“Missing Mass” in Dynamic Analysis

 Introduction:

The common practice of performing a dynamic analysis of a structure is to evaluate the response of a structure mode by mode and then combining the results from each mode. While in a time-history the Modal Superposition method is employed, which involves de-coupling of the dynamic equation of motion into an individual equation for each mode involving Generalized Mass, Generalized Stiffness, Generalized Damping and Generalized Force for that mode and evaluating the response per mode, the response spectrum method involves finding the spectral acceleration corresponding to the period of each mode and evaluating the response by considering that the structure in each mode is subjected to an equivalent static force involving the modal mass and the spectral acceleration.

As can be understood, to evaluate the complete response of the structure, the response from all possible modes need to be combined. However, from the point of view of practicality and the computer run-time and memory considerations, it is not always possible to run a structure for all possible modes. Hence the truncation of modes is employed. However, as can be understood the modal truncation introduces errors in evaluating the complete response of the structure. “Missing Mass” is the method employed to assess the approximate response of the truncated modes.

Theory:

The total number of modes in a structure can be classified in two categories: 1. The Flexible Modes and 2. The Rigid Modes. While the flexible modes is subjected to dynamic amplifications the response from the rigid modes are essentially static.

The total response from a flexible mode is evaluated as {Φ_n}Y_n, where {Φ_n} is the mode shape vector for mode n and Yn is the modal co-ordinate of the nth mode.

The response from the rigid modes can evaluated as the statical response of the structure due to the applied load    {s}f(t) minus the statical response for the flexible modes.

Response Spectrum Analysis and Missing Mass:

Response Spectrum Analysis is widely used for the seismic analysis of structures. The consideration of the contribution of the truncated modes is very important for the proper assessment of the structure under seismic loads. However, the most important decision is the number of modes that needs to be considered for dynamic analysis.

Most of the seismic design codes around the world have suggested that at least 90% of mass participation in either direction be achieved with the assumption that the significant modes will be captured considering this. While this assumption holds true for a class of building structures, this is not applicable for all type of structures. So, the general guideline is to consider all the flexible modes for dynamic analysis and do a missing mass correction to include the effect of the rigid modes.

There are different views on what should be a rigid mode. The general conception is that the modes are rigid corresponding to modal frequencies of 33 Hz frequency and above. The corresponding spectral acceleration is called the Zero Period Acceleration (ZPA) and this will be the maximum value of the recorded ground acceleration considering that the modes are rigid.

So, the contribution of the residual mode can be expresses by modifying equation 3 by substituting equation (4) in it.

{X0} = -[K]^-1 [M]{Φr}(ZPA)
 
The best way would be to ensure a 90% mass participation as suggested by the code and then ensuring that all the modes the frequencies of which are below ZPA are included in the dynamic analysis. The inclusion of flexible modes in the residual mode can cause substantial errors to occur.

STAAD Implementation of Missing Mass theory in Response Spectrum Analysis:

The well known command lines to invoke the response spectrum analysis in STAAD.Pro is as follows:

SPECTRUM { SRSS | ABS | CQC| ASCE | TEN | CSM | GRP } *{ X f1 | Yf2 | Z f3 } { ACC | DIS } (SCALE f4)

{DAMP f5 | CDAMP | MDAMP } ( {LIN| LOG} ) (MIS f6) (ZPA f7) (FF1 f8) (FF2 f9)( { DOMINANT f10 | SIGN } ) (SAVE) (IMR f11) (STARTCASEf12)

The specification of the MIS will invoke the missing mass calculation representing the mass of the residual mode. If the value of f6 is specified then this value is used as the corresponding spectral acceleration for the residual mode. If
not specified f7 is used as the spectral acceleration which is used to define the ZPA frequency. If we do not have the value of f7 specified, a default value of 33 Hz is used.

Once the residual mode analysis in invoked, the mass participation output in the output file will invoke that mode as ZPA.

However, at his point of time we do not have a way of extracting the response of the residual mode into a load case as we can do for a normal mode.

Time History Analysis and Missing Mass:

Going by the same logic as we have discussed for a response spectrum analysis we need to ensure that all the flexible modes are included in dynamic analysis, a mass participation of 90% is ensured and all the modes having frequencies less than the exciting frequency is considered in the dynamic analysis.

STAAD Implementation of Missing Mass theory in Time History Analysis:

Starting from the forthcoming SS5 release, STAAD will be equipped to consider the rigid mode contribution in a time history analysis. More contents will be added on this once the SS5 is released.

A PDF version of this article is available at the following link:

http://communities.bentley.com/products/structural/structural_analysis___design/m/structural_analysis_and_design_gallery/258859.aspx

References:

1. ASCE 4-98: Seismic Analysis of Safety Related Seismic Structures.

2. Dynamics of Structures: Theories and Applications to Earthquake Engineering; Anil K. Chopra; Prentice Hall

3. Dynