Swamee and Jain approximation to the Colebrook-White equation in SWMM 5

Note: There is a function called ForceMain in SWMM5/InfoSWMM whose purpose is to compute the Darcy-Weisbach friction factor for a force main using the Swamee and Jain approximation to the Colebrook-White equation.
f = forcemain_getFricFactor(xsect.rBot, d/4.0, 1.0e12);
return sqrt(f/185.0) * pow(d, (1./6.));
double forcemain_getFricFactor(double e, double hrad, double re)
//// Input: e = roughness height (ft)
// hrad = hydraulic radius (ft)
// re = Reynolds number
// Output: returns a Darcy-Weisbach friction factor
// Purpose: computes the Darcy-Weisbach friction factor for a force main
// using the Swamee and Jain approximation to the Colebrook-White equation.
{ double f;
if ( re < 10.0 ) re = 10.0;
if ( re <= 2000.0 ) f = 64.0 / re;
else if ( re < 4000.0 )
{ f = forcemain_getFricFactor(e, hrad, 4000.0);
f = 0.032 + (f - 0.032) * ( re - 2000.0) / 2000.0; }
else { f = e/3.7/(4.0*hrad);
if ( re < 1.0e10 ) f += 5.74/pow(re, 0.9);
f = log10(f);
f = 0.25 / f / f; }
return f;}

From http://en.wikipedia.org/wiki/Darcy_friction_factor_formulae
http://www.swmm2000.com/profiles/blogs/swamee-and-jain-approximation

Link Surcharging Definitions in SWMM 5

Subject: Link Surcharging Definitions in SWMM 5

The report or RPT text output file of SWMM 5 contains a table that lists the Surcharged Conduits during the simulation (Figure 1).
The 5 columns in the table are:

1. Hours Both Ends Surcharged
2. Hours Upstream End Surcharged
3. Hours Downstream End Surcharged
4. Hours Above Full Normal Flow
5. Hours Capacity Limited

.the five columns are defined in Figure 2. Notice that if the midpoint of the link is full then the link and both end of the link are considered to be surcharged. If the midpoint is NOT full then the cross sectional area of the ends of the link determine wheter the ends of the link are considered surcharged. The end of a link can be considered surcharged based on either the depth at the midpoint or the cross sectional area at the end of the link.

Figure 1: The SWMM 5 Conduit Surcharge Table

Figure 2: The SWMM 5 Conduit Surcharge Table Definitions, the numbers in the 3^rd column correspond to the columns in the Conduit Surcharge Table.

PID Control in SWMM 5 for an Orifice

Click here to download:

extran_pid_3_master.inp (47 KB)

Subject: PID Control in SWMM 5 for an Orifice

The blog http://swmm5.blogspot.com/2010/12/pid-control-in-swmm-5-for-type-3-pump.htmldescribes the Function getPIDSetting which returns the PID setting at each time step. The PID parameter set contains three values -- a proportional gain coefficient, an integral time (in minutes), and a derivative time (in minutes) which are kp, ki and kd, respectively. More about the theory of PID controllers can be found at http://en.wikipedia.org/wiki/PID_controller.

Here is an example PID Rule that will keep the node depth at 5 feet in a SWMM 5 model by changing the Orifice Setting. The Orifice setting opens and closes the orifice over time. The example file is attached in this blog. In this particular example, you can reduce the oscillations about the 5 foot rule level by lowering the integral time and derivative time coefficients in the PID control rule. An important note is that for Weirs and Orifices the setting is bounded to be between 0 and 1. If the Orifice or Weir cannot handle the upstream node inflow then the PID control will not be able to meet the depth goal in the node. For example, in the example file, an orifice depth of 2 feet is not enough to meet the upstream node depth goal of 5 feet but a 3 foot orifice is large enough for the PID control to meet its stated goal of 5 feet. The PID control will only work if the link doing the controller has enough flow and depth flexibility.

