400
0.645
0.737
0.731
0.100
0.786
0.400
0.776
0.727
0.512
0.000
0.631
0.200
0.202
0.360
0.402
0.402
0.401
0.399
0.620
0.950
0.000
0.449
0.565
0.000
0.593
0.495
0.430
0.430
0.495
0.593
0.000
0.450
0.500
1.193
0.800
9.932
0.473
0.740
4.907
0.500
1.884
0.397
0.424
0.954
0.372
0.451
Rainfall
Intensity
Q=CiA/360
(mm/hr)
157.60
152.71
143.70
143.71
146.56
146.55
148.87
152.92
135.42
137.36
136.98
153.00
136.48
157.60
134.34
134.31
133.38
177.67
128.59
137.42
150.04
148.62
151.92
147.16
151.88
151.89
139.58
147.77
177.78
143.35
152.98
177.37
136.16
137.21
140.39
139.39
137.50
134.63
177.42
140.48
137.31
144.75
132.60
145.46
150.38
131.82
135.41
133.94
141.11
141.08
138.82
148.50
137.42
136.94
(m³/s)
0.0006672
0.0195607
0.0400792
0.0346960
0.0021238
0.0021543
0.0039308
0.0009151
0.0228599
0.0161141
0.0203846
0.0000842
0.0252329
0.0001994
0.0232611
0.0313418
0.0121802
0.0000000
0.0147450
0.0015643
0.0007169
0.0006771
0.0010128
0.0017987
0.0009113
0.0011814
0.0271118
0.0132123
0.0000000
0.0027667
0.0003347
0.0000000
0.0083321
0.0026864
0.0023666
0.0007889
0.0037926
0.0044401
0.0000000
0.0021501
0.0053384
0.0030629
0.0202294
0.0218743
0.0016269
0.0345873
0.0411179
0.0070391
0.0034836
0.0018709
0.0013316
0.0004019
0.0011209
0.0014070
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
A57
A37
A60
A68
A69
A58
A59
A61
A62
A63
A34
A64
A65
A66
A67
54-55
34-56
56-65
65-66
66-67
67-55
56-57
57-58
58-59
59-60
33-61
61-62
62-63
63-64
64-15
0.002117
NO AREA
0.019146
0.030708
0.006096
0.160745
0.016606
0.015983
0.040569
0.035843
NO AREA
0.027312
NO AREA
0.027713
0.019142
0.95
0.95
0.0060
0.0107
0.95
0.95
0.95
0.95
0.95
0.0350
0.0070
0.0040
0.0060
0.0053
0.95
0.0172
0.95
0.0107
0.000
0.000
0.006
0.010
0.000
0.033
0.007
0.004
0.006
0.005
0.000
0.016
0.000
0.010
0.000
0.4
0.0002
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.0120
0.0199
0.0061
0.0700
0.0080
0.0110
0.0340
0.0311
0.4
0.0094
0.000
0.000
0.005
0.008
0.002
0.028
0.003
0.004
0.014
0.012
0.000
0.000
0.000
0.000
0.004
0.9
0.0102
0.9
0.9
0.0167
0.0023
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.009
0.000
0.015
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.011
0.018
0.002
0.061
0.010
0.008
0.019
0.017
0.000
0.026
0.000
0.025
0.006
0.040
0.000
0.548
0.590
0.400
0.381
0.593
0.513
0.476
0.488
0.000
0.934
0.000
0.909
0.305
149.51
177.29
146.58
140.93
142.35
130.04
141.14
146.41
142.51
142.88
177.88
140.57
177.19
136.15
138.13
0.0000349
0.0000000
0.0042752
0.0070956
0.0009648
0.0221247
0.0038619
0.0033350
0.0076402
0.0069356
0.0000000
0.0099650
0.0000000
0.0095284
0.0022370
APPENDIX IIB: Pipe culvert properties
Gradient Inlet pipe Outlet pipe
Culvert Diameter Type
(mm)
1: x
C1
375
RCP*
1 : 200
Sump
Sump
C2
600
RCP*
1 : 200
Sump
Sump
C3
750
RCP*
1 : 200
Sump
Sump
C4
900
RCP*
1 : 200
Sump
Sump
C5
1200
RCP*
1 : 200
Sump
Sump
C6
1350
RCP*
1 : 200
Sump
Sump
C7
1500
RCP*
1 : 200
Sump
Sump
*RCP: Reinforced Concrete Pipe
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