report drainage
Transcript of report drainage
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
INTRODUCTION
Foreword
In professional project practice it can be divided into five chapters like earthwork design,
water reticulation design, drainage and culvert design, road design and sewerage. In this project
we conducted drainage and culvert design.
This chapter will explain how the drainage system is designed, the process involved and
the consideration taken. In geomorphology, a drainage system is the pattern formed by the
streams, rivers, and lakes in a particular watershed. They are governed by the topography of the
land, whether a particular region is dominated by hard or soft rocks, and the gradient of the land.
A drainage system in agriculture is an intervention to control water logging aiming at soil
improvement for agricultural production. A drainage system for industrial and residential is a
facility to dispose of liquid waste. An effective drainage system must be planned, analyzed and
designed which is very essential to control the quantity, quality, timing, distribution of runoff
resulting from storm events and also to control the erosion. Besides, the capacity of storm water
that flows through the drainage structures must be analyzed to determine their ability to convey
the developed discharge to avoid flooding. Therefore, the process of designing the drainage
system should be considered to the parameter such as the depth of drain, area of developed, the
material used for the structure and other factors that can affect the performance of designed
drainage system.
In designing the drainage system, the concepts that have being used are according to
standard in MASMA. Many problems in Malaysia related to urban water management has using
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
MASMA (Urban Stormwater Management Manual Malaysia) which has been introduced by the
government through JPS (Jabatan Pengaliran Dan Saliran) since 2001.
Generally, these manual act as a guideline to manage and plan good stormwater and drainage
system especially in urban and develop area.
OBJECTIVE
There are several objectives that have been made to meet in designing the drainage system for
this project:
a. To provide complete calculation and design detail for an effective minor
conveyance system for residential discharge and storm water.
b. To determine appropriate size of drain for the proposed system that can cater a
maximum flow rate for ARI of 5 years.
c. To understanding the basic concept and procedure in design the size of drainage
system that can accommodate to the peak flow capacity by using MASMA.
d. To provide an effective drainage system that following the standard that is
provided in MASMA.
e. To provide for public and private property convenience and safety from flooding.
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
DESIGN CRITERIA AND ASSUMPTIONS
Hydrological Calculation of Catchment
For estimating the catchment runoff in urban or built up area, reference were made to the
Rational Method outlined in “DID – urban stormwater Management Manual For Malaysia”
which relate peak runoff to rainfall intensity through a proportional factor. The formula is as
follows:
Qy = C. yIt. A
360
Where; Qy = y year ARI peak flow (m3/s)
C = dimensionless runoff coefficient
yIt = y year ARI average rainfall intensity over time of concentration, tc, (mm/hr)
A = catchment area (ha)
Rainfall intensity. I
Overland flow time of concentration using equation below:
¿=107n L1 /3
S1/ 2
td=LdV
Adopted time of concentration, tc = to + td
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
Polynomial expressions in the form of equation 13.2 (DID-Urban Stormwater Manual for
Malaysia) have been used in determining of design rainfall intensities
Ln ( RIt ) = a + b. Ln (t) + c.(ln (t))² + d (ln (t))³
where,
( RIt ) = the average rainfall intensity (mm/hr) for ARI and duration t.
R = average return interval (years)
T = duration (minutes)
a to d are fitting constant dependent on ARI
The design rainfall depth pd for a short duration d (minutes) is given by, when t < 30minutes
Pd = P30 – FD (P60 – P30)
Where P30, P60 are the 30-minute and 60-minute duration rainfall depths respectively, obtained
from the published design curve. FD is the adjustment factor for storm duration.
Runoff Coefficient, C
Recommended runoff coefficient (C) values for rainfall intensities ( I ) of up to 200mm/hr have
been obtained from Design Chart 14.3 (urban area), (DID-Urban Stormwater manual for
Malaysia) respectively. For I > 400mm/hr, a value of C = 0.9, should be used for all types of
ground cover. For I values between 200 and 400mm/hr, interpolation between the applicable C
values I = 200mm/hr and I = 400m/hr has been used.