RULE PID_Orifice

; the PID controller adjusts the orifice opening to have a

; depth of 3 feet in Node 82309b

IF NODE 82309b DEPTH <> 5

THEN ORIFICE OR1@82309b-15009b SETTING = PID 10 -0.01 -0.01

; kp ki kd

PRIORITY 1

PID Control in SWMM 5 for a Weir

Subject: PID Control in SWMM 5 for a Weir

The blog http://swmm5.blogspot.com/2010/12/pid-control-in-swmm-5-for-type-3-pump.html describes theFunction getPIDSetting which returns the PID setting at each time step. The PID parameter set contains three values -- a proportional gain coefficient, an integral time (in minutes), and a derivative time (in minutes) which are kp, ki and kd, respectively. More about the theory of PID controllers can be found at http://en.wikipedia.org/wiki/PID_controller.

Here is an example PID Rule that will keep the node depth at 3 feet in a SWMM 5 model by changing the Weir Setting. The example file is attached in this blog. In this particular example, you can reduce the oscillations about the 3 foot rule level by lowering the integral time and derivative time coefficients in the PID control rule.

RULE PID_Weir
; the PID controller adjusts the weir height to have a
; depth of 3 feet in Node 82309e
IF NODE 82309c DEPTH <> 3
THEN WEIR WEIR1@82309c-15009c SETTING = PID 10 -.01 -.01
; kp ki kd
PRIORITY 1

PID Control in SWMM 5 for a Type 3 Pump

Subject: PID Control in SWMM 5 for a Type 3 Pump

Figure 2 shows the code in Function getPIDSetting which returns the PID setting at each time step. The PID parameter set defines the degree of control. The PID parameter set contains three values -- a proportional gain coefficient, an integral time (in minutes), and a derivative time (in minutes) which are kp, ki and kd, respectively. More about the theory of PID controllers can be found at http://en.wikipedia.org/wiki/PID_controllerand shown in Figure 3.
Here is an example PID Rule that will keep the node depth at 3 feet in a SWMM 5 model.
RULE PID1
; the PID controller adjusts the flow in the pump to have a
; depth of 3 feet in Node 82309e
IF NODE 82309e DEPTH <> 3
THEN PUMP PUMP1@82309e-15009e SETTING = PID 10 -1 -1
; kp ki kd
PRIORITY 1


Figure 1: SWMM 5.0.021 Simulation Results

Figure 2: Source code for getPIDSetting in SWMM 5.0.021

Figure 3: Image source for the Block Diagram of a PID Controller Pid-feedback-nct-int-correct.png

Total Surcharge Time vs Total Time Above Rim Elevation in InfoSWMM

Subject: Total Time Above Rim Elevation at a Node
1. Total Surcharge Time is the total time above the crown of the highest connecting pipe to a node.

2. Total Time Above Rim Elevation – this is the flooding time of the node and it includes flood time as well as ponding time. You can find this in the Junction Summary Report of InfoSWMM under the column Total Flood Time. The Total Flood Time is less than the Total Surcharge Time as the depth in the Node is higher.

1. A node is flooded if the node depth equals the node rim elevation – the flooded time is the total time excess flow coming out the top of the manhole,
2. A node is flooded if the node depth is above the rim elevation and you are using the Surface Ponding Option – the flooded time is the ponding time
3. A node is flooded if the node depth equals the node surchage elevation – the flooded time is the total time excess flow coming out the top of the surcharged manhole.

SWMM 5 Controls in Matrix Form

Subject: SWMM 5 Controls

IBM helps the City of Corpus Christi get smarter

IBM’s Guru Banavar discusses how Corpus Christi is getting smarter by tracking the city’s assets. In order to keep the citizens happy, you have to manage the city’s assets.

Wellington E Webb, the former mayor of Denver, Colorado, once said: “The 19th century was a century of empires, the 20th century was a century of nation states. The 21st century will be a century of cities.”

...

That’s why the cities need to be smarter. And to do this, each part of the infrastructure needs to be more intelligent. This means the cities need to start collecting data on everything including streets, bridges, parks, buildings, fire hydrants, water mains and storm water ditches. Link Here

Calibration Concepts from Serendipity

From the blog Serendipity as useful discussion on calibration

..ask what is the purpose of a climate model. The second half of the George Box quote is “…but some models are useful”. Climate models are tools that allow scientists to explore their current understanding of climate processes, to build and test theories, and to explore the consequences of those theories. In other words we’re dealing with three distinct systems:

We're dealing with relationships between three different systems

There does not need to be any clear relationship between the calculational system and the observational system – I didn’t include such a relationship in my diagram. For example, climate models can be run in configurations that don’t match the real world at all: e.g. a waterworld with no landmasses, or a world in which interesting things are varied: the tilt of the pole, the composition of the atmosphere, etc. These models are useful, and the experiments performed with them may be perfectly valid, even though they differ deliberately from the observational system.

