How do I stop the Auto Save screen from appearing over and over again in Staad.Pro?

In STAAD.Pro Connect Edition, go to File > Tools > Open Backup Manager

In STAAD.Pro v8i, from the File menu of the main program screen, select "Open Backup Manager".

The dialog box that comes up has a facility to turn off the Autosave feature as seen in the next figure.

Center of Rigidity

In order to review the center of rigidity for a structure, a special Centers of Rigidity load case must be created under Loads – Load cases in RAM Frame. Once the analysis of that load case has been performed, a “Centers of Rigidity” report becomes available under the reports menu.

For technical information on the method Ram Frame uses to calculate it see the RamFrameAnalysis.pdf manual section "7.22 Center of Rigidity Calculation".

The Centers of Rigidity report lists the centers of rigidity of each rigid or semi-rigid diaphragm at each of the levels that contain lateral members. 

Center of Rigidity (CR) values reported are only used for load cases that require explicit calculation of CRs for use in calculation of load eccentricities (for example, ASCE 7-05 Wind Load Case). This information is never used directly for analysis, though it is used to determine the amount of eccentricity for some loads. It should be noted that analysis results always includes any torsional effects due to having center of rigidity and applied force resultant at different locations. In other words, the analysis always accounts for locations and stiffnesses of frame members and diaphragms. Hence, any torsional effects of the force being offset from the center are implicitly and correctly accounted in the analysis. The center of rigidity can be thought of as the location through which a lateral load would cause lateral deformation of the diaphragm (possibly at an angle) without causing rotation. The concept is analogous to that of a cross section’s “shear center”.

The report also lists the "Centers of Mass", and for rigid diaphragms specifically, it includes the "Story Lateral Stiffness" of each diaphragm. The reported story stiffness is the inverse of the interstory drift that is calculated according to a unit load applied at the story.

Below are the results for a 30’x10’ structure, 10 stories tall, with walls on 3 sides. The walls here intersect to create a "C" shape, but individual wall out-of-plane stiffness is ignored and the diaphragms are rigid. 

Isometric view of “C” shaped wall model, center of mass at (15,5)

For buildings with torsional irregularity, the lateral load may always be on the same side of the center of rigidity even after considering a 5% accidental eccentricity of the load. In this case, the torsion will always be “adding” to the shear on one side of the building and “subtracting” shear from the other side. To ignore these effects, an additional lateral load case with the same magnitude as the generated load, but with a location exactly at the center of rigidity can be added. This pure shear load case, can then be included in the load combos to yield a conservative design for the frame elements that otherwise would benefit from the eccentricity. Some codes may require such a conservative approach, but most building codes recognize the reality of the eccentricity and the effect it has on the structure. In those cases, the code may simply want an increase in the accidental torsion to be considered. This can be changed under Loads – Masses, within the Analysis mode of RAM Frame.

Returning to the example above, an interesting phenomenon occurs in regard to the “Yr” location. Even though the levels are identical, the center of rigidity shifts from level to level because the flexibility of the supporting structure keeps increasing. The higher the level, the more eccentric the center of rigidity. In other words, at the top a lateral load must be applied farther from the middle in order to bend the channel without twisting it.

A load applied to the diaphragm in line with the long wall (y=10’), actually produces a large diaphragm rotation. For a load applied to the center of the diaphragm (y=5’) the effect is even worse

Channel Loaded Through Center of Rigidity	Channel Loaded Through Long Wall

It is worth noting that a structure like this with a high degree of eccentricity may also experience a significant shift in the center of rigidity location when using P-Delta analysis. For that reason, when closely evaluating the center of rigidity we recommend a first order analysis.

Why is more than one center of rigidity shown on a level?

The program calculates and reports a center of rigidity for each diaphragm on every level. The plotted center of rigidity values using Process - Results - Center of Rigidity are only for rigid diaphragms.

Why can't I plot the center of rigidity?

First a Center of Rigidity load case must be created and analyzed in order to plot the location using Process - Results - Center of Rigidity.

Furthermore, this graphical result is only provided for rigid diaphragms.

See Also

RAM SS Walls FAQ

RAM Frame P-Delta [TN]

RAM Frame - Seismic Loads [FAQ]

Non-interactive installation overview

Most RAM and STAAD products are now packaged as Microsoft Installer Packages. This installer type allows network administrators to install a product on multiple machines without running the interactive installer on each one by hand. Following are instructions for installing a product in a non-interactive manner which can be automated.

For the CONNECT Edition, all products downloaded from Bentley's Fulfilment Centre are packaged with Wix technology.

For the V8i Edition, all products are  packaged as either an InstallShield Wizard extractor or a Win32 Cabinet extractor.

To install a product without any graphical feedback, known as a silent or quiet installation, run the following command as an administrator:

msiexec /i "path to MSI installer" /quiet

Windows 7 and up users must explicitly run the Command Prompt as an administrator, or the quiet installation will silently fail.

Determining the progress of a quiet installation can be difficult since there is no feedback. To install a product with only the display of a progress indicator, known as an unattended or passive installation, run the following command:

msiexec /i "path to MSI installer" /passive

Windows 7 and above users must explicitly run the Command Prompt as an administrator, or the unattended installation will prompt for administrator access before continuing.

Prerequisites for structural products

The following Microsoft components must also be installed if not already present either via Windows Update or via the links below:

Microsoft .NET Framework 4.5

https://www.microsoft.com/en-us/download/details.aspx?id=30653

Microsoft .NET Framework 4.6.1

https://www.microsoft.com/en-us/download/details.aspx?id=49981

Microsoft .NET Framework 4.6.2

https://www.microsoft.com/en-us/download/details.aspx?id=53345

Following are specific instructions for non-interactive installations of RAM and STAAD products.

RAM Structural System 

To uninstall previous versions of RAM Structural System and install 15.05.xx along with any dependencies, run the installer with the "/silent" flag like below:

rss6415050041en.exe /silent

If a RamIS.ini file does not exist, the RAM Structural System installer will use default locations for all directories. Otherwise, it will use the locations specified in the INI file. The INI file resides in one of two locations depending on the operating system:

Windows 7/8/10 - C:\ProgramData\Bentley\Engineering\RAM Structural System

The INI file outlines the directory structure of the program, which the program uses to find program files, tables, reports, etc. It also is the file where user defaults are saved. It is common to push a common INI file to all machines during the installation process, so all users use the same defaults. If this is done, it is important to check the following:

1. Beginning with v14.06.00, RAM Structural System can be installed as a 32-bit or 64-bit program. The program files for the 32-bit version are saved in C:\Program Files (x86). The program files for the 64-bit version are saved in C:\Program Files. If an INI file for a 32-bit installation is saved on a machine on which the 64-bit version is installed, the program will search for the program files in the wrong location and the program will not function. Be sure that the lines in bold correspond to the locations where the 32-bit or 64-bit version files will be placed.

