Available MEP Connections

RAM Connection can design extended end-plate connections using the design guidelines in AISC Design Guide 4 (DG4) or AISC Design Guide 16 (DG 16).

Older versions of RAM Connection only support extended MEP connections designed per DG4. The DG16 MEP connections were added in v8.0.0. In the same release, the ability to specify flush end plates and multiple rows of bolts was also added in the same release. Release notes for RAM Connection v8.0 can be found here: RAM Connection v8.0 Release Notes

Differences between DG4 and DG16 Connection Templates

The design philosophy in DG4 is discussed in detail in Section 2.2.3 of the Design Guide. Briefly, the design method in DG4 assumes a strong column, strong connection, and a weak beam. The end plate and column flange are assumed to remain elastic, and no prying forces are assumed in the bolts. The design guide refers to this behavior as "thick plate behavior." Thick plate behavior is ensured when the no prying bolt strength is less than or equal to 90% of the end plate and column flange strength. See equations below:

Where, Mnp =  No Prying Moment and M = Flexural Strength of Plate or Column Flange

The design philosophy in DG16 allows for prying action in the bolts. Connections designed per DG16 are designed for either "thick plate behavior" (no prying action) or "thin plate behavior" (prying).

Comments on RAM Connection Design

RAM Connection checks both the end plate and column flange for thick plate behavior using the equations from the applicable Design Guide. A summary of the plate/column flange behavior is summarized in the Section "Plate/Column Behavior" in the Results Report:

If either the end plate or the column flange exhibits thin plate behavior, a warning message will be identified in the Results Report:

When using a DG4 Connection, this warning should not be ignored. It means that one of the assumptions of the design method has been violated. Changes will need to be made to either the end plate or column size for a valid design.

See Also

Troubleshooting Errors when Assigning Connections

Challenges involved in modeling with surface elements in STAAD.Pro

The fact that one does not need to generate a finite element mesh when modeling with surface elements makes it an attractive modeling option for many engineers modeling their structures using STAAD.Pro. While there are advantages of using surface elements under some scenarios, before one uses surface elements for modeling, one should be aware of the challenges that come with it. As mentioned, an advantage of using surface element is that the minute details involved in the process of converting a physical object like a wall or slab into an analytical model consisting of a plate element mesh, is not something that the user has to bother about. However, in many situations, not knowing these details can lead to errors, some of which are impossible to detect because the underlying elements cannot be seen graphically.

For example in a structure, there may be beams elements and plate elements sharing common edges with the surface elements. For proper connectivity to be established in between these entities, each has to be divided or meshed such that the number of divisions match at the common edges or in other words these entities should share common nodes. Unless that happens, the connectivity would not be proper which would lead to incorrect load transfer between these entities. Although STAAD.Pro internally meshes the surface element into a plate mesh however the adjacent entities are not automatically split or meshed accordingly to establish proper connectivity and the onus is on the engineer to ensure that. For proper connectivity to be established, one needs to go in and set the number of divisions for each edge of a surface such that it matches with adjacent plate mesh or with segments of beams at the periphery. One would also need to ensure that columns adjacent to surfaces, usually modeled using beam elements, are also split to match with the surface divisions. Matching these divisions for regular rectangular geometry may not be that complicated but in a real life structure where slabs could be of any shape, have openings, walls may have cutouts and may have discontinuities, establishing proper connectivity could be a real challenge. So before modeling with surfaces just because it is simpler to model it that way, you need to consider the pros and cons.

In addition, although one can influence the edge divisions along an edge of a surface but one cannot control the internal meshing fully as irregularity in geometry may result in generation of a triangular mesh. In such cases it is difficult to estimate the number of elements that could be generated during the meshing process. Not knowing this beforehand can lead to unwanted consequences such as a massive increase in the size of the model, to a point where the program simply cannot handle such a massive volume of data. The following wiki deals with one such scenario

http://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/22310.error-total-jointelement-limits-exceeded-while-creating-surface

There is however one situation where the user has to use surface elements. That is when he/she wants to perform reinforced concrete design of a shearwall per the ACI, British or Indian codes. STAAD.Pro can perform a shearwall design if and only if that wall is modelled using the surface entity.

It may be worth mentioning here that modeling shear walls with plate elements is also very common. The following wiki explains how shear walls modeled with plates can be subsequently designed

http://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/23103.modeling-shear-walls-using-plates

So this is what it boils down to. When one needs to model a floor slab, roof or a wall that does not need to be designed as a shear wall, they are better off using plate elements. When a shear wall needs to be modeled and also designed as per one of the codes mentioned above, the user needs to make a choice as to whether to use plates or surfaces after weighing in all the pros and cons. In our view, the only drawback of using plates is that one needs several of them to model a wall or a slab and that increases the size of the input data. But even then one has a lot more control on the model size when using a plate mesh. In addition, fixing modeling errors are a lot easier for a model using a plate mesh.

This page is under construction.

Problem Description

Moment due to shear is always considered in spread footing design even when that option is turned off in the design criteria. 

Reason

In the Foundation module, under Criteria - Design Criteria there is an option to consider the moment due to shear times the footing thickness, for all three footing types.

When the option is turned off, the resultant reaction on a typical braced frame columns is therefore purely vertical, but a larger footing may be designed to resist overturning. Furthermore, the reported soil stress is not uniform, confirming that the foundation is being designed for an overturning moment.

Note, if the option to consider the shear is turned on, the overturning gets even worse (and the foundation gets larger). The moment appears to be double counted in that case.

Note, the load combination forces report indicates the shear force whether the option is turned on or off. In prior versions, the reported shear would have been 0.00 when the option was off. The load combinations report still correctly shows 0.00 for moments when the option is turned off. 