What really matters is the relationship between the theoretical system and the observational system: in other words, how well does our current understanding (i.e. our theories) of climate explain the available observations (and of course the inverse: what additional observations might we make to help test our theories). When we ask questions about likely future climate changes, we’re not asking this question of the the calculational system, we’re asking it of the theoretical system; the models are just a convenient way of probing the theory to provide answers.

By the way, when I use the term theory, I mean it in exactly the way it’s used in throughout all sciences: a theory is the best current explanation of a given set of phenomena. The word “theory” doesn’t mean knowledge that is somehow more tentative than other forms of knowledge; a theory is actually the kind of knowledge that has the strongest epistemological basis of any kind of knowledge, because it is supported by the available evidence, and best explains that evidence. A theory might not be capable of providing quantitative predictions (but it’s good when it does), but it must have explanatory power.

More Here: http://www.easterbrook.ca/steve/?p=2032&cpage=1#comment-4945

I redid the above graphic in Powerpoint

In terms of SWMM 5 and other models let me paraphrase the above:

We're dealing with relationships between three different systems

There does not need to be any clear relationship between the calculational system and the observational system – I didn’t include such a relationship in my diagram. For example, hydrology/hydraulic models can be run in configurations that don’t match the real world at all: e.g. a watershed without detail or simple assumptions, or a watershed in which interesting things are varied: the modeling detail for catchment complexity, slope, overland path length, impervious connections, soil and infiltration detail and methodology. You can also leave out important components such as ground water and water quality. These models are useful, and the experiments performed with them may be perfectly valid, even though they differ deliberately from the observational system.

What really matters is the relationship between the theoretical system and the observational system: in other words, how well does our current understanding (i.e. our theories) of hydrology/hydraulics explain the available observations (and of course the inverse: what additional observations might we make to help test our theories). When we ask questions about likely future watershed changes, we’re not asking this question of the the calculational system, we’re asking it of the theoretical system; the models are just a convenient way of probing the theory to provide answers.

How to Decide on a Time Step in InfoSWMM

Note: How to Decide on a Time Step in InfoSWMM

Step 1: Your first guess was 300 seconds which had a very large continuity and unstable links. If you look at the your average time step a good time step would be 10 seconds based on your average time step of 2.6 seconds.

Step 2: Run your model with a time step of 10 seconds and check the flows and the continuity error. In this case by using a maximum time step near the average time step you got rid of the continuity error and the unstable link flows.

Export from WeatherUnderground using the CSV File Export Option to InfoSWMM

Note: Export from WeatherUnderground using the CSV File Export Option to InfoSWMM
Weather Underground is a site that provides excellent local weather information in the form of graphs, tables and csv files. You can use the data very easily in InfoSWMM by copying from Excel to a time series in InfoSWMM. Here is the rainfall for a storm event in Tampa, Florida in September 11, 2010
Step 1: Export from WeatherUnderground using the CSV File Export Option

Step 2: The data imported from the csv file to Excel and after the text to columns tool is used looks like this in Excel. The data is now ready to be imported into InfoSWMM after the time column is adjusted to fall on even 5 minute intervals. In Excel you can use the formula @ROUND((B2)/"0:05:00",0)*"0:05:00" to round all of the time values to 5 minutes. If you do not do this step then you will have problems in InfoSWMM due to the rainfall interval not being equal to the defined raingage interval.


Step 3: You will need to format the new rounded time as a time format for import into a InfoSWMM time series. The time series is created in the operation tab of the attribute browser.


Step 4: Open up and make a new time series in InfoSWMM.


Step 5: Copy and then paste the date, rounded time column and rainfall column into the InfoSWMM time series columns.


Step 6: Make a raingage in the DB Table in InfoSWMM that will use the time series you just made. In the case of the Weather Underground data we will use inches, intensity, a rainfall interval of 5 minutes, time series and the name of the time series. SCF should be 1 for Snow conversion and do not need to include a Filename or Station name as we are not using an external file.

