Product(s): Bentley WaterGEMS, WaterCAD, HAMMER, SewerGEMS, SewerCAD, StormCAD, CivilStorm Version(s): N\A Environment: N\A Area: N/A Subarea: N\A Overview Bentley Hydraulics and Hydrology CONNECT integrated products can associate hydraulic models with a CONNECT project. This process is done with the Assign Project to Hydraulic Model dialog. Note: You must be signed in using the CONNECTION client to associate a CONNECTED project with a hydraulic model. A project needs to be registered before a hydraulic model can be associated. Benefits of Assigning a Project to a Hydraulic Model By assigning a project to a Hydraulic Model, Bentley will track which documents you use and time spent on your project and provide detailed project reports. Other benefits include: Better project time accounting Project performance analytics Project based learning and recommendations To Access the Assign Project to Hydraulic Model Dialog Open the Bentley Hydraulics and Hydrology CONNECT Integrated product. Sign-in to the CONNECTION client if you aren't already. Open or create a new Hydraulic model. The Assign Project to Hydraulic Model dialog will appear. Note: This dialog can also be accessed by opening the Bentley Cloud Services menu and selecting Associate Project. To Associate a CONNECTED Project to a Hydraulic Model In the Associate Project to Hydraulic Model dialog, select the desired CONNECTED Project from the list. Click Assign. The project name will display on the status bar to the left of your CONNECT user icon. Note: Double clicking on the project name will also associate the project to the Hydraulic model. To Change the Associated CONNECTED Project A hydraulic model can only have one project assigned to it. Assigning a project to a hydraulic model, that is already assigned to another project, will disassociate the existing project and associate the new project. To Disassociate a CONNECTED Project From a Hydraulic Model Open the Hydraulics and Hydrology product. Sign-in to the CONNECTION client if you aren't already. Open the hydraulic model to disassociate from a project. Open the Bentley Cloud Services menu and selecting Disassociate Project. The project name will no longer display on the status bar. See Also Associate Project to Workset Original Author: Craig Calvin

As Dharmendra and I have been discussing here's how you can go about creating pressure based controls. Here is an example of what controls might look like for a pump: IF J-1390 Pressure = 110.0 psi THEN PMP-560 Pump Status = Off What he will need to do when making the condition is decide what junction to base the control trigger off of. I've also provided him with a link on how to go about creating controls, conditions, actions, and control sets.

