Kevin, You'd have to add those controls to the pump. If you provided examples of what you currently have for controls and what you're looking to add, someone should be able to provide you with a detailed answer. Regards, Mark
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Forum Post: RE: Modeling booster pump control using pressure
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Wiki Page: Modeling an in-sag inlet that can overflow into a gutter
Product(s): StormCAD, CivilStorm, SewerGEMS Version(s): V8i, CONNECT Edition Area: Modeling Problem How can I model a situation in StormCAD (or the GVF-Rational solver in SewerGEMS or CivilStorm) where an inlet is in sag, but flow can overtop the sag and pass on to the next downstream inlet? In other words, the inlet acts as in-sag with flow ponding up to a certain overflow/curb depth, above which all the additional incoming flow passes downstream to the next inlet. Illustration below: Solution There is no built-in method to tell StormCAD that an inlet is in sag but can "overtop" and have overflow that passes downstream. One solution is to set the inlet type to "inflow-capture curve", set the Inlet Location to On Grade, then configure the table of inlet flow vs. captured flow to mimic this inlet's performance. First, run a series of tests with a regular in-sag inlet (or a worksheet in FlowMaster) to determine the inflow above which the overtopping condition occurs (based on the computed gutter depth) Next, in the inflow-capture curve, set both the inlet flow and capture flow equal for the first couple rows in the inflow-capture curve. Above that, you could keep the "captured flow" portion equal to the flow that was captured right at the overflow point, and the remainder will then become bypass and flow down the downstream gutter link element. In the example screenshot below, the overtopping condition occurs above a flow of 5 CFS. Ensure that you set the catchbasin "Inlet Location" to "On Grade". Otherwise if you keep it as "In Sag", it will always have a capture efficiency of 100% instead of using the rating table. Note: you can also use the "Flow to Inlet vs. Flow Captured" Inlet Type in the Inlet Catalog, for the same functionality. See Also
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Wiki Page: Modeling a Drainage Ditch
Product(s): StormCAD, SewerGEMS, CivilStorm Version(s): V8i, CONNECT Edition Area: Modeling Problem How can I model a ditch in StormCAD, SewerGEMS or CivilStorm? Solution Modeling a Ditch as a Gutter to Capture Runoff If the ditch is used as a gutter to convey runoff between catchbasins (inlets), it would be modeled as a gutter between the catchbasins elements that represent the inlets. You would use the Ditch inlet type by selecting Catalog Inlet as the Inlet Type in the catchbasin properties, then enter an inlet in the Inlet Catalog with the Inlet Type set to Ditch. For the Gutter Shape in the catchbasin properties, you would select Trapezoidal and enter the dimensions. In the attached gutter properties, you could either define that as trapezoidal as well, or select the option to set the gutter type as "same as start node". Note that if your ditch has a V-shape, then you would still use the trapezoidal gutter shape at the catchbasin, because it represents the inlet location, where the cross section has a flat bottom due to the inlet grate itself. If you need to use a V-shape for the adjacent gutter link element(s), then you could use the trapezoidal shape with a very small "bottom width". See more here . Modeling a Ditch to Convey Runoff If the ditch conveys runoff captured by the storm drainage system (as opposed to a gutter with inlets), you can either use the conduit or the channel element. With the Conduit element, it is modeled as a continuous prismatic section, in which case you would select Trapezoidal as the shape (either with the User Defined type or as a Catalog conduit). If the ditch changes direction or slope, model that as a transition node element between two conduits set as trapezoidal. The advantage of a conduit is that it can be sized with the automated design feature. With the channel element, the cross sectional area of the ditch is modeled at the end nodes, set as Cross Section elements. So, if your ditch changes shape or slope over its length, you can model the different shapes and elevations at the cross section nodes at the start and stop ends of the channel. If you only have one cross section at the end and the other end is another node type such as a manhole, the program assumes the shape of the cross section over the length of the channel. See also: Are Channels prismatic or non-prismatic? If your ditch discharges into a closed pipe, this can be modeled either as a headwall, manhole