This article provides a list of in-depth TechNotes and FAQs for Bentley CivilStorm. To search within this page, press [Ctrl]+F. Frequently Asked Questions CivilStorm General FAQs Modeling Creating User-Defined Profile Settings Headwalls Pump Station and Pump Combination Curves Running a Long Term Continuous Simulation SewerCAD (GVF Convex Solver) vs. SewerGEMS/CivilStorm (Implicit and Explicit Dynamic solvers) vs. StormCAD (GVF Rational Solver)? Transferring Custom Inlets Catalogs,Storm Data, Conduit Catalogs, or Flow-Headloss Curves from One Computer to Another Understanding the Modified Rational Method Using Catchment Delineation Using the Scenario Energy Cost tool in SewerGEMS, SewerCAD and CivilStorm Troubleshooting Troubleshooting unstable model results using the Explicit SWMM Solver Troubleshooting unstable model results using the implicit solver What’s New What's new in CivilStorm V8i SELECTseries 2? What's new in CivilStorm V8i SELECTseries 3? What's new in CivilStorm V8i SELECTseries 4? What's new in CivilStorm V8i SELECTseries 5? What’s new in StormCAD, SewerCAD, SewerGEMS and CivilStorm V8i SELECTseries 5 with CONNECT Integration? What's new in CivilStorm CONNECT Edition? See Also CivilStorm Product Information Haestad Product TechNotes And FAQs Haestad Methods Water Solutions on Bentley Website
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Wiki Page: CivilStorm TechNotes and FAQs
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Wiki Page: Using the Scenario Energy Cost tool in SewerGEMS, SewerCAD and CivilStorm
Product(s): SewerGEMS, SewerCAD, CivilStorm Version(s): 10.00.00.40 and later Area: Modeling Overview This article explains how to use the Scenario Energy Cost tool in SewerGEMS, SewerCAD, CivilStorm CONNECT Edition (10.00.00.40) or later. The images in this article were taken from SewerGEMS, however the same general workflow applies to SewerCAD and CivilStorm as well. See this article for information on performing an energy cost analysis in WaterGEMS and WaterCAD. Workflow Steps Prepare the model Open the Scenario Energy Cost tool Select the scenario to analyze Define the Energy Pricing (ie. Tariffs) Enter pump energy data Compute the Scenario Energy Cost analysis View the results Detailed Workflow 1. Prepare the model a. Develop EPS scenario(s) to be used in energy cost. b. Compute the scenario(s). 2. Open the Scenario Energy Cost tool To do this, go to the Analysis tab and select Energy Costs. This will open the Scenario Energy Cost manager as shown below. 3. Select the scenario to analyze The scenario to analyze can be selected from the dropdown menu on the top-left side of the Scenario Energy Cost manager. Note: The current scenario is selected by default. The Scenario must be an EPS run. 4. Define the Energy Pricing (ie. Tariffs) To convert energy use into energy cost, the applicable energy price tariff must be defined in the Energy Pricing manager. The Energy Pricing manager can be accessed by clicking the second icon on the top-left of the Scenario Energy Cost manager. It can also be opened by selecting the Pumps tab (or Variable Speed Pump Batteries tab), clicking in an Energy Pricing input field and then selecting the ellipses button "…". Energy price functions (tariffs) can be created, deleted and renamed using the buttons on the top-left of this dialog. Once an energy pricing plan has been created, the tariff information can be entered on the right pane. There are two tariff types available. Time of Day : This type of energy pricing considers the cost of energy which varies throughout the day, and is based on the time from the start of the simulation. Once this tariff type has been selected, the fields for the data entry are displayed in the middle of the right pane. Constant : The price of energy does not vary with time. The bottom part of right pane allows you to enter a description of any peak demand charges if they apply to the study by checking the box labeled "Include Peak Demand Charge?". When this box is checked, the two associated fields become available. Enter the values for Peak Demand Charge and Billing Period. The Peak Demand Charge is entered in cost units per peak demand kilowatts. The peak demand is usually taken as the peak demand over some time period, or Billing Period. The Billing Period is used to convert the peak demand charge into a daily cost which is added to the energy cost to obtain the daily cost. Note: You can change the units for the energy pricing by right-clicking on the current units and choose "Units and Formatting". This allows you to change the units and the precision for the data. Click "Close" to return to the Scenario Energy Costs manager. 