[Directories]
tutorial=C:\ProgramData\Bentley\Engineering\RAM Structural System\Data\Tutorial\
cimsteel=C:\ProgramData\Bentley\Engineering\RAM Structural System\CimSteel\
data=C:\ProgramData\Bentley\Engineering\RAM Structural System\Data\
tables=C:\ProgramData\Bentley\Engineering\RAM Structural System\Tables\
reports=C:\ProgramData\Bentley\Engineering\RAM Structural System\Reports\
dxf=C:\ProgramData\Bentley\Engineering\RAM Structural System\DXF\
manuals=C:\Program Files\Bentley\Engineering\RAM Structural System\manuals\
program=C:\Program Files\Bentley\Engineering\RAM Structural System\Prog\
root=C:\Program Files\Bentley\Engineering\RAM Structural System\
working=C:\ProgramData\Bentley\Engineering\RAM Structural System\Data\Working

2. The INI files defines the location of the working directory. The sole purpose of this directory is to serve as a temporary save location for component files of the .rss file when the file is in use. It is strongly recommend that the default paths below be used for the working directory. The working directory should never be saved on a network drive, and .rss files should never be saved in this directory. Problems can also occur if the working directory is saved to the C:\Program Files or a user directory.

Windows 7/8/10 - C:\ProgramData\Bentley\Engineering\RAM Structural System\Data\Working

3. If an INI file is not found on the machine and one is created during the installation, the user will be asked to define the path of the working directory the first time the program is launched. If this is the case, it is important that the same recommendations for the working directory location discussed in Point 2 above are followed when setting the location.

RAM Concept V8i

Microsoft DirectX 9 or later must be installed for this program to function properly.
http://www.microsoft.com/downloads/details.aspx?FamilyId=2DA43D38-DB71-4C1B-BC6A-9B6652CD92A3&displaylang=en

An installer for DirectX is included with the RAM Concept installer.

For RAM Concept CONNECT Edition (English) 64-bit   06.00.xx.xx, please use the following commands:

To display help, run

rct06000106en.exe /?

To install with no UI, run

rct06000106en.exe /install /passive/norestart

RAM Concept silent installation rebooting the machine

STAAD.Pro CONNECT Edition 

Setup Help /install I /repair I /uninstall I /layout - installs, repairs, uninstalls or creates a complete local copy of the bundle in directory. Install is the default.

/passive I /quiet - displays minimal UI with no prompts or displays no UI and no prompts. By default UI and all prompts are displayed.

/norestart - suppress any attempts to restart. By default UI will prompt before restart. /log log.ixt - logs to a specific file. By default a log file is created in %TEMP%.

Overview

This page is under construction. It will include help content for a PT Optimization feature.

Using RAM Connection from within STAAD.Pro CONNECT Edition:

Help Documentation related to the Connection Design is available within the STAAD.Pro CE Help as shown below

Ensure that STEEL material is assigned to all members for which connection design is required. Any vertical braces should be assigned as TRUSS.

Analyze the STAAD.Pro model.

Launch RAM Connection using the Connection Design workflow as shown next

Click on the Load Envelope icon shown next to select the load cases or combinations for connection design

The Design Load Envelope dialog box would pop up.

Check the appropriate load cases or combinations

Click on OK

As outlined in the picture below, from the ribbon menu choose “Select Joints” and choose a specific joint type type, for example you may use Select Joints – “Select all beam-column flange joints” to select all the intersecting beam to column connections in the model.

Using RAM Connection from within STAAD.Pro v8i :

The documentation from within STAAD.Pro is available under Help – Contents as shown below

Be aware that this includes the original documentation from STAAD.pro 2006 and some things have been improved or streamlined since then.

We recommend that you start with a simple model that includes at least a pair of columns and a beam, or one of the completed steel examples, like Examp01.std.

Be sure to assign a STEEL material to all of the members you plan to design connections for. Furthermore, any vertical braces should be assigned as TRUSS member types.

Analyze the model and launch RAM Connection design using the tab along the top as shown next

From the Connection Design menu, select “Load Envelope for Connection” (or the first square button in the middle of the screen):

Check one or more loads cases or combinations that you want the connections to be designed for.

From the Connection Design menu now select the “Assign Ram Material” command (or use the 6^th square button in the middle of the screen):

To avoid getting warnings, assign a value for Fu, Ry and Rt for all materials in the STAAD.pro file and Click OK. This needs to be done once for each STAAD file.

Now use the Select menu to “Select Joints” of a specific type, for example use Select Joints – “Select all beam-column flange joints” to select all the intersecting beam to column strong axis locations in the model. Conversely, you can use the beams cursor to select a single beam and supporting column, or you can select the entire model, all joints, but this can be slower when assigning connections.

Next Assign the desired type of connection. To summarize,“Smart Connections” are those where the most variables are selected by the program. Basic connections are those where more of the data is specified by the user (via the basic connection templates) and the program only selects a few aspects of the design. Using Basic connections effectively generally requires some up-front work to customize the connection templates. Additional information
about that is available upon request. Gusset connections are smart connections involving a vertical brace. They are valid for a connection of a beam and a brace to a column, or a pair of braces to a beam (i.e. a chevron connection),
for example.

To assign a Smart Connection use the Connection design menu – “Assign Smart Connections" or the “S” button in the middle:

In the window that appears, select the design code for connection design at the top; this must be consistent with the load envelopes previously selected to get the correct design.

Then, select the type of connection from the drop down list in the middle. The descriptions are pretty clear, but refer back to the RAM Connection documentation when a connection type or abbreviation is unknown.

Pick one or more specific connections from the left box and click the arrow to the right and then OK to assign the best connection to the selected joints. When no selected connection works or fits for the selected joint there will be a warning. Otherwise a new connection will appear on screen (as a grey triangle typically) and also in the table of connections in the upper right. You can review the specifics of a connection by double clicking the triangle while using the Select Joints Cursor, or by double clicking in the table on the row for the specific connection you want to review.