or transition node element. If the open channel flow goes through a headwall (culvert entrance) and then into the closed pipe, this can be modeled as channel -> headwall -> conduit, in order to account for the HDS-5 culvert entrance losses: If your ditch transitions directly to the closed pipe with no headwall, this can be modeled as a manhole or transition node element. A manhole assumes a vertical vault and would account for structure losses based on the selected structure loss method (or no losses, if no structure loss method is set) . A transition assumes a sealed junction (no vertical vault) but can also model structure losses. See also: Pressure Junction vs. Transition vs. Manhole Shapes of Conduits Conduit Shapes Word Document Download See Also Modeling a curb cut Catchment outflow node to ditch User notification, ""Ditch inlet type should be paired with a trapezoidal shaped gutter"
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Forum Post: RE: Modeling booster pump control using pressure
Kevin, I am not sure what you mean by "dead range" - can you explain? In general, you can certainly use pressure as a control condition, and I assume you have already tried this. The problem with pressure-based controls is that you can run into a situation where the act of turning on the pump can instantly cause the pressure to exceed the control that turns it back off, which then immediately causes the pressure to exceed the control to turn the pump back on, and so forth. In the very least, you'll want to set up the pressure controls so that the above does not happen, by setting the on and off pressure values beyond the pressure that will immediately occur, if possible. However you may not necessarily be able to predict what the pressure will be immediately after the pump turns on and turns off, as it may depend on other factors. If the range is set too wide, the controls may never trigger. As Mark mentioned, having an example of the exact logic that the real-life pumps follow would be helpful.
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Forum Post: RE: Modeling PRVs on Booster Station
Hi Joseba, I checked your model and was able to see the user notification of "disconnected demand nodes". In this case this is happening due to the two PRV's just downstream of the two operating pumps. Since the downstream junction J-59 has no demand the PRV's are "closing" which is shutting off the flow to the rest of the network. See the element property "Status (Calculated)" for the PRV's. It will show as "Closed". See the below article for more help on this; System Disconnected or Junction Disconnected user notification messages If you want to reduce the pressures at your demand junctions you can place the PRV just before it which can improve your results. Since those junctions will have demands, the PRV would function. Hope this helps.
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Forum Post: RE: Modeling booster pump control using pressure
Deadrange is a setting on a pressure switch that prevents the switch from triggering when the pressure goes back and forth over a small range. It is intended to minimize the situation you describe. I appreciate the input. I wish I could just abandon the pressure controls and/or add VFDs to the pumps, but I am dealing with a system run by an operator that is unable/unwilling to invest the money/effort to completely overhaul their system and I'm trying to come up with a scheme that they can use to make their system work with what they have.
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Forum Post: Compatibility of AutoCAD 2020 and Bentley
I am working with AutoCAD 2020, I am creating P&ID prints of "As Build" conditions where I work. I have to digitize old Blue Prints to create working drawings. I have an ISA Library of P&ID symbols I am using too. My question is to evolve to a “Smart P&ID” working blue print. Is Bentley and AutoCAD 2020 compatible? Will I be able to export my CAD file into Bentley with little adjustments, Or will I have to recreate the CAD files all over again?
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Forum Post: RE: Compatibility of AutoCAD 2020 and Bentley
Hello Ron, You have posted on the OpenFlows forum. Can you clarify which Bentley product you're asking about. Are you asking about MicroStation, OpenPlant P&ID, or something else? If you're asking about an OpenFlows product such as SewerGEMS or WaterGEMS - the AutoCAD 2020 drawing can be imported and converted to pipes, as long as you save it to DXF format and it contains polylines for the pipes. See more here: Importing an AutoCAD or MicroStation CAD file using ModelBuilder You can also export the hydraulic model back to DXF format if needed, via File > Export > DXF.