Applies To Product(s): CivilStorm, PondPack, SewerGEMS, SewerCAD Version(s): V8i Environment: N/A Area: Modeling Subarea: N/A Original Author: Jesse Dringoli, Bentley Technical Support Group Overview The purpose of this technote is to clarify how the Modified Rational Method works, how it differs from the Rational Method (Used in Bentley StormCAD) and the differences in its implementation between Bentley PondPack and Bentley CivilStorm/SewerGEMS/SewerCAD. Background The Rational Method is traditionally a peak flow method used for storm sewer sizing. It predicts peak flows using the formula Q=CIA, where the intensity I is taken from an Intensity-Duration-Frequency (IDF) curve using the time of concentration of each drainage area. Bentley's StormCAD product uses this methodology to essentially calculate a steady-state simulation with peak flows. However, Bentley CivilStorm, Bentley SewerGEMS, Bentley SewerCAD and Bentley PondPack introduce the element of time and route hydrographs through the system. Therefore they cannot use the traditional Rational Method since it is only applicable to a peak flow/steady state conditions. Instead, each of these three programs offers a "Modified Rational" runoff method, which incorporates key Rational Method concepts (Q=CIA), but also generates a hydrograph. This introduces a common confusion among users of CivilStorm, SewerGEMS, SewerCAD and PondPack: Why is my flow much less than what I see in StormCAD or with the traditional Rational Method? The reason for this lies in the assumptions made when generating the Modified Rational hydrograph, compared to the single peak flow obtained with the rational method in StormCAD. With the traditional Rational Method, the peak flow of each drainage area (catchment) is based on its individual time of concentration. With the Modified Rational method, there is a single "storm duration" (and thus intensity) applied to all drainage areas. This is necessary because all routed hydrographs need to be based on the same storm. It would not be logical for hydrographs from different storm events to be routed together in the same system. Since the global storm duration needs to be greater than the highest catchment Tc, it's not possible for all catchments to be at their peak flow. For example, say you have five catchments with a Tc of 5 minutes and one catchment with a Tc of 10 minutes. The storm duration will need to be greater than or equal to 10 minutes. For the catchments with a Tc of 5 minutes their peak flow from the traditional Rational Method will be at a duration equal to their Tc. So the peak flow for those catchments with the modified Rational Method will be based on a time of 10 minutes resulting in a lower intensity and lower peak flow compared to the Rational Method. However, if you examine how the Modified Rational hydrograph is constructed you will see that a longer storm duration also results in a greater volume since the duration of the hydrograph is also based on the storm duration: Note: When looking for the “flow” of your Modified Rational method catchments in CivilStorm or SewerGEMS be sure to examine the full graph of flow over time (hydrograph) as opposed to simply looking at the calculated “flow” result. After computing the simulation your view will default to displaying results from time zero during which the catchment flow will be zero. What if I only have one catchment? Even if your model only contains one catchment setting the storm duration equal to its Tc may not achieve the worst-case conditions, since the volume of the hydrograph would be much lower compared to higher durations, as illustrated in the above graph. Couldn't I just force a steady state simulation by replacing the catchments with a fixed inflow obtained from the Rational Method? Removing the catchment and forcing a fixed inflow equal to the Rational Method flow may not be a good way to force a steady state condition in SewerGEMS, SewerCAD, or CivilStorm. The flow from the Rational Method represents the peak flow occurring only for a moment in time. A fixed inflow of the same value would be like saying that the peak flow occurred for the entire duration being analyzed, which of course would have a large effect on routed volume. CivilStorm/SewerGEMS/SewerCAD Implementation In CivilStorm, SewerGEMS, and SewerCAD, storm information and catchment input are the same as with the traditional Rational Method (StormCAD) - the user must enter an IDF curve for the model and Tc, area and C factor for each catchment. As discussed above, the difference is that a single storm duration must be entered , which is then used to determine the peak flow and duration of each catchment's Modified Rational runoff hydrograph. The duration in this case is stored in the Rainfall Runoff alternative and can be entered by going to Components > Global Storm Events. In this dialog, the Modified Rational storm duration is entered in the "duration" field next to each rainfall runoff alternative. The alternative will of course need to be assigned to the appropriate scenario being analyzed. The Modified Rational hydrograph will then be constructed per the diagram further above, using this duration. Note: do not confuse the "duration" here with the simulation duration. If you enter 24 hours, your Modified Rational hydrographs will extend to 24 hours and the peak will be based on the intensity on the IDF curve at 24 hours. How do I decide what duration to enter? The storm duration you enter is based on your engineering judgment. If unsure, you may want to check with your local reviewer to see if they require the use of a specific duration with the Modified Rational method. You may find that the Modified Rational method isn't an accepted