Tuesday, November 22, 2022

New Culvert Code for Culverts in ICM 2023.2+ Versions

Culvert inlets and outlets

To improve the process of defining culvert inlet and culvert outlet losses for an InfoWorks network, a new field - Culvert code - has been added to their properties. This code is based on the culvert shape and material, and inlet and edge types, as defined in the Hydraulic Design of Highway Culverts, Third Edition, published by FHWA. When a code is selected, the values for K, M, c, Y, and Inlet headloss coefficient (Ki) fields are automatically populated if the #D flag is set on those fields. Previously, you could only manually enter these values. Note that for a culvert outlet, the Culvert code field is only displayed when its Reverse flow model is set to INLET.

Sunday, November 20, 2022

SQL for Setting All Link and Node Parameters in an ICM SWMM Network

 SQL for Setting All Link and Node Parameters in an ICM SWMM Network

SQL for Links 

SET conduit_height=1000;

SET conduit_width=1000;

SET length=100;

SET roughness_depth_threshold=0.011;

SQL for Nodes

SET maximum_depth=10;
SET invert_elevation=0.0;

SQL for Setting All Subcatchment Parameters in an ICM SWMM Network

 Here is the SQL dialog - works for both InfoWorks and SWMM Networks in ICM.

SET raingauge_id='RG';

SET catchment_slope=1;

SET infiltration="Curve_number"';

SET area=1;

SET Curve_number=oid;

SET percent_impervious=0;

SET storage_impervious=0.05;

SET storage_pervious=0.20;

SET width=100;

SET percent_routed=100;

SET roughness_impervious=0.013;

SET roughness_pervious=0.10;

SET hydraulic_length=100;

SET decay_factor=7;

Friday, November 18, 2022

How to Make InfoDrainage show you the INP file and SWMM5 modified report file

 How to Make InfoDrainage show you the INP file and SWMM5 modified report file

change the parameters in bold in the file C:\Users\yourname\AppData\Roaming\Innovyze\InfoDrainage\InfoDrainage.xml to have SWMM5 Output and INP file in the output directory

<Common Key="WorkingDirectory.IDDX" Value="C:\Users\dickinre\Documents" />
<Common Key="WorkingDirectory.XML" Value="C:\Program Files\Innovyze\InfoDrainage 2020.2" />
<InfoDrainage Key="AnalyticsUser" Value="76e25b67-91e2-4012-8169-0d4bdfdf7a77" />
<InfoDrainage Key="AreaSummary.Window.Height" Value="492" />
<InfoDrainage Key="AreaSummary.Window.Left" Value="585" />
<InfoDrainage Key="AreaSummary.Window.Top" Value="274" />
<InfoDrainage Key="AreaSummary.Window.Width" Value="750" />
<InfoDrainage Key="AreaSummary.Window.WindowState" Value="0" />
<InfoDrainage Key="BuildTwoClicks" Value="False" />
<InfoDrainage Key="CINPF" Value="True" />
<InfoDrainage Key="Connections.Window.Height" Value="432" />
<InfoDrainage Key="Connections.Window.Left" Value="78" />
<InfoDrainage Key="Connections.Window.Top" Value="159" />
<InfoDrainage Key="Connections.Window.Width" Value="1342" />
<InfoDrainage Key="Connections.Window.WindowState" Value="0" />
<InfoDrainage Key="CopyRPTFiles" Value="True" />
<InfoDrainage Key="HintSplitter" Value="0.5" />
<InfoDrainage Key="Inflows_Summary.Col.0" Value="

How do the patterns row work in InfoSewer? A Row is not an hour.


  1. InfoSewer has an old interface so the pattern numbers from 1 to 24 are not hours but indices.
  2. The time control in the run manger tells the engine each of these rows are one hour,
  3. Now row 1 is NOT time one hour but hour zero,If you look at your pattern the peak occurs at row 9 which is not 9 hours but hour 8.
  4. Thus it makes perfect sense that your peak is 8.33 hours.