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Wiki Page: Structure Loss methods supported by each solver
Product(s): CivilStorm, SewerCAD, SewerGEMS, StormCAD Version(s): Select Series 3, Select Series 4, Select Series 5 and Connect Edition Area: Layout and Data Input Overview OpenFlows Storm and Sewer products have been supporting several Structure Loss methods with the release of each version. This article explains which methods are supported by each solver and version. Absolute - The user will enter the exact head loss in feet or meters. Standard - The user will enter the standard headloss coefficient K. The headloss will then be calculated based on the formula: headloss = K*V^2/2g. The standard method calculates structure headloss based on the exit pipe's velocity. The exit velocity head is multiplied by a user-entered coefficient to determine the loss. For numerical stability reason an empirical velocity filter is used when the velocity is larger than 5.0 ft/s as follows: v’ = 5.0 + 0.1*(v -5.0) Generic - The generic method computes the structure headloss by multiplying the velocity head of the exit pipe by the user-entered downstream coefficient and then subtracting the velocity head of the governing upstream pipe multiplied by the user-entered upstream coefficient. HEC-22 Energy (2nd Edition) and HEC-22 Energy (3rd Edition) - this is the standard HEC-22 headloss method, which correlates structure headloss to the velocity head in the outlet pipe using a coefficient, which accounts for several factors such as benching, plunging, diameter, etc. This method was changed between the two latest editions of the HEC-22 manual. AASHTO - this is based on power-loss methodologies, which accounts for contractions, expansions and bends. Flow-Headloss curve - this method allows you to enter a rating table of flow versus headloss across the structure. For more information on the above headloss methods, please see the Help documentation Methods Supported for Each Solver and Version V8i SELECT SERIES 3 Solvers Generic (K) Absolute Standard Hec-22 Energy 2nd Edition Hec-22 Energy 3 rd Edition AASHTO Flow Headloss Curve Hec-22 Minor Loss Implicit Y Y Y Y N N N N Explicit N Y N N N N N N Convex Y Y Y Y Y Y Y N Rational Y Y Y Y Y Y Y N V8i SELECT SERIES 4 Solvers Generic (K) Absolute Standard Hec-22 Energy 2nd Edition Hec-22 Energy 3 rd Edition AASHTO Flow Headloss Curve Hec-22 Minor Loss Implicit Y Y Y Y N N N N Explicit N Y N N N N N N Convex Y Y Y Y Y Y Y N Rational Y Y Y Y Y Y Y N V8i SELECT SERIES 5 Solvers Generic (K) Absolute Standard Hec-22 Energy 2nd Edition Hec-22 Energy 3 rd Edition AASHTO Flow Headloss Curve Hec-22 Minor Loss Implicit Y Y Y Y N N N N Explicit N Y N N N N N N Convex Y Y Y Y Y Y Y N Rational Y Y Y Y Y Y Y N CONNECT EDITION Solvers Generic (K) Absolute Standard Hec-22 Energy 2nd Edition Hec-22 Energy 3 rd Edition AASHTO Flow Headloss Curve Hec-22 Minor Loss Implicit Y Y Y Y N N N N Explicit N Y Y N Y N N N Convex Y Y Y Y Y Y Y Y Rational Y Y Y Y Y Y Y Y See Also HEC-22 2nd edition energy loss calculations with the Implicit solver Headloss from Entrance and Exit loss coefficients on a conduit
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Forum Post: RE: Modeling booster pump control using pressure
You need to have a gap between the on and off pressures. For example If (P>90 Then Off If (P<81) Then On This means that if 81 < P < 90, the pump will stay at whatever setting it has been at and won't keep switching.