The window that pops up is identical to the Connection Pad seen in Ram Connection Standalone.

Here is where you can alter parameters of the connection like the weld sizes, bolt types etc. Changes to the member sizes, orientation, or loads can also be made in this view for investigation, but those changes cannot be saved since they are always read in from the Main STAAD.pro file. Changes to the materials, section sizes, geometry or forces should always be made in the main STAAD.pro file.

Use the Results button to review the design report. Use the DXF View to see the connection as a flat line drawing (this is also where a dxf file of the connection can be exported). The left hand tab labeled “Drawing & Result” can also be used to review the dxf drawings and design reports for the tabulated connections.

Once you have the connection design the way you like it, click Save and Close. If you need to make changes and reanalyze the model, the connection design can be re-checked later without losing those changes (so long as the model changes to not invalidate the original connection).

See Also

RAM Connection Capabilities and Modeling FAQ

How to Customize a RAM Connection Template in STAAD.Pro

Structural Product TechNotes And FAQs

What properties are used with meshed semirigid diaphragms?

Semirigid diaphragms are meshed into quadrilateral plates within RAM Frame or Ram Concrete Analysis using the properties of the deck defined in RAM Modeler. For composite and non-composite decks, the Effective Thickness, Poisson’s Ratio, and Elastic Modulus in the Diaphragm box are used for the plate properties.

For concrete slabs, the Concrete Slab Thickness, Poisson’s Ratio, and Elastic Modulus are used for the shell properties. In addition, the Cracked Factor – Bending can be used to modify the out-of-plane stiffness and the Cracked Factor – Diaphragm can be used to modify the in-plane stiffness.

In some older versions of the software the Cracked Factor - Bending was applied to the deck thickness, affecting the deck out-of-plane inertia cubically. That was changed in 14.06 so that the cracked factor is now applied to linearly reduce the deck out-of-plane stiffness.

Currently, it is not possible to model an orthotropic material.

What properties should I use for an untopped metal deck?

We recommend using the gage thickness of the deck for the effective thickness and a typical value for Possion’s ratio of steel materials (0.3).

The in-plane stiffness of metal decks is a function of many parameters, including as warping and fastener patterns. The Steel Deck Institute has published a method for calculating diaphragm deflection using the shear stiffness parameter (G`) in their diaphragm design manual. This method is typically reproduced in deck manufacturer's catalogs. The parameter G’ has units of kip/in. Some deck manufacturers, such as Verco, use a similar parameter that has units of in/kip and is essentially the inverse of G’.

An effective Elastic Modulus can be calculated using the shear stiffness parameter G’ and other diaphragm properties. An example of this calculation using a Vulcraft deck can be found here

What properties should I use for composite decks and concrete slabs?

Some engineering judgment is required when determining the properties of composite decks and concrete slabs defined as semirigid diaphragms, because cracking can affect the stiffness. ACI 318-11 Section 10.10.4.1 lists approximate effective moment of inertias that are permitted for various structural members. Although there is not a factor for diaphragms, the factors listed for walls may be most appropriate for use with diaphragms. ACI states that 0.7Ig should be used for uncracked walls and 0.35Ig should be used for cracked walls. You could run a hand calculation on your diaphragm to get an idea of what the stresses might be and compare those stresses to the modulus of rupture. Alternatively, you could envelope the stiffness and run the model twice: once with 0.35Ig and once with 0.7Ig. For a concrete slab, the factor should be entered as the Cracked Factor – Diaphragm defined with the deck properties. For a composite deck, the factor should be incorporated into the effective thickness that is defined with the deck properties. For example, if you have 4 inches of concrete above the flutes and want to use 0.35Ig, the effective thickness would be 0.35 * 4 = 1.4 inches.

For composite slabs, most engineers ignore the stiffness of the metal deck and enter the Elastic Modulus and Poisson’s Ratio for concrete. Some engineers ignore the concrete within the flutes and use the thickness of the concrete above the deck as the effective thickness. Other engineers consider a portion of the concrete and modify the effective thickness accordingly.

How do the mesh parameters affect the analysis?

The size of the shells and the number of finite element nodes in the model is controlled by the Max Distance between Nodes on Mesh Line parameter defined in RAM Frame – Criteria – General. There is a trade-off between the mesh size and the time required to complete the analysis. In general, a finer mesh yields more accurate results, but requires a longer analysis. If you are not sure what mesh size to use, run a few iterations with smaller and smaller maximum distances. The displacements should converge. Once the change in the displacements is negligible, you know your mesh size is adequate.

The program also has the ability to use the slab edge or the perimeter beams/walls as the diaphragm boundary in RAM Frame – Criteria - Diaphragm. If there are small slab edge offsets, the elements between the perimeter beam and the slab edge will be poorly meshed. In these situations, use the perimeter beams/walls as the diaphragm boundary.

How do beams connected to the diaphragm affect the analysis?

In Ram Frame, only the lateral members are considered in the finite element model  (see RAM SS Analysis Types for details). RAM Frame ignores the stiffness of gravity members. As a result, any beam that needs to stiffen the diaphragm through its axial rigidity needs to be defined as a lateral member. The program assumes that the semirigid diaphragm is connected to the beam at the beam centroid.

How are gravity loads applied to one-way decks defined as semirigid diaphragms?

RAM Gravity calculates the gravity load tributary to the lateral members and applies them as point loads or line loads in the finite element analysis in RAM Frame.

How does including out-of-plane stiffness of one-way decks affect the analysis?

When out-of-plane stiffness is considered, the one-way deck acts as a slab and can span from support-to-support and share load with interconnected frame beams. As the out-of-plane stiffness of the semirigid diaphragm increases relative to the beams, more load will be directed out of the beams, into the deck, and transferred into the supports through bending of the diaphragm. For details see How does the diaphragm out-of-plane stiffness affect behavior?

For a flat, semirigid diaphragm with little or no out-of-plane stiffness these effects will be minimal. For sloped, semirigid diaphragms or concrete decks, the effect on the member forces can be significant.

How do sloping semirigid diaphragms affect the analysis?

Consider gabled roof framing modeled as lateral members meshed with a semirigid diaphragm. The in-plane stiffness of the sloping diaphragm has a component in the vertical plane of the rigid beam. As a result, the diaphragm acts as a deep beam, props up the ridge beam, and decreases the shear and forces in the beam. Similarly, the horizontal thrust under the gravity loads will be resisted by the diaphragm and not the gable frame. There really is no way to get accurate gravity forces for this configuration in RAM Frame while using a semirigid diaphragm. It is best to size the beam for gravity loads in RAM Frame with the diaphragm assigned as flexible. If the member is part of the lateral force resisting system, you would then take these gravity forces and combine them manually with the semirigid analysis lateral forces and design the beam by hand.