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
HYDRAULIC ANALYSIS
Design storm
Open drain has been designed to cater for flows up to and including the minor system design
ARI as specified in Table 4.1
Minor System - 5 years
Major System - 50 years
Velocity
The velocity of design should be in the range of 0.6 m/s < v < 4 m/s. if the condition is not
fulfilled, the design of the drain is assumed fail.
Drain capacity
Open and swale drain have been sized by using Manning’s formula equation.
Q = (1/n) x AR2/3 S1/2
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
Step to determine rainfall intensity
Determine Catchment / sub catchments
Determine drainage system
Select ARIDetermine time of concentration, tc
Intensity, I
Values a,b,c,d use Table 13.A1
Area location conveyance quantity purpose : detention & retention Quality purpose estatics biodiversityEquationTable
If t c < 30 min
If t c > 30 min
Intensity, I
If t c > 30 min
If t c > 30 minFind I for selected ARI at t=30 & t=60 using Eqn. 13.2 by substitute t=30 min & t=60 min Convert I to P using Eqn. 13.4 to get P at t=30 and t=60Use Figure 13.3 and located the dev. siteto find value of 2 P 24h Using Table 13.3 using values of 2 P 24h and t c , determine value of FD Use Eqn. 13.3, P for that t c is find by substitute at t=30 & t=60 and value FD
Convert P for that t c to I using Eqn. 13.4To get I at that t c
Direct apply Eqn. 13.2
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
HYDROLOGICAL CALCULATION OF CATCHMENT AND HYDRAULIC CALCULATIONS FOR
DRAINAGE SYSTEM
HYDROLOGICAL CALCULATION OF CATCHMENT
Swale drain
DRAIN 1
DESIGN OF DRAIN IN ACCORDANCE TO URBAN STORM MANAGEMENT MANUAL FOR MALAYSIA
Total pervious area of site = 0.05 haTotal impervious area of site = 0.028 ha
Determine overland flow time of concentration overland sheet flow to basin
L = 9.87 m n = 0.003
S = 2 %
to = 107nL1/3 / S1/2
to = 4.87 min
Assume velocity in the drain, V = 1 m/s
Ld = 47.2 m
td = 0.79 min
Adopted time of concentration, tc = 5.66 min
Based on volume 4-chapter 13 of the urban storm management manual on design rainfall,the polynomial approximation of the IDF curves is as followed:
Ln(Rlt) = a + b ln(t) +c (ln(t)2) + d (ln(t)3)
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
Where:
Rlt
= the average rainfall intensity (mm/hr) for ARI and duration t
R = average return interval (years)
t = duration (min)
a - d fitting constants depending on ARI
State Location Data period ARI Coefficient of the IDF polynomial constants (Year) a b c d 2 4.1689 0.816 -0.2726 0.0149 5 4.7867 0.4919 -0.1993 0.0099Perak Bagan 1960 10 5.276 0.2436 -0.1436 0.0059 Serai - 20 5.661 0.0329 -0.0944 0.0024 1983 50 5.3431 0.3538 -0.1686 0.0078 100 5.3299 0.4357 -0.1857 0.0089
The design storm for the durations of time of concentration, Tc ;t = 30
Pervious area I(5yrs,30) = 94.04 mm/hr t = 60I(5yrs,60) = 62.75 mm/hr
P30 = 47.02 mmP60 = 62.75 mm
Impervious area I(5yrs,30) = 94.04 mm/hrI(5yrs,60) = 62.75 mm/hr
P30 = 47.02 mmP60 = 62.75 mm
Duration P24h West Coast (120mm)
5 1.8510 1.1315 0.7220 0.4230 0
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
The design rainfall depth for short d is given by equation 13.3 :
Pd = P30 - FD(P60 - P30)