Solution

We are working on a fix for this issue for the next release after 15.09.00.18.

Problem Description

User tries to create an analytical model from a physical model and gets the error below.

This issue has only been observed in some machines

.

Steps to Reproduce

1) Open Staad.Pro in Physical Modeler and try to create any new file from scratch.

2) Try to create the analytical model by using the ribbon menu option Model > Return to Analytical Modeling.

Workaround

1. If STAAD.Pro is installed in a path different from the default, please uninstall the software and reinstall ( as administrator ) choosing the default installation path. For some users this addressed the issue.
2. If STAAD.Pro is installed in the default path and the error is still obtained, check for the existence of OSOEM folder in the following path C:\Program Files\Bentley\Engineering\STAAD.Pro CONNECT Edition\STAAD\SPPM\Program. If the folder is not present, uninstall the software and reinstall ( as administrator ) and check whether the folder now exists. This worked in certain cases.
3. STAAD.Pro should be installed using an account with administrator rights. If not, please uninstall the software and reinstall as administrator. Once the software is installed, right click on the program shortcut and choose Run As Administrator. In some cases this addressed the issue.
4. If the installation satisfies all of what is mentioned in the 3 workarounds above, please follow the steps below.

Please open the physical modeler. 
Go to File > Options and the Options dialog box would open.
Click on OK to close the dialog box and close out of STAAD.Pro ( both Physical and Analytical Modeler)
This will create a file “Application.xml” in the following path
C:\Users\<yourname>\AppData\Roaming\Bentley\Engineering\STAAD.Pro\Configurations
Right click on the file, choose open with and choose Notepad.
Change the IPC flag to 0. By default it will show as 1.
Save the file and close it.
Reopen the STAAD.Pro Physical Modeler and try to generate the analytical model.

Solution

The problem has been addressed in the STAAD.Pro Connect Edition Update 2 ( version 21.00.02.30). 

Rebar Export from Modules and ISM Sync

RAM Elements has now the ability to export reinforcement bar designs for beams and columns. This feature allows to share concrete designs via Structural Synchronizer (ISM).

1.    Example Model

To show the process we will use the "Concrete.retx" example model. The model must be analyzed and designed to start the concrete design process.

2.      RAM Beam Design

 To add rebar to a continuous beam using the RAM Beam Design module, you need to follow the steps below:

• Select a line of continuous concrete beams to open in the Module.

• Select a single beam and use Home>Selection>Select continuous member

• Send the continuous beam to the module Modules>Members>Beams>Concrete to be designed.

• After the beams have been designed, to send the rebar to the main application use Home>Export Rebar to RE. Note that the tool will remain disabled until any change in the rebar is done to be exported again.

• Close the RAM Beam Design module to see the rebar in the main application. Additionally you can save your beam design as a *.rcb file to load it in a future session.

• To check the rebar, you need to turn on the display options View>Model>Reinforcement position.

3.      RAM Concrete Column

To add rebar to a stack of columns using the RAM Concrete Column module, you need to follow the steps below:

• Select a line of concrete columns to open the RAM Concrete Column module.

• Select a single column and use Home>Selection>Select continuous member

• Send the stack of columns to the module Modules>Members>Concrete columns to be designed.

• After the columns have been designed, to send the rebar to main application use Home>Export Rebar to RE. Notice that the tool will remain disabled until any change in the rebar is done to be exported again.

• Close the RAM Concrete Column module to see the rebar in the main application. Additionally you can save your column design in a *.ccd file to load it in a future session.

• To check the rebar, you need to turn on the display options View>Model>Reinforcement position.

4.      Sync. ISM

Once you have beams and columns designed and with their reinforcement transferred into RAM Elements, you can synchronize the reinforcement steel to an ISM repository.

• In RAM Elements go to File>ISM>Create ISM Repository to launch the ISM Synchronization dialog.

• Check the Consider rebar during the synchronization The rebar sync is optional, since it will generate a big set of data that may not be required in every project.

• After pressing OK, the ISM model will be created including the rebar. If you checked the Open Structural Synchronizer viewer you need to click Update to add a comment to the ISM model and create the actual file.

Problem Description

RAM Connection CONNECT Edition Stand Alone version 11.02.00.13 (x32) may not display properly. The joints "filmstrip" may be off screen to the left and the main connection graphic does not appear at all. A Similar problem can affect Ram Elements 14.00.01.08.

Reason

This is a new problem affecting the program configuration on some machines. We believe it occurs where multiple prior versions of the product had been installed on the same machine leaving multiple program configuration files on the system.

Solution

Go to the following path´s and edit the Config.ini file for both applications.

Ram Elements version 14.0.01.08
C:\Users\Win10User\AppData\Roaming\Bentley\Engineering\RAM Elements\14.0.1\RE\Config.ini

Ram Connection Stand-Alone version 11.02.0.13
C:\Users\Win10User\AppData\Roaming\Bentley\Engineering\RAM Connection\11.2.0\RCSA\Config.ini

If you cannot locate the folder because it's hidden by Windows try entering %AppData% in the address bar to get to \Roaming and drill down from there.

Edit the config.ini file by deleting the section marked in red as indicated below, or simply delete the config.ini file altogether. 

Do not use the restore "Default Values" tool in the program after this or the problem will resurface.

Generation of wind loads on members

This document serves as tutorial to show the RAM Elements tool for wind loads generation on members (open structure).

1.1  Model data

Open the “45.00m-height electrical tower.retx” model. The structure is formed by A36 steel equal leg angles for all segments and elements in the tower. The configuration is typical for electrical transmission towers.

