SWMM56

Note: How to Get the SWMM 5 GUI to recognize an already existing Report and Output File I found a way to see your results in SWMM 5.0.013. You need an ini file with the results flag turned on. The ini file can be very small - just three lines but once you have the Saved=1 flag on then when you open the GUI the graphs and output file icons will be turned on. An alternate method would be to have the flag automatically turned on the SWMM 5 GUI in FMAIN.PAS but you would have to recompile the GUI. // Reset status flags Uglobals.HasChanged := False; Uglobals.UpdateFlag := False; Uglobals.ResultsSaved := True; // This is normally False Here is the three line ini file that you need. [Results] Saved=1 Current=1 You will have to make an ini file for each input file name and each one will have an ini file extension The SWMM 5 GUI will · open up your input file, · find the results flag, · check for existence of the rpt and out files and then · find out t

Solving a Bug: Processes

Note : Iteration Process in the SWMM 5 Dynwave.c Code

Note: The total flow from a Subcatchment is the sum of the flow from the impervious area with and without depression storage and the pervious area with depression strorage. The same width, slope but different roughness applies to the impervious and pervious portions of the subcatchment.

Note: There are Three Types of Surfaces in each Subcatchment of SWMM 5. The overall depth in a subcatchment is the weighted average of the impervious without depression storage area, the impervious with depression storage area and the pervious area depth. The depths on each type of area are independent of each other. Figure 1: The processes that occur on each type of Subcatchment Area. Figure 2: The three independent Depths on a Subcatchment. The SWMM 5 reported Depth is the weighted average of the three depths.

Note: The surface runoff is a non linear function of the independent depth in both the pervious and impervious areas of the subcatchments. No surface runoff occurs until the depth over either the impervious or pervious area is greater than the respective depression storage (Figure’s 1, 2, 3 and 4). Figure 1: Surface Runoff, Depth and Depression Storage Relationship.

Note: How to Make a New Project INI file for InfoSewer Step 1: Make a new InfoSewer Project as a New Empty Map and use the ArcGIS Default as the spatial reference. Step 2: Save your new empty model. Step 3: Copy your old model DB folder to the new MyEmptyModel DB folder Step 4: Open up the mxd file MyEmptyModel and Initialize it – it should be a valid model now.

Note: The depth in a manhole or node in SWMM 5 can be higher than the depth in the connecting links if the link is surcharged. Typically the upstream link depth is equal to the upstream node depth (if there is not link offsets) and the downstream link depth is equal to the downstream node depth (if there is no offsets) until the link is surcharged and then the node surcharge depth algorithm is used in SWMM 5 and point iteration equation is used to calculate the surcharge depth in the node.

Note: There are three sub flow components in the calculation of the groundwater flow from a SWMM 5 Subcatchment. 1 st Component: Flow = Groundwater Flow Coef. * (LowerDepth – Aquifer Bottom to Node Invert) ^ Groundwater Flow Exponent 2 nd Component: Flow = SurfaceWater Flow Coef. * (Aquifer Bottom to Water Surface – Aquifer Bottom to Node Invert) ^ SurfaceWater Flow Exponent 3 rd Component: Flow = SurfaceWater-Groundwater Flow Coef. * (Aquifer LowerDepth * Aquifer Bottom to Node Invert) The total flow is the sum of all three components.

SWMM 5 Aquifer has a Saturated and Unsaturated Zone by  dickinsonre Note:   The  unsaturated  upper  zone   soil moisture varies between the initial upper  zone  moisture fraction to the porosity fraction for the soil.  The soil moisture content is for the  SWMM 5   Aquifer  which can cover more than one Subcatchment in your simulation network. via Blogger  http://www.swmm5.net/2013/07/ swmm-5-aquifer-has-saturated- and.html

Note: You can copy and paste information from the Junction Output Summary to a newly created Junction Information DB Column so that you can use Map Display to visually see the newly saved output variable. Step 1: Run the model and then go to the Junction Summary in Report Manager and select all of the nodes in your model. Step 2: Copy the Maximum Surcharge Height over Highest Pipe Crown Column Step 3: Make and Insert a New Editable Field in the Junction Information Table by Pasting the information you just copied from the Junction Summary Output Column. Step 4: Use the Map Display Command and use Existing DB as the Source and the newly created variable Junction_Surcharge_Depth Step 5: Use the Option Show Label Properties and adjust the Font to show the maximum surcharge depth. Step 1:   Run the model and then go to the Junction Summary in Report Manager and select all of the nodes in your model. Step 2:   Copy the  Maximum   Surcharge  Height  o ver   Highest   Pipe   Cr

InfoSWMM and H2OMap SWMM Batch Simulation Manager by  dickinsonre Note:   How to load Scenario Output into the Report  Manager  of H2OMAP SWMM and  InfoSWMM  after they have been run in a  Batch  File.   via Blogger  http://www.swmm5.net/2013/07/ infoswmm-and-h2omap-swmm- batch.html dickinsonre  |  July 28, 2013 at 11:42 am  | Tags:  Blogger ,  H2oMAP SWMM ,  IFTTT ,  InfoSWMM , swmm5  | Categories:  H2OMAP SWMM ,  InfoSWMM ,  swmm5  | URL:  http://wp.me/pnGa9-2n1