Lateral loads applied to sloped semirigid diaphragms are applied in the XY plane, not in the plane of the diaphragm. When the diaphragm is sloped, a component of the applied load acts out-of-plane of the diaphragm. This force component can cause significant out-of-plane deformation since the stiffness of gravity members is ignored. This is especially true when the semirigid dipahragm is an untopped metal deck, which has very little out-of-plane stiffness. The only way to control the diaphragm displacements is to model the gravity members as lateral so their stiffness is not ignored. However, this will impact the forces in the actual lateral force resisting system.

How do semirigid diaphragm affect dynamic analyses?

By default, program generated seismic and wind story forces using the calculated fundamental periods and frequencies in each direction. The calculated periods and frequencies are based on the mass and stiffness of the structure and are determined using an Eigen Analysis.

In the Eigen Analysis, mass is distributed spatially at each finite element node when semirigid diaphragms are used. Mass is not lumped at the center of mass (or an eccentric location) as is done when rigid diaphragms are used. Each node has two lateral degrees of freedom: x-translation and y-translation. As the mesh size decreases, the number of degrees of freedom increases. This also increases the analysis time and can increase the number of mode shapes that the program is attempting to find. For static lateral cases, only the fundamental mode in the x and y directions is needed. For dynamic cases, at least 90% mass participation in the x and y directions is required (ASCE7). Mass participation and the calculated periods and frequencies for each mode can be reviewed using the Periods & Modes Report in RAM Frame. If you have a semirigid diaphragm, you can often reduce the analysis time by creating an Eigen Solution load case and limiting the number of periods considered to a number that includes the fundamental modes (static load cases) or satisfies the 90% mass participation requirement (dynamic load cases).

When a semirigid diaphragm has little out of plane stiffness, mode shapes associated with the vertical vibration of the deck may be included in the analysis. Typically, these modes have large periods, low frequencies, and very low mass participation in both the x and y directions. If the vertical vibration modes are the predominant modes considered in the analysis, then erroneous story forces can be calculated. The following are options can be used to prevent vertical vibration modes from skewing the lateral analysis:

1. Use the option to include out-of-plane stiffness in RAM Frame – Criteria – Diaphragm. In some cases, especially with sloping diaphragms, this might not completely alleviate the issue, however.
2. Model all framing as framing members so that their stiffness is considered in RAM Frame.
3. If only static lateral load cases are used, explicitly define the periods and frequencies instead of using the calculations values. That way the calculated periods and frequencies are not required unless you have created a dynamic load case. If you are unsure of what frequencies or periods to enter, you could run the model with rigid diaphragms using the calculated values. The Loads and Applied Forces Report in RAM Frame reports the fundamental period and frequency in each direction.
4. In version 14.06 or later, use Ritz vectors instead of Eigen Vectors in the Eigen Analysis (RAM Frame – Criteria – General). Using the Ritz vector approach has helped to eliminate the presence of these diaphragm flapping mode shapes in some cases.

Can diaphragm forces on a cross section or slice of the diaphragm be reported?

Yes, this feature was added in release 15.05. Use the Reports menu - Diaphragm Forces. After this the program will put you into plan view if you are not already in plan view. Then cut a section using the mouse wherever you would like to get forces. Use the shift key to align your section with the global axis. Generally, it's best to cut a section fully across a slab or a part of the slab such that the slice created a complete free-body, but partial cuts are allowed.

See Also

Example for Calculating Effective Elastic Modulus for Semirigid Diaphragms

RAM Frame - Criteria - Diaphragms

RAMSS Two Way Decks

RAM Frame - Pseudo Flexible Diaphragms

How does the diaphragm out-of-plane stiffness affect behavior?

• [[Import CIS2 into Structural Modeler]]
• [[Viewing CIS/2 Files]]

Overview

The enhancements to the CIS/2 exporter include expanded export of the end reactions for structural linear members. Previously, only the major shear force (Vz) was exported for each end of a linear member. Now, the export file contains the other components of the end reaction force (Vx, Vy). The moments are included as well.

Note: This overview includes the original documentation for the export of Analysis Data though CIS/2. It has been updated to reflect the current Structural UI such as the new Analysis Data tab of the element Information dialog box.

The only changes to the CIS/2 exporter were:

• use of the new Structural API for accessing the Analysis Data
• inclusion of the force components Vx, Vy in addition to Vz
• inclusion of the moment components (Mx, My, Mz)

There have been no changes to the structure of the CIS/2 export entities.

Camber

Overview

The CIS/2 export translator includes camber information for structural members when it is defined for a member. Camber values are included for both the Design and Manufacturing export options.

CIS/2 Export File

The camber is assumed to be measured at the midpoint of the linear member. The camber is expressed as an “absolute” (not relative) value in the CIS/2 export file. The camber is also assumed to have only a component in the Z axis (not the Y axis). RAM does not assign a Y component of camber.

The units of the camber are given in master units.

In both Design and Manufacturing models a part_prismatic_simple_cambered_absolute entity is created.

In a Design model, an assembly_design_structural_member_linear_cambered_absolute is also created.

Testing

The NIST CIS/2->VRML translator can be used to view the export file. For the Manufacturing model (only) it will list camber values in the HTML report and display the camber in flyover text in the VRML viewer such as Cortona .

http://cic.nist.gov/vrml/cis2.html

http://www.parallelgraphics.com/products/cortona/

In the flyover text camber is given as three values. The first value is the offset along the member at which the camber is measured. This should be the midpoint of the beam. The second value is the Y (lateral) displacement. The third value is the Z displacement. Units are in master units.

Shear Studs

Overview

The CIS/2 export translator includes information about shear studs for structural members. Shear stud values are included for both the Design and Manufacturing export options.

The benefit of shear stud support in the CIS/2 exporter is that it preserves the information for downstream applications such as structural steel detailing packages. This allows the shear stud counts calculated by an analysis application to be efficiently passed through the Bentley design model to detailing applications. The shear stud information does not need to be re-entered and this saves time and promotes accuracy.

Shear stud values are typically imported from analysis applications such as RAM.

The Shear Studs field contains the number of shear studs associated with a member. There is no other information (currently) imported from RAM about the shear stud configuration. Only the shear stud counts are imported.