All support bases are assumed to be pinned for the four-legged tower.

Gravitational loads are assumed as follows:

• Self-weight
• Cable weight

Imposed load considered as dead loads:

• Cable tension

Live load:

• Cable assembly load

 The referenced model has been created with the previous loads. This example is focused on assigning the wind loads using the wind loads generation tool for members.

Lateral loads to apply:

• Wind in the X global axis direction
• Wind in the Z global axis direction

The model already has several design and service load combinations based upon ASCE 7-16 code.

1.2 To assign the wind loads

1. Select the load case for which the wind loads will be assigned.

2. Select the desired members to assign wind loads using the tool. For this example, select all the members in the tower model since the tool can assign wind loads at once for the whole selection for one wind direction.

3. Select the Members > Loadson members spreadsheet.

4. On the Spreadsheet ribbon tab, select the Assign wind loads tool in the Active spreadsheet tools group.

The Wind load generation for members dialog opens.

5. Enter the structure geometry in the Building geometry group of data, as follows:

1. Length, 8.00 m.
2. Width, 8.00 m.
3. Meanroof height, 45.00 m.
4. Ground level, 0.00 m.

6. Enter the wind parameters in the Parameters group, as follows (refer to notes at the end of this section for an explanation of each field):

1. Basic wind speed, 120 km/h.
2. Gust factor, 0.85.
3. Enclosure category, Open.
4. Elevation above sea level, 0.00 m.
5. Exposure category, C.
6. Directionality factor, 0.85.
7. Wind direction, 0 degrees. This will coincide with the positive global X axis direction.

7. Enter the topographic parameters in the Topographic factor, Kzt group, as follows (refer to notes at the end of this section for an explanation of each field):

1. Select User defined and enter Kzt equal to 1.0.

8. Enter data in the Aerodynamic shape factor group, as follows (refer to notes at the end of this section for an explanation of each field):

1. Leave unchecked the User defined checkbox to let the program calculate the factor automatically.

9. To see a report of calculated wind loads for selected members before confirming the assigned values in the dialog press the View report button and a report window will be displayed.

10. Click OK to close the dialog. The wind loads are added for the current load case for all the selected members.

This document serves as tutorial to show the RAM Elements tool for wind loads generation on load areas.

1.1 Model data

Open the “Simiu Handbook, ASCE 7 - Ex. 5.2.1 (wind parallel to long side).retx” model. The structure is based on Example 5.2.1 of the Handbook for Design of Buildings for Wind by Emil Simiu, and it is a concrete building with a configuration shown in the following figure.

This is a 95 ft high office building with rectangular shape in plan (60 ft x 125 ft), eave height 95 ft and flat roof. It is considered as rigid and enclosed. Exposure B from all directions is selected.

Note that the distribution of bays in the longitudinal direction of the model responds to the criteria of the ASCE 7-16 Chapter 27 to obtain the distances from the windward edge of the building to the zones where there is differenced wind effect on the roof.

Lateral view with bays distribution

Top view with bays distribution

Lateral loads to apply, shown in this example:

• Pressures on all lateral walls due to wind acting towards the global positive X axis direction with positive internal pressure on walls.
• Pressures on roof areas due to wind acting towards the global positive X axis direction with positive internal pressure and load case A (negative values of pressure coefficient).

 After the example is finished, it will result very easy to complete the following additional load cases:

• Wind in the X global axis direction with negative internal pressure on walls.
• Wind in the X global axis direction with positive internal pressure and load case B (positive values of pressure coefficient) on roof.
• Wind in the X global axis direction with negative internal pressure and load case A (negative values of pressure coefficient) on roof.

Wind in the X global axis direction with negative internal pressure and load case B (positive values of pressure coefficient) on roof.

1.2 To assign the wind pressures

1. Select the load case for which the wind pressures will be assigned.

2. Select the desired areas to assign wind loads using the tool. For this step, select all the areas in the West side of the building. The tool can assign wind loads at once for the whole selection for one wind direction. Since the assumed wind direction for the first load case is in the direction of the positive X axis, this first selection will serve for the loads on windward.

3. Select the Areas > Surface load spreadsheet.

4. On the Spreadsheet ribbon tab, select the Assign wind pressure tool in the Active spreadsheet tools group.

The Wind load generation for areas dialog opens.

5. Select the Pressure type between the four options in the first group. For this first assignment, select Windward.

6. Enter the structure geometry in the Building geometry group of data, as follows:

1. Length, 125 ft.
2. Width, 60 ft.
3. Meanroof height, 95 ft.
4. Ground level, 0 ft.

7. Enter the wind parameters in the Parameters group, as follows (refer to notes at the end of this section for an explanation of each field):

1. Basic wind speed, 170 mph.
2. Gust factor, 0.85.
3. Enclosure category, select Enclosed.
4. Elevation above sea level, 0 ft.
5. Exposure category, select B.
6. Directionality factor, 0.85.
7. Internal pressure, select Positive.

8. Enter the Interior point coordinates data, which helps determining the external and internal faces of the load areas to apply the push or suction pressures. For this case, enter the coordinates of any interior point, for instance, the following:

1. X: 60 ft
2. Y: 5 ft
3. Z: 30 ft

9. Enter the topographic parameters in the Topographic factor, Kzt group, as follows (refer to notes at the end of this section for an explanation of each field):

1. Select User defined and enter Kzt equal to 1.0.

10. Enter data in the Roof parameters group, for this first assignment, all fields are disabled since the Pressure type was set to Windward.

11. Enter data in the Pressure coefficient group.

1. Leave unchecked the User defined checkbox to let the program calculate the coefficient automatically.

12. To see a report of calculated wind loads for selected areas before confirming the assigned values in the dialog press the View report button and a report window will be displayed.