Note: Domain Names that redirect to www.swmm2000.com · WWW.SWMM2000.COM · WWW.SWMM5.INFO · WWW.EPASWMM.INFO · WWW.SWMMNOTES.COM · WWW.SWMM5.COM · WWW.SWMM.INFO · WWW.SWMM50.COM · WWW.INFOSWMM.INFO

Note: You can use the Output Statistics Manager in InfoSWMM and H2OMAP SWMM to compute the mean and maximum peak flow for ALL of the links or the mean and maximum depths of all nodes in your network. Once you have calculated the mean flows 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 Map Display. Step 1: Run the Output Statistics Manager and decide what links and statistics you want to compute. Step 2: Select the links you want to analyze using the pick tool. Step 3: Copy the Mean or Average Flow value using the command Ctrl-C. Step 4: Copy the Mean or Average Flow value to the created Mean Field in the Conduit Information DB Table. Step 5: Map the Conduit.Mean variable from the Conduit Information DB Table. Step 6: Display the mean flow for each link.

Note: You could delete the subcatchments if you saw them on the screen. What I did here was to make a list of the subcatchments I wanted to delete; made a simple SWMM 5 import file simply containing the subcatchment names and the POLYGON field I found a workaround that uses a part of the SWMM 5 input file but does not require you to export all of the SWMM 5 data to EPA SWMM 5. If you make a POLYGON file in this example format for all of the subcatchments you want to delete then you can import JUST the polygon data using the EPASWMM 5 import, selecting Clear All and Import. The subcatchments can then be located using the Locate command and you can easily delete the data using the delete selection icon. I found it is best to bring in the polygon surrounding the subcatchment in the form of a triangle as this example shows. [POLYGONS] L33 1 1 L33 11 11 LS3 3 99 LS33 3 9 LS33 11 11 LS33 3 199

MWH Soft Releases InfoSWMM 2D Version 2.0 for ArcGIS 10, Raising Bar for Urban Drainage Modeling and Simulation Latest Release Solidifies Product as Leading GIS-centric Urban Drainage Modeling and Management Solution Broomfield, Colorado USA, October 12, 2010 MWH Soft, a leading global innovator of wet infrastructure modeling and simulation software and technologies, today announced the worldwide availability of the V2.0 Generation of its industry-leading InfoSWMM 2D for ArcGIS 10 (Esri, Redlands, CA). InfoSWMM 2D delivers new ways to quickly build and analyze very large and comprehensive two-dimensional (2D) models that reliably simulate urban stormwater, sanitary sewers, river flooding and pollutant transport. It allows users to accurately predict the extent and duration of urban and rural flooding for comprehensive stormwater management directly within the powerful ArcGIS environment. A fully hydrodynamic geospatial stormwater modeling and management software application, InfoS

Subject: Adding New View Variables To SWMM 5 for Villemonte Correction for Downstream Submergence. A simple seven step procedure to modify the SWMM 5 GUI Delphi Code and the SWMM 5 C code. Step 1: Add a new View Variable to the SWMM 5 GUI Delphi code UGLOBAL.PAS You need to add a new variable name (LINKVILLEMONTE) and increase the index number of LINKVIEWS LINKVILLEMONTE = 48; //Output // (5.0.022 - RED) LINKQUAL = 49; //Output // (5.0.022 - RED) LINKVIEWS = 48; //Max. display variable index // (5.0.022 - RED) Step 2: Add a new BaseLinkUnits description to the SWMM 5 GUI Delphi code UGLOBAL.PAS ('',''), // Villemonte Correction // (5.0.022 - RED) ('mg/L','mg/L')); // Quality Step 3: Add a new Link View Variable SourceIndex description to the SWMM 5 GUI Delphi code Viewvars.txt

Note: The main difference between an Bottom and Side Outlet orifice at the same offset elevation and the same diameter is the depth at which the flow in the orifice will switch between weir flow and orifice flow. The Side Outlet orifice has Weir flow until the Orifice is full but the Bottom Orifice has Weir flow until the Critical Height which is usually shorter than the maximum depth of the orifice. For a circular orifice the Critical Height is: Critical Height = Orifice Discharge Coefficient / 0.414 * Orifice Opening / 4 For a rectangular orifice the Critical Height is: Critical Height = Orifice Discharge Coefficient / 0.414 * (Orifice Opening*Width) / (2.0*(Orifice Opening+Width))