hydrograph method and that something else like the Unit Hydrograph may be better suited for analysis (as opposed to design) in CivilStorm, SewerGEMS, or SewerCAD. A trial and error process could also be used, to find which duration is best for your modeling case. Shorter durations may yield higher peak flows, but longer durations will yield higher overall volume. For instance, take a look at the below graph of runoff from a single Modified Rational method catchment along with overflow at a downstream node. As you can see, the duration that resulted in the highest overflow volume was 12 minutes, not 10. There is a balance between hydrograph volume and peak flow. I am required to use the Rational Method but I also need to quantify overflow, so I chose CivilStorm/SewerGEMS/SewerCAD As per above, you will need to be careful to recognize the differences between the traditional Rational Method that your reviewer is likely referring to and the Modified Rational method, which is not quite comparable. The Rational Method in StormCAD is typically used to size pipes for proposed systems to prevent flooding, whereas the Modified Rational method used by CivilStorm, SewerGEMS, and SewerCAD is a hydrograph routing method more often used for analysis of existing systems experiencing flooding. If you have a license, you might still consider using StormCAD for this analysis. For example if you're trying to identify areas with flooding problems and then resize the pipes using the standard Rational Method, you will still be able to do both. StormCAD cannot quantify overflow and will reset the HGL to the rim elevation for flooded nodes, but you may find that knowing these locations where flooding is a problem may be good enough. In this case, it may then be appropriate to use the automated design tool along with the inherent Rational Method to size the pipes. If you find that your reviewer accepts other methods such as the Unit Hydrograph for analysis of flooding (as opposed to design/pipe sizing), you could continue using CivilStorm/SewerGEMS/SewerCAD with a change to the catchment's runoff method. Keep in mind that the Rational/Modified Rational method and Unit hydrograph methods are not comparable, so different peak flows are generally expected. Ultimately, it will be up to you as the engineer to decide how to proceed. PondPack Implementation Implementation of the Modified Rational method in PondPack is mostly the same, with one key difference: it automatically computes the "critical" storm duration for you, using an iterative process. This critical duration only applies to a single catchment and is based on the assumption that you are designing a pond which reduces outflow down to a predevelopment "target" flow. It is more common to use the Modified Rational method in PondPack for a single pond and catchment for this purpose, as opposed to using it with CivilStorm, SewerGEMS, or SewerCAD with a storm drainage network. In contrast to CivilStorm or SewerGEMS where there may or may not be a pond, PondPack assumes that you will be designing a pond, with the criteria being that you wish the peak outflow from the pond to match that of the conditions before development. This is a typical requirement which is meant to reduce the impact of development on downstream hydrology. So, PondPack requires the same Rational Method input (Tc, Area and C) plus the predevelopment peak flow. It then constructs a series of Modified Rational hydrographs per the same process discussed above, overlaying an approximated pond outflow hydrograph. Two options are available for approximating this pond outflow hydrograph: Method I and Method T. These methods are shown in the below illustration . Method I assumes a linear outflow hydrograph, going from zero flow at time zero to the predevelopment peak where it meets the falling limb of the hydrograph. Method T's approximated outflow hydrograph follows a shape similar to the trapezoidal runoff hydrograph. For each storm duration tested PondPack finds the estimated storage volume, which is the shaded area above the estimated outflow hydrograph. This volume represents how large the pond will need to be in order to store the runoff hydrograph while still keeping the peak outflow below the predevelopment target (with the assumption that the pond you design will have an outflow hydrograph shaped like either the "I" or "T" method). The "critical" storm duration is the one that results in the highest storage volume (shaded area). This duration will be longer than the Tc, but typically less than an hour. PondPack stores information on this iterative process, which can be found in Report Builder, in the report entitled "Modified Rational Storm Calculations": In the example above, a storm duration of 0.383 hours resulted in the highest required storage volume of 0.155 ac-ft, and was selected as the critical storm duration. The critical Storm duration is then used to generate the postdevelopment runoff hydrograph for that catchment (peak flow and duration). As mentioned in previous sections, this duration is normally greater than the catchment's Tc, so it will result in a peak flow less than the traditional Rational Method. From the illustrations above, it is clear that a storm duration equal to the Tc would result in a high peak flow, but a smaller volume. Basically volume becomes more of a concerned with pond design, whereas peak flow is more a concern with pipe sizing (such as with StormCAD, which uses the traditional Rational Method.) What if this is an existing system where the pre/post conditions are the same, or what if I don't care about the predevelopment peak flow? The underlying assumption with the iterative process that PondPack uses to find the