chapter 7-system components and design part3 for pdf
DESCRIPTION
DesignTRANSCRIPT
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Solomon Seyoum
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Learning objectives Upon successful completion of this lecture, the
participants will be able to: Describe and perform the required step for designing
sewer system networks
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Outline Design philosophy Constraints and assumptions Design steps Design criteria Design example
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Design philosophy A sewer system is a network of pipes used to convey
storm runoff and/or wastewater in an area.
The design of sewer system involves the determination of diameters,
slopes, and
crown or invert elevations for each pipe in the system
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Constraints and assumptions Free surface flow exits for the design discharges;
that is, the sewer system is designed for “gravity flow”;
pumping stations and pressurized sewers should be avoided as much as possible (are not considered here)
The sewers are of commercially available circular sizes
The design diameter is the smallest commercially available pipe having flow capacity equal to or greater than the design discharge and satisfying all the appropriate constraints
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Constraints and assumptions Sewers must be placed at a depth such that they
will not be susceptible to frost, will be able to drain basements, and will have sufficient cushioning to prevent breakage due
to ground surface loading. To these ends, minimum cover depths must be specified.
• The sewers are joined at junctions such that the crown elevation of the upstream sewer is no lower that of the downstream sewer
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Constraints and assumptions To prevent or reduce excessive deposition of solid material in
the sewers, a minimum permissible flow velocity at design discharge or at barely full-pipe gravity flow is specified
To prevent scour and other undesirable effects of high-velocity flow, a maximum permissible flow velocity is also specified
At any junction or manhole, the downstream sewer cannot be smaller than any of the upstream sewers at that junction
The sewer system is a dendritic, or branching, network converging in the downstream direction without closed loops
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Design Steps Step 1 - Topographical map
Obtain or develop a map of the contributing area Add location and level of existing or proposed details
such as: Contours physical features (e.g. rivers) road layout Buildings sewers and other services outfall point (e.g. near lowest point, next to receiving water
body)
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Design Steps Step 2 - Preliminary horizontal layout
Sketch preliminary system layout (horizontal alignment): locate pipes so all potential users can readily connect into the
system try to locate pipes perpendicular to contours try to follow natural drainage patterns locate manholes in readily-accessible positions
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Design Steps Step 3- Preliminary sewer sizing
Establish preliminary pipe sizes and gradients Step 4 - Preliminary vertical layout
Draw preliminary longitudinal profiles (vertical alignment): ensure pipes are deep enough so all users can connect into the
system try to locate pipes parallel to the ground surface ensure pipes arrive above outfall level avoid pumping if possible
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Design Steps Step 5 - Revise layout
Revise the horizontal and/or vertical alignment to minimise system cost by reducing pipe: Lengths Sizes depths
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Design Criteria The following criteria need to be formulated for design of
sewer systems: peak rates of dry weather flow (wastewater + groundwater
infiltration) heavy producers of wastewater allowance for illicit rain water connections to sanitary sewers design storm runoff coefficient Pipe profiles (and materials) hydraulic friction constants minimum slopes of sewers outlet levels (maximum water level, invert for storm water)
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Design Criteria For a large urban area the runoff factor and the wastewater
production are related to the unit area and classified into a number of classes Dry weather flow production rate
Heavy producers of wastewater - Determine design flow rate
of heavy sewage producers
District/ Area
Population density
Water consumption
Water loses
Wastewater production
Average Peak factor Maximum
p/ha l/p/d l/p/d l/p/d l/s/ha l/s/ha
1 2 3 Total
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Design Criteria Infiltration to sewer pipes