In the case of multiple groups of studs the stud counts are represented by a series of integer values: For example, “3, 2, 3” denotes three groups of studs having counts of 3, 2 and 3 respectively. Multiple stud counts may be present when a member has other members connected to it and the stud counts are divided along the member. Each group represents the number of studs that appear in a particular segment.

In a typical workflow the size of the studs and the specific layout positions along a member (single, double, staggered) are provided by a structural steel detailing application downstream.

CIS/2 Export File

Shear studs are exported to both the Design and the Manufacturing models.

In a Design model a group of studs are represented by the following entities:

In a Manufacturing model a group of studs are represented by the following entities:

Segmentation

In the case of multiple stud groups in a member, each group is represented as a separate joint. For example, there are 3 joints written for a stud configuration of “3, 2, 3”. Applications importing the CIS/2 file can determine the total number of studs associated with a particular member by totaling the stud counts for each shear stud joint associated with a member.

Each group has a separate coordinate system with the origin at the 1^st stud in the group.

Shear Stud Coordinates

Detailing applications such as Tekla or SDS will calculate the actual positions of the shear studs for manufacturing. Consequently, by default, no coordinates of the individual shear studs are calculated and all the shear studs for a particular joint are placed at the origin of the joint.

There is a setting in the export dialog box to generate approximate coordinates of the shear studs in the joint. The coordinates are calculated based on the assumption that there is a single row of studs evenly spaced along the member. The coordinates are approximated so that the shear stud joints may be visualized in tools such as the NIST CIS/2 -> VRML translator.  Please note that turning on the generation of the shear stud coordinates can have significant performance impacts for models with a  large number of shear studs.

Testing

There are few commercial detailing applications that import shear studs from CIS/2 Design models but this is an area of planned development for several vendors.

In the meantime, the NIST CIS/2->VRML translator can be used to view the export file and visualize the shear stud connections for each member.

http://cic.nist.gov/vrml/cis2.html

Version CTV 7.50 and later is necessary to view Design model shear stud connections.

http://www.parallelgraphics.com/products/cortona/

This is a good VRML plug-in for a web browser. It is necessary for the NIST translator.

+

This is an example of a Design model with a member that has a “2, 2, 2, 2” stud configuration.

Reactions

Overview

The reaction forces are optionally exported in a CIS/2 Analysis model that is packaged in the same export file with the Design model. The CIS/2 schema allows multiple models to be present in a file; the importing application determines which one(s) to process.

In a typical workflow, the reaction forces will be calculated by an analysis application such as RAM and then imported with the geometry into a Bentley Structural design model. In this case the resulting design model does not have an explicit analysis model because the RAM import does not create one. When the CIS/2 export file is created a default analysis model is synthesized that represents the members, their intersections and the end nodes. This analysis model is expressed as CIS/2 entities and exported to the output file.

In a later version of the CIS/2 export tool any existing Bentley Structural analysis model will be exported instead of the synthesized model.

Reaction Forces

Reaction forces are associated with members in the Structural Data of an element. The End1 Forces and End2 Forces fields are used to hold the reaction forces for the respective ends.

The units of a reaction force are kips for imperial models and kN (kiloNewtons) for metric models.

The units of a reaction moment are kip-ft for imperial models and kN-m (kiloNewtons-meters) for metric models.

User Interface

The CIS/2 Export dialog box has a new checkbox “Include Reaction Forces”. When checked, this will add the Analysis model (with the reaction forces) to the Design model in the CIS/2 export file. The Manufacturing model does not support the export of reaction forces so when the primary export model is set to Manufacturing the “Include Reaction Forces” checkbox is disabled.

The Analysis model is not automatically included because it does increase the export time. Typically, adding the Analysis model will approximately double the export time and the size of the resulting CIS/2 file.

CIS/2 Export File

If the “Include Reaction Forces” option is checked, the resulting CIS/2 export file will contain both the CIS/2 Design and the Analysis model. The downstream application that imports the CIS/2 file will determine which models are imported.

When the analysis model is synthesized, analysis elements and nodes are added to the export model that represents the analytical view of the structural model. Every linear member will have analysis nodes at its endpoints. In addition, if a member is intersected by other members then the member will be subdivided into sub-elements and nodes will be added at the points of intersection. 

The Bentley Structural user preference “Node Tolerance” is used as the effective range to determine when members intersect and nodes can be merged into a single node. Make sure that the Node Tolerance setting is set to a reasonable value because it is a critical setting in determining the resulting topology of the analysis model.

For example, the following configuration of structural members will be subdivided as shown:

These are the primary CIS/2 entities that are used to describe the analysis model and the reaction forces.

Testing

The NIST CIS/2->VRML translator can be used to view the export file. For the Analysis model it will display the reaction forces in flyover text in the browser. When the cursor hovers over an element the flyover text will be displayed.  Any reaction force that is present will be at the end of the flyover text such as “..Gravity end reactions: 0. 0. 18.”.

This capability is enabled only when the output browser is set to Firefox in the NIST translator. This is due to a limitation in Internet Explorer with respect to the size of flyover messages.

The NIST CTV translator and a VRML plug-in are available from these web sites:

NIST CTV:       http://cic.nist.gov/vrml/cis2.html

VRML Plugin:  http://www.parallelgraphics.com/products/cortona/

You may view either the Design model or the Analysis model (or both) by using the on-screen display buttons “Design Model” and “Analysis Model”. If the button is green the corresponding model is shown; if it is red the model is hidden.

The Analysis Model display mode has options to show any combination of the structural elements, nodes or wireframes that represent the analysis model.

The NIST translator does not report the moment components but the values may be found by inspecting the STEP file. Using selection sets, individual elements can be exported to CIS/2 and the properties examined in the resulting output file.

For example,

The CIS/2 Import Export commands in AECOsim Building Designer now read and write globally unique IDs (GUIDs) in the CIS/2 model.

If a member already has a globally unique ID created during ISM interop, that ID will be reused and shared in the CIS/2 interop as well.

The Managed Data Item in the CIS/2 model appears as follows:

#629774= MANAGED_DATA_ITEM('BBC10F38-CA6C-47E2-8E18-7FF5A54B2AAD',#0,#629773,(),.T.);

From the CIS/2 Structural Frame Schema ...

managed_data_item

EXPRESS specification:

I am using the STAAD.Pro Connect Edition and tried to enable the autosave from within the Files > Tools > Open Backup manager. However after I close out of the dialog box, the Enable Auto Save check box keeps getting unchecked and autosave is not working. What could be causing this ?

