Physical Components
InfoSewer/Pro conceptualizes a sewer collection network as a collection of links connected together at their endpoints, called nodes. The nodes represent manholes, wetwells, and outlets while the links represent pipes and pumps. The sewer system can be of any topological configuration and can contain multiple loops and outlets.
The following sewer network components are modeled in InfoSewer/Pro:
Manholes represent points in the sanitary sewer system where loads enter into the system. Manholes are normally located at places where pipes connect and where pipe characteristics such as diameter and slope change.
Outlets designate discharge points (e.g., treatment plant, ocean outfall) where flows exit the system and are the most downstream points of the collection system.
Wet wells are structures in the collection system that collect wastewater flows before they are pumped into force mains for transport to another gravity system.
Pipes are circular conduits by which flow is transported either by gravity (i.e., gravity mains) or by the energy supplied from pumps (i.e., force mains).
Pumps are devices that raise the hydraulic head of water through the sanitary sewer system.
How InfoSewer/Pro models the hydraulic behavior of each of these physical components is reviewed in the following sections. For the sake of discussion, all wastewater flows are expressed in cubic feet per second (cfs), although the program can also accept flow units in gallons per minute (gpm), million gallons per day (mgd), imperial million gallons per day (imgd), acrefeet per day (afd), cubic meters per hour (cmh), cubic meters per day (cmd), million liters per day (mld), liters per second (lps), or liters per minute (lpm). Wastewater represents the spent or used water from residences, commercial buildings, industrial plants, and institutions, together with minor quantities of ground, storm and surface waters that are not admitted intentionally.
How InfoSewer/Pro models the hydraulic behavior of each of these physical components is reviewed in the following sections. For the sake of discussion, all wastewater flows are expressed in cubic feet per second (cfs), although the program can also accept flow units in gallons per minute (gpm), million gallons per day (mgd), imperial million gallons per day (imgd), acrefeet per day (afd), cubic meters per hour (cmh), cubic meters per day (cmd), million liters per day (mld), liters per second (lps), or liters per minute (lpm). Wastewater represents the spent or used water from residences, commercial buildings, industrial plants, and institutions, together with minor quantities of ground, storm and surface waters that are not admitted intentionally.
MANHOLES
Manholes are points in the network where links join together and where loads enter the network. They are also placed at locations where pipe characteristics change (e.g., diameter and slope). The basic input data required for manholes is:
· The rim elevation , i.e. the top elevation of the manhole structure
· The diameter of the manhole structure
· The baseline load at the manhole
The manhole diameter and rim elevation parameters are used in the determination of manhole surcharge and flooding. The loads on the system, i.e., wastewater flows collected, accumulated and conveyed by the collection system are assumed to be positive. Manholes can have their load vary with time and different types of loading (e.g., low density residential, medium density residential, high density residential, industrial, commercial, etc.) can be assigned to them. A manhole can also have no loading defined.
The results computed for manholes for a simulation are:
· The base load
· The total load
· The overload storage
· The hydraulic grade
Two other types of manhole can also be modeled:
· Junction chambers represent nodes in a pressurized sewer collection system connecting pumps to force mains. No loads can be defined for a junction chamber.
· Outlets designate facilities where flows exit the collection system. These nodes define the discharge end or the most downstream element of a sewer network. The exit condition can be grouped into four cases as shown below.
Flow splits (bifurcations) can also be modeled and represent points in the conveyance system where multiple pipes separate flows to different parts of the system. A flow split occurs whenever two or more pipes exit the same manhole. InfoSewer/Pro provides four practical methods of allocating flows to the downstream (outgoing) pipes:
· Fixed flow split percentage method – The user specifies the percentage of the total flow in the manhole which is assigned to each of the downstream pipes.
· Variable flow split percentage method – The user defines a curve representing the percentage of the total flow in the manhole which is assigned to a downstream pipe as a function of the total incoming flow (See CURVE section).
· Inflowoutflow flow split method – The user supplies an inflowoutflow curve for each of the downstream pipes splitting from a manhole. The curve defines the amount of the incoming flow to be diverted to a downstream pipe. This flow split method is designed to accommodate flow conditions where hydraulic structures such as weirs and dams are used to regulate downstream flows.
· Automatic flow split method – InfoSewer/Pro automatically computes the fraction of the total flow in the manhole assigned to each of the downstream (outgoing) pipes based on their invert levels and diameters.
Note that InfoSewer/Pro checks that the sum of the fractions leaving a manhole equals 100 percent. In case, the sum is less or greater than 100%, InfoSewer/Pro will automatically adjust the flow allocations for the outgoing pipes proportionally to satisfy flow balance. Finally, note that InfoSewer/Pro assumes that a pipe is closed if its flow split percentage is zero.