Flow Units In InfoSWMM may be different then the Output Link Flow Units

Note: Flow Units In InfoSWMM may be different then the Output Link Flow Units
The flows units selected in Run Manager determines the flow units of all incoming units including DWF, Inflow Time Series and other features in pump curves and other curves. The output unit manager determines what you see when you make a graph of the link flow. For example, you can have dry weather inflow of CFS and output units of GPM or MGD if you so request and set the correct flags in the interface.

Hysteresis Effect in the Link Flow versus Depth Relationship in SWMM 5

Subject: Hysteresis Effect in the Link Flow versus Depth Relationship in SWMM 5
You can often get a hysteresis effect for the Flow versus Depth relationship in SWMM 5 due to the five component St. Venant equation used to simulate the flows (http://swmm5.blogspot.com/2010/12/what-are-units-for-five-st-venant-flow.html) . A hysteresis effect is having two or more flow values for the same depth value in the link. For example, this image shows how the link 8100 has a different flow for the same depth in the rising and falling limb’s of the hydrograph. This is due to the different values for the upstream and downstream head, hydraulic radius and cross sectional area during the falling and rising hydrograph, respectively.

How is RHO computed for a Link in SWMM 5?

Subject: How is RHO computed for a Link in SWMM 5?
SWMM 5 uses a sliding metric to calculate the cross sectional area and hydraulic radius used in the simulation for the link dynamic flow. The area and hydraulic radius used moves from the Upstream End of the Link to the Midpoint of the Link based on the Froude number and a few other considerations (see Figure 1 for the other considerations).
The area and hydraulic radius used as a function of the Froude Number:
1. Upstream cross sectional area and upstream hydraulic radius is used when the Froude Number > 1
2. Midpoint sectional area and hydraulic radius is used then the Froude Number is < 0.5
3. An area and hydraulic radius between the upstream and midpoint sections is used then the Froude Number is between 0.5 and 1

Figure 1: How to compute RHO based on the Froude Number.

Figure 2: The computed value of the Froude Number and the value of RHO over time.

Figure 3: Relationship between the upstream area, midpoint area and the actual area used during the simulation.

What are the Units for the five St. Venant Flow Terms in SWMM 5 and InfoSWMM?

Subject: What are the Units for the five St. Venant Flow Terms in SWMM 5 and InfoSWMM?

This is how the flow is calculated in a link in InfoSWMM.  It uses the
 ·         Upstream and downstream head,
·         The user input length,
·         The weighted cross sectional area and hydraulic radius as I explained in the previous email,
·         The Center velocity,
·         The Center Cross sectional area, and
·         The Upstream and Downstream Cross sectional area.

The slope as listed in the output file is more for reference and is actually not used in the St. Venant Solution.   The way the program usually works is that the friction slope lags the water surface head slope with the difference made up by the change in flow.  The two non linear terms are usually small and only affect the flow during reverse or backwater events.

The new flow (Q) calculated at during each iteration of time step as

(1)Q for the new iteration = (Q at the Old Time Step – DQ2 + DQ3 + DQ4 ) / ( 1.0 + DQ1 + DQ5)
In which DQ2, DQ3 and DQ4 all have units of flow (note internally SWMM 5 has units of CFS and the flows are converted to the user units in the output file, graphs and tables of SWMM 5).

The equations and units for DQ2, DQ3 and DQ4 are:

(2)Units of DQ2 = DT * GRAVITY * aWtd * ( H2 – H1) / Length = second * feet/second^2 * feet^2 * feet / feet = feet^3/second = CFS

(3)Units of DQ3 = 2 * Velocity * ( aMid – aOld) * Sigma = feet/second * feet^2 = feet^3/second = CFS

(4)Units of DQ4 = DT * Velocity * Velocity * ( aDownstream – aUpstream) * Sigma / Length = second * feet/second * feet/second * feet^2 / feet = feet^3/second = CFS


The equations and units for DQ1 and DQ5 are:

(5)Units of DQ1 = DT * GRAVITY * (n/PHI)^2 * Velocity / Hydraulic Radius^1.333 = second * feet/second^2 * second^2 * feet^1/3 * feet/second / feet^1.33 = Dimensionless

(6)Units of DQ5 = K * Q / Area / 2 / Length * DT = feet^3/second * 1/feet^2 * 1/feet * second = Dimensionless

The five components calculated at the each time step and at each iteration during a time step and together predict the new Link Flow (Q) in SWMM 5. The value of the different components can be seen over time in Figure 1 and as a component percentage in Figure 2 and 3.