Pervious area FD = 1.85Impervious
area FD = 1.85
Pd = 17.92 mm Pd = 17.92 mm
I(5yrs, tc) = 190.07 mm/hr I(5yrs, tc) = 190.07 mm/hr
Values of FD for equation 13.3
Duration (min) West Coast East Coast ≤ 100 120 150 ≥ 180 All5 2.08 1.85 1.62 1.40 1.39
10 1.28 1.13 0.99 0.86 1.0315 0.80 0.72 0.62 0.54 0.7420 0.47 0.42 0.36 0.32 0.4830 0.00 0.00 0.00 0.00 0.00
Pervious area C = 0.62Impervious
area C = 0.9
Q = 0.0164 cumec Q = 0.013 cumec
Determination of drain capacity :
T = B +2ZY A = Y(B + T)/2 P = B + Y{(1 + Z12)1/2 + (1 + Z2
2)1/2}
T = 3.00 m A = 0.54 m2 P = 3.07 m
R = A / P
R = 0.18
side slope (H : V) = 1 : 4 Channel area, A = 0.54 m2
channel slope, S = 0.002 Channel wetted perimeter, P = 3.074 mmanning roughness, n = 0.035 Hydraulic radius, R = 0.176
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
base width, B = 0.6top width = 3water depth, Y = 0.3
Q = (1/n) x A x R2/3 x So1/2 , Q = 0.2164
Q = 0.2164 cumec > Qpeak OK! , Qpeak = 0.0297
V = Q/A V = 0.401 m/s
Calculation of Qpre (before construction)
DESIGN OF DRAIN IN ACCORDANCE TO URBAN STORM MANAGEMENT MANUAL FOR MALAYSIA
Total pervious area of site = 1 ha
Adopted time of concentration, tc
tc = Fc x L / A1/10 x S1/5
where tc = min data
L = length flow path to outlet (km) L = 0.07 km
S = slope S = 5.02
A = catchment area, (ha) A = 1 ha
Fc =92.5 (ha) , 58.5 (km2) Fc = 58.5 km2
tc = 5.672 min
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
Based on volume 4-chapter 13 of the urban storm management manual on design rainfall,the polynomial approximation of the IDF curves is as followed:
Ln(Rlt) = a + b ln(t) +c (ln(t)2) + d (ln(t)3)
Where:Rlt = the average rainfall intensity (mm/hr) for ARI and duration tR = average return interval (years)t = duration (min)
a - d fitting constants depending on ARI
State LocationData
period ARI Coefficient of the IDF polynomial constants (Year) a b c d 2 4.1689 0.816 -0.2726 0.0149 5 4.7867 0.4919 -0.1993 0.0099Perak Bagan 1960 10 5.276 0.2436 -0.1436 0.0059 Serai - 20 5.661 0.0329 -0.0944 0.0024 1983 50 5.3431 0.3538 -0.1686 0.0078 100 5.3299 0.4357 -0.1857 0.0089
The design storm for the durations of time of concentration, Tc ;
t = 30
Pervious areaI(5yrs,30) = 107.28 mm/hr t = 60I(5yrs,60) = 71.60 mm/hr
P30 = 53.64 mmP60 = 71.60 mm
Duration P24h
West Coast (120mm)
5 1.8510 1.1315 0.7220 0.4230 0
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
The design rainfall depth for short d is given by equation 13.3 :
Pd = P30 - FD(P60 - P30)
Pervious area FD = 1.85
Pd = 20.42 mm
I(5yrs, tc) =216.0
5 mm/hr
Values of FD for equation 13.3
Duration (min) West Coast East Coast
≤ 100 120 150 ≥ 180 All5 2.08 1.85 1.62 1.40 1.39
10 1.28 1.13 0.99 0.86 1.0315 0.80 0.72 0.62 0.54 0.7420 0.47 0.42 0.36 0.32 0.4830 0.00 0.00 0.00 0.00 0.00
Pervious area C = 0.64
Qpre = 0.384 cumec
Calculation of result
Drain Qpervious Qimpervious Qtotal Qpost = 0.2331 0.016 0.013 0.0302 0.011 0.005 0.0163 0.010 0.006 0.0164 0.016 0.013 0.0295 0.016 0.000 0.0166 0.010 0.000 0.0107 0.011 0.016 0.0278 0.008 0.010 0.0189 0.027 0.042 0.069
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
10 0.022 0.000 0.02211 0.022 0.000 0.02212 0.016 0.011 0.02713 0.011 0.012 0.023C1 0.000 0.014 0.014C2 0.000 0.014 0.014