The settings are stored within a file named StaadPro21.00.00.ini. The file is located within the following folder

C:\Users\<your user name >\AppData\Local\Bentley\Engineering\STAAD.Pro CONNECT Edition\Default

Looks like that file is not getting updated.

Please try the following

Close out of STAAD.Pro CE

Right click on the shortcut for STAAD.Pro CE and choose “Run As Administrator”

Once the software launches, open a model and follow the same procedure to make the change.

Close out of STAAD.Pro CE.

Launch STAAD.Pro CE again ( this time as you normally do)

Go back to the Open Backup Manager and see if the Enable Auto Save box is still checked.

If not, please check with your system administrator on whether there are any permission related issues on the file/folder mentioned above.

This page contains items related to miscellaneous topics about STAAD.Pro 

1. Section Wizard Tutorial
2. [[Turning off Labels]]
3. [[STAAD.Pro crashes during startup]]
4. [[STAAD.Pro crashes during opening]]
5. [[STAAD.Pro crashes when opening a model in a user machine]]
6. [[I do not see the AISC 360-16 code listed in the list of design codes in the STAAD.Pro Connect Edition]]
7. [[Auto save is not working]]

Problem Description

On some computers, it is difficult or impossible to select an individual beam or column when working in the plan or elevation view within any of the 3D modules (Ram Steel Column, Ram Frame or Ram Concrete). The problem may also occur while working in 3D view on some machines.

This issue is typically reported when the user attempts to perform a View/Update on a member but the View/Update dialog does not display when clicking on the member with the target cursor. 

Explanation

The common problem is unique to these two dimensional plan and elevation views and only occurs when trying to select a single member with the target cursor.

This target cursor is used for Process - View/Update and several assignment and reporting commands wherever there is a [Single] selection mode.

Using a Fence to make assignments may work around the problem.

Selecting the member from the 3D view may also work on some machines.

The problem most often affects machines with built in integrated Intel graphics only. Dell machines using Windows 7 have been especially problematic.

Solution

If the machine has both a 3D graphics adapter and integrated intel graphics, configure the system to use the 3D adapter rather than the integrated graphics.

For NVIDIA adapters, this change can be made in the NVIDIA Control Panel. To open the Control Panel, right click on the desktop screen and choose NVIDIA Control Panel. Within the adapter control panel settings look for any option to use the high-performance processor rather than the Integrated graphics.

The NIVIDIA control panel also offers an option to Add "Run with graphics processor" to Context menu.

An alternate approach is to right click on the desktop shortcut for RAM Structural System, choose the option highlighted below, and then launch the program.

For machines with Integrated Intel adapters only, search for and install updated drivers directly from the manufacturer's web page. For the Dell/Windows 7 machines with Integrated Intel Graphics that have been affected by this machine, updated drivers released near the end of April 2018 has resolved the problem.

If the solutions discussed above do not work or are not available, try selecting the member in 3D View. Use the arrow keys to rotate and View - Extents to limit the view and make single member selection easier, if necessary. 

In some cases we have also found selection to work properly when using single line, low resolution mode rather than the default medium resolution rendered view. 

See Also

[[RAM SS 3D Viewer FAQ]]

RAM Elements - Local versus Principal Axis in Unsymmetrical Shapes

In RAM Elements, analysis and design results are referenced to a local axis system (1, 2, 3) or a principal axis system (1’, 2’, 3’).

For symmetrical sections, the local and principal axes will coincide. However, for unsymmetrical (asymmetrical) sections, such as Z and L shaped sections, the principal axes will be rotated relative to the principal axes.

The orientation of the local axes is defined as follows:

1. Local axis 1 points from Node J to Node K along the member.
2. Local axis 3 is perpendicular to local axis 1 in the plane of the member.
3. Local axis 2 is perpendicular to the plane formed by the Local 1 and 3 axis.
   

The local axes can be displayed for any member by clicking on the Local Axes button in the View menu - Model Toolbar. See below:

The principal axes represent the axes about which the moment of inertia is maximum and minimum. The orientation of the principal axes is defined as follows:

1. Principal axis 1' points from Node J to Node K along the member. It aligns with the Local 1 axis.
2. Principal axis 3' defines the strong axis of the section. The moment of inertia about this axis is the maximum moment of inertia of the section.
3. Principal axis 2' defines the weak axis of the section. The moment of inertia about this axis is the minimum moment of inertia of the section.

In version 13.05.00 and earlier, there is not a way to display the principal axes on screen. In v14.00.00 and later, the principal axes can be displayed by clicking on the Principal Axes button in the View menu - Model Toolbar. See below:

In all versions, the angle of rotation of the principal axis can be found in the section properties report under Output-Data-Section Properties.

Analysis Input and Output

Member loads can be defined with respect to the local axes or the global axes only. The tool buttons used to rotate members and create rigid end offsets use the local axes.

In version 13.05.00 and earlier, member forces displayed on screen using View – Analysis Toolbar – Member Forces are always referenced to the principal axes. Note the reference to 2’ and 3’ (and not 2 and 3) in the menu below.

This can create confusion when the principal axes are rotated 90 degrees relative to the local axes. In this case, the member loads will be displayed relative to the local axes and the member forces associated with them will be displayed relative to the principal axes. In the image below, the M22 moment is a moment about the principal 2 axis, which coincides with the local 3 axis and not the local 2 axis.

In version 14.00.00 and later, member forces are displayed with respect to the local axes by default, but can be displayed with respect to the principal axes using the option marked in the screen capture below:

Design Input and Output

In v14.00.00, the unbraced length parameters L22 and L33 are associated with the principal axes and not the local axes. This was not always the case. In previous versions of the program, L22 and L33 were associated with the local axes. For sections like a WT 4x15.5 that have a principal axis rotated 90 degrees relative to the principal axis, L33 should be used for the unbraced length for bending about the local 22 axis and L22 should be used for the unbraced length for bending about the local 33 axis. For symmetric sections, like a W18x50, L33 should be used for the unbraced length for bending about the local 33 axis and L22 should be used for the unbraced length for bending about the local 22 axis.