Sunday, November 6, 2022

How to use the EPA Design Storm Wizard with InfoWorks ICM for Chicago, SCS, NOAA, and IDF Curves.

 I wrote a LinkedIn article about a new tool from the USEPA that generates design storm data from IDF or NOAA Atlas 14 for the regional areas of the USA. It has a lot of pretty interactive pictures of the USA showing the regional aspects of rainfall. We end up in ICM after a side trip to SWMM5 https://www.linkedin.com/posts/robertdickinson_usepa-autodeskemployee-icm-activity-6995189539140993024-qocB?utm_source=share&utm_medium=member_desktop

Saturday, November 5, 2022

Delmarva Unit Hydrograph

Delmarva Unit Hydrograph

The NRCS dimensionless unit hydrograph and the NRCS triangular unit hydrograph are widely utilized in the United States to develop storm hydrographs for evaluating and designing soil and water resources management practices. These unit hydrographs are based on a standard set of assumptions and are commonly used to model water flow in various hydrologic systems. However, in some regions of the country, such as the Delmarva Peninsula, the local topography is relatively flat, and there is a large amount of surface storage available. As a result, the shape of the observed storm hydrographs in these areas can differ significantly from those generated using the NRCS unit hydrographs.

To address this issue, a unit hydrograph known as the Delmarva unit hydrograph has been developed and used by utilities in Delaware, Maryland, Virginia, and some parts of New Jersey. This unit hydrograph is similar to the NRCS dimensionless unit hydrograph, but it has been modified to better represent the runoff characteristics of the Delmarva Peninsula. By using the Delmarva unit hydrograph, utilities in these states can more accurately model the flow of water in their systems and better understand the impacts of various soil and water resources management practices. Overall, the Delmarva unit hydrograph is an important tool for helping to improve the management and conservation of water resources in this region.

The Delmarva unit hydrograph uses the following equation to estimate the peak flow rate.

Qp = 284 * A / Tp


Qp = peak flow rate in cfs.

A = area of the watershed, in square miles, draining to the location of the unit hydrograph.

Tp = time to peak of the unit hydrograph in hour

Time to peak, and lag time are calculated according to Equations 97 and 98, respectively. When compared with the NRCS methods, the Delmarva unit hydrograph produces lower peak flow rate but yields the same flow volume.

5.2 NON-PHYSICAL COMPONENTS in Innovyze InfoSewer


In addition to physical components, InfoSewer employs four types of informational objects to describe the behavior and operational aspects of a sewer collection system. The informational objects are loads, curves, patterns, and controls.



Sanitary sewer system flow has two main components: sanitary or dry-weather loads and wet-weather loads. These loads are based on knowledge of the area land use patterns, wastewater generation characteristics, industries, inflow and infiltration characteristics, external flows, etc.


Sanitary or dry-weather flow results from human activity and is defined as the flow that exists in the sewer collection system during rainless periods. This flow is composed of domestic, commercial, industrial, and institutional waste. The sanitary loads are the basic data required for any hydraulic computation.


Wet-weather flow is related to rainfall activity and consists of groundwater infiltration (extraneous flow entering the sewer system because of poor construction, corrosion of the pipe, ground movement or structural failure through joints, porous walls or breaks) and structure inflow (extraneous flow entering the sewer system through manhole covers, basement drains and other sources).


For steady-state modeling, manhole loads can be either unpeaked or peaked as follows:


  • Unpeakable Flow type - The corresponding load for each manhole is modeled as a direct flow into the sewer system.



where Qbase represents the average base flow (in flow units).


  • Peakable Base Flow  - InfoSewer uses a general form of the Federov’s formula as follows:


where K and ρ are peaking factor parameters.


Default values are K = 2.4 and ρ = 0.89.  Values of K and ρ can be modified.