5. Enter pump energy data to be used in the analysis Select the Pump tab (or Variable Speed Pump Batteries tab) and select the pumps to include in the energy calculations and the corresponding energy pricing data. When the Energy Pricing input field is selected, a dropdown menu is available to select an energy pricing definition. 6. Compute the Scenario Energy Cost analysis To do this, click the first icon on the top-left of the Scenario Energy Cost manager. Note: The scenario must be computed before computing the energy cost. 7. View the results Depending on the item you highlight, different results are available. For instance, if you click on the top-most item in the tree, you will see a summary of results that include information on the energy used, the cost, the volume of flow, and the run duration. Once the energy cost analysis has been computed, the pumps for which the calculation was run will appear in the window on the left side of the dialog. To view the results for an individual pump, select one of them from the window on the left. A Results table will appear on the right side of the manager. You can also view the available results fields as a graph by selecting the Graph tab. To select which result field to view, click the pulldown and select the field. The Pump Usage folder includes this same information, but broken down by the pumps and Variable Speed Pump Batteries that are in the model. The Pump Time Details and Pumps folders show the combined results such as volume, flow, wire power, energy cost and energy usage for all pumps over time. There is also a graph tab that allows you to view these results in a graphical format. Peak Energy Demands shows when the peak occurs and the associated costs. The Results and Graph tabs provide icons to copy and create reports from the data. See Also Using the Scenario Energy Cost and Energy Management tools in WaterGEMS and WaterCAD Product TechNotes and FAQs Haestad Methods Product Tech Notes And FAQs
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Blog Post: Easy pump control creation with the Control Wizard
Have you ever had trouble keeping track of controls or wish there was a faster way to create them? Did you know that the In this short video, see how easy it can be to create pump controls with the Control Wizard in WaterCAD and WaterGEMS. The video covers the following: Control Wizard Updated Control Set Manager Applicable versions: V8i and greater (Control Wizard), V8i SELECTseries 6 and greater (updated Control Sets dialog) (Please visit the site to view this video) Want to see more? Sign in, click the More button and turn blog notifications on. Or, subscribe to our YouTube Channel. This video is part of a growing library of useful information designed to provide effective tips and information about time-saving product features within Bentley’s Haestad | Hydraulics and Hydrology products. Be sure to check back frequently to view the latest video. Better yet, subscribe to this blog by turning Notifications On. Mark Pachlhofer Product Engineer Bentley Systems, Inc. See Also Creating Controls - Conditions, Actions, and Control Sets - WaterGEMS and WaterCAD SELECTseries 6 and CONNECT Edition What's new in WaterCAD and WaterGEMS V8i SELECTseries 6?
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Forum Post: Negative Pressures in Pipe
My model consists of a reservoir from a higher elevation supplying water to two tanks at a lower elevation. The pipe leading to the tanks keeps going to a negative pressure despite the inclusion of air valves. How can I correct this?
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Forum Post: RE: Negative Pressures in Pipe
I've uploaded the file NegativePressures.sqlite through the secure file upload option for your review.
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Forum Post: RE: Negative Pressures in Pipe
The correction depends on why you have having negative pressure. If it is because the pipes are at a higher elevation than the surrounding tanks, you may need to pump over that high point. If it is because of excessive head loss,, you may need some larger pipes upstream of those negative pressures. A good way to check is to create a hydraulic profile between the source tank and the tank downstream of the problem area. You'll find that under View > Profiles > New.