critical storm duration is that you are designing a pond to attenuate the peak flow down to some target value. If you want to simply analyze an existing system without having to enter predevelopment information you should select "true" for "User Defined TD?" in the Modified Rational catchment's properties then enter the desired storm duration. This bypasses PondPack's iterative process of determining the critical storm duration, which would otherwise fail if the -Pre and -Post information were the same. Remember that the storm duration you enter here determines the peak flow and duration of the runoff hydrograph. What if I have more than one catchment? If you have multiple catchments in your system the Modified Rational method may not be the right runoff method for you. Since PondPack will automatically calculate the critical storm duration differences in the catchments would likely result in different critical storm durations being chosen for each one. This would be like saying that different storms were occurring at the same time over the same site. Aside from accepting this inconsistency or choosing another runoff method, the only other option you have in this case would be to select "true" for "User defined Td" for each catchment then manually set them all to have the same storm duration. What if I want to run my model using the modified rational method, but for a specific amount of time? What you do is set the property for "User Defined TD?" to 'True' then you can set a user defined critical TD. I changed the predevelopment information and my postdevelopment hydrograph changed. This doesn't make sense! One might be tempted to wonder why a change to the predevelopment target flow has an effect on the postdevelopment runoff hydrograph. Intuitively, what happens in the predevelopment conditions should not affect what happens in the postdevelpment conditions. However if you were to change the target peak flow for a Modified Rational catchment you will likely see a different runoff hydrograph on your model (different peak flow/duration). The reason lies in the iterative process that PondPack uses to calculate the critical storm duration. As mentioned further above, this process looks at the required storage volume for a range of storm durations and selects the duration that has the highest. The required storage volume is the area above the estimated pond outflow hydrograph, which is based on the target peak flow. So, the required storage volumes will change with a change to the target peak flow, and thus the critical storm duration may be different. The different duration would then result in a different postdevelopment runoff hydrograph. In other words, by changing the target peak flow, you're changing the way the pond outflow will need to be designed, which changes the storage volume you'll need for your pond, which means the storm that results in this critical storage volume may be different. If you wish to override the automatic calculation of the critical storm duration, you will need to force the storm duration by using the "User defined TD" option. How do I use the Modified Rational Method with PondMaker? When using the Modified Rational method, the pond design steps in PondMaker are slightly different. Since both the predevelopment and postdevelopment information is entered in the catchment you will not have separate pre and post scenarios. In the first step (Design Scenario Configuration), you will need to choose "Modified Rational catchment" for the "Target Flow/Volume source", then select the Modified Rational catchment for the "Target element". Computing step 1 will then populate both the pre and postdevelopment information in the worksheet. To replicate the estimated storage volume used by method I, choose “linear” for the option under the Estimated Storage step of PondMaker. What if some of the watershed is not being detained in the postdevelopment conditions? To account for a bypass/undetained flow with the Modified Rational method: 1) Perform a Q=CIA calculation, using only the area of the watershed that is not being detained in the postdeveloped condition 2) Subtract this peak flow value from your predeveloped peak flow. 3) Use the resulting value as a user defined target flow in the subarea, instead of the predeveloped. By doing this, a Modified Rational hydrograph can be generated, since the post developed peak will be greater than the predeveloped peak. What if I need to apply a different adjustment factor to the rational C for each return event? See below Support Solution on using the "C Adjustment" field and Hydrology alternatives to do this. http://communities.bentley.com/products/hydraulics___hydrology/w/hydraulics_and_hydrology__wiki/15965.applying-a-c-adjustment-factor-to-different-return-events.aspx Conclusion In summary, results from the Modified Rational Method are not necessarily comparable to those from the traditional Rational Method due to the introduction of the element of time. Although it may be useful for pond design in PondPack, you may find that the Modified Rational Method may not be appropriate for hydrograph routing in a storm drainage network (in SewerGEMS, CivilStorm, and SewerCAD) and that another method such as SCS Unit Hydrograph is sometimes a better choice. The peak flow from the Rational Method in StormCAD is based on each catchment’s time of concentration. In SewerGEMS, SewerCAD and CivilStorm, it is based on a single storm duration that you must enter under Components > Global Storm Events. In PondPack, a critical storm duration is calculated automatically. See Also Product TechNotes and FAQs Haestad Methods Product Tech Notes And FAQs External Links Hydraulics and Hydrology Forum Bentley LEARN Server