  • Peakable Coverage Flow - InfoSewer uses the following formula which can describe both the Harman and Babbitt equations:


where P represents the population and abcd and e are peaking parameters. The default values for these parameters are: a = 5; b = 0; c = 0.2 , d = 0, and e = 1 which represents Babbitt equation (Babbitt and Baumann 1958). For the Harman equation (Babbitt and Baumann 1958): a = 14; b = 4; c = 0.5, d = 1 and e = 1.



For an extended period simulation, no peaking formula is used, instead, the multiplication factors from the diurnal pattern are used to adjust (multiply) all types of loads before they are aggregated. An example peaking-factor pattern is shown below.


Infiltration and inflow  affect the operation of a sanitary sewer system and pumping, treatment, and overflow regulators facilities.

Infiltration occurs in gravity pipes while inflow occurs at manholes and wet wells. Infiltration loads refer to the volume of groundwater entering the sewer system from the soil through defective joints, broken or cracked pipes, improper connections, or manhole walls. Accurately determining infiltration is generally difficult as these loads depend on soil type, soil moisture conditions, system size and integrity, water table level, and the number of illegal connections. They are normally computed by subtracting base flow from total metered flow during dry weather or by compiling flow isolation measurements. Infiltration can be defined as proportional to the pipe length; proportional to the pipe length and to the pipe diameter; proportional to the pipe surface area (pipe length multiplied by its perimeter); proportional to the number of defects in the pipe (count-based); or as a pattern load/hydrograph (flow vs. time).

Inflow loads refer to stormwater or other drainage water and wastes (extraneous water) entering the sewer system through manhole covers. Inflow is measured during wet weather conditions and is determined by subtracting base flow and infiltration from data recorded during wet weather conditions. Inflows can be specified as pattern loads/hydrographs (flow vs time) for any manhole.



Patterns are used to represent temporal variations within the system. They consist of a collection of multipliers (multiplication factors) that are applied to a base load to allow it to vary over time during an extended period simulation. The time interval used in all patterns is a fixed value set by the user. Although all patterns must utilize the same time interval, each can have a different number of periods. If the duration of a pattern is less than the total duration of the simulation, then the pattern will repeat itself and will wrap around to its first period again.

Two options are available for representing a pattern: stepwise or continuous (linear). A stepwise pattern is one that assumes a constant multiplication factor for each pattern time period. Within each time period a quantity remains at a constant level equal to the product of its nominal value and the pattern's multiplier for that time period. A continuous (linear) pattern is one that linearly interpolates for the multiplication factors between two adjacent time periods.

Different patterns can be applied to individual manholes or groups of manholes to accurately represent actual loading categories (e.g., low density residential, commercial, and industrial).


As an example of how patterns work consider a manhole with an average load of 2.0 CFS. Assume that the pattern time interval has been set to 4 hours and with the following multipliers:




Then during the simulation, the actual load collected for this manhole will be as follows:




Curves are objects that contain data pairs representing a relationship between two quantities. Two or more objects can share the same curve. An InfoSewer  Pro model can utilize the following types of curves:

  • Volume curve

  • Peaking curve

  • Flow split curve

  • Design and analysis criteria curves

  • Replacement and duplication design cost curves


A volume curve determines how the wet-well volume (Y in cubic feet or cubic meters) varies as a function of the wastewater level (X in feet or meters). It is used when it is necessary to accurately represent a wet-well whose cross-sectional area varies with height (e.g., non-circular wet-wells). The lower and upper wastewater levels supplied for the curve must contain the lower and upper levels between which the wet-well operates. A valid volume curve must have increasing volume with increasing water height.




The peaking curve represents the variation of peak flows (Y-axis) as a function of base flows (X-axis) and is an alternative approach to compute flow data (loads) for peak conditions. Any peaking curve can be specified to estimate base flow peaks and model peak flow - base flow relationships.