13. Click OK to close the dialog. The wind loads are added for the current load case for all the selected areas.

Windward pressures on all West walls

Note that once the dialog is closed the pressure values and the global direction for the wind load are printed in the Surface load spreadsheet.

Now, it is time to use the tool for the rest of the load areas in the model.

14. Select all the areas in the East side of the building, this selection will serve for the loads on leeward.

15. Select the Areas > Surface load spreadsheet.

16. On the Spreadsheet ribbon tab, select the Assign wind pressure tool in the Active spreadsheet tools group.

The Wind load generation for areas dialog opens.

17. Set the Pressure type to Leeward.

18. Enter the structure geometry in the Building geometry group of data, as those were before:

1. Length, 125 ft.
2. Width, 60 ft.
3. Meanroof height, 95 ft.
4. Ground level, 0 ft.

19. Enter the wind parameters in the Parameters group. Note that these will be the same for the whole model and thus the information remains since the last time the dialog was open.

20. Enter the Interior point coordinates data. The same data is used. No changes for the current assignment.

21. Enter the topographic parameters in the Topographic factor. The same data is used. No changes for the current assignment.

22. Enter data in the Roof parameters group, for this assignment, all fields are disabled since the Pressure type was set to Leeward.

23. Enter data in the Pressure coefficient group.

1. Leave unchecked the User defined checkbox to let the program calculate the coefficient automatically.

24. To see a report of calculated wind loads for selected areas before confirming the assigned values in the dialog press the View report button and a report window will be displayed.

25. Click OK to close the dialog. The wind loads are added for the current load case for all the selected areas.

Leeward pressures on all East walls

26. Select all the areas in the North side of the building.

27. Select the Areas > Surface load spreadsheet.

28. On the Spreadsheet ribbon tab, select the Assign wind pressure tool in the Active spreadsheet tools group.

The Wind load generation for areas dialog opens.

29. Set the Pressure type to Sidewall.

30. Leave the Building geometry, Parameters, Interior point coordinate, Topographic factor and Pressure coefficient groups without changes.

31. Click OK to close the dialog. The wind loads are added for the current load case for all the selected areas.

32. Repeat the steps 26 to 31 but selecting the South walls in the model.

33. After that, the wind pressures in the North and South walls are shown like the following:

Sidewall pressures on all North and South walls

34. To assign wind loads to the roof areas, select the two first rows of areas close to the West side (windward for this load case).

35. Switch the load condition to:

36. Select the Areas > Surface load spreadsheet.

37. On the Spreadsheet ribbon tab, select the Assign wind pressure tool in the Active spreadsheet tools group.

The Wind load generation for areas dialog opens.

38. Set the Pressure type to Roof. Note that some fields in the Roof parameters group are now enabled.

39. Leave the Building geometry, Parameters, Interior point coordinate, Topographic factor and Pressure coefficient groups without changes. 

40. Enter the following information in the Roof parameters group of data, as follows (refer to notes at the end of this section for an explanation of each field):

1. Load case, select A.
2. Wind direction, select 90 (degrees).
3. Area, 2850 ft2. This area is calculated multiplying 60 ft x 47.5 ft (area of the first roof zone).
4. Distance from windward edge, 47.5 ft.

41. Click OK to close the dialog. The wind loads are added for the current load case for all the selected areas.

Roof pressures on the first zone from windward edge

42. Select the next two rows of areas in the roof for the next zone, for a distance from the windward edge between h/2 to h.

43. Repeat the operation from step 35 to 41, changing in the tool dialog only the Area and Distance from windward edge fields as follows:

44. Click OK to close the dialog. The wind loads are added for the current load case for all the selected areas.

45. Select the last row of areas in the roof for the next zone, for a distance from the windward edge between h and 2*h:

46. Repeat the operation from step 35 to 41, changing in the tool dialog only the Area and Distance from windward edge fields as follows:

47. Click OK to close the dialog. The wind loads are added for the current load case for all the selected areas.

48. To complete the additional load cases the user may vary some of the parameters in the tool dialog, switching the Internal pressure to Negative in some cases, or changing the Load case parameter for roofs from A to B option.

This document explains how to define masses in RAM Elements and what are the available options for the source of such masses.

1.1  Mass source

The mass source must be understood as the actual mass that will be used in the modal analysis. The modal analysis is the first step to perform a dynamic analysis.

The analysis dialog presents two options to define the masses source in the model:

• Node mass
• Element self-mass and node mass

1.2 Node mass

This is the default option and by using it, the program will perform the modal analysis using only the information introduced by the user in the Masses spreadsheet: 

1.3 Element self-mass and node mass

When this option is selected, RAM Elements calculates the self-mass of all members and shells in the whole model. This calculation is made internally at the time the analysis is run and only considers translational self-masses. However, this option also considers whatever masses are defined as explained in 1.2 above.

 The following notes are important in order to know how this option works:

1.4 What option should I use?

For structures where rigid floor diaphragms can be defined, the first option is the best. However in many structures, rigid diaphragms cannot be modeled and thus, the second option is suitable (e.g. towers, warehouses/sheds, industrial structures, etc.). 

What is the Working directory?

A RAM Structural System model file (e.g. filename.rss) is literally a Zip file and within any .rss file you should find many component files of the same name with a wide range of extensions including (but not limited to) .b3d, .ram and .uid. These files are extracted from the model file and put into the working directory when opened in RAM Manager (in older versions of the program all of these files were simply saved together in the model directory). In some cases a zip repair utility can be used to open a .rss or .backup file that won't otherwise open.