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Wiki Page: How to set separate weekday and weekend patterns
Product(s): WaterGEMS, WaterCAD, HAMMER, SewerGEMS, SewerCAD, CivilStorm Version(s): V8i, CONNECT Edition Area: Layout and Data Input This article explains how to setup separate weekday and weekend patterns for nodes. The screenshots were taken from WaterGEMS, however the workflow applies to all products listed above. Option 1 - Use separate weekday and weekend patterns NOTE : this option cannot be used in SewerGEMS and CivilStorm if you are using the Implicit dynamic solver, because the Implicit solver does not support daily or monthly pattern multipliers. If you need to use the Implicit solver in SewerGEMS or CivilStorm, please see Option 2 further below. 1. Open the Components menu and select Patterns. 2. Select the weekday pattern and click the Daily Factors tab. 3. Set the multiplier for Monday-Friday to 1 and Saturday-Sunday to 0. 4. Select the weekend pattern and click the Daily factors tab. 5. Set the multiplier for Monday-Friday to 0 and Saturday-Sunday to 1. 6. Set the junction demand 7. Set the start date, start time, and duration in the Calculation Options dialog. 8. The Simulation Start Date provides a calendar to browse through. 9. After computing the model, the graphed results show the different patterns applied. Option 2 - Use a pattern that is longer than 24 hours. For the example above, all values would be compiled into a single 96 hour pattern. See Also Enhancement Request # 469343 Original Author: Craig Calvin
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Forum Post: RE: Compatibility of AutoCAD 2020 and Bentley
Jesse, Thanks for the reply. I’m just getting into this type of engineering drawings. So, I’m looking into the future. This is a brand new department. I’m trying to be proactive with the direction my boss/lead engineer views are on, where he would like to be. I will take your advice and research both of these programs. To see how they could fit our process. Thanks for your input. Ron
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Wiki Page: Troubleshooting unstable SewerGEMS and CivilStorm model results using the Explicit SWMM Solver
Applies To Product(s): CivilStorm, SewerGEMS Version(s): CONNECT Edition, V8i Area: Layout and Data Input Original Author: Jesse Dringoli, Bentley Technical Support Group Problem When using the SWMM calculation engine (Engine type set to "Explicit"), the Calculation Summary indicates a high "Not Converging" (or a high "Flow Continuity Error" in the Routing Summary tab) and/or hydraulic results appear to be unstable and otherwise questionable. Solution Check data entry There are many things that can cause a high continuity error or instability with the SWMM calculation engine. First, review all your data input for errors and review the User Notification list. Errors in data entry such as elevations, including the elevations of composite outlet structures, can cause problems with the calculations which can possible impact the entire model. Adjust Routing Step Next, try reducing the " Routing Time Step " in the calculation options. Reduce it gradually until results are better. For example, you may try a routing time step of 30 seconds, 10 seconds, 5 seconds, 2 seconds, down to a minimum of 0.1 seconds for very difficult models. Smaller routing time steps are often needed in models with fast-changing conditions such as pumps that cycle and sensitive control structures (especially weirs) and flow splits. Note that for issues related to excessive flooding or surcharging, a smaller Routing Step may not be best and a value of 5 seconds or greater may be best. Adjust Advanced Calculation Options In more recent versions of SewerGEMS and CivilStorm, you can adjust addition calculation options: The Max Trials per Time Step and Head Convergence Tolerance can be adjusted for better convergence. For the head convergence tolerance, if the difference in computed head at each node between successive trials is below this value the flow solution for the current time step is assumed to have converged. The default tolerance is 0.005 ft (0.0015 m), which can be increased for a better chance of convergence, at the cost of accuracy. You can increase the Max Trials per Time Step to allow the solver to try additional trials to attempt to converge, which can have an impact on performance. You can view pipe convergence statistics in the output report, just below the mass balance section. In the CONNECT edition version (10.XX.XX.XX) of the software on the calculation summary go to the Report tab and review the different reports to determine, which elements needed to be reviewed for troubleshooting. The Use Bentley transition equation option is related to when pipes first become surcharged. Using this option enables a new algorithm for a smoother transition from gravity to near-full and to full surcharged. The Minimum Surface Area option is an EPA SWMM stability enhancer, representing the minimum surface area at nodes when computing changes in water depth. If 0 is entered, then the default value of 16.67 square feet is used. This can increase stability, at the potential cost of accuracy. The "Use