A flow split curve determines how the flow split (Y in percentage or flow units depending on the desired split method) varies as a function of the total flow in the manhole (X in flow units). If the splitting method is the Variable Flow Split Percentage method then the Y data are specified in percentage. If the Inflow-Outflow Flow Split method is used then the Y data are specified in flow units. The data points must be defined in an increasing order of flow.



Criteria curves are entered as a series of pipe diameters (X in inches or millimeters) along with their acceptable depth-to-diameter (d/D) ratios (Y unitless). The analysis criteria curve is used for determining the d/D ratios of existing pipe capacities while the design criteria curve is used for designing relief or replacement pipes when their capacity as determined by the analysis criteria has been exceeded. The data points specified for the above curves must be defined in an increasing order. For example, existing pipes up to 15 inch in diameter are allowed to flow only half full, up to 21 inch pipe can flow three-quarters full, and all other pipes are allowed to flow at full capacity.


A design cost curve determines how the design unit costs (Y in cost currency per unit of length) varies as a function of the diameter of the pipe to be designed (X in inches or millimeters). The user specifies one curve for each type of improvements, i.e., the construction of a new pipe (replacement method) and the placement of a parallel/relief pipe (duplication method). The data points for the above curves must be defined in an increasing order. Only those pipe diameters defined will be considered as candidate design sizes. Each pipe can also have specific design cost tables for replacement or duplication. The cost currency is user-specified.



InfoSewer  supports modeling of circular and non-circular conduits for all the hydraulic simulations performed by the model (i.e., steady state analysis, design, and dynamic simulations). Unlike circular pipes that can be fully described in terms of a single input parameter (i.e., diameter), geometry of non-circular conduits is a function of multiple variables such as channel depth, channel width, and side slopes. As a result, the carrying capacity and the costs associated with replacing and duplicating non-circular pipes cannot be defined in terms of a single input parameter, thus limiting application of criteria curves and cost curves to circular pipes only.

For non-circular channels, the model provides a design table through which the user may supply inputs related to conduit sizes, flow depth to channel depth ratio for analysis as well as design criteria, replacement cost, and duplication costs for non-circular channels. The model calculates conveyance factor of the channel (a measure of channel’s carrying capacity) and associates this factor with their respective criteria and cost values. As described earlier, InfoSewer  uses Manning equation to determine pipe flow in gravity mains. For Manning’s equation, the conveyance factor is given as:


Kf = conveyance factor, ft8/3 (m8/3)

R = hydraulic radius, i.e., the flow area divided by the wetted perimeter, ft (m)

A = flow area, ft2 (m2)



InfoSewer  provides comprehensive operational control schemes to accurately simulate the dynamic hydraulic behavior of a sanitary sewer collection system. During an EPS, controls describe the on-off status and relative speed setting of selected pumps as a function of the flow levels or volumes of wet-wells, or to match a targeted pump discharge flow.

Level controls are stated in terms of the height of wastewater above the wet-well bottom elevation. The default “ON Setting” value is the top wastewater level/volume of the wet-well while the default “OFF Setting” is the bottom wastewater level/volume of the wet-well.

An example of level control is given below:

IF (level in wet-well WW1 drops below 2 feet) THEN (turn OFF pump P1)

The default pump speed setting is one (pump speed ratio of 1). The initial pump status is overwritten by the operational controls during an extended period simulation.





List of Physical Components in Innovyze InfoSewer


List of Physical Components

InfoSewer conceptualizes a sewer collection network as a collection of links connected at their endpoints, called nodes. The nodes represent manholes, wet-wells, 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 :

  • 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/Channels are circular/non-circular conduits through 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 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), acre-feet 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 in InfoSewer

Manholes are points in the network where links join 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 designated 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: 

    • Nonsubmerged, free fall

    • Nonsubmerged, continuous

    • Nonsubmerged, hydraulic jump, Submerged



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).