Qpost total 0.233
= 0.384 > Qpost OK
Concrete drain
DESIGN OF DRAIN IN ACCORDANCE TO URBAN STORM MANAGEMENT MANUAL FOR MALAYSIA
Total impervious area of site = 0.07 ha
Determine overland flow time of concentration overland sheet flow to basin
L = 2.5 m n = 0.013
S = 2 %
to = 107nL1/3 / S1/2
to = 13.35 min
Assume velocity in the drain, V = 1 m/s
Ld = 27 m
td = 0.45 min
Adopted time of concentration, tc = 13.80 min
Based on volume 4-chapter 13 of the urban storm management manual on design rainfall,the polynomial approximation of the IDF curves is as followed:
Ln(Rlt) = a + b ln(t) +c (ln(t)2) + d (ln(t)3)
Where:Rlt = the average rainfall intensity (mm/hr) for ARI and duration tR = average return interval (years)t = duration (min)
a - d fitting constants depending on ARI
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
State Location Data period ARI Coefficient of the IDF polynomial constants (Year) a b c d 2 4.1689 0.816 -0.2726 0.0149 5 4.7867 0.4919 -0.1993 0.0099Perak Bagan 1960 10 5.276 0.2436 -0.1436 0.0059 Serai - 20 5.661 0.0329 -0.0944 0.0024 1983 50 5.3431 0.3538 -0.1686 0.0078
100 5.3299 0.4357 -0.1857 0.0089
The design storm for the durations of time of concentration, Tc ;t = 30
Pervious area I(5yrs,30) = 94.04 mm/hr t = 60I(5yrs,60) = 62.75 mm/hr
P30 = 47.02 mm
P60 = 62.75 mm
Impervious area I(5yrs,30) = 94.04 mm/hrI(5yrs,60) = 62.75 mm/hr
P30 = 47.02 mm
P60 = 62.75 mm
Duration P24h West Coast (120mm)
5 1.8510 1.1315 0.7220 0.4230 0
The design rainfall depth for short d is given by equation 13.3 :
Pd = P30 - FD(P60 - P30)
Impervious area FD = 1.85
Pd = 17.92 mm
I(5yrs, tc) = 77.9 mm/hr
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
Values of FD for equation 13.3
Duration (min) West Coast East Coast ≤ 100 120 150 ≥ 180 All5 2.08 1.85 1.62 1.40 1.39
10 1.28 1.13 0.99 0.86 1.0315 0.80 0.72 0.62 0.54 0.7420 0.47 0.42 0.36 0.32 0.4830 0.00 0.00 0.00 0.00 0.00
Impervious area C = 0.9
Q = 0.014 cumec
Drainage design
design discharge, Qpost = 0.014 m3/s
try U drain size b = 300 mm
Manning equation
Q = AR2/3So1/2/n b = 2y
y = b/2y = 150 mm
area of cross section, A = by = 0.045 m2 S = 0.002
Wetted perimeter, P = b +2y = 0.6 m n = 0.013
Hydraulic radius, R = A/P = 0.075
Capacity, Q = 0.029 m3/s > 0.003 m3/s OK
Velocity, V = Q/A
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
V = 0.645 m/s < 4 m/s OK
use size 300 mm x 300 mm
Example of calculation of invert level
Ground level, GL = 3.2 m IL = invert level
Depth =1.2 m fall = length x gradient
Gradient = 1 : 500 IL2 = IL1 - fall
Drain 1
Length = 47 m
IL1 = GL - depth
= 2 m
IL2 = 2 - 0.094
= 1.906 m
Drain 2
Length = 22 m
IL3 = 1.906 - 0.044
= 1.862 m
drain slope invert level(m)1 0.002 1.906
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
2 0.002 1.8623 0.002 1.8224 0.002 1.7425 0.002 1.9726 0.002 1.9027 0.002 1.8268 0.002 1.7769 0.002 1.804
10 0.002 1.94611 0.002 1.94612 0.002 1.94013 0.002 1.884
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
CATCHMENT AREA
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.
HEROES CONSULTANT No. 3005, Tingkat Bawah, Desasiswa Lembaran, Universiti Sains Malaysia, 14300 Nibong Tebal, Pulau Pinang.