Figure 1: The Five St. Venant Components over time.


Figure 2: The relative magnitude of the St Venant terms over time for the same for the same link as in Figure 1.

Figure 3: The relative magnitude of the St Venant terms over time for the same for the same link as in Figure 1 shown in an area chart normalized to 100 percent. Normally the DQ1 and DQ2 terms balance each other except for backwater conditions or reverse flow in which the terms DQ3 and DQ4 can dominate.

Rain Gardens Are Sprouting Up Everywhere - Science Daily

Rain Gardens Are Sprouting Up Everywhere

ScienceDaily (Dec. 1, 2010) — Rain gardens are increasingly popular with homeowners and municipalities and are mandatory for many communities nationally. U.S. Department of Agriculture (USDA) scientists are finding ways to improve rain gardens so they not only reduce runoff, but also keep toxic metals out of storm drains.

ARS hydrologist Douglas Boyer (right) and Beckley Sanitary Board operations manager Jeremiah Johnson discuss the performance of a rain garden constructed from local materials. The rain garden is being tested for its ability to reduce storm water runoff, increase infiltration, and remove excess nutrients and other pollutants from the runoff water before it gets to streams or other bodies of water. (Credit: Photo by Stephen Ausmus)

More Here http://www.sciencedaily.com/releases/2010/12/101201151908.htm

Making your inactive elements active in different alternative scenarios

Subject: Making your inactive elements active in different alternative scenarios.
Step 1: Open up the Facility Manager and turn off Apply to Active Facility Only, click on Map Selection and then finally the +Add button
Step 2: Select those elements you want to add to the Facililty (they are yellow in this case)
Step 3: Save and then Close the Facility Manager Dialog
Step 4: The Objects should be active now.
Step 5: Run the Model and check if they are being used in the RPT file.
Step 6: You can also run the Compare Scenario Command to see the different alternative models use a different set of outfalls.

The relationship between the rainfall, total losses from the previous area, evaporation and infiltration only rate in SWMM 5

Subject: The relationship between the rainfall, total losses from the previous area, evaporation and infiltration only rate.
The total loss from a subcatchment pervious area is the sum of the evaporation + infiltration loss. Typically the evaporation rate is much less than the infiltration rate. SWMM 5 now has two options – evaporation during only dry periods or evaporation during both wet and dry periods.
Figure 1: An example network that shows the relationship between the rainfall, total losses from the previous area, evaporation and infiltration only rate.

Figure 2: The same model with the Evaporation during only Dry Periods turned on

How to Determine if your model is Unstable in SWMM 5 or InfoSWMM

Subject: How to Determine if your model is Unstable in SWMM 5 or InfoSWMM
SWMM 5 and InfoSWMM has a good output feature in the RPT file that tells you the list of links with the highest flow instability during the simulation. If you look at the link flow with the highest instability value and it looks okay to you then it usually means the rest of your model output is stable. The index is the number of flow turns for the link during the simulation. A flow turn occurs when
We call DQ the difference between the New and Old flow,
The value of DQ is greater than 0.001 cfs (we do not want to count small perturbations),
The sign difference between the new DQ and the Old DQ is negative. In other words we want to count those oscillations in which the DQ value was negative and is now positive or was positive and is now negative. We don’t count then when the flow is monotonically increasing or decreasing in the link.
For example, the Link U-104 below has a large number of Flow Turns but a plot of the link flow shows the Flow Turns to mainly unimportant.

WARNING 04: minimum elevation drop used for Conduit - What Does this Message Mean?