Variable Time Step?" option can be used if in doubt the smallest times step is being used. It is computed for each time period to prevent an excessive change in water depth at each node. The value entered is applied against the variable time step and is automatically applied to shorter pipes to preserve stability. The "Time Step for Conduit Lengthening" property of the calculation options can also be used if in doubt the smallest time step is a trouble factor. This property allows the conduit to be artificially lengthened during the analysis such that travel time is equal to or greater than the time step. Export the file to SWMM by going to File > Export > EPA SWMM. Open the file in the latest version of EPA SWMM , then compute the model and troubleshoot the messages in the status window. If you're using pumps in your model, check the on and off elevation range, pump curves and adjacent pressure pipes. With the Explicit solver, better stability is typically achieved when using a virtual pipe on either side of the pump. For example, the pipe between the wetwell and the pump - set "is virtual?" to "true". Also, a particularly small routing step may be needed. Additionally, try using Multi-point as the pump curve type, as this can typically yield better results. Review storm data and to make sure it's entered correctly and there is a label associated with each storm event. See Also Troubleshooting unstable SewerGEMS and CivilStorm results using the Implicit solver
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Forum Post: RE: Checking of surge pressure using WaterGEMS
Hello Sushma, I have followed the links you provided to carry out a transient analysis of my model. However, several errors are arising in the model computation. Will it be possible to send you the model, so that you can have a look once. Thanks
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Forum Post: Bing MAP Background
May I know the date (month and Year) of Bing MAP which is being added in background to our Hydraulic Model ??? Secondly is this updated regularly in background?? If Yes after how much time interval/period its updated??
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Forum Post: SewerGEMS/StormCAD/PondPack
Hello Bentley, In our office mostly we are using Bentley Products for drainage and post construction stormwater design. We have sewergems, stormcad, watercad, pondpack , culvertmaster, flowmaster etc. We are in license renewal stage.I saw Sewergems have capability to perform task which stormcad and pondpack does. We are in the middle of project where we already use stormcad and pondpack. Also, I figure out we can still open those files in sewergems and perform remaining work. Still, I want to remove some repeated products like stormcad and pondpack if the things can be done in sewergems and add new ones. Please help me to figure out this problem which to keep and which to remove. Thank you, HD
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Forum Post: RE: Checking of surge pressure using WaterGEMS
Hello Dina, You can upload the model files using link mentioned below. Please specify the issues / elements / scenarios you are concerned about. Sharing model files
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Forum Post: RE: Bing MAP Background
Hello, Please allow us some time till we get this required information from the development team.
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Forum Post: Overflowing and Flooding Section
Dear Friends! I am having an existing storm water network with pipe sizes, materials, invert levels etc. The network is combined sewer with sanitary and storm inflow. Using the available population and rainfall data, I need to find the regions which will create flooding like situation (overflowing one). Important is to get area and if possible depth of flooding. My points are: - 1) Will StormCAD help me for this or I need to switch to Open flows Flood Modelling software? If yes, can i directly use StormCAD file in Open flows Flood Modelling or I have to create new base data for that? 2) Do I need some more data for this analysis? Thanks in Advance!
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Forum Post: RE: SewerGEMS/StormCAD/PondPack
Hello Hari, PondPack is specifically used for pond design, where you can setup pre and post development scenarios indicating the development of the area and then design the pond. In SewerGEMS, tool from PondPack to design ponds has been incorporated - Pondmaker , so along with storm water network you can also design the pond. StormCAD model can be directly opened in SewerGEMS. For storm-sewer modeling or combined modeling you can use SewerGEMS instead of using SewerCAD and StormCAD separately. SewerGEMS includes StormCAD solver and SewerCAD solver i.e. GVF-Rational solver and GVF-Convex solver resp. along with implicit and explicit solvers for dynamic modeling. Differences between solvers: GVF-Convex vs. GVF-Rational vs. Implicit vs. Explicit (SWMM) Whereas Flowmaster is used for hydraulic calculations of elements like conduit, catch basins, channels etc. and Culvertmaster is specifically used for modeling culverts.
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