HEADLOSS AT MANHOLES
Manhole structures can induce backwater effects to their connecting sewer pipes. However, the precise hydraulic description of the flow in manhole structures is complicated because of the complex degree of mixing, separation, turbulence, and energy losses. These losses are commonly estimated as a function of headloss coefficients and are used to calculate hydraulic grade lines for upstream pipes during backwater analysis.
The headloss at a sewer manhole is determined based on the exit pipe’s velocity from the following equation:
(1)
where
Hs = manhole headloss, ft (m)
Vexit = exit pipe velocity, ft/s (m/s)
g = gravitational acceleration, 32.184 ft/s2 (9.806 m/s2)
K = headloss coefficient (unitless).
The headloss coefficient, used for estimating headloss through a manhole, depends on the type of manhole and typically ranges from 0.5 to 1.0.
WET WELLS
Wetwells are nodes with storage capacity that can vary with time during an extended period simulation. The primary input properties for wet wells are:
· The bottom elevation where the wastewater level is assumed to be zero
· The minimum level, i.e., the lowest allowable wastewater level above the bottom elevation
· The maximum level, i.e., the highest allowable wastewater level above the bottom elevation
· The initial level above the bottom elevation
· The wetwell diameter
Wetwells are required to operate within their minimum and maximum levels. A wetwell can be modeled as a constant diameter (cylindrical) where a representative diameter is specified as the diameter corresponding to the average wetwell area. In case a wetwell can not be adequately described by a representative diameter, InfoSewer/Pro allows you to define data for the stored volume as a function of depth of wastewater using a curve (see CURVE section). This allows wetwells of any shape (variable crosssectional area) to be accurately modeled.
For an extended period simulation, InfoSewer/Pro accurately calculates the change in levels of a wetwell. The wastewater level is allowed to vary between the userspecified range of minimum and maximum permissible levels. If the wastewater level in the wetwell drops below the minimum level specified, the program automatically closes the pumps and no additional flow can exit the wetwell. InfoSewer/Pro models the change in wastewater level of a wetwell using the following equation:
(2)
where
= change in wastewater level, ft (m)
q = flow into (+) or out of () wetwell (flow units)
A = crosssectional area of the wetwell, ft2 (m2)
= time interval (sec).
The results computed for wetwells for each time period of a simulation are:
· The wastewater level and volume
· The volume percentage
· The overflow rate
PIPES/OPEN CHANNELS
Pipes/open channels are links that convey wastewater from one point in the network to another. Pipes are closed conduits and are commonly used in sanitary sewer systems and combined sewer systems, whereas open channels are open to the atmosphere and their application is limited to storm sewer systems. InfoSewer/Pro can model a number of pipe/open channel shapes including circular, rectangular, trapezoidal, triangular, and parabolic. The model assumes that flow in the conduit can only be unidirectional. The principal hydraulic input parameters for conduits are:
· The conduit connectivity, i.e. from and to node IDs
· The upstream and downstream invert elevations
· The conduit length representing the distance between nodes
· The conduit diameter or depth, top or bottom width, left side slope, and right side slope
· The Manning roughness coefficient for gravity (openchannel) mains or the HazenWilliams coefficient for force (pressurized) mains
· The number of (identical) parallel pipes of the same characteristics
Pipes can either be gravity mains or force mains. The main difference between the two is the hydraulic equation utilized for flow computation. The Manning equation is employed for gravity mains while the HazenWilliams equation is used for force mains. InfoSewer/Pro assumes that a force main is always connected directly downstream of a pump.
InfoSewer/Pro offers a number of useful methods to model infiltration including: countbased (e.g., defectbased), patternbased, pipe surface areabased, pipe lengthbased, and pipe diameter lengthbased.
InfoSewer/Pro also models parallel pipes with the assumption that all parallel pipes are identical with the same characteristics (i.e. diameter, slope, length and coefficient).
MANNING AND HAZENWILLIAMS EQUATIONS
The Manning equation is used to determine the pipe flow in a gravity main and is given below in US Customary units:
(3)
where
Q = pipe flow (in flow units)
n = Manning roughness coefficient
R = hydraulic radius, i.e., the flow area divided by the wetted perimeter ft (m)
S = pipe slope
A = flow area, ft2 (m2)
k = constant (1.00 for SI units, 1.49 for US units)
The value of the Manning coefficient depends on the condition of the pipe and is therefore somewhat analogous to the pipe roughness used in pressured pipe networks.
The HazenWilliams equation is used to determine the head loss across force mains and is given below in US Customary units:
(4)
where
L = pipe length, ft (m)
Q = pipe flow (in flow units)
C = HazenWilliams roughness coefficient
D = pipe diameter or conduit depth for circular and noncircular shape types, respectively. The unit is in ft (m).
k = constant (10.7 for SI units, 4.727 for US units).