For this reason the working directory should always be on the local drive and in a place in which the “user” has administrative rights. It’s also important for the user to have the rights to add, modify and delete files in the model directory.

Note: the working directory is set the first time the program is run, to confirm or edit the working directory location go to C:\ProgramData\Bentley\Engineering\RAM Structural System and double click the Ramis.ini file (c:\windows\ramis.ini prior to version 14). This should bring up the Ramis.ini file in Notepad (or other text editor). Look for the line that begins

working=path to working directory.

You can edit this path to the working directory here. Spaces are allowed as are references to mapped drives, but for the reasons mentioned above, a local drive should be used.

Also in the [Directories] section you will find the paths for other installation directories like the Tables folder where the program looks for all the tables and the default reports directory for saved reports.

For more information on the contents of the Ramis.ini file, refer to the RAM Defaults Guide [TN] and the RamSS Installation FAQ. 

Are RAM Structural System models backwards compatible?

Regretfully Ram SS models are not backward compatible. Typically with each major release there are changes in the model data base format. Once models are converted to the new version they can no longer be used in prior versions.

When a model is converted a backup of the original file is automatically created in the same folder with the same name and appended with the original file version, e.g. MyFile_Orig_14_7.zip, in case there is any need to revert to the prior version.

Note, though version 14.06.01 is generally considered a minor release, file conversion from version 14.06.00 is required. See the 14.06.01 Release Notes for details.

When I open a model I get a warning, “This file appears to be currently opened by: User Name…”

If the listed user really is in the file, they need to exit the program normally to release the model so that you can open it (RAM SS models do not allow for concurrent use).

If that user is not currently in the file or unavailable, you should navigate to the directory where the model is saved and look for a file of the same name with the file extension “.usr”. This is a lock file that was created when the user last accessed the model. The .usr file is normally deleted when the model is closed, but if the program terminated irregularly, the file might persist. Simply delete the .usr file and the .rss file can then be opened.

When I open a model I get a warning, “A temporary backup file has been found for this database (path to file), which indicates that the program abnormally terminated…”

If you select the “Most Recent Database” you are telling the program to reload the files from the working directory which should be the same as they were just before the crash. In such cases, we suggest that you immediately use the file – save-as feature to turn this into a new model file.

Clicking “Backup Database” deletes the working files and restores the files from the saved model whenever it was last saved. “Cancel” leaves everything alone. If your not sure when the last save occurred, click cancel and then check the modified date of the model file through an explorer window before returning to pick either option.

Starting with version 14.06 an additional backup file is created for models that crash and are then re-opened. A copy of the rss file with the extension .ssr is created if you reopen a model that is already expanded to the working directory indicating a previous crash or incomplete closure. Like the .backup file, the .ssr file can be renamed with a .rss extension to restore that version of the file.

When I open a model I get a warning, “Could not delete RAM model: filename. Working files in directory \path to working directory\, please use the explorer to delete these files.”

There are two situations where this message might appear. The first is a restriction to the working directory or the model directory. The user needs to have the rights to add, modify and delete files from both locations (preferably administrative rights). See above for more on the working directory.

The second problem is a corrupt or partial model file. If the model file is missing any of the critical component files it will not open correctly and the same message will appear. To investigate, rename the model file, changing the extension form .rss to .zip and double-click it to see what inside. You should see a series of files all with the same name but with a wide range of extensions including (but not limited to) .b3d, .ram and .uid. When a model file does not contain a complete set of component files it is unusable. It is a mystery what causes a file to become this way, but it seems that something must have interrupted the save process. A virus scanner may also be responsible.

At this point the backup file should be used, see below.

When attempting to load a module, I receive a message that a "File already exists" with a db.sdf extension.

The error may be caused by an installation issue with a database component included with RAM Structural System. Removing and reinstalling the component may resolve the issue. To do this, perform the following steps:

1. Open the Control Panel from the Windows Start menu (Windows XP/Vista/7) or Windows Start screen (Windows 8).
2. Open Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7/8).
3. If running RAM Structural System 14.06.00 or earlier, remove Microsoft SQL Server 2005 Compact Edition. If running RAM Structural System 14.06.01 or later, remove either Microsoft SQL Server Compact 4.0 or Microsoft SQL Server Compact 4.0 (x64).
4. Locate and open the RAM Structural System installer (e.g. ramm14060100en.exe or ram6414060100en.exe), often stored in the Downloads folder.
5. Click the Install button next to Microsoft SQL Server Compact Edition, and proceed through the installation to restore the component.

In rare cases, we are seeing initial settings for some computers (Windows 10) are causing this issue. If all of the above steps do not resolve the issue, please create a service request ; attach the machine.config file with the service request and give the path of it.

See also [[Unable to find the requested .NET framework data provider]]

Something is wrong with my model file, is there an automatic backup?

Yes, in the directory where the model file is saved, there should be another file of the same name with the extension, “.backup”. Rename this file something.rss (you won’t be able to use the same name of the original model file unless you move or rename it first). The backup file should be a complete version of the model from the previous time it was saved. If your not sure when that was, simply check the modified date.

Note: when backing up your own files, it is only the .rss model file that you need to save. When restoring backup files or old files from a backup CD or tape, make sure the files are not read-only. If you attempt to open a RAM model that is read-only, you will get another warning, “Failed CopyRssFileToWorkingDir:…”, “Failed DeleteRssInWorkingDir:…”, or “File error 2,6”.

How can I reduce the size of my files?

