This wiki has been updated to show how to change the time and date. communities.bentley.com/.../20230.how-do-i-change-my-the-chart-options-on-my-graphs-for-the-time-or-date Mark
↧
Forum Post: RE: Long-term simulation use real time/date in graph
↧
Wiki Page: How do I change my the chart options on my graphs for the time or date?
Applies To Product(s): Bentley WaterGEMS, Bentley SewerGEMS, Bentley CivilStorm, Bentley StormCAD, Bentley PondPack, Bentley SewerCAD, Bentley HAMMER, Bentley WaterCAD Version(s): 08.11.XX.XX Environment: N/A Area: Original Author: Mark Pachlhofer, Bentley Technical Support Group Problem How do I change my the chart options on my graphs for the time or date? Steps 1) With the graph option select chart options from the drop down shown in the screen shot below 2) In the chart options dialog browse to the Axes tab > select 'Bottom Axis' > click the "Change" button on the 'Minimum' tab and set the time to whatever is appropriate for you needs. 3) After you are done click the close button at the bottom of the chart options dialog box and the graph should update. In V8i SELECTseries 2 and newer, the time and date format can be customized. This applies to numerous different things, such as graphs, tabular data, inflow hydrographs, the Time Browser, etc) 4) When looking at a time field, right click and choose "units and formatting". You can now select from an array of time formats 5) For graphs, right click on directly on the time axis (highlighted by the red box below) and choose "time properties" (see the green box below). The set field options dialog box will open where you choose what type of time and date to see for the graph.
↧
↧
Wiki Page: What is the "Discharge Coefficient"?
Applies To Product(s): Bentley WaterCAD, Bentley WaterGEMS, Bentley HAMMER Version(s): 08.xx.xx.xx Environment: N\A Area: Data Input/Model Creation Subarea: N\A Original Author: Jesse Dringoli, Bentley Technical Support Group Problem What is the "discharge coefficient" used in various places in the program, such as with the "Discharge Coefficient" and "Valve Characteristics Curve" Valve Type with a TCV node, or when using the Tank throttling inlet valve option? What should I enter here? Solution The "Discharge coefficient" is also known as a "valve coefficient" or "Cv", which is defined as: Flow / (Pressure Drop) ^ 0.5. The Discharge Coefficient is used to model the relationship between flow and headloss through the valve being modeled (TCV, tank float valve, etc) The value to enter depends on the valve, which may be obtained from the manufacturer. Note that there are many definitions of the term "discharge coefficient". To learn more about the definition of the one used in WaterCAD, WaterGEMS and HAMMER, see the article "Definition of Discharge Coefficient" under the "See Also" section at the bottom of this article. If this is not available, but you have the minor loss coefficient for the valve (K), then you can use the below equation: US Units Cv = ((39.693 * d^4) / K)^0.5 Where: Cv = discharge coefficient (cfs/ftH20^0.5) d = diameter (ft) K = Headloss/Minor Loss coefficient SI Units Cv = ((1.22.D^4)/K)^0.5 Where: Cv = discharge coefficient (m³/s/Kpa^0.50) d = diameter (m) K = Headloss/Minor Loss coefficient Note : for SI units, WaterCAD, WaterGEMS and HAMMER accept a unit of m³/s/ M H2O ^0.50 - a unit conversion factor of 3.1316 can be used to multiply the end result in the kpa unit to achieve the unit required by the program. Minor Loss Coefficients (K) for common types of valves can be found in places like engineering reference manuals and the included default Minor Loss Library (Components > Engineering Libraries) Furthermore, if still unsure, you could perform a sensitivity analysis, trying a range of reasonable values and checking the response. If the results that matter to you are not significantly effected, then you may not need to worry about how accurate the discharge coefficient is. See Also Definition of Discharge Coefficient Modeling Reference - Valves Of Various Types
↧
Wiki Page: Definition of "discharge coefficient"