St. Venant Terms in SWMM 5 and how they change for Force Mains by  dickinsonre Note :  An explanation of the four  St .  Venant   Terms  in  SWMM   5  and how they change for Force Mains.  The HGL is the water surface elevation in the upstream and downstream nodes of the link.  The HGL for a full link goes from the pipe crown elevation up to the rim elevation of the node + the surcharge depth of the node.   dq1  is calculated differently based on full or partially full force mains and gravity mains              dq2  = Time Step * Awtd * (Head Downstream – Head Upstream) /  Link Length  or              dq2  = Time Step * Awtd * ( HGL ) /  Link Length              Qnew  = (Qold – dq2 + dq3 + dq4) / (  1 + dq1) when the force main is full dq3 and dq4 are zero and Qnew  = (Qold – dq2) / (  1 + dq1)   The  dq4  term in dynamic.c uses the area upstream ( a1 ) and area downstream ( a2 ), the midpoint velocity, the sigma factor (a function of the link Froude number), the link  length and the t

Note: Orifice and Weir Flow Computations The orifice flow calculation proceeds as follows: 1. Initially and whenever the setting (i.e., the fraction opened) changes, flow coefficients for both orifice and weir behavior are computed as follows: a. For side orifices: Define Hcrit = h/2 where h is the opening height. b. For bottom orifices: i. For a circular orifice, compute area over length (i.e., circumference) as AL = h /4. ii. For a rectangular orifice compute AL = h*w/(2*(h+w)) where w is the opening width. iii. Compute Hcrit = Cd*AL/0.414 where Cd is the orifice discharge coefficient. At step 1b, the critical head for the bottom orifice, where orifice flow turns into weir flow, is found by equating the result of the orifice equation to that of the weir equation Cd*Area*sqrt(2g)*sqrt(Hcrit) = Cw*Length*sqrt(Hcrit)*Hcrit or Hcrit = (Cd * Area) / (Cw/sqrt(2g) * Length) The value of Cw/sqrt(2g) for a sharp crested weir is 0.414.

Subject: Villemonte Correction for Weir Submergence for weirs when the downstream head is greater than the weir crest elevation.

Note: A continuity error of 100 percent for some nodes in SWMM5 simply means that the total lateral flow and total inflow from the upstream links and the outflow to downstream links is zero.

Subject: The Pump flow is based on the lookup table you enter for the pump (Figure 1). At each iteration during each time step of the solution SWMM 5 will look up the flow for the pump based on the current control variable across the pump. The control variable for the pump can be one of four variables: 1. The volume of the upstream wet well, 2. The depth of water at the upstream node or inlet node without interpolation between data points, 3. The downstream water surface elevation across the pump minus the upstream water surface elevation, and 4. The depth of water at the upstream node or inlet node with interpolation between data points. The pump summary table in the rpt file will tell you how often the pump was used, the maximum flow, the average flow, the total volume of the pump, the power usage and the percent of the time off the entered pump curve. You can also plot the pump flow versus the inlet depth to see how often the pump was off the pump curve (Figure 2)

Subject: SWMM 5 will iterate for the new node depth at each time for a minimum of 2 iterations to a maximum of 8 iterations based on the Node Continuity equation. If you plot the average number of iterations over time then typically the number of iterations go up as the Inflow increases. The nodes with the most iterations changes over time as the peak flow moves through the network as shown in this plan view. The iterations used during the simulation is a function of the node stop tolerance which has a default value of 0.005 feet in SWMM 5.

Note: There are 7 Link flow classification classes that are used to assign the area of the link to the upstream and downstream nodes of the link. The classes used during the simulation of the model are shown in the Link Classification Table in the RPT Report File. The supercritical class is the same as the subcritical assignment. The supercritical is a class of subcritical with a Froude number over 1. Link Area Types in SWMM 5, InfoSWMM and H2OMap SWMM by  dickinsonre Note:   There are 7  Link  flow classification classes that are used to assign the  area  of the  link  to the upstream and downstream nodes of the  link .  The classes used during the simulation of the model are shown in the  Link  Classification Table in the RPT Report File.  The supercritical class is the same as the subcritical assignment.  The supercritical is a class of subcritical with a Froude number over 1. Class Description Link   Area  Assignment       0      Dry conduit 1/2 Upstream and 1/2 Downstream Nod

Note: Orifice Critical Depth for Separating Weir Flow from Orifice Flow for Bottom Outlet Orifices The Critical height is the opening where weir flow turns into orifice flow. It equals (Co/Cw)*(Area/Length) where Co is the orifice coeff., Cw is the weir coeff/sqrt(2g), Area is the area of the opening, and Length = circumference of the opening. For a basic sharp crested weir, Cw = 0.414. All of the units are based on the internal SWMM 5 units of American Standard. For a circular orifice the Critical Height is: Critical Height = Orifice Discharge Coefficient / 0.414 * Orifice Opening / 4 For a rectangular orifice the Critical Height is: Critical Height = Orifice Discharge Coefficient / 0.414 * (Orifice Opening*Width) / (2.0*(Orifice Opening+Width)) The Orifice Critical Depth changes dynamically as the orifice is opening and closing for a bottom outlet orifice. The critical depth separating the orifice weir flow from orifice flow for a side outlet orifice is the height of the orifi