Subject: WARNING 04: minimum elevation drop used for Conduit - What Does this Message Mean?
This message means that the elevation drop across the link is less than the minimum allowable drop or (0.001 /3.048 meters)
Elevation1 = Link Offset Upstream + Upstream Node Invert
Elevation2 = Link Offset Downstream + Downstream Node Invert
Internally Elevation1 – Elevation2 should be greater than 0.001 /3.048 meters. If it is not then SWMM 5 or InfoSWMM will use the minimum drop or 0.001 /3.048 meters
It simply is a rule that does not allow flat slopes as the flat slopes mean no normal flow calculations. You should not have to worry about this warning message.
Here is an example of a conduit in which the rule is applied. The rule is applied to link U-104 because it is flat and has no slope.

How to Make an Internal Outfall into an External Outfall

Subject: How to Make an Internal Outfall into an External Outfall when you have more than one link connected to an Outfall
Step 1: Identify the Problem “ERROR 141: Outfall J-561 has more than 1 inlet link or an outlet link.” Means you have an outfall node in the middle of your model.

Step 2: Make a new outfall.

Step 3: Make the new Outfall have the same invert as the old outfall

Step 4: Convert the older outfall to a Junction using the Pick Axe and the Convert Type tool


Step 5: Make a new Link connecting the old and the new Outfall

Step 6: Convert the new Link to an Outlet Type using the Convert Type Tool.

Step 7: Set up the parameters for the new Outlet Link


Step 8: For those outfalls that DO have more than one link you need to make a new Outfall.



You should be able to run the model now

How to Make an Internal Outfall into an External Outfall when you have more than one link connected to an Outfall in SWMM5 by dickinsonre Subject:  How to Make an Internal Outfall into an External Outfall when you have more than one link connected to an Outfall Step 1:  Identify the Problem "ERROR 141: Outfall J-561 has more than 1 inlet link or an outlet link." Means you have an outfall node in the middle of your model. Step 2:  Make a new outfall. Step 3:  Make the new Outfall  have the same invert as the old outfall Step 4:  Convert the older outfall  to a Junction using the Pick Axe and the Convert Type tool Step 5:  Make a new Link connecting the old and the new Outfall Step 6:  Convert the new Link to an  Outlet Type using the Convert Type Tool. Step 7:  Set up the parameters for the new Outlet Link Step 8:  For those outfalls that DO have more than one link you need to make a new Outfall. You should be able to run the model now via Blogger http://www.swmm5.net/2013/07/how-to-make-internal-outfall-into_28.html

Steps to take and rules for Cloning Datasets in InfoSWMM and InfoSewer

Note: Steps to take and rules for Cloning Datasets in InfoSWMM and InfoSewer
Before cloning an active dataset, the user should switch to the Base Scenario. This saves the active datasets and allows the user to clone the dataset with all edits.


This is a brief description of how datasets are created and saved.
· Any data the user changes are only changed in the Active data sets while the user is working in a given scenario.
· The modified data are not saved into the selected custom data sets until the user selects different data sets—either by selecting a new scenario or by using the Edit Active Scenario command.

If the user changes to a new scenario that shares some of the same data sets (e.g. same pipe, valve and pump data sets), the data in these common data sets are still not updated (saved) by changing scenarios. The user has to actually select a different custom data set of the same type to get the data to update in the custom data set (e.g. the user must select a different pipe set to get the modified pipe data to save into the selected pipe set). Once created, a dataset is not updated (saved) until it is no longer in use by the active scenario.




In addition, there is a fundamental difference in between BASE dataset and other dataset(s).

· The other dataset(s) must be explicitly created first before they can be used.
· BASE dataset will "never" exist until it is switched off from the active scenario.
· It gets implicitly created at the first time when it is released from the active scenario. That is why BASE dataset is never found in a "new" project which has only a base scenario.

Wikipedia Traffic for THE SWMM versus EPANET Articles

Subject: Wikipedia Traffic for the SWMM versus EPANET Articles
Wikipedia has one article for EPANET and three articles for SWMM 5 (two are redirected to the Stormwater Management Model Main Article). The statistics for the last three years (data before 2007 is unavailable) show an average of 28 visitors per day to SWMM and 16 per day to EPANET). The most common search name has switched from the word SWMM to Stormwater Management Model starting in 2009.