Assume specific rate of groundwater infiltration (in l/s/ ha) for sewers with their invert located below the groundwater table
Allowance for illicit inflow Compile available sewer sizes
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Design Criteria Storm water quantities
The amount of storm water to be transported is determined with the rational method. Indicate what design frequency (return period) is used Determine the rainfall intensity - duration curve for the
required frequency Indicate runoff coefficients
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Design Criteria Hydraulic criteria
Steady and uniform flow conditions are assumed Usually Colebrook-White formula is used for the
design of circular conduits:
102.512 2 log
3.7 2s
ff
kV gS DD D gS D
where ks pipe roughness (m) Sf hydraulic gradient or friction slope, hf /L (m/m) ν kinematic viscosity (m2/s)
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Design Criteria Non-circular profiles (open channels, box profiles) are
designed with the Manning formula or any other experimental formula
Manning: where: n is roughness factor
2 3 1 21v R Sn
=
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Design Criteria Determine the hydraulic performance of selected
profiles Establish partial flow diagrams if necessary
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Design Criteria
sinT D θ=
( )1 cos2Dy θ= −
P Dθ=
( )2
2 sin 28
DA θ θ= −
sin 214 2hDR θ
θ = −
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Design Criteria Minimum slopes of sewers
To assure that sewers will carry suspended sediment, two approaches have been used: the minimum (or self-cleansing) velocity and the minimum boundary shear stress method, also called the
“tractive force”
self-cleansing - a full-pipe velocity of at least 0.6 m/s
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Tractive force
The required minimum tractive force of the flow should
be larger than the resistance of the sediments (τmin) or the critical tractive force which is given by the following formula;
where d = selected specific diameter of sediment (grit) (from the sieve analysis) f = a constant called Shields parameter, for sewers f=0.056
Design Criteria
hgR s
min ( )g wfgdτ ρ ρ= −
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Design Criteria Criteria for discharge -Maximum discharge levels
(invert level of the outlet pipe)
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Design period Select suitable design period: • population and industrial growth rate • water consumption growth rate.
Sanitary sewers
Design Storm Select suitable design storm: • return period • intensity • duration.
Storm sewers
Contributing area Quantify: • domestic population • unit water consumption • commercial/industrial output • infiltration.
Dry weather flows. Select design method- Calculate: • dry weather flows • peak flow-rates.
Contributing area Quantify: • catchment area • surface types • imperviousness.
Runoff flows Select design method - Calculate: • peak flow-rates and/or • hydrographs.
Hydraulic design Establish hydraulic constraints: • pipe roughness • velocities • depths. Calculate pipe: • sizes • gradients • depth.
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Calculation tables The design of sewers can be accomplished by using
design tables and steps provided in the lecture note
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Example Design the a storm drain network for the arae shown
in the figure below for a rain fall intensity of 1 year return period given by the following equation. Use inlet time of 5 min and minimum concentration time of 10 min. The design criteria are given in Table .
0.708
195it
=
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Example
Class
Runoff coefficient C
A 0.10
B 0.35
C 0.65
D 0.85
The runoff coefficient classes are as follows;
Diameter Minimum slope ‰
Full capacity
Flow (m3/s) Velocity (m/s)
0.25 4.0 0.038 0 78 0.30 3.3 0.056 0.79 0.40 2.5 0.105 0.83 0.50 2.0 0.169 0.86 0.60 1.7 0.252 0.89 0.70 1.4 0.343 0.89 0.80 1.25 0.461 0.92 0.90 1.11 0.595 0.93 1.00 1.00 0.741 0.94
Design criteria
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key
A B
C
A = Drainage sub-area number B = Area in hectares C = Class of runoff coefficient
E = Manhole number F = Ground level G = Invert level upstream sewer H = Invert level downstream sewer
E F G H
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L=100m Φ0.40 L=100m Φ0.40
L=100m Φ0.40 L=100m Φ0.40
L=100m Φ0.30 L=100m Φ0.50 L=100m Φ0.90 L=100m Φ0.90
L=100m Φ0.60
L=100m Φ0.80
L=100m Φ0.25
L=100m Φ0.30
1 10.00
8.60 2 9.80
8.35
3 9.00 7.60 7.40
4 9.00 7.23 7.03
5 9.20 6.90 6.80
6 9.00 6.69
7 9.30 7.90
8 9.10 7.65
9 9.20 7.90
10 8.80 7.37
11 9.80 7.55
12 8.70 7.15 7.10
13 9.00 6.43
1 1.5
C
6 1.5
B
8 1.5
B
2 1.0
C
7 0.75
C
9 0.88
D
3 0.88
C
4 0.62
D
5 0.75
D
10 1.5
A
11 0.75
B
12 0.38
B
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End