  •   Inflow-outflow flow split method - The user supplies an inflow-outflow 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 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  checks that the sum of the fractions leaving a manhole equals 100 percent. In case, the sum is less or greater than 100%, InfoSewer  will automatically adjust the flow allocations for the outgoing pipes proportionally to satisfy flow balance. Finally, note that InfoSewer  assumes that a pipe is closed if its flow split percentage is zero.


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:


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 in InfoSewer

Wet-wells 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 wet-well diameter

Wet-wells are required to operate within their minimum and maximum levels. A wet-well can be modeled as a constant diameter (cylindrical) where a representative diameter is specified as the diameter corresponding to the average wet-well area. In case a wet-well cannot be adequately described by a representative diameter, InfoSewer allows you to define data for the stored volume as a function of depth of wastewater using a curve (see CURVE section). This allows wet-wells of any shape (variable cross-sectional area) to be accurately modeled.


For an extended period simulation, InfoSewer accurately calculates the change in levels of a wet-well. The wastewater level is allowed to vary between the user-specified range of minimum and maximum permissible levels. If the wastewater level in the wet-well drops below the minimum level specified, the program automatically closes the pumps and no additional flow can exit the wet-well. InfoSewer models the change in wastewater level of a wet-well using the following equation:


The results computed for wet-wells for each time period of a simulation are:

  • The wastewater level

  • Grade

  •  Volume

  •  The volume percentage

  • The overflow rate



Pipes in InfoSewer

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  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 (open-channel) mains or the Hazen-Williams 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 Hazen-Williams equation is used for force mains.InfoSewer   assumes that a force main is always connected directly downstream of a pump, and its shape is considered as circular.


InfoSewer  offers a number of useful methods to model infiltration including: count-based (e.g., defect-based), pattern-based, pipe surface area-based, pipe length-based, and pipe diameter length-based.


InfoSewer  also models parallel pipes with the assumption that all parallel pipes are identical with the same characteristics (i.e. diameter, slope, length and coefficient).


The Manning equation is used to determine the pipe flow in a gravity main and is given below in US Customary units:


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 Hazen-Williams equation is used to determine the head loss across force mains and is given below in US Customary units:



L          =          pipe length, ft (m)

Q         =          pipe flow (in flow units)

C         =          Hazen-Williams roughness coefficient

D         =          pipe diameter or conduit depth for circular and non-circular 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 Hazen-Williams coefficients for commonly used sewer pipes (newly installed) are listed in the table below.


MaterialHazen-Williams CManning n
Asbestos Cement1400.011-0.015
Ductile Iron 130-1400.012-0.015
Vitrified Clay Pipe110-1400.011-0.017
Wood Stave115-1250.010-0.014


Be aware that the roughness coefficient depends on type and condition of the pipe and can change considerably with age, diameter, material, soil type, and water quality characteristics. Typical water system C-factor curves are shown below (Innovyze InfoWater help   file, 2016).


The hydraulic radius is defined as the ratio of the net cross-sectional area of a flow stream to the wetted perimeter of the section. That is:


where P represents the wetted perimeter, ft (m).


In the calculation of the hydraulic radius, the net cross-sectional 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.


Another useful form of the Manning equation is (in US Customary units):


A   = cross sectional area,

R   = hydraulic radius,

S   = Slope

n   = manning’s roughness

Q   = flow     

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.


The Froude number, NF, is defined as the ratio of inertial forces to gravity forces:

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:


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 circular 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

Force Main Network Solution

The Force Main Network Solution allows the simulation of multiple upstream and downstream force mains entering and leaving one chamber junction during an Extended Period Dynamic Simulation or EPS solution in Sewer.  All of the force mains, pumps, wet wells and force main chamber junctions that are connected are considered as one force main network in the EPS solution. You can have more than one force main network in a large Sewer model separated by gravity pipes and loading manholes.   The individual force main networks are solved iteratively with different upstream head and downstream tail manholes which connect the force main network(s) to the rest of the network.