Applies To Product(s): Bentley PondPack Version(s): 08.11.XX.XX Environment: N\A Area: Modeling Subarea: N\A Original Author: Jesse Dringoli, Bentley Technical Support Group Problem How can I use the modified rational method in a case where the C, Tc and area do not change between predevelopment and postdevelopment? Product: PondPack V8i Version: 08.11.XX.XX Area: Modeling, Problem ID#: 54633, GENERALINFORMATION Solution You would select "true" for "User Defined TD?", then enter the desired critical storm duration. This bypasses PondPack's iterative process of determining the critical storm duration, which would otherwise fail if the Pre and post information are the same. See Also Understanding the Modified Rational Method

Hi please take a look to attached file. I want to model a curb opening inlet , with Length =0.8m and and opening 15cm and max Gutter heoght 0.15m. runoff from catchment is 134Lps and I am expecting to first inlet intercept at least 70 Lps but I get different result and it capture just 18 Lps. please let me know which part of model is wrong? Thanks Hamid (Please visit the site to view this file)

Applies To Product(s): Bentley WaterCAD, Bentley WaterGEMS, Bentley HAMMER, Bentley StormCAD, Bentley SewerCAD, Bentley SewerGEMS, Bentley CivilStorm, Bentley PondPack Version(s): 08.11.XX.XX Environment: N/A Area: Other Original Author: Dan Iannicelli, Bentley Technical Support Group Problem Description A dialog/window/manager does not open. This includes FlexTable, Properties Grid, Selection Set etc. For instance, when double-clicking an element, the Property grid does not open. Solution If you are using an older version such as V8i SELECTseries 3 and lower, the best solution may be to upgrade to the latest version. Recent versions have a fix in place that should prevent the window from remaining outside the viewable area of your screen. Step 1: Move Dialog with Keyboard Hold down the ALT key and press SPACEBAR. Press M (Move). The curser will turn into four arrows and move to the dialog's title bar. Use the arrow keys to move the dialog. Press ENTER to accept the new position. Step 2: Resize Dialog with Keyboard Hold down the ALT key and press SPACEBAR. Press S (Size). The curser will turn into four arrows and move to the center of the dialog. Use the arrow keys to move the cursor to the edge of the dialog to resize. Use the arrow keys to resize the dialog. Press ENTER to accept the new position. Step 3: Reset Workspace The dialog may have been moved and docked in such a way that it is now hidden from view, or it is outside the bounds of your display. If you are unable to locate a dialog, you can reset the default window locations by opening the View menu and selecting Reset Workspace . This will reset the workspace to the default settings. Now if you try to open the dialog, it should be displayed. Step 4: Raise Screen Resolution The monitor's resolution may be too low. Try raising your screen resolution. The steps to do this vary with the operating system and video card being used. Generally, the screen resolution can be changed by going to the Control Panel , opening the Display category and then selecting Screen Resolution . Step 5: Maximize Dialog from Taskbar (Windows 7) Locate the program's window on the taskbar at the bottom of your screen and hover over it so you can see the windows open in that program. See the screen shot below Right-click on the window that you cannot see and select "Maximize". The window should now cover the screen. Simply grab the window by left-clicking at the top of the window and dragging it down. See Also Missing Menu Toolbar in Standalone

Hello, I previously did not notice that your post was on the Communities Feedback forum. I have now moved it to the correct forum. For future questions, please post to the Hydraulics and Hydrology Forum . To answer your last reply - my initial thought is that color coding or queries on node pressure may help you assess if you're appropriately maintaining pressure in your network. You might also make use of the Pressure Zone Manager . If you're calibrating the model to match measured field conditions, you would use Darwin Calibrator with measured field data at various locations. Darwin can adjust demands, roughness and element status to attempt to calibrate the model and match the measured conditions.

I would draw some profiles from the source to the most remote nodes. Remember that the farthest distance may not correspond to the most head loss. The profiles should give you some insights. Then compare measured HGL with the values in the modeled profile.