Applies To Product(s): Bentley HAMMER, WaterCAD, WaterGEMS Version(s): 08.xx.xx.xx Environment: N\A Area: Data Input/Model Creation Subarea: N\A Original Author: Jesse Dringoli, Bentley Technical Support Group Problem What exactly is the "discharge coefficient" that HAMMER, WaterCAD or WaterGEMS expects? A common definition for the valve coefficient Cv is "The volume (in US gallons) of water at 60°F that will flow per minute through a valve with a pressure drop of 1 psi", yet the units for discharge coefficient in HAMMER, WaterCAD and WaterGEMS are gpm/psi^0.5. Shouldn't it be just gpm/psi? Problem ID#: 39725 Solution There are numerous coefficients used to describe the operation of a valve ( example ). The one used in HAMMER, WaterCAD and WaterGEMS is the commonly used valve coefficient Cv, defined as: Q = Cv (pressuredrop)^0.5. Another way to express it and consider specific gravity is: Cv = Q (specific gravity / Pressuredrop)^0.5 So, the flow coefficient used in HAMMER, WaterCAD and WaterGEMS is indeed the same coefficient described in the definition "The volume (in US gallons) of water at 60°F that will flow per minute through a valve with a pressure drop of 1 psi". The reason why this can be true while the units can be gpm/psi^0.5 is because that statement is simply the definition, not the units. At a pressure drop of 1psi, this definition holds true, because the square root of 1 is 1. However, for pressure drops other than 1psi, the relationship is exponential, not linear (as seen in the units). For example, with a discharge coefficient of 3000gpm/psi^0.5 with water at a specific gravity of 1.0, you would expect a flow through the valve of 3000gpm at a pressure drop of 1.0 psi: Cv = 3000(1/1)^0.5 Cv = 3000 However with the same discharge coefficient, the flow at a 2.0 psi pressure drop would be 4242gpm: Q = (3000)(2)^0.5 Q = (3000)(1.414) Q = 4242 See Also Modeling Reference - Valves Of Various Types [TN] What is the "Discharge Coefficient"?
↧
Forum Post: RE: Pump VSD during transient
Just to add to Sushma's answer - typically a transient event happens so quickly that an action such as a variable speed pump speeding up or down does not happen quickly enough, or generally does not impact the transient results that an engineer would normally be interested in. It would also be difficult to determine how fast the VSP and related components would react to the change in pressure, which can be a factor when looking at a transient simulation where the timestep is on the order of a hundredth of a second. (with a steady state or EPS, this lag is not a factor) So, although you could use the variable speed option that Sushma mentioned (whereby the speed is controlled manually with a pattern), you may want to consider if this is necessary. The minimum and maximum HGL (transient envelope) may be influenced only by the transient/surge that occurs when your valve first closes. A change in speed in the VSP to maintain the target after this event If in doubt, you could check the sensitivity; run the model with the transient pump type as Constant Speed, then run another scenario with the pump set to variable speed (with at least an estimated pattern configured) and compare the results.
↧
↧
Wiki Page: How are demands treated during the transient simulation in HAMMER?
Applies To Product(s): Bentley HAMMER Version(s): 08.11.XX.XX Environment: N\A Area: Modeling Subarea: N\A Original Author: Scott Kampa, Bentley Technical Support Group Problem How are demands treated during the transient simulation in HAMMER? Solution The demands will be satisfied in the initial conditions calculation and the resulting flow and head results will be passed to the transient engine to use as the starting conditions. During the transient simulation, the demand will be treated as an orifice to atmosphere (Note: It will not allow air into the system during subatmospheric pressures). The end result of this is that the demand node will always be pressure dependent, based on the orifice coefficient calculated from the initial flow and head, using the following equation: Q = C A (2 g P)^0.5 Q - Discharge (cfs, cms) C - A 'discharge coefficient' (distinct from CV used elsewhere in HAMMER) A - The cross-sectional area of the opening (sq. ft, sq. m) g - gravitational acceleration P - Pressure head (ft, m) The C coefficient is calculated using the initial flow and pressure head from the initial conditions calculation. So, if the pressure drops, the flow will drop appropriately. If the pressure is negative, the flow will be zero since HAMMER assumes a backflow preventer exists. If the pressure drops below vapor pressure it may appear that reverse flow occurs, but this is due to the vapor pocket volume increasing. By default, HAMMER assumes that any air allowed into the system at the individual demand points cannot reach the aggregate demand location. If this is not the case and you need to allow air into the system, use the Discharge to Atmosphere element. See Also What kind of demands should be used as the initial conditions of a transient simulation? Modeling demand patterns in Bentley HAMMER
↧
File: SewerGEMS V8i SELECTSeries 5 (08.11.05.113) Turkish Readme
↧
Wiki Page: Zero overflow at manhole despite HGL above rim.
Applies To Product(s): Bentley SewerGEMS, Bentley CivilStorm Version(s): 08.09.025.00 and 08.09.26.17 Environment: N\A Area: Calculations Subarea: N\A Original Author: Jesse Dringoli, Bentley Technical Support Group Problem In SewerGEMS or Civilstorm, why do I see 0 (zero) overflow for a manhole during a timestep in which the HGL at that manhole is above the rim? Problem Number 32696 Version: 08.09.025.00 and 08.09.26.17 Solution First, make sure you do not have a bolted cover. If you do not, then this is likely caused by tailwater. In version 08.11.00.08 and below, SewerGEMS and CivilStorm cannot calculate overflow from backed up water due to tailwater. It can only calculate overflow from upstream water. If you have version 08.11.01.21 of SewerGEMS, you can overcome this issue by increasing the LPI coefficient in the advanced calculation options. For example, try a value of 12.0. This allows the calculation engine to have more dynamic effects and account for the overflow from backwater. Note that this will only work for circular conduits.
↧
Forum Post: Designing Box Conduit with varying span and rise
Hi, While designing Box Conduit in sewergems, and putting constraints like: Crown matching and no drop structure allowed, i am facing the following issue: The span and in some case rise of upstream conduit is more than of downstream. For eg: I am getting 1.2x0.9m conduit with 44% full followed by 0.9x0.9m conduit 80% full or 0.45X0.45m conduit flowing to 0.45X0.30m conduit. Note: End of the analysis a notification (not error) saying Convergence not achieved pops up. Although all the design criterion like velocity, cover and slope are satisfied. Thanks in advance.
↧
↧
Wiki Page: Using Modulating PRVs
Applies To Product(s): Bentley HAMMER Version(s): V8i Environment: N/A Area: Modeling Subarea: N/A Original Author: Scott Kampa, Bentley Technical Support Group Overview This TechNote will discuss the use of the Modulating Pressure Reducing Valve (PRV) available starting with HAMMER V8i SELECTseries 4. Background Control valves, such as pressure reducing valves (PRVs), will throttle (open or close) to control pressure or flow in the system. For example, PRVs adjust valve opening position to meet a target outlet pressure.This happens automatically in a steady state or EPS simulation. In HAMMER V8i SELECTseries 3 and earlier, PRVs always maintained a constant valve position throughout a transient analysis, based on the position in the initial conditions. In many cases this assumption is sufficient, in part because most transient events happen so quickly that these types of valves cannot react quickly, or do not contribute significantly to the transient results that are typically of interest (maximum and minimum HGL). Also, with the very small time scale used in a transient simulation (typically on the order of hundredths of a second), the rate at which such a valve can react is a factor and would need to be known to be able to simulate the dynamic modulation. However, there are instances where modulation of the valve position may need to be accounted for. There are also cases where valve modulation itself can contribute to transient events. Starting with HAMMER V8i SELECTseries 4, a new PRV property field was included which enables HAMMER to adjust the valve opening dynamically during a transient analysis. This TechNote will cover the steps used in using the new modulating PRV feature. Note: While it is possible that other types of control valves can also modulate during a transient simulation, the modulating behavior is currently only included for PRVs in HAMMER V8i SELECTseries 4, 5 and 6, and in the CONNECT Edition. Using Modulating PRVs in HAMMER Starting with HAMMER V8i SELECTseries 4, the option "Modulate Valve during Transient?" is available in the PRV properties. If this is set to True, two new properties become active: “Opening Rate Coefficient” and “Closure Rate Coefficient.” The units for these properties are percent change of the opening per second per foot of HGL difference between the control valve setting and the calculated pressure at the previous time step (“%/sec/ft” or “%/sec/m”, for example). The values used for the opening and closure rate coefficients are highly valve-specific. The closing and opening rates may be different for any given valve. Values will tend to be lower for larger valves, and could be much higher for direct acting valves than they would be for pilot controlled valves. The values should be calibrated based on the use of high speed pressure loggers in the field. If field data or manufacturer documentation is not available, a reasonable initial estimate for the rate coefficient would be on the order of 0.1. When “Modulate Valve during Transient” is set to True, the PRV will start to open when it senses the downstream pressure dropping below the initial pressure setting. It will start to close when it senses the downstream pressure is greater than the initial setting. These changes in pressure can happen as a result of any transient event in the system, such as a pump shutting down or turning on, a valve closing, etc. The rate at which the PRV opens or closes is dictated by the opening rate coefficient and closure rate coefficient. Illustration of Results for Different Modeling Cases As an example of how Modulating PRV results can be different for different modeling cases, consider the simple model layout below, which you can download from the link at the bottom of this article: This example illustrates a valve closure on the downstream side of a PRV. The upstream reservoir is at an elevation of 200 ft, the downstream demands at 100 ft and the PRV pressure setting is 170 ft. In the initial conditions, it is partially closed to meet the setpoint pressure. The traditional, default behavior for the PRV is to not modulate during the transient event ( “Modulate Valve during Transient” set to False). In other words, it will maintain the opening position from the initial conditions, which correlates to a specific discharge coefficient. The screenshots below show the minimum and maximum hydraulic grade along the profile and the trend graph of flow and hydraulic grade on the downstream side of the PRV, as a result of the downstream valve closing in 10 seconds. Several different variations are compared. In the profile, the black line is the initial hydraulic grade line and the orange line is the hydraulic grade line at the end of the simulation (the final steady state). No Modulation In this case, the "Modulate Valve during transient" option is set to False. Note how after the valve closes, the PRV's downstream HGL increases (to about 195 ft) due to the change in downstream flow. In the profile's orange line (final steady state HGL), you can see that the reduction in flow caused a reduction in headloss through the PRV since it stayed in a fixed position, yielding a downstream HGL higher than the PRV's hydraulic grade setting. Normally a PRV would react to the change in hydraulics and start to close to maintain the 170 ft. setpoint. Since the modulation option was not enabled, this does not happen. Modulating - Coefficient of 0.1 In this case, the "Modulate Valve during transient" option is set to True and both the open and closure rate coefficients are set to 0.1 %/sec/ft Note how after the valve closes, the HGL eventually settles back down to the setpoint of 170 ft, due to the modulation of the PRV. In profile you can see how the final steady state HGL (orange line) on the downstream side of the PRV is matching the initial HGL (black line) which is the setpoint of 170 ft. With the rate coefficient of 0.1, the modulation does not appear to cause any transient effects, either. (look at the max HGL red line in profile above the PRV) Modulating - Coefficient of 0.5 In this case, the "Modulate Valve during transient" option is set to True and both the open and closure rate coefficients are set to a higher value: 0.5 %/sec/ft As with the previous case with the modulating option enabled, the final steady state HGL (orange line on profile) settles down to the setpoint pressure of 170 ft due to the modulation. However in this case, the modulation may have occurred too quickly, resulting in a significant change in momentum and subsequent surge. This can be seen in the red max HGL line in the profile, above the PRV. The upstream side of the PRV experiences an "upsurge", and the downstream side experiences a "downsurge" (see drop in HGL in the graph). The Opening Rate Coefficient and Closure Rate Coefficient are not the only variables that can impact the results. The reaction of the Modulating PRV also depends on the minor loss or discharge coefficient entered for the PRV, as well as the valve type. For instance, by changing the Valve Type from “Globe” to “Butterfly,” the model results will be different for the same rate coefficient value, since different valve types will see a difference in flow based on the opening of the valve. You can see the calculated relative closure in the PRV properties in the initial conditions. Reporting The best way to view results of a modulating PRV is to graph the Hydraulic grade or pressure at the pipe endpoint downstream of the PRV, in the Time History tab of the Transient Results Viewer. For example if the pipe downstream of the PRV is P-4, then you would graph "P-4:PRV". To view the percent closure for the valve over time, currently you can find this in a special output file stored in the Windows temporary folder. The default location is: C:\Users\ \AppData\Local\Temp\Bentley\HAMMER\PRVCLOSURE.TXT You can also try typing the following into the address bar of File Explorer: %temp%\Bentley\HAMMER\PRVCLOSURE.TXT Tips When Using Modulating PRVs If the opening or closing rates are set too high, it is possible to see some numerical instability in HAMMER. This will most often be shown in the profile animation or the time history graph, both of which are found in the Transient Results Viewer. If you see indications of instability, you should try a smaller value for the Opening Rate Coefficient and Closing Rate Coefficient, unless you feel that the instability might be "real" and caused by a valve that modulates too quickly. When using modulating control valves, it is necessary to specify either a non-zero fully open minor loss coefficient or discharge coefficient. This value is set in the property “Valve coefficient type.” Inaccurate results may occur if the valve becomes fully open or fully closed during a run, or the pressure drops below vapor pressure at the valve. Per the Reporting section above, check the "PRVCLOSURE.TXT" file to confirm. For information on the formula used to calculate the valve position in HAMMER, see the HAMMER Help topic “Modulating Control Valve.” Manual Modulation If you set "Modulate Valve during Transient" of False, or if you're using an older version of HAMMER that does not have this feature, it is still possible to adjust valve opening during a transient run by changing the default value for "Operating Rule" from Fixed to an Operational (Transient Valve) pattern created in the Patterns dialog. In these patterns, the relative closure is a function of time (See HAMMER Help topic “Pattern Manager” for more information). Note that a PRV with an operating rule will not dynamically throttle. In other words, if the transient conditions causes a change in pressure downstream of the PRV, it will not automatically throttle (i.e., change its headloss) accordingly. See the "background" above for more information on this. If you use an Operating Rule to change the valve's position over time, first note the initial calculated relative closure in the PRV properties and use that for the start of your operating rule, so as not to cause an initial surge. If you have difficulties with an operating rule on the PRV itself, consider using a throttle control valve (TCV). For more information on this, please see the articles in the "See Also" section below. Example Model The below model file corresponds with the example given above, comparing the results between not using the modulation option, and several different variations of using the modulation option. Click to Download NOTE : you must be logged in first to download this file. It is saved in V8i SELECTseries 6 format and cannot be opened in earlier versions of HAMMER. See Also Protective Equipment FAQ General HAMMER V8i FAQ Modeling existing valves as Throttle Control Valves in HAMMER Modeling Reference - Valves For additional information on modulating valves in general, please see the following paper: "Dynamic Modeling of Pressure Reducing Valves" by Simon L. Prescott and Bogumil Ulanicki (Journal of Hydraulic Engineering, October 2003)
↧
Forum Post: RE: Modulating PRVs
Hello Hoshi, Yes, a modulating PRV will automatically adjust its position during the transient simulation to meet the downstream pressure setpoint. The speed at which it can change its position to do so depends on the open and closure rate coefficients. Regarding the sentence in the wiki article you questioned: "With no modulation on the PRV, it is not allowed to change the size of the opening to compensate the loss in pressure upstream of the valve." You are right that it is not specifically the loss in pressure upstream that causes the valve to react. The article was trying to say that the change in hydraulics due to the pump shut down would normally cause the PRV to modulate (open or close). This change in hydraulics includes a drop in upstream pressure, but also a drop in flow. The PRV's reaction could be fairly complex in a case like this as it involves factors such as whether there is a check valve in the pump and upstream/downstream boundary condition HGL. For that reason, I have put together a new example model and have made singificant modifications and improvements to the article in question, so that the explanations are more clear. Here is the link again for reference: Using Modulating PRVs As for the example graphs you show - the HGL result appears to be quite close to the setting in both cases. It could be that the example used was not ideal. Check the new example in the updated article.
↧
Wiki Page: How are "pipe sets" and "nodes of interest" used in a flushing analysis to get auxiliary results at other elements?
Applies To Product(s): Bentley WaterGEMS, Bentley HAMMER, Bentley WaterCAD Version(s): 08.11.XX.XX Environment: N/A Area: Original Author: Mark Pachlhofer, Bentley Technical Support Group Problem How are "pipe sets" and "nodes of interest" used in a flushing analysis? or What is the best way to structure a project if you are doing many analyses and have many different pipe sets? or How do I find the residual pressure at another hydrant during a flushing analysis? Solution "Pipe Sets" by definition are the collection of pipes for which the target velocity will be compared with the maximum velocity achieved by flushing. "Nodes of Interest" operate similar to the Pipe Set, except they select nodes that will always appear in the auxiliary results. Pipe sets and the nodes of interest will define areas in your model that will allow each flushing event to compare properties such as maximum velocity, residual pressure, hydraulic grade, and other auxiliary results. Auxiliary results will only be shown for the pipes and nodes that are located in these collections (pipe sets and nodes of interest) when using the flushing results browser. If you have many different pipe sets for a project the best way to set up your flushing manager is to right click on the Study Area folder to highlight it then right click > Add > New Area. With each new area you create you can define a new pipe set or node of interest collection that will allow you to organize flushing events by a certain extent. For example, if you are flushing a certain area in the northwest of you model you would want to have a pipe set that relatively defines that location rather than including pipes that may lie in the southeast of your model, which are not related to the area being flushed. See Also Flushing in WaterGEMS/CAD Select Series 4 +
↧
Wiki Page: Ribbon Interface for Storm and Sewer CONNECT Edition products
Applies To Product(s): Bentley SewerGEMS, Bentley CivilStorm, Bentley StormCAD, Bentley SewerCAD Version(s): 08.11.XX.XX Environment: N/A Area: Original Author: Mark Pachlhofer, Bentley Technical Support Group Why use the Ribbon Interface? The Ribbon is designed to help you quickly find the commands that you need to complete a task. Commands are organized in logical groups, which are collected together under tabs. Each tab relates to a type of activity, such as writing or laying out a page. To reduce clutter, some tabs are shown only when needed. For example, the Picture Tools tab is shown only when a picture is selected eliminating the need for numerous parallel toolbars. Contextual tabs are tabs that appear only when the user needs them. For instance, in a word processor, an image-related tab may appear when the user selects an image in a document, allowing the user to interact when an image is selected. A ribbon is a command bar that organizes a program's features into a series of tabs at the top of a window. Using a ribbon increases discoverability of features and functions, enables quicker learning of the program as a whole, and makes users feel more in control of their experience with the program. A ribbon can replace both the traditional menu bar and toolbars. * Microsoft Office Support, Retrieved September 1, 2016 from, https://support.office.com/en-us/article/Use-the-Ribbon-instead-of-toolbars-and-menus-d946b26e-0c8c-402d-a0f7-c6efa296b527 ** Wikipedia, Retrieved September 1, 2016 from, https://en.wikipedia.org/wiki/Ribbon_(computing) Learn the New Ribbon Interface The new ribbon interface upgrade keeps users consistent with other software, such as Microsoft Office, which has used a ribbon for some time. Clicking the "Learn New Ribbon Interface" button open the help document titled "Ribbon Interface - Getting Started", which will introduce the user to the organization and layout of the new toolbars. Search box This is powerful tool if you know what command you are looking. Type in the name of the tool in the search box and a drop down list is populated that lists the command or that contains a word or letter that was input. This feature will help easy the transition to the new layout and help you find what you're looking for faster than scanning each toolbar or tab. Frequently Asked Questions (FAQ's) Where did the "Help" menu go? What happened to the "Help About" where you find the licensing information and version number? The Help menu is now located on the File tab all the way at the bottom. 'Help About' is located off the help menu as seen in the screen shot below. Where is "Options" that used to be located under the Tools menu? Options is now a square icon still located on the Tools tab (menu), but in the lower right hand corner . Where are the zoom tool buttons located? The zoom tools are located to the right of the scenario drop down on the quick access toolbar. By default the toolbar is located above the drawing pane . Why aren't the toolbars dockable? In order to keep with the ribbon design concept all the toolbars are now in a fixed position. This should help encourage discoverability of new features and make learning the user interface easier. Please see the information above about why the ribbon toolbar concept was chosen. If you are having trouble finding a tool try to use the search box located at the upper right on the programs window . What is the fastest way to layout new elements using the layout toolbar? Select the conduit layout icon and move your cursor to the drawing pane. Right click in the drawing pane to gain access to all the layout tools. Please see the video below for a demonstration. (Please visit the site to view this video) Cloud Services The cloud services tab allows a user to associate a model to a project. Minimize the Ribbon The carrot or arrow button the points in the upwards direction will minimize the ribbon to just display the Main toolbar commands (File, Home, Layout, Analysis, Components, View, Tools, Report, Bentley Cloud Services). Before After Customizable quick access toolbar This toolbar can be docked either above the ribbon or below the ribbon and allows the user to choose from commands they use most often like Save, Save As, Find, Undo, Redo, Open a project, Create a new project, etc… Home Tab The home tab contains icons the Analysis menu used to contain Scenarios , Alternatives, Calculation Options, the compute button , time browser, user notifications, validate, calculation summary, in addition to the layout button, selection tool, storm data, loading, RTK tables, pump definitions, graphs, profiles, flextables, selection sets, properties, active topology, ModelBuilder, etc… The File Tab Here you find the New button, Open, close , save, Import, Export, Recent Projects, Database Utilities, etc… The large arrow in the upper left hand corner brings you back to the home tab Layout tab Contains the link, node, runoff and pond, and pressure elements used for constructing your model. It also contains the SCADA element, Drawing tool, a shortcut to the properties grid, and prototype window. The Analysis tab Allows for access to all the tools that you need to examine the results in the model, compute the model, setup the scenarios for your model. This includes the scenarios , alternatives, calculation options, compute button, user notifications, time browser , graphs, design constraints, profiles, flextables, properties grid, queries, selection sets, network navigator, contours, SCADA Connect, etc… Components tab Storm Data, Loading , Extreme flows, Runoff, Pump Definitions, patterns, controls, engineering catalog, prototypes, storm water controls, minor losses, SWMM extensions, time series field data. View tab The view toolbar contains the zoom tools, named view, aerial view, graphs, profiles , flextables, selection sets, queries, network navigator, quick graphs, properties, prototypes, contours, and terrain model tools. Tools tab The tools tab contains the active topology, ModelBuilder, TRex, Loadbuilder, Thiessan Polygon, PondMaker, Element Property Inferencing, Update Conduit Descriptions, User Data Extensions, Batch Pipe Split, Scenario Comparison, Hyperlinks, etc… Report tab Create custom reports, open flextables for elements, scenario summary, hydraulic model inventory, conduit, and pressure pipe inventory. Scenarios drop down list The scenarios drop down list is located on the upper left hand side of the display pane underneath the name of the files. Quick access scenarios, select, pan, and zoom tools Next to the scenarios drop down list are quick access icons for the scenario manager, pointer tool, pan tool, and all the zoom tools. Options button The options button opens the options dialog box shown in the screen shot below. Options Dialog This dialog box contains 6 tabs. The global tab (displayed in the above picture) that has General settings, such as show status pane, zoom extents on open, number of backup levels, etc… The Window Color settings, and the layout settings, such as, auto refresh, display inactive topology, sticky tool palette, etc… Menus in AutoCAD and the Menus in Standalone The menus in standalone and the menus in AutoCAD are now designed the same way making interoperability and learning the interface easier.