In general, steel and cold-formed sections are designed with respect to the principal axes. Prior to v13.0.3.45, cold-formed section were designed with respect to the local axis only. In AISC 360, single angles are permitted to be designed with respect to either the geometric (local) or principal axis. In RAM Elements, the steel design checks both and uses the worst-case for the design ratio. Some engineers choose to design single, equal leg angles with respect to the geometric axis only. Enhancement #277754 has been filed to do this in a future release.

The list below summarizes program changes that may explain different design results in the current version compared to an earlier version:

1. L22 and L33 are referenced to the principal axes and not the local axes. In earlier versions, these parameters were referenced to the local axes.

2. Cold-formed sections are designed with respect to the principal axes. In earlier versions, these parameters were referenced to the geometric axes.

Laterally Restrained for Torsion Option

In all versions, there is a way to force the program to align the principal axis with the local axis for a particular section.

In version 13.05.00, edit the properties of the section in the Sections Database and check the box “Laterally Restrained for Torsion.” This change can only be made to user sections. For program installed sections (any section in the United States Group, Europe Group, etc), the section file will need to be copied to a user defined data folder before the laterally restrained for torsion flag can be changed.

In v14.00.00, select the member and check the box shown below for alpha=zero in the Members tab - Local Axes worksheet.

Problem Description

When I try to open STAAD Foundation Advanced from STAAD.Pro, I get the message "Could not Open STAAD Foundation Adv application".

Steps to Resolve

Reinstall STAAD Foundation Advanced; if you think this was installed before, it must have been removed/uninstalled or the folder has been renamed.

Software Download Instructions

If the program is reinstalled and still you receive this message, then you need to update the following keys in the registry.

1. Click Start
2. In the Start Menu, either in the  Run box or search box, type regedit and press Enter.
3. Go to HKEY_CLASSES_ROOT\STAAD Foundation Adv; in the right hand side double-click the 'LastVersion' and update it from 7.0 to 8.0 (as shown here).

4. Go to HKEY_CLASSES_ROOT\STAAD Foundation Adv\8.0 ; in the right hand side double-click the 'SELECTString' and update it from 7.0.0.0 to 8.0.0.0.

P.S. You must have administrative rights to edit the Registry Editor.

        You must be familiar with the Registry basics to make any changes.

See Also

Structural Analysis Wiki

I have recently purchased a license for Structural Enterprise; what are the products I need to download?

In August 2016 we released the Structural Enterprise Setup Wizard to make it easier to identify the products in the SEL License and to aid in the downloading and installation of the products needed. For details see:  

Structural Enterprise Setup Wizard

The installations for each of the products comprising Structural Enterprise can be run separately. It is not required to install all of the products, and the order of installation should not matter.

A list of the installers to be run is listed below:

1 ) RAM Structural System V8i (English) x64 (or CONNECT edition)

Comments: This is one installer that installs the entire RAM Structural System suite: RAM Modeler, RAM Steel, RAM Frame, RAM Concrete, and RAM Foundation.

2) RAM Concept V8i (English) x64 (or CONNECT edition)

Comments: This is one installer that installs both RAM Concept and the Post-Tension module.

3) RAM Connection V8i (English) x86 (or CONNECT edition)

Comments: This will install both the standalone version of RAM Connection as well as the version that can be used within RAM.

4) RAM Elements V8i (English) x86 (or CONNECT Edition)

5) STAAD.Pro V8i (English) x86 (or CONNECT Edition)

Comments: This installer includes all design codes, the advanced analysis module, Sectionwizard and STAAD.beava.

6) STAAD Foundation Advanced V8i (English) x86 (or CONNECT edition)

7) Microstran (English) x86

Comments: This installer includes all tiers (basic, Pro, Advanced) and design codes.

8) Limcon (English) x86

Comments: This installer includes all design codes. 

9) Structural Synchronizer V8i (English) x64 (or CONNECT edition)

Comments: This is also known as ISM; it must be installed for ISM interoperability to be available in other products.

Note, make sure to download the dependencies as well. In any case where the dependency has both x86 (32 bit) & x64 (64 bit) architecture for the same file, download the one matching your system architecture. 

The Structural Enterprise license works with either V8i or CONNECT generation products and you can mix and match, but we generally recommend using the latest CONNECT edition where available. 

See Also

Structural Enterprise Setup Wizard

Software Download Instructions

Structural Enterprise 3D Analysis and Design Software Suite 

Description

I have installed Structural Synchronizer successfully in my machine; when I try to access it from RAM Structural System, it says it is not installed.

Explanation:

There could be two reasons behind it,

• 64 bit of Structural Synchronizer and 32 bit of RAM Structural System is installed in the machine
• Structural Synchronizer has been installed, but there is a version mismatch with the one that is supported by the specific version of RAM Structural System

Solution

Please note that Structural Synchronizer is the engine that makes ISM work. 

1) In case there is a mismatch in Structural Synchronizer (64bit) and RAM Structural System (32 bit), download the 64 bit version of RAM Structural System by following the steps stated in the link below.

Software Download Instructions

2) If you have installed Structural Synchronizer (64 bit) and RAM Structural System (64 bit) and the ISM says not installed, then there is a version mismatch between RAM Structural System and Structural Synchronizer.

Uninstall Structural Synchronizer from the machine. Download and install the latest version od RAM Structural System and Structural Synchronizer.

They can be downloaded from the Fulfillment Center .

Note:  Version 14.06.01 is now available for download. Instructions for downloading installation files can be found here:

Software Download Instructions 

RAM Frame In-Core Direct Solver

Problem:  Analysis time with the In-Core Direct Solver (selected in RAM Frame - Criteria - General, see figure below) is significantly slower in v14.06 than in earlier versions.

Work Around:  Analyze using the In-Core Direct Sparse Solver.

Resolution:  This issue was resolved in v14.06.01.

RAM Concrete Shear Wall Performance

Problem:  In the 64-bit version, models take a significant amount of time to load into the module. Other operations, like assigning wall groups and running the designs, are significantly slower.

Work Around:  Install the 32-bit version. Note that this can affect integration with RAM Concept. See following web page:

RAM Concept-RAM SS Integration

Resolution:  This issue was resolved in v14.06.01.

Fixed Braces and Calculated Reactions and Story Shears

Problem:  If braces are not pinned, the moment and shears in the brace member is not accounted for in the calculated reactions, frame story shears, and building story shears.

Work Around: None.

Resolution:  This issue was resolved in v14.06.01.