How to change the Maximum Infiltration in a DB Table of InfoSWMM and H2OMAP SWMM

Note: How to change the Maximum Infiltration in a DB Table of InfoSWMM and H2OMAP SWMM
There are a lot of methods in InfoSWMM and H20MAP SWMM to change the infiltration data. You have the ability to change it for
1. an individual subcatchment using the Attribute Browser
2. by soil type and
3. the coverage of the soil over all of the subcatchments – this will alter the areal weighted average of the infiltration data

You have layers of infiltration data in the interface to your model data. The infiltration parameters are defined per soil as in a real watershed and the subcatchments will use the areal weighted infiltration values of all of the soils on the subcatchment. You get more flexibility and closer to the physical reality of the subcatchment by having layers of soil on the subcatchment rather than one set of infiltration per subcatchment. Of course if you set up one soil type per subcatchment then you will have 100 percent coverage of the same infiltration set of parameters per subcatchment.


Method 1: An Individual Subcatchment by using the Attribute Browser



Method 2: All of the Infiltration Data in the Soil Tables using the DB Editor and the Block Edit command.


Method 3: You can also change the overall Infiltration by changing the soil coverage of the Subcatchment using the Subcatchment Infiltration table.

How to change the background color and data view in InfoSewer and InfoSWMM

Subject: How to change the background color and data view in InfoSewer and InfoSWMM
Tip 1: Use the command View> Data Frame Properties > Frame > Background (change color) to change the background color

Tip 2: Use the command View> Data Frame Properties > Data Frame > Extent to change the default view in Arc GIS. You would use this tool if you have zoom to a small point in InfoSWMM and InfoSewer.

How to Save Selected Nodes and Links in InfoSWMM

Note: How to Save Selected Nodes and Links in InfoSWMM
Step 1: Decide what Nodes and Links you want to save.

Step 2: You can read the flow, velocity, depth and capacity from the RPT Text File.

How to Save Selected Nodes and Linksin InfoSWMM by dickinsonre Note:   How to Save Selected Nodes and Links in InfoSWMM Step 1:  Decide what Nodes and Links you want to save. Step 2:  You can read the flow, velocity, depth and capacity from the RPT Text File. via Blogger http://www.swmm5.net/2013/07/how-to-save-selected-nodes-and-links-in.html

This is how you use the batch file in SWMM 5 to make a Detailed Report

Note: This is how you use the batch file in SWMM 5 to make a Detailed Report
Step 1: You make a bat file - here is a sample file that uses the swmm5.exe program
swmm5.exe Example1.inp D:\swmm5.0.021\bob.rpt
pause
Step 2: Set up the Report Data in the input file
[REPORT]
CONTROLS NO
NODES ALL
LINKS ALL
Step 3: Run the program

Step 4: Look at the RPT Output file for the node and link
---------------------------------------------------------------------------------
Flow Velocity Depth Percent TSS Lead
Date Time CFS ft/sec feet Full MG/L UG/L
---------------------------------------------------------------------------------
JAN-01-1998 01:00:00 0.000 0.000 0.000 0.0 0.000 0.000
JAN-01-1998 02:00:00 0.302 3.835 0.157 15.7 83.361 16.672
JAN-01-1998 03:00:00 0.648 4.791 0.228 22.8 65.616 13.123
JAN-01-1998 04:00:00 1.487 6.071 0.350 35.0 50.235 10.047
JAN-01-1998 05:00:00 1.081 5.559 0.296 29.6 54.180 10.836
JAN-01-1998 06:00:00 0.410 4.222 0.181 18.1 71.439 14.288
JAN-01-1998 07:00:00 0.039 2.194 0.057 5.7 144.040 28.808

Link Offset Elevations or Depths in InfoSWMM

Note: Link Offset Elevations or Depths in InfoSWMM
The default offset for all links in InfoSWMM is zero feet or meters. This means that the link is flush with the upstream or downstream node. There is no separation between the invert of the link and the invert of the node. InfoSWMM and SWMM 5 have another option for storing these offsets as absolution elevation. If you use the command Tools/Preferences/Operation Settings then
1. All link offsets will be stored as absolute elevations and not depth offsets. All zero depths will have the proper offset elevation if you check the flag Store Absolute Conduit Invert.
2. The Rim Elevation of the Manholes will be in absolute elevation and not maximum depth if you choose the option Store Absolute Junction Rim.