Typical average design values of Manning and HazenWilliams coefficients for commonly used sewer pipes (newly installed) are listed in the table below.
Be aware that the roughness coefficient depends on the pipe material, pipe size, depth of flow, flow characteristics, and condition of the pipe and can change considerably with age.
HYDRAULIC RADIUS
The hydraulic radius is defined as the ratio of the net crosssectional area of a flow stream to the wetted perimeter of the section. That is:
(5)
where P represents the wetted perimeter, ft (m).
In the calculation of the hydraulic radius, the net crosssectional area should be evident from the geometry of the section. The wetted perimeter is defined as the sum of the length of the boundaries of the section actually in contact with the water.
NORMAL DEPTH
Another useful form of the Manning equation is (in US Customary units):
(6)
The term on the left side of the above equation is solely dependent on the geometry of the section. Therefore, for a given discharge (Q), slope (S), and surface type (n), the flow depth in the gravity main can be determined. This depth is called the normal depth. The normal depth of a force main is equal to its diameter.
CRITICAL DEPTH
The Froude number, NF, is defined as the ratio of inertial forces to gravity forces:
(7)
(8)
where
v = velocity, ft/s (m/s)
T = width of the free surface of the water at the top of the pipe, ft (m)
g = gravitational constant, ft2/s (m2/s)
When the Froude number is equal to 1.0, the flow is called critical flow. When NF < 1.0, the flow is subcritical and when NF > 1.0, the flow is supercritical. The depth corresponding to the minimum specific energy is therefore called the critical depth dc. The resulting criterion for determining the critical depth using Equations (6) and (7) is:
(9)
It is also important to distinguish between the following types of flows:
· Full Flow: represents the flow when the pipe is full, i.e. where the wetted perimeter is equal to the entire pipe perimeter.
· Maximum Flow: represents the maximum theoretical flow occurring in a pipe when the normal depth is equal to 0.938 x Diameter. Any increase in depth will decrease the flow, which is why the full flow is less than the maximum discharge for a circular pipe.
· Analysis Flow: represents the flow occurring in a pipe as derived from the analysis criteria curve (See CRITERIA CURVES section).
· Design Flow: represents the flow occurring in a pipe as derived from the design criteria curve
The computed results for pipes include:
· The total flow and velocity
· The full, maximum, design and analysis flows
· The excess full, design and analysis capacities
· The normal and critical depths
· The actual, design, and analysis d/D ratios
PUMPS
A pump is a link that imparts energy to a fluid thereby raising its hydraulic head. Pumps are needed in a gravity sewer system to prevent deep excavations, and are designed to lift the fluid to a desired level that produces gravity flow condition further downstream.
The relationship describing the head gained to a fluid as a function of its flow rate through the pump is defined as the pump characteristic curve. InfoSewer/Pro represents pumps as links of negligible length which are directly connected to wetwells. The principal input parameters for a pump are:
· The wetwell ID representing the inlet side of the pump
· The manhole junction chamber ID representing the discharge side of the pump
· The additional number of parallel (identical) pumps with the same characteristics (optional)
InfoSewer/Pro uses different types of pump curves depending on the number of headflow data points supplied. Three different types of pumps can be modeled as follows:
· Fixed Capacity representing a fixed pump flow. The pump flow is set to the fixed capacity and is independent of the flow entering the wetwell. It is assumed that the flow will transfer at the fixed rate, independent of the head requirements.
· SinglePoint Curve – A singlepoint pump curve is defined by a single headflow data point describing the desired pump operating point (design point). InfoSewer/Pro assumes that the cutoff head (at zero flow) is 133% of the design head and the maximum flow (at zero head) is twice the design flow. It then treats the curve as a threepoint curve.
· ThreePoint Curve – A threepoint pump curve is defined by three points of operating data. InfoSewer/Pro will fit a continuous function of the form:
(10)
where
HG = head gain imparted by the pump, ft (m)
H0 = cutoff head, ft (m)
Q = flow through the pump (in flow units)
= a resistance coefficient
= a flow exponent
By supplying InfoSewer/Pro with the cutoff head Ho and two other points [(H1, Q1), (H2, Q2)], the program is able to estimate values for and from:
(11a)
(11b)
The computed results for pumps are the flow pumped and the head gained.
For variable speed pumps, the pump curve shifts as the speed changes. The relationships between flow (Q) and head (H) at speeds n1 and n2 are
(12)
(13)
By definition, the original pump curve supplied to the program has a relative speed setting of 1. If the pump speed doubles, then the relative setting would be 2; if run at half speed, the relative setting is 0.5 and so on. The figure below illustrates how changing a pump’s speed setting affects its characteristic curve.
If n denotes the pump speed ratio (n1/n2), then the pump characteristic curve (Eq. 10) becomes:
(14)
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