↧
↧
Forum Post: RE: Designing Box Conduit with varying span and rise
Hello Cini, Please see the following link related the convergence issue: communities.bentley.com/.../9684.my-scenario-is-not-converging-on-a-solution-convergence-not-achieved-in-stormcad . If the suggestions in that link to not help, we will likely need to see a copy of the model. There are two options for sharing your model on Communities, whichever you choose please be sure to zip your files first. The first option is to attach the zip file containing your model to your reply on the forum using the Advanced Reply Editor (you'll find the link below and to the right of the reply box). If your data is confidential please use the instructions in the link below to send it via Bentley Sharefile. Files uploaded to Sharefile can only be viewed by Bentley employees. Please be sure to reply on this thread with the name of the file after it has been uploaded. communities.bentley.com/.../7079.be-communities-secure-file-upload If you upload the files to Sharefile, please post here with the name of the file so that we know it is available. Regards, Scott
↧
Wiki Page: Creating a shapefile/feature class to ensure proper pipe and junction connectivity using ModelBuilder
Applies To Product(s): Bentley WaterGEMS, Bentley SewerGEMS, Bentley HAMMER Version(s): 08.11.XX.XX Environment: N/A Area: Original Author: Mark Pachlhofer, Bentley Technical Support Group Problem Creating a shapefile/feature class to ensure proper pipe and junction connectivity using ModelBuilder Solution The best way to help ensure that everything comes in correctly using ModelBuilder starts when the file that you are trying to bring in is created in ArcMap. When creating the file you should make sure to turn on all your snapping options so the elements are actually connected in ArcMap and there aren't gaps between the elements. Also, make sure to lay out the elements correctly according to WaterGEMS rules. This means that every pipe needs to have some type of node element attached at either end. Node elements include junctions, tanks, valves, reservoirs, and pumps. If possible it's also advised to create a new pipe between each two nodes elements. For example, instead of laying out all the pipes first when creating the shapefile (feature class) you create elements in the following order: Create a node element Create the line element representing the pipe Create the end node element for the line Repeat steps 1-3 until finished. See Also WaterGEMS for ArcGIS FAQs
↧
Forum Post: RE: SCADA DATA
I would like to know how to work with my scada data ... a broader view
↧
Forum Post: Borehole pump
Hi Jesse, I am modelling an existing 18’’ cast iron pumping main feeding a service reservoir which is located 1.8km from the borehole. The borehole has 2 pumps –which are duty- assist but most of the time they operate as duty-duty. The total static lift at the borehole is 139m but the head difference between the wellhead and the service reservoir is only 50m therefore most of the lift is within the borehole up to the wellhead ( see screen dump of the profile). I modelled sudden pump shut down and made the two operational pumps to stop simultaneously. The model shows that the pipe would exposed to full vacuum and the upsurge pressure as high as 3 times the normal operating pressure (17bar). For a velocity of flow of only 0.7m/s I would not have expected to see such massive surge. The pipe is there for a century but it does not have any burst history. The pumps are currently linked with the service reservoir with a telemetry so when the level in the reservoir reaches 92% the two pumps stop. This implies pump shut down is part of the normal operation but with the surge pressures simulated I am wondering if it would have survived all these years. In effect I am having difficulty defending my result. All this is to give you a background but my main question is that when I checked the EPS flow and start and stop pressures I found the result which I was not expecting. The start and stop pressures at the wellhead as you can see in the screen dump below are almost twice of the static head difference. The service reservoir is fed from the top so I was expecting the start and stop pressures to be in the same order of magnitude as of the static head. Am I missing something? Do these values (Start and stop pressures) in any way affect the surge results? Your urgent response in this matter is much appreciated. Yosief Fig 1. Hydraulic profile: Fig 2. Flow and Pressure graphs:
↧
↧
Forum Post: RE: SCADA DATA
Leonidas, Can you define what you mean by a broader view? If you can describe what you're trying to achieve in more detail someone can provide an explanation of how to accomplish the task. Regards, Mark
↧
Forum Post: RE: SCADA DATA
Leonidas, You might also want to have a look at these on demand videos that we offer, which cover SCADAConnect. a) Use SCADA for Real-Time Water Distribution System Analysis b) Be Inspired: Integration of SCADA Data in Model Calibration c) Using SCADA data in sanitary sewer models Regards, Mark
↧
Forum Post: RE: SCADA DATA
Also, see this short video on our Blog: Easily compare Model results and SCADA data with the SCADA Element
↧