Column and Footing DXF

Problems:  When changing the Color/Layer options in the Footing Schedule tab, a crash occurs. When attempting to create the dxf, an “Error Opening Master Table” error appears:

After clicking Ok and trying to generate the DXF again, a series of “Key Already Present…” errors similar to the one below appears:

After clicking OK to bypass these errors and generate the DXF again, no file is created.

Work Around:  None

Resolution:  This issue was resolved in v14.06.01.

CAN/CSA S16-09 Minimum Composite

Problem:  The S16-09 Specification permits a percent composite as low as 40% when using composite action for the strength requirements, but the program was using a minimum of 50%.

Work Around:  None.

Resolution:  This issue was resolved in v14.06.01.

CAN/CSA S16-09 Modular Ratio, n_s

Problem:  In the calculation of shrinkage deflection the modular ratio n_t is used in S16-01 but the modular ratio n_s is used in S16-09. These values are quite different. The program allows for the user to specify n_t in Criteria – Canada Parameters in the RAM Manager but there is nowhere to specify n_s. The program, without indicating so in the user interface, is using the value specified for n_t for n_s when designing per S16-09.

Work Around:  When designing per S16-09, input the correct value of n_s where n_t is input. Note that S16-09 doesn’t use n_t, so there is no conflict with inputting the one value for the other.

Resolution:  This issue has been resolved in v14.06.01. The program will internally calculate n_s, it will not need to be specified by the user.

Defaults Utility setting for Snow vs. Roof Live load reversed

Problem:  If the option "Consider Snow Loads, Ignore Roof Live Loads" is selected in the default utility, then roof live loads are incorrectly considered and snow loads are ignored in new models. If the option "Consider Roof Live Loads, Ignore Snow Loads" is selected in the default utility, then snow are considered and roof live loads are ignored in new models. In other words, the setting works in reverse.

The selected setting for each model under Criteria - Member Loads works correctly, it is only the default setting for new models that is reversed. 

Resolution:  This issue was resolved in v14.06.01.

ISM - Update Repository Does Not Add New Items

Problem:  When updating an ISM repository from RAM SS, members or properties that were added to the RAM SS file are not added to the repository. This includes new beams, braces or composite beam stud zones to name a few.

Work Around:  This issue was resolved in v14.06.01.

When I try to create a new file, I get an error regarding tables.

Problem: When I try to create a new file, I get the following error:

"The specified Default Castellated Smartbeam Table (ramuk) could not be found, and neither was the table corresponding to the current setting from RAM Defaults (ramuk)."

Solution:

• Go to tools - Ram Defaults Utility (click OK if you get a message)
• Scroll down to Steel Beam defaults
• Double Click Steel Beam Tables options
• Make sure you have a valid selection, then click next and next until done with the tables part.

Note, with version 14.06.00.00 tables now get saved with the file which is a new thing. If you try to convert a model from an older version and the custom tables used with the original file are not present on the PC converting the file you can get similar error.

When I convert a v14.05 file with embedded Concept files, all design strips are missing.

Problem:  Embedded RAM Concept files are deleted during file conversion when v14.05 are opened in RAM Concept for both 32-bit and 64-bit versions. This removes all design strips and any other modified data, like changes made to slab areas or beams, that were saved with the file.

Work Around:   

1. Open the file in v14.06 and convert the file to the new version format.

2. Open Windows Explorer and find the .zip file with "Orig v14.5" at the end of the file name that is automatically created during the conversion process. Double click on the file. Find the embedded .cpt files. The file name will be same as ram model with .cpt###E at the end. Copy the files to the clipboard.

3. In Windows Explorer, navigate to the working directory (C:\Program Data\Bentley\Engineering\RAM Structural
System\Data\Working). Paste the embedded .cpt files from the v14.5 backup into this folder.

4. Launch RAM Concept from RAM Manager.

Resolution:  This issue was resolved in v14.06.01.

See Also

RAM SS V14.06.01 Release Notes

[[SELECTsupport TechNotes and FAQs]]

Problem

When installing Ram Concept in a 64 bit machine it checks for "Microsoft Visual C++ 2013 Redistributable (X64)" files, and in some cases presents the following message. Cancelling it puts it in a loop.

Solution

Download the 32 bit of the software and install it .

Software Download Instructions

Once done, uninstall it and then install the 64 bit version of RAM Concept.

Problem Description

After installing RAM Connection v9.0, the Connection toolbar and Conn tab in RAM Elements no longer appear.

Explanation

RAM Elements 13.00.03.47 and earlier does not support RAM Connection v9.0. RAM Connection for RAM Elements v8.0 must remain installed in order to use the connection module in those versions of RAM Elements. If RAM Elements for RAM Connection was uninstalled before installing RAM Connection v9.0, then the Connections toolbar and Conn tab will be removed.

Steps to Resolve

Option 1

1. Install Ram Elements 13.02.00.99 or later.

2. In Ram Elements - e menu - General Configuration screen - Licenses tab make sure the option to "Use a Ram Connection License in each session" is checked and that a License for Ram Connection is available. See this article for details. 

Option 2

The following steps can be used to restore Ram Connection 8 functionality with Ram Elements 13.00.03.47 or earlier.

If RAM Connection v9.0 has not been installed, make sure that RAM Connection for RAM Elements is not uninstalled prior to running the installation setup.

If RAM Connection v9.0 has been installed and RAM Connection for RAM Elements was uninstalled, open the Setup.exe file in C:\Bentley Downloads\rc08000023en. If this file is not found, download the installation for RAM Connection v08.00.00.23 from the SELECT download page. Click here for instructions on accessing the download page.

In the setup dialog, click the link labeled "Install RAM Connection for RAM Elements" as shown in the screen capture below to reinstall the component.

See Also

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

Why does RAM Elements also retrieve a RAM Connection license?

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

Problem Description

After a new installation of RAM Structural System version 14.6 the copy of FloorVibe is v1.3. This version of RAM says that I need to upgrade to version v2.10. I went to FloorVibe's website and downloaded the demo, just to see if it would accept the newer version, which is now v2.20. RAM doesn't acknowledge the newer version, just keeps telling me I need v2.10. How do I get FloorVibe working again?

Solution

Please install RAM Structural System Version 14.07.

Software download instructions

FloorVibe and FloorVibeUK have previously been distributed with the RAM Structural System (14.06 and older ) on a limited basis, and had to be installed separately. These programs are now part of the RAM Structural System installation, making them both available to all RAM Structural System clients. These special versions can only be launched from the RAM Structural System.

See also

RAM SS V14.07.00 Release Notes

SELECTsupport TechNotes And FAQs