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Forum Post: RE: Negative Pressures in Pipe
The order of elevation is as follows: Reservoir > Pipe > Tank so I don't think I need to pump. In terms of head loss, I'm only pushing less than 2MGD through an 8-inch pipe. It would seem impractical to go significantly larger than that but please do correct me if I'm wrong. I've uploaded the file NegativePressures.sqlite through the secure file upload option for your review.
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Forum Post: RE: Negative Pressures in Pipe
I looked at the model and animated the profile. At times the flow to the lower tanks is so great that the HGL drops below the ground. This is an elevation problem. The HGL at the reservoir is at roughly the same elevation as the ground. with any head loss at all, you will get negative pressure. Bottom line is that if your source HGL is 1902 ft and the ground downstream is at 1902 ft, you can't avoid negative pressure if you have flow. There are a few solutions: 1. Raise the source HGL and possibly fill the tanks through a pressure sustaining valve (PSV) so that you don't have much head loss. 2. If it's not drinking water, you may want to consider building an open channel across the plateau and then only converting to a pipe on the downhill section. 3. Build a tunnel instead of cut-and-cover pipe with horizontal directional drilling. 4. Pump across the plateau. 3 and 4 are expensive and 2 is only for non-potable water. What options do you have to raise the source HGL?
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Forum Post: RE: Negative Pressures in Pipe
I agree that the reservoir HGL is too low. I'll have to check on that. However, are the high flows to the tank realistic?
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Forum Post: i have updated the model
good morning regards to my yesterday question i have updated the model (WATERGEMS) communities.bentley.com/.../130050 from that model i would like to see the pressure curve for junction 1 during 24 hrs from the time of pumps shutdown also i would like to see the flow reduction and curves for all the discharge pipes during 24 hrs from the time of pumps shutdown or at lest the few seconds from the time of shutdown by now the results shown for both pressure and flow seem unreasonable,i would like to know what is the problem thank you Best regards, Bushra Alnaamani
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Forum Post: RE: Negative Pressures in Pipe
Once again, you have several options. 1. The tanks are too low relative to the source. They will fill and either overflow or if you have a altitude valve, shut off. Raise the top of the tanks so you can use the storage. Plus, if you make tank 2 taller, you may not need that air valve in front of it. 2. Set up three pressure zones, with a PRV between the reservoir and first tank setting the HGL in that zone and a PRV between the two tanks setting the HGL in that zone. You will need to cycle the PRV's so that you get some tank turnover. 3. Install a throttling control valve or PSV on the fill lines to each tank slowly. You will need a separate drain pipe with a check valve. Why do you have that booster pump in your system when the pressures are adequate without it? You could have a booster pump on a parallel line that could turn on during a fire but continuously running a pump doesn't make sense. Plus, get rid of those FCVs. You don't need them and they would be hard to control.
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Wiki Page: Troubleshooting negative pressures at pumps, junctions, & other node elements
Applies To Product(s): WaterGEMS, SewerCAD, HAMMER, WaterCAD Version(s): 08.11.XX.XX Area: Modeling Original Author: Dan Iannicelli , Mark Pachlhofer, and Jesse Dringoli, Bentley Technical Support Group Discussion: A negative pressure means that the calculated hydraulic grade is below the physical elevation of the element. You should closely examine your node elevations and boundary conditions (reservoir/tank hydraulic grades) to make sure they are correct. It is common for this to occur on the suction side of the pump, due to the elevation that you entered for the nearby reservoir. If the pump is off, then it is likely that the reservoir elevation is set to be lower than the pump elevation. Creating a profile of the area in question (physical elevations and hydraulic grades) should give you a good visual idea of what is going on. Note that negative pressures will not prevent the model from computing - the messages that you get about these are just informational. WaterCAD/GEMS still assumes that the pipes are pressurized and no vapor pockets will form. It basically just computes the hydraulic grade based on the system conditions and other data input, and then reports the pressure as the difference in head between that and the physical elevation. If the negative pressures occur at high points in the system, you probably would have an air valve at that point so you can fill the pipeline. However, once the pipeline is running, only those air valves that would have a pressure below 0 need to be modeled as active air valves (Treat as Junction? = False). The others can be set to 'True'. How can I troubleshoot the cause of negative pressure in my model? Start by tracing the negative pressure upstream to the supply of the flow. If the supply is from a pump examine the pump's output flow and pump head to see where it's running during the time of the negative pressure. Next check the pumps definition (pump curve) and see where that point is located on the curve. It could be the pump is too small to deliver the required amount of flow or head the system demands. If the supply is from a reservoir or tank make sure the hydraulic grade (elevation) is high enough to supply the downstream demands and overcome the head losses in the pipes. After you've found the supply of the flow, and if the above information didn't help, follow the flow downstream and check each node until you locate where the negative pressure first starts. Once the first negative pressure is found determining the cause should be a matter of looking at the data entry and results in the element just upstream of it. What does it mean when a node reports a negative pressure? A negative pressure occurs when the hydraulic grade is below the physical elevation of a node. If WaterCAD/GEMS says the pressures will be negative, then in all likelyhood you will have problems. Assuming all data input has been checked, there are usually two general causes of negative pressure: 1. Trying to serve a customer at too high of an elevation. This will show up as low/negative pressure at any demand. You need to increase pump head or adjust pressure zone boundaries. 2. Some restriction in the system. This will show up as good pressure during low demand and poor pressure at high demand. You need to look at the model results and see if the pipes are too small causing excess head loss or the pumps are inadequate such that they are running far off to the right of the curve. You need to upsize the pipes or pumps accordingly. You should also check your demands for errors. Since your demands are likely based on historic averages, a significant decrease in pressure may skew the results, since the demands would likely be decreased in that condition. You may consider using pressure dependent demands or flow emitters. You may also consider conducting a transient analysis using Bentley HAMMER, if the problem occurs at a transmission main. What does the user notification, "Pressures below the lowest physically possible pressure in system at one or more time steps. Set up Alerts for details." mean? As of WaterCAD/WaterGEMS Select Series 6, this is a new user notification that was designed because sometimes small negative pressures aren't that bad. This user notification helps to reduce the number of negative pressure user notifications that used to be generated for each node where it occurred. If you'd still like to see those user notifications you can set up custom alerts described in the wiki link below: By double clicking on the user notification the properties window for the calculation options will open and you can adjust the minimum possible pressure (default value -14) if desired. Changing this will change the pressure at which the user notification will be generated. What are the best ways to visually locate negative pressures? 1. By creating an annotation based on pressures for your node elements. 2. By creating color coding based on pressures for your node elements. 3. Using a network navigator (View > Network Navigator) query for negative pressures (see the screen shot below) 4. Creating a custom alert for negative pressures. 5. By using the flextable to view the pressures sorted descending to ascending. Why do I get a negative pressure at a high point in my system? Shouldn't the pump add enough head to push the water over the hill? By default, pumps only consider the boundary conditions (reservoirs and tank elevations) in your system. So, the pump will add enough head to lift the water to the downstream known hydraulic grade. It does not consider junction elevations in between. If you are using WaterCAD or WaterGEMS V8i, you should add an Air Valve element at the high point to properly model this situation. By placing an air valve at the high point, the pump sees the air valve elevation as its downstream boundary condition for instances in which pressure would have otherwise been negative at the high point. For any air valve that is expected to be open in this way, ensure that you select "false" for the "Treat air valve as junction?" attribute. For more on this, see this technote . Another alternative to resolving negative pressures to take into consideration is installing a PSV at the downstream end of the system with a hydraulic grade equal to the highest point in the system. What will I need to do if I have negative pressures at high point in my system that does not have air valves installed? If you get a negative pressure at a high point that means the system is a siphon at that location. It is best to put an active air valve at that point (Treat as Junction? = False). If I find that pressure at any point in my system drops below vapor pressure what do I need to do? If the pressure drops below the vapor pressure, the siphon will not work. You definitely need to install an active air valve there (Treat as Junction? = False). This will also help provide protection against a vapor pocket collapse that would cause a transient to occur. Why do I get a user notification about negative pressure at a pump? This commonly occurs in cases where the user models the pump station (or connection to an existing system) using a reservoir and pump, with short pipe between them. Typically, the same elevation is used for both the pump and reservoir nodes. Since the reservoir elevation defines the boundary hydraulic grade and since there will always be some amount of headloss through a pipe, this means that the hydraulic grade at the pump node location will be slightly below the physical elevation. The suction pressure of the pump is derived from the difference between the hydraulic grade and the physical elevation, so that is why the pressure ends up being negative. You can simply ignore this informational message, but if you'd like to remove it, the solution is to simply raise the elevation of the reservoir by a small amount. Make sure the pipe has a very large diameter and smooth roughness coefficient, too (to minimize headlosses.) If the upstream hydraulic grade or reservoir elevation is correct, then this negative pressure message is accurate. To better understand what is happening, create a profile of the hydraulic grade and physical elevation for this segment of piping - you will see that the hydraulic grade is below the pump elevation. If this is an existing system, you may need to check your NPSH to ensure that cavitation will not occur at the pump. You can also investigate ways to increase the hydraulic grade upstream of the pump.
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Forum Post: Darwin designer options
Hello all. I am carrying out an optimization run using darwin designer.I am just curious to know if there is a way you could use the tank size(Volume) as a decision variable in addition to the pipe diameters for a minimum cost objective or DD only allows to vary pipe diameters. Thanks and regards, Simon
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Forum Post: RE: Darwin designer options
Tank volume sizing is an entirely different problem from pipe sizing and doesn't fit into the GA. There are multiple tank purposes and you would need to simulate a variety of EPS runs for fires and other emergencies. Basically, there are three purposes for tank volume 1. Equalization 2. Fire flow 3. Other emergencies Then you need to decide how you combine these volumes. Do you simply add them (which is probably oversizing) or is it equalization plus the larger of fire and emergency? Then the performance depends on min and max tank levels and you also need to consider water quality and how you would operate the pumps to fill them. A good reference for this is the tank sizing chapter in Mays' "Water Distribution System Handbook".
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Forum Post: RE: Negative Pressures in Pipe
This wiki on negative pressures covers a lot of what Tom has mentioned in this postings: communities.bentley.com/.../10830.troubleshooting-negative-pressures-at-pumps-junctions-other-node-elements
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Forum Post: RE: Pumps performance
Hello Bushra, It appears that the issue is related to the pumps pumping against a tank that is full. The pump status is still on, but this the pump is full (and there is no demand in the system), that this is causing the system to be unbalanced. I would recommend one of two things here. First, if the concern is with the EPS run, I would include controls for the pump. The pumps would turn on and off based on the level in the downstream tank. You can find more information on controls in the Help documentation or the following link: communities.bentley.com/.../2567.creating-controls-conditions-actions-and-control-sets-tn . Including controls may help in this as the pumps will turn off and no longer supply flow to the tank when it is full. That said, with no demands in the system, I don't see how the tank will be expected to drain. If there are demands in the system they should be included as well. If not, controls on the pumps will likely turn the pumps off and they will remain off for the rest of the EPS run. Given that this appears to be a HAMMER model, another option would be to replace the tanks on the upstream and downstream side of the pump station with reservoirs. There are a couple of reasons for this. First of all, the system balances during the EPS run since the reservoir element will not become full like the tank. Second, during a transient simulation the level in the tanks one either side of the pumps will not fill or drain much during the time frame generally used in a transient run. This makes replacing the existing tanks T-3 and T-4 with reservoirs a viable option. Regards, Scott
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Wiki Page: User Notification: Invert elevation on volume curve xxx.xx ft is greater than lowest outlet headwater elevation xxx.xx ft.
Applies To Product(s): Bentley PondPack Version(s): 08.11.xx.xx Environment: N\A Area: Modeling Original Author: Scott Kampa, Bentley Technical Support Group Problem A user notification is being generated that says: "Invert elevation on volume curve xxx.xx ft is greater than lowest outlet headwater elevation xxx.xx ft." Solution The elevation for the outlet structure should be at or below the invert elevation of the pond that it is associated with it. The first thing to check is to make the correct headwater range is being used for the composite outlet structure. If the wrong pond was selected, this issue could occur. If the right pond or headwater range is selected, next make sure the setup of the composite outlet structure is correct. For instance, the upstream invert of a culvert may have an elevation below the invert of a pond, however it might actually be setup to take flow from a riser or orifice. If the setup is like this, make sure the Downstream ID field for the riser or orifice is set to the culvert. With this setup, the user notification will not occur and the invert of the culvert can still be below in the invert of the pond.
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Wiki Page: Understanding length/wave speed adjustments and their impact on results
Applies To Product(s): Bentley HAMMER Version(s): 08.11.XX.XX Area: Modeling Original Author: Jesse Dringoli, Bentley Technical Support Group Problem When computing a transient simulation, the following error is often seen: "WARNING: The wave speed or length approximations deviate excessively from the entered values. Lengthen short pipes and/or subdivide longer pipes." What does this mean? If adjusting the time step to reduce this adjustment, what effect can that have on the results, and why? Understanding length or wave speed adjustment The deviation mentioned here is based on a percentage, which you can see by the units, under Analysis > Transient Time Step Options. In short, a pipe needs to be as long as the pipe wave speed times the calculation time step. Based on the time step, HAMMER tries to have a wave travel from one end of the pipe to the other end in even multiples of the time step. HAMMER will adjust the length or wave speed of the pipe to allow this to happen. For length, the default adjustment + or - 50% (see screen shot below) is allowed before you get the user notification. Basically, you want to have your pipes as long as reasonably possible. You can also adjust the time step to be smaller. Or, you could possibly ignore the warning if the results make sense and look correct to you - it`s your judgment. You can certainly make some adjustments, go back to the time steps, click the Update button and see the new max/mean adjustment. You can also change the time step as previously mentioned and check the new max/mean using the same update button as well as choose between adjusting wave speed or length. Typically this is just a trade-off between accuracy and run time. The smaller you make the time step, the better the accuracy (less adjustment will need to be made), but the longer the transient run will take to complete. To expand on this, let's say that there are two pipes in a model, 10,000 ft and 100 ft. If the wave speed was 2000 feet/second, the time step 1 sec and adjustment set to length, then it will need to adjust the 100 ft pipe by 1900 ft, because the end nodes would have to be 2000 feet apart (2000 ft/sec with 1 sec time step) If you adjust the time step to 0.1 sec, then it will only need to adjust the 100 ft pipe by 100 ft, since the wave would travel 200 ft in 0.1 seconds. After computing the transient, you can view the max adjustments on a per-pipe basis in the pipe FlexTable by adding the fields "Length Adjustment", "Length Adjustment Percent", or "Wave Speed Adjustment" and "Wave Speed Adjustment Percent" (if adjusting wave speed instead of length.) The effect of these adjustments is the same effect as if you manually changed the pipe lengths or wave speed. So if the program needed to increase a pipe length, then the transient waves will take longer to travel that distance of pipe than they really would in real life (in the pipe length entered by the user). If the wave speed was increased by the program, then the transient waves would be traveling faster than they really would in real life. Depending on the model/situation, these adjustments may have a negligible impact on the calculated results. If you are not confident on the effects of this, we recommend that you run the program with the default time step and then with a small time step and examine the results to see if they are similar. We also recommend that you adjust the length and not the wave speed, since inaccuracies can occur especially when the wave speed is reduced by a lot. Note that you can find documentation related to this by going to the Help documentation, under the topic “Bentley HAMMER V8i Theory and Practice” > “Time Step and Computational Reach Length”. How the time step effects results due to length or wave speed adjustment On the subject of the effect that the time step has on the transient response, from the logic explained above, a smaller time step results in a smaller adjustment to either the length or the wave speed (depending on the option you selected under Transient Time Step Options) and therefore in theory you should have more accurate results. The reason is because the more the length or wave speed is adjusted, the more the results may be skewed. The degree to which the results are skewed can be highly dependent on the system and transient event being modeled. For example, if you have a system where not much transient activity is happening around the vicinity of shorter pipes that have relatively large adjustments and the transient response is relatively slow (no vapor pocket collapses or other things that would cause a 'sharp' spike in pressure), then a change to the calculation time step will likely have a relatively small effect on the overall transient envelope (maximum and minimum HGL). On the other hand, a system may experience a relatively 'unstable' transient response - sharp drops or spikes in pressure, vapor pockets forming, waves reflecting and combining together, etc. In this case, a change to the calculation time step could potentially have a much larger effect on the transient envelope. If you reduce the time step from 0.05 seconds to 0.002 seconds, pipe length adjustments will be reduced, resulting in a shorter overall pipeline length and effecting the way that transient waves reflect and combine together at critical points. It could be that with the 0.05 second time step, the waves are traveling at just the right speed to cause two spikes to combine and form a downsurge that forms a vapor pocket, which later collapses and causes a large upsurge. With the 0.002 second time step, the change in pipe lengths could result in those same waves not combining together in the same way, resulting in a vapor pocket not forming, and lack of subsequent collapse, and therefore a reduction in the maximum pressure. This is just one possible example that illustrates the dynamic and sometimes chaotic nature of a transient event. To check if this is what's happening in your system, consider creating profiles of critical areas, then animate them in the transient results viewer. Pay special attention to the vapor/air pocket volume at the top of the transient profile, and ensure that the "Generate Animation Data?" transient calculation option is set to "True". If you find that the above is indeed what is happening in your model, then you might interpret this as the model telling you that there is a fair chance that the transient response of this system may result in unstable transient waves and vapor, which you may want to remediate. Or, by looking closely at what is happening in the transient profile animation, this might identify potential data entry errors that are significant to the transient response and instability, such as elevations, or perhaps an unexpected surge emanating from an element with a data entry error.
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Wiki Page: Background layer causes program to crash
Product(s): WaterGEMS, WaterCAD, HAMMER, SewerGEMS, SewerCAD, StormCAD, CivilStorm, PondPack Version(s): 08.11.xx.xx Area: Modeling Problem The application will crash when opening a model that has a background layer attached. If a file that doesn't have a background layer attached is opened the program will crash when attaching the background layer. Solution Download and install the latest video card driver from the manufacturer's website. See Also Long time to load background layers Out of memory error when loading a background file Error message generated when loading background file Background image quality poor on some computers
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Wiki Page: Long time to load background layers
Product(s): WaterGEMS, WaterCAD, SewerCAD, SewerGEMS Version(s): 08.11.xx.xx Area: Layout and Data Input Problem When I try to insert the background file (.dxf), it either takes a very long time to load or it took so long that I had to use Task Manager to end the program. Is there a solution and explanation for this? Solution There is both a solution and an explanation for what you are experiencing. The easiest solution is to open the dxf file in ArcMap, Microstation, or AutoCAD and just export out the polylines portion or export out all the layers, except the annotations, separately. If you do this you shouldn't have a problem loading the background layers as separate files. The explanation of the problem is likely the file you have is very large and more complex than it looks. When it comes to complex files it's important to understand that the file size is not the true indicator of how much memory it takes to load it. The program needs to load it uncompressed, into a contiguous block of memory, so, the resolution of the image is really the true indicator of the memory it takes up. Note that the CONNECT Edition release introduces some improvements with regard to memory management of background layers, which may help. See Also Background layer causes program to crash Out of memory error when loading a background file Error message generated when loading background file Background image quality poor on some computers
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