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 to import WaterGEMS 3.0 or WaterCAD 7.0 files to WaterCAD V8 XM or V8i standalone while preserving the old presentation settings? Solution There are several ways of converting old WaterGEMS/WaterCAD files to WaterCAD v8 XM. If you need to also export the presentation setting for the older file please follow the instructions below: Prerequisites: A) You need to have version 7 and 8 both installed on the same machine. b) Version 7 must be installed prior to version 8 in order to have this functionality active. Instructions: 1. Open WaterCAD/WaterGEMS file in version 7 or Version 3.0. Go to File > Export > presentation settings and save the file. 2. Then open up WaterCAD/WaterGEMS v8 XM or V8i and then go to File > Import > WaterGEMS/WaterCAD database. 3. Browse to and open the .MDB file that you saved from the old version. This should bring all the color codings and annotations from the old version to this new version. If there is no old version available, you can always take the second step above and recreate all the color codings and annotations.

Applies To Product(s): WaterCAD 7.0 and WaterGEMS 3.0 Version(s): See above Environment: N/A Area: N/A Subarea: N/A Original Author: Shahzaib Bukhari, Bentley Technical Support Group How do I fix "input error: 299hm" error? First, close your software. Then, Browse to your program's folder (for example, C:\program files\haestad\wtrc\ or C:\program files\Bentley\WaterGEMS) and find license.ini (you may need to go to tools>folder options>view and uncheck "hide extensions for known file types" so you can see the .ini extension). You may also need to go to view>details and click the "name" column heading to sort in alphabetical order by name, then scroll down to find license.ini. Once you have located the file, make a copy of it by rightclicking and going to "copy". Now, browse to the root of your hard drive (C:\ in most cases) and paste the copy of license.ini there. Make sure you click on a blank space, rightclick, then go to "paste". How do I integrate WaterGEMS 3.0 with ArcGIS 9.2? ArcGIS 9.2 is not supported by WaterGEMS 3.0 and may cause Arcmap to crash. In order to properly integrate, you will need to upgrade to WaterGEMS V8 XM. If you would like to stay with WaterGEMS 3.0, then to fix your arcmap, you must unregister some WaterGEMS components. Please follow these steps: Save the following file to your WaterGEMS install folder (the default is C:\Program Files\Bentley\Wtrg\) and run it from there. ftp://ftp.bentley.com/pub/knowledgebase/attachments/WtrgUnReg1.bat Save the following file to your WaterGEMS extensions folder (the default is C:\Program Files\Bentley\Wtrg\extensions\) and run it from there. ftp://ftp.bentley.com/pub/knowledgebase/attachments/WtrgUnReg2.bat These 2 batch files will unregister the WaterGEMS COM components related to ArcGIS. How to import WaterGEM 3.0 or WaterCAD 7.0 files to WaterCAD V8 XM or V8i standalone while preserving the old presentation settings? How do I import Cybernet project in WaterGEMS 3.0/WaterCAD 7? In order to open Cybernet project in WaterGEMS/WaterCAD, you must have .inp file type. Go to File > Import > Network and select cybernet 2.0 and browse to cybernet file and open it. Once you open this file in version 3.0 or version 7 of WaterCAD, you just need to save it to see real conversion. After saving it in WaterGEMS/WaterCAD go back to the project directory, you should now see a .wcd and .mdb files converted from Cybernet. See Also Product TechNotes and FAQs Haestad Methods Product Tech Notes And FAQs External Links Bentley LEARN Server

Product(s): Bentley HAMMER Version(s): 08.11.xx.xx Environment: N\A Area: Modeling Problem What does the following user notification mean: "The Check Valve at this element closes at time xx.xx seconds" Solution This user notification will occur for three different cases: 1) If there is a check valve element. 2) If there is a check valve added to a pipe using the "Has Check Valve?" property field. 3) If a check valve is applied to a pump. A check valve can be applied to a pump by setting the property field "Pump Valve Type" to Check Valve. In addition, for the case of a pump startup, if you have set the property field "Time (for valve to operate)" to zero, a check valve will be implied. In any of these cases, when there is reverse flow or a pressure wave that reflects back toward the downstream side of the different check valves available, you will see a user notification like this. The user notification will occur for any time step that it applies, since it is possible for forward flow to occur, or for the check valve to reopen. For more information on check valves and their use in HAMMER, please see this link . See Also Modeling Reference - Check Valves