A force main network consists of the following elements:

  • Wet well

  • Pump

  • Junction Chamber

  • Head Manhole where flow from other parts of the sewer system enters the force main network

  • Tail manhole where the flow leaves the force main network.

The head and tail manhole for one force main network is determined by the program based on the geometry of the network. The force main network starts at a wet well, includes the pumps connecting the wet well to the force main links and includes the actual force main links and force main connecting junction chambers.  You can also connect a force main to the gravity mains without an intermediate wet well and pump(s).

The boundary conditions of the force main network are:

  • Water heads at the wet wells which vary according to the inflow from the upstream sections of the sewer network and outflow to the force main network

  • Water head at the tail manholes which are calculated as the maximum discharge head (invert + diameter) of all the force mains that end at that manhole. Water entering the tail manholes will be routed downstream after the force main network flows are calculated.

For example, assuming there are n1 wet wells, n2 head manholes, n3 tail manholes, n4 junction chambers and p1 pumps and p2 force mains, the program must solve the network hydraulics to get n2+n4 water head values and p1+p2 flow values iteratively using the Newton-Raphson method.  The solution iterates until the mass and energy of the force main network is in balance.

The hydraulic equations used in the solution are:

  • Head/Flow relationship of the force mains and pumps (p1+p2 equations)

  • Mass balance at head nodes and junction chambers (n2+n4 equations)

For head nodes, water entering the network from other sections of the sewer system must equal the flow sum of force mains that connect to it:

Where Q = Flow; Gv = group of gravity pipes connecting to the head manhole; and Gf = group of force mains connecting to the head manhole.   The sum of the gravity flow into the wet well or head manholes is balanced by the sum or flow out of the force main network in the force main pipes.

For junction chambers, which are connected to only force main pipes:

For force mains, Hazen-Williams equation describes the flow/head loss relationship within a force main.  The flow out of and the flow into the junction chamber is in balance.  The head at the junction manhole is iterated until the flows are in balance.

For pumps that are neither Inflow Control nor Discharge Control, the pump curve is used to estimate the flow and head gain relationship within a pump. For Inflow Control and Discharge Control pump, pump flow as control values are fixed and the equation Q = Qcontrol, where Qcontrol is the controlling pump value.  For such situations, the pump is actually modeled as variable speed pump and pump speed will be calculated with Newton-Raphson method to achieve the flow control objective.



Be aware that the roughness coefficient depends on type and condition of the pipe and can change considerably with age, diameter, material, soil type, and water quality characteristics. Typical water system C-factor curves are shown below (Innovyze InfoWater help   file, 2016).


Roughness Coefficients for New Pipe

Material**Hazen-Williams **CDarcy-Weisbach ε , millifeet**Manning **n
Asbestos Cement1400.0050.011
Cast Iron130-1400.850.012-0.015
Concrete or Concrete Lined120-1401.0-100.012-0.017
Galvanized Iron1200.50.015-0.017
Wood Stave1200.60.011-0.013


Pumps in InfoSewer

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 represents pumps as links of negligible length which are directly connected to wet-wells. The principal input parameters for a pump are:

  • The wet-well 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 uses different types of pump curves depending on the number of head-flow 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 wet-well. It is assumed that the flow will transfer at the fixed rate, independent of the head requirements.

  • Single-Point Curve - A single-point pump curve is defined by a single head-flow data point describing the desired pump operating point (design point). InfoSewer  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 three-point curve.

  •  Three-Point Curve - A three-point pump curve is defined by three points of operating data. InfoSewer will fit a continuous function of the form:



By supplying InfoSewer with the cutoff head Ho and two other points [(H1, Q1), (H2, Q2)], the program is able to estimate values for α and β from:



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 n*2* are




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 becomes:




AI Rivers of Wisdom about ICM SWMM

Here's the text "Rivers of Wisdom" formatted with one sentence per line: [Verse 1] 🌊 Beneath the ancient oak, where shadows p...