A RAM Structural System model (file.rss) is already a compressed zip file, but the size of that file can become quite large, especially when the analysis and design results are saved with the file. In RAM Manager under the File menu is an option to ZIP the model. When zipping models using that command you will have the opportunity to purge the model of some unnecessary results (which can be regenerated later just by running the file again). The optional results are:

• Include the RAM Frame Wall Forces results
• Include other RAM Frame Analysis results
• Include RAM Concrete Analysis results
• Include the RAM Concrete Column Interaction Surfaces
• Include the RAM Concrete Shear Wall results.

See Also

[[Unable to find the requested .NET framework data provider]]

RAM Defaults Guide [TN]

RAM SS File-Open Troubleshooting [TN]

RAM Table Editing [FAQ]

Problem Description

If version 8.04 is installed over the prior version 8.03, then an error may occur trying to analyze a mat foundation model.

SProStaadFdn.exe - System Error
---------------------------

The code execution cannot proceed because Bentley.Structural.MathLib.dll was not found. Reinstalling the program may fix this problem.

The same issue may also occur if installation is done through the Auto-Update facility of the CONNECTION Client

Solution

The problem will be fixed with the next release of the installer. Until then, uninstall the program and reinstall 8.04 again.

Or copy Bentley.Structural.MathLib.dll

• From Folder: C:\Program Files (x86)\Bentley\Engineering\STAAD Foundation Advanced\OSOEM\
• To Folder: C:\Program Files (x86)\Bentley\Engineering\STAAD Foundation Advanced\SProEngine\

The problem has been addressed in the version 08.04.01.24.

Problem

In RAM Steel Column, at a beam-column joint, the moment at the end of the beam doesn't match with the moment transferred to the column.   

Explanation 

In Ram Steel Column, the unbalanced moments are split between the column above and the column below, that is, part of the moment from the beam goes to the column above the joint and part of it goes to the column below the joint. The split is generally inversely proportional to the column lengths columns above and below the joint. However, if the column above and below have different shapes, materials, or orientation, the whole unbalanced moment will be applied to the column below the joint. More information can be found on this topic in section 3.4.4 in RAM Steel Column Manual.

See Also

RAM Steel Columns [FAQ]

Can the module design with one layer of reinforcement?

Yes, the module allows one or two layers of reinforcement in the design, though this setting applies to the whole wall.

Can the program design walls of different thickness?

Yes, the user can use different thickness walls on different levels. The wall surface is assumed to be flush on the outside surface. A different wall thickness cannot be modeled for wall segment strips along the length of the wall.

What design codes does the module use?

Currently the program is limited to ACI 318-05 or ACI 318-14 (starting with Ram Elements version 14). Please note that ACI 318-08 includes changes to Section 14.8 - Alternate Design of Slender Walls.

How is Tilt-up wall design different than Concrete Wall design?

In the following section, code references are for ACI 318-05. For similar details using ACI 318-14 see [[Tilt-up Wall Design per ACI 318-14]]

According to 14.2.2, walls shall be designed in accordance with the provisions of 14.2, 14.3, and either 14.4, 14.5, or 14.8. Section 14.4 contains the requirements for walls designed as compression members using the strength design provisions for flexure and axial loads of Chapter 10. Any wall may be designed by this method and no minimum wall thicknesses are prescribed.

Section 14.5 is out of this discussion since it contains the Empirical Design Method which we do not have. Section 14.8 contains the provisions of the Alternate Design Method, which are applicable to simply supported, axially loaded members subjected to out-of-plane uniform lateral loads, with maximum moments and deflections occurring at mid-height. Also, the wall cross-section must be constant over the height of the panel. No minimum wall thicknesses are prescribed for walls designed by this method.

All walls must be designed for the effects of shear forces. Section 14.2.3 requires that the design for shear must be in accordance with 11.10, the special shear provisions for walls. The required shear reinforcement may exceed the minimum wall reinforcement prescribed in 14.3.

In short, our Concrete Wall module uses 14.2, 14.3 and 14.4. The tilt-up module uses 14.2, 14.3 and 14.8. 

The Concrete Wall module includes an option for considering seismic provisions (ACI 318 Chapter 21). Seismic provisions cannot be checked in the Tilt-up Wall module.

We do not design lintels in the concrete or tilt-up modules. What I mean is that segments above an opening are designed as a wall segment and not as a beam segment. We only design lintels in the masonry module and just for in-plane loads.

Why are the deflections in the diagrams different than the deflections listed in the Design Report?

The deflections in the diagrams are elastic, first-order deflections. The deflections in the Design Report are the deflections calculated using ACI 318 Alternate Design Method. These deflections use the cracked moment of inertia and forces from the iterative P-Delta analysis in Sections 14.8.

How do you model reveals?

Reveals can be turned on through the Advanced options. The program assumes that the reveal is on the outside face and reduces the bar depth overall. The program always assume the critical section depth is reduced by the reveals.

(the cross section may show the bars shifted in the wrong direction, but it has no consequence on the design).

See Also

[[Tilt-up wall analysis error for inactive DOF]]

[[Tilt-up Wall Design per ACI 318-14]]

RAM Elements Masonry Wall FAQ

I have a concentrated load acting on a simply supported beam. I am plotting a shear force diagram and it does not look right. The shear force diagram does not change sign at the point where the load is applied but instead shows a slope.

Diagram that I get

Diagram that I expect to get

This is due to a limitation in the way in which shear force diagrams ( and bending moments ) are plotted in STAAD.Pro.
 
For any beam, the program knows the bending moment ( and shear force ) values at the start node and end node. Using this information, and the loads on the member, it calculates the values at 11 equally spaced intermediate points within the member span (1/12th point, 2/12th point, 3/12th point, etc. upto 11/12th point).
 
So, it now knows the values at a total of 13 points along the member span. It connects these 13 values by drawing a straight line from one point to the next. That is how you see the diagram.
 