Applies To Product(s): Bentley WaterGEMS, WaterCAD, SewerCAD, StormCAD, CivilStorm Version(s): 08.11.xx.xx Environment: N/A Area: Installation Subarea: Original Author: Dan Iannicelli, Bentley Technical Support Group Problem User cannot populate properties inside the following products for AutoCAD 2013. WaterGEMS, SewerGEMS, WaterCAD, SewerCAD, StormCAD, or CivilStorm. Please check for the following symptoms. - If you double click on any element, it should bring up an AutoCAD command in the command line for that particular window. - When you double click and nothing would come up, followed by a blank in display. Solution To fix this issue, you may have to drag the bar from the left where tools are located and pull it towards the right. It will bring up the property box if it's hidden behind the layout toolbar. You can also try dragging from the right if you see a dialog box over there or dragging from bottom location as indicated by the red box in the picture below: Please also check out the attached screen shot to get a clear picture. If other managers are already visible, it is also possible that the properties display is hidden behind another manager. The following video can help with cases like that: (Please visit the site to view this video) Reset AutoCAD Settings to Default If the above steps don't resolve the issue, you can try resetting the AutoCAD settings to default. To do this, first close all instances of AutoCAD and the Hydraulic and Hydrology product. Go to, Start > All Programs > Autodesk > AutoCAD > Reset Settings to Default. Select either "Back up and reset custom settings" (recommended) or "Reset custom settings" (without backing current settings up). Open the Hydraulics and Hydrology application for AutoCAD. An AutoCAD Alert will appear stating "No Profile name exists: [product] will create Profile with default settings." Click OK. All interface settings should now be set to the default and the dialogs should display again.

The curb opening you have in your model is undersized. A curb opening length of 0.8m (on grade) will not capture all of the 134cfs. Please see section 4.4.4 and Chart 7A in the HEC-22 Urban Drainage Design Manual . The curb opening length will need to be about 6.5m to capture 100% of the flow. LT=Ku*(Q^0.42)*(SL^0.3)*(1/(n*Se))^0.6 LT = Curb opening length required to intercept 100% of the gutter flow, (m) Ku = 0.817 (SI) SL = Longitudinal slope (m/m) Se = Gutter Cross Slope (m/m) n = Roughness coefficient Q = Flow (m3/s) LT= 0.817*(0.134^0.42)*(0.01^0.3)*(1/(0.013*0.06))^0.6 LT=6.46m Edited: For composite cross slopes, Gutter cross slope (Se) is used in place of Road cross slope (Sx).

In particular, the profile view. It seems to take my whole time period and bust it into 16 equal time steps. I would like to watch the transient wave propogation at a much tighter interval (the model itself is running in 0.005 second timesteps and reporting every 25 time-steps or every 0.125 seconds over a 130 second simulation). I can't find an option for increasing the granularity of profile view time step increments.

Note that I can see 0.125 second time data in the time histories, so I know it's recording the data at that rate. It's just the profile view that's not allowing me to view the wave animation in more than 16 equal intervals of time.

I have a pressure subnetworks sewer model with gravity sewer and wet well to another gravity sewer and to another wet wells The first wet well says outflow is 204.95 gpm to gravity sewer system while inflow to wet well from an upstream gravity system is 94.2 gpm. I understand that outflow larger than inflow based on pump rate. However, I confused which flow is to use for another gravity sewer system? 204.95 gpm or 94.2 gpm? Thanks