InfoSWMM and H2oMAP SWMM Map Display of d/D

Note: You can use the Output Manager in InfoSWMM and H2OMAP SWMM to compute the peak d/D for ALL of the links in your network. Once you have the peak d/D using the tool you can copy them using the command Ctrl-C and paste them to a new field in the Conduit Information DB Table. The pasted mean flow from the Conduit Information table then can be mapped using the Map Display command
Step 1: Use Run Manager and Run the Simulation

Step 2: Use the Output Report Manager and view the Conduit Summary Table

Step 3: Select the links you want to analyze using the pick tool.

Step 4: Copy the Peak d/D values using the command Copy after a Right Mouse Click.

Step 5: Paste the Peak d/D values using the command Paste after a Right Mouse Click in the created DOVERD Field in the Conduit Information DB Table.

Step 6: Map the Conduit.DOVERD variable from the Conduit Information DB Table.

Step 7: Now Display the Peak d/D for each link.

Manhole Elevations in InfoSWMM and SWMM 5

Subject: Manhole Elevations in InfoSWMM and SWMM 5
Starting from the bottom of the manhole you have these regions of computational interest:
1. Manhole Invert to the lowest link invert – the node continuity equation is used with the area of the manhole being the default surface area of a manhole,
2. Lowest Link Invert to the Highest Link Crown Elevation – the node continuity equation is used with surface of the node being normally half of the surface area of the incoming and outgoing links,
3. Highest Manhole Pipe Crown Elevation to Manhole Rim Elevation – the node surcharge algorithm in which the surface area of the manhole is not used and the surcharge depth is iterated until the inflow and the outflows of the node are in balance,
4. The region above the Manhole Rim Elevation which can use one of four options to calculate the depth and/or flow out of or into the manhole:

1. No Surcharge Depth is entered and No Ponding area is used – the excess water into the manhole is lost to the network and shows up as internal outflow in the continuity tables,

2. A Ponding Area is used and the excess flow will pond on the surface of the manhole and later go back down into the conveyance pipes.

3. A Surcharge Depth is used and the depth will continue to be calculated using the node surcharge algorithm in which the surface area of the manhole is not used and the surcharge depth is iterated until the inflow and the outflows of the node are in balance,

4. A Dual Drainage system is simulated and the excess flow of the manhole is simulated in the street gutters or the actual street,

5. You use a 1D/2D linkage between the 1D manhole and 1D links to a 2D Mesh and simulate the flow out and the flow into the manhole using a bottom outlet orifice that switches automatically between weir and orifice flow based on the depth on top of the manhole.

Water Quality Processes in a Subcatchment and Node/Link System of InfoSWMM and SWMM 5

Subject: Water Quality Processes in a Subcatchment and Node/Link System of SWMM 5

via Blogger http://www.swmm5.net/2013/07/water-quality-processes-in-subcatchment.html

Pump / Force Main System in InfoSWMM and SWMM 5

Subject: Pump / Force Main System in InfoSWMM and SWMM 5
The basic system consists of:
· Wet Well and its associated physical parameters,
· Pump Type
· Defined Pump Curve,
· Downstream Pressure Node and
· Downstream Force Main
Figure 1: The Basic System

Step 1: Wet Well Data
Enter the invert elevation, maximum depth of the Wet Well, the physical shape as either a function or shape table and any evaporation or infiltration.

Step 2: Define the Pump Type
The pump type is defined by a Pump Curve and the On and Off elevations:
The four types of pumps are:
· Volume - Flow
· Depth – Flow
· Head – Flow
· Depth - Flow

Step 3: Define the Pump Curve in the Operation Tab

Step 4: Set a Surcharge or Pressure Depth at the Downstream end of the Pump
Any positive Surcharge Depth in the Node will allow the program during the simulation to keep the node under pressure forcing flow through the Force Main.

Step 5: Force Main Data
Define the downstream pipe(s) from the pump as Force Main conduits with either a Hazen Williams or Darcy-Weisbach coefficient (defined in the SWMM 5 options or the Run Manager of InfoSWMM)


Step 6: HGL Plot of the Force Main System

Step 7: Pump Summary in the RPT File