There are some limitations in this approach.
 
a) If there is a concentrated load on the member, and it is located at a point that is not one of these 13 points, the shear force diagram will fail to capture the sudden change in shape of the diagram under that load. Since this point is not one of the 13 equidistant points, the value is not calculated at that location and the program. The program knows the value at a location before and at a location after the load location and joins the data points to generate the diagram which results in a slope in the diagram.
 
b) Similarly if the load happens to be a concentrated moment, the sudden change in value of the moment at that location will also not be captured by the Bending Moment Diagram.
 
Hence, the diagram plotted is accurate if there are no concentrated forces or moments on the span, but approximate if such loads are present at locations which does not correspond to the 1/12 th points.
 
The best thing to do when concentrated loads/moments are present at such locations, is to split the member at that location to create a node and then apply the member load as a joint load.

One may also use the member query dialog box ( one that is obtained by double clicking on a member ). It uses a different method to calculate the shear forces and bending moments diagrams and does not suffer from the limitation mentioned above. However the member query should only be used for first order analysis ( PERFORM ANALYSIS) and not for second order analysis ( PDLETA ANALYSIS, DIRECT ANALYSIS etc.) as it cannot capture second order effects fully.

1. How do I display the deflection diagram and the displacement values on that diagram?
2. Changing Units from inch to cm
3. Print Truss w/ Output Forces
4. Beam Annotation - Change Font and Turn Off Unit Display
5. Annotations for Maximum Bending Moment or Shear Values not Visible
6. If I have a moment vector along the local positive Z axis does it have a twisting action going to the right along the positive direction of the axis?
7. Sign Conventions for Moments in a 3-D Structure
8. Moment Values in kip-inch instead of pound-feet
9. Purpose of Beam - Graphs Page
10. Displaying the Bending Moment Diagram
11. Printing Picture Full Page
12. Adding a Company Logo into STAAD.Pro Report
13. Torsion Stress Report
14. STAAD Report with More Than 3 Decimal Places
15. What Version of the Design Code is STAAD.Pro Using
16. Graphically See Node Displacement
17. Difference Between the Local and Global Deflection
18. Changing Beta Angle of a Member
19. Query Member End Forces for Selected Beams
20. Changing Stress Output Units in the *.ANL File
21. Saving a 3-D Rendered View
22. [[Range too big error when copying data from STAAD.Pro table to Excel]]
23. [[Incorrect Shear Force and Bending Moment diagrams ]]

See Also

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

External Links

Bentley Technical Support KnowledgeBase

Bentley LEARN Server

Comments or Corrections?

Bentley's Technical Support Group requests that you please confine any comments you have on this Wiki entry to this "Comments or Corrections?" section. THANK YOU!

Problem Description

When earlier versions of RAM Elements were opened, a RAM Connection license was also used. This behavior may not be desirable for the following reasons:

1. An engineer is not modeling connections within RAM Elements, causing unnecessary license usage.
2. Another engineer using RAM Connection Standalone requires access to the program at the same time.

Background

By default, RAM Elements release 13.00.03.45 and earlier enables connection integration features within the program if the RAM Connection for RAM Elements component is installed. Starting with Ram Elements 13.02.00.99, which uses trust licensing, we changed the default behavior so that users have to opt-in to utilizing Ram Connection. Once a RAM Connection license is available, the program will retrieve a license automatically and add ribbon menu buttons for Connections, Bolts, and Welds to the Databases ribbon. When no license is availble these tools are hidden.

If the integration features are not needed, this behavior can be disabled.

Steps to Disable Ram Connection within Ram Elements

Option 1: Disable RAM Connection integration within RAM Elements.

If an engineer only occasionally models connection data within RAM Elements V8i or CONNECT Edition, the integration can be disabled from within RAM Elements itself and turned on only when needed.

Ram Elements V8i instructions

1. Open the "e menu" in the upper left.
2. Click the General Configuration button in the lower right corner.
   
3. In the window that appears, click the Licenses tab.
4. Then clear the checkbox labeled "Check RAM Connection license" (or "Use a license in each session").
   
5. Click OK to save changes.

RAM Elements will disable the RAM Connection integration features and will no longer automatically retrieve a license or log usage for RAM Connection.

Ram Elements should then be restarted.

RAM Elements CONNECT Edition instructions

1. Open the File Menu
2. Choose Settings
3. Choose License Configuration

4. Uncheck the option for Ram Connection to "Use a license in each session"

Option 2: Remove the RAM Connection for RAM Elements component.

For RAM Connection 8.0 only, the integration component, which is called RAM Connection for RAM Elements, is installed separately. If an engineer will never model connections within RAM Elements, uninstall the RAM Connection for RAM Elements component from the Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7/8) control panel. RAM Elements will then retrieve a license only for itself regardless of the license setting in the Configuration dialog. Users of RAM Connection 7.3 and earlier should use Option 1 to disable integration.

Steps to Enable Ram Connection within Ram Elements

If you want to use Ram Connection features temporarily, click the Start... button in the License Configuration - Ram Connection area.

If you alwayswant the Ram Connection features to be available in Ram Elements then check the box to "Use a Ram Connection license in each session".

In some cases Ram Elements users must still click Start during each session to enable the Ram Connection features. This was be fixed with Ram Connection 10 and later.

See Also

[[RAM Connection 11 and Ram Elements]]

[[RAM Connection is installed, but the Connection button fails to appear in RAM Elements]]

[[RAM Connection v9.0 and RAM Elements]]

[[SELECTsupport TechNotes and FAQs]]

Other Language.

 Spanish 

This article pertains to Ram Connection 8. For details on why the Connection toolbar is not visible using Ram Connection 9, see this article.