Hello Bruce, As you mentioned, wetwell outflow is expected to be greater than the inflow when the downstream pump turns on, as the intent of the pump is to drain the wetwell. Can you clarify what you mean by your question on which flow to "use for another gravity sewer system"? If the pump discharge is 204.95 gpm, then this flow will drain into the downstream gravity sewer system and be routed down the pipe accordingly. When the pump turns off, the flow will be zero, so this higher flow will come in pulses. If running an EPS, you can graph or use the Time Browser to see the hydraulic effect on your system as the pump turns on and off. Perhaps you're asking whether the downstream gravity conduits should be designed (sized) based on the higher flow rate from the upstream forcemain pump? If so, you may want to consider the "Use Pumped Flows" calculation option, which controls whether. This controls whether to pass the upstream wetwell inflow (94.2 gpm) to the downstream gravity network or pass along the higher, pumped flow (204.95 gpm) during a Steady State simulation. There is some explanation on this calculation option in the Help and in the below article: Flow in gravity pipe downstream of pressure system doesn't match the flow from the pump There is also some information directly on this subject (designing conduits downstream of a pressure forcemain) in our Wastewater Collection System Modeling and Design book (page 358, "Design Maximum Flow Rates with Pumping".) In short, the conservative approach is to design based on that pumped flow rate of 204.95 gpm ("Use Pumped Flows" = True), but in some cases the pumped flows from force mains may attenuate significantly as you move downstream and an EPS (or unsteady/dynamic analysis with the Implicit or Explicit numerical solvers in SewerGEMS) may be a more appropriate approach.

Note that I have moved your question to the correct place: Hydraulics and Hydrology Forum

Hi Jonathan, There is a limit on the number of path (profile) records that can be saved to the output file, so in some cases if you have long profiles with a small timestep and/or a long run duration, the reporting increment is increased by a certain factor to prevent the limit from being reached. You should see an entry in your User Notification list like "The period between path histories has been increased by a factor of X to limit the number of path records to Y." The below article in our Wiki has some suggestions for what you can do in this situation: "The period between path histories has been increased by a factor of..." Note that if you're viewing the increments by manually sliding the bar at the top of the profile in the Transient Results Viewer, you may need to click the Animation button to see all the time increments. If this does not help, please provide your HAMMER version number and a copy of the model file so a more specific answer can be provided. There are two options for sharing your model on Communities. Either way, be sure to zip your files first. The first option is to attach to your reply on the forum using the Advanced Reply Editor (see link below and to the right of the reply box). If your data is confidential, use the instructions in the link below to send it via Bentley Sharefile. Files uploaded to Sharefile can only be viewed by Bentley. http://communities.bentley.com/help/w/be_communities_help/7079.be-communities-secure-file-upload

Applies To Product(s): Bentley HAMMER Version(s): V8i Environment: N\A Area: Output and Reporting Subarea: N\A Original Author: Jesse Dringoli, Bentley Technical Support Group Problem Why do I get the following user notification? "The period between path histories has been increased by a factor of X to limit the number of path records to Y." Or: Why does my profile animation in the Transient Results Viewer appear to have a less granular time increment when compared to Time Histories and the expected increment per the time step increment and reporting timestep set in the transient calculation options? Solution The reason you get this message is because HAMMER has a limitation on the amount of output data it can store for transient results. If the limit is exceeded, it automatically increases the report period, which reduces the amount of output data generated. This will impact the reporting in the Transient Analysis Detailed Report, as well as results in the Transient Results Viewer. There are a couple of things you can try to resolve this issue. If you increase your calculation time step or change "Report Times" to "Periodically" (in the transient calculation options) and enter a high enough value, the message will no longer appear. You can also decrease the number of report points. This is also done in the transient calculation options. For instance, if you have a large model and report all points in the model, this might generate the message. You could change Report Points field to "Selected Points" and enter only the important points in the model. You can also change the field Report Point History Type "Only if on path." This can also reduce the amount of output information needed to be stored. Lastly, if there are any profiles that are unneeded, you can delete these. The model will need to be recomputed after making these changes, but by decreasing the number of report points or increase the time step, you can often remove this message. Note also that if you're using the slider bar at the top of the profile in the Transient Results Viewer, you may need to click the animation button to see all the increments. You can also adjust the frame rate in the Settings Button (just below the Profile tab) > Profile Options.