Problem Description

After installing RAM Connection 8.0, the Connection button still fails to appear in the Database ribbon within RAM Elements. 

Reason

With the RAM Connection 8.0 installer, RAM Connection for RAM Elements is no longer installed automatically with RAM Connection Standalone. It must be installed separately.

Steps to Resolve

1. Open the RAM Connection 8 installer by running Setup.exe in the following directory:
   C:\BentleyDownloads\rc08000023en
2. Click the link labeled "Install RAM Connection for RAM Elements" as shown in the screenshot below.

A valid license for Ram Connection (or Structural Enterprise) must be available when launching Ram Elements, otherwise the connection toolbars are still hidden.

Finally, go into Ram Elements - e menu - General Configuration - Licenses tab and make sure the box to "Check RAM Connection license” is checked. If it is not, check it and restart. This wiki explains why some users turn that option off intentionally.

See Also

[[Why does RAM Elements also retrieve a RAM Connection license?]]

[[Enable or Disable RAM Connection for RAM Elements]]

[[RAM Connection v9.0 and Ram Elements]]

Unable to Satisfy All Prerequisites for RAM Connection Release 9.0

Structural Product TechNotes And FAQs

There are two methods for importing shells modeled in the main program into the wall modules for design

1.  Integrated Design. Modules – Assign

2.  Standalone Design. Modules – Standalone

Integrated Design

The Integrated Design option imports the wall geometry, material property, and forces from the main program. The module works as a post-processor: the analysis is completed in the main program, forces are imported into the module, and wall design is completed in the module using those forces. Once the design is performed, the results are stored in the main model file (*.etz). After the design is saved and the module is closed, an orange rectangle representing the wall design will be displayed within the shell elements as shown in the image below. The wall design can be edited or reviewed later by editing the assigned wall (Modules – Edit or double-click on the orange rectangle). If changes are made to the wall geometry or loads in the main program, those changes will automatically be imported in the wall module file when the wall is edited at a later date.

Because the module is a post-processor and a second finite element analysis is not completed in the module, it is not possible to change properties of the wall (thickness, opening locations, etc) or loading within the module. All items marked with a red arrow (see yellow circle in image below) cannot be modified in the module. To include changes to these items in the wall design, the change must be made to the shells in the main program, the model must be reanalyzed, and the assigned wall design must be edited so the wall information is reimported into the module. Items marked with a blue pencil (see red circle in image below) can be modified in the module.

Out-of-plane wall pressure, such as wind load on an perimeter wall, can present problems for the Integrated Design option. Typically, wind loads are applied as story forces at a point on a diaphragm and not as pressures applied directly to exterior walls. This is how lateral loads are imported in models that are imported from RAM Structural System. If wind loads are applied this way, there is not a way to add the out-of-plane wind pressure when the wall is passed into the module. To consider the out-of-plane pressure in the wall design, the wind loads would need to be modeled as pressures on the exterior shells or a second model using the Standalone Design option would need to created to evaluate the out-of-plane condition.

Standalone Design

The Standalone Design option imports the wall geometry and material only. The loads acting on the wall and the load combinations must be defined in the module after the wall is imported. A separate 2D finite element analysis is completed in the module based on the imported geometry and material properties, the manually defined loads, and the assumed boundary conditions. The wall design is saved in a separate file (*.cwd, *.msw, *tup). There is no direct integration between the module file and the main program file. Any changes made in either file will need to be copied over manually to the other file.

Other Limitations

For either the Integrated Design or Standalone Design option, the shells are imported into the wall module by first selecting the shells for one wall elevation and then clicking on the menu option noted above. The selected shells that are passed into the module must meet the following requirements:

1. All shells must represent a vertical and rectangular wall elevation. This means that the shells must be the same length at all levels. Shells with sloped sides are not permitted.
2. All shells must have the same thickness.
3. Columns imported with the shells must have uniform cross section and be orientated at either 0, 90. 180, or 270 degrees.

See Also

RAM Elements Masonry Wall FAQ

RAM Elements Tilt-Up Wall FAQ

Ram Elements users who do not also have RAM Structural System may not have the very latest Finite Element Analysis engine (RamFe.dll) with minor fixes.

In a few isolated models, instability errors have been produced in RAM Elements v13.02.00.99 with the old RamFe.dll that are not produced in the same version with the new RamFe.dll.

Solution

To update this component, first install Ram Elements 13.00.00.22 and then 13.02.00.99 normally. 

1.  Download the ZIP file containing new RamFE program files using the link below:

https://bentley.sharefile.com/d/sf380f31709b48909 

2.  Close out of all RAM programs.

3.  Extract the contents of the ZIP file to the following location and replace the existing files.

Windows 64 bit operating systems

C:\Program Files (x86)\Common Files\Bentley\Engineering\FEA


Windows 32 bit Operating Systems

C:\Program Files\Common Files\Bentley\Engineering\FEA

4.  Download the BAT file using the link below and double-click to run which will register RamFe.dll.

https://bentley.sharefile.com/d/sd97198351524ec89

Optionally, to manually register RamFe.dll go to the command prompt and type "run" and Enter to start the command prompt dialog.  Then type:

regsvr32 "C:\Program Files (x86)\Common Files\Bentley\Engineering\FEA\RamFe.dll"

(regsvr32 "C:\Program Files\Common Files\Bentley\Engineering\FEA\RamFe.dll" on 32 bit machines)

Followed by Enter. If successful you should get this message:

Restart Ram Elements and confirm using Help (?) – About – Modules that RAM FE is now Version 10.2.1.0

See Also

[[KMP_Affinity Error During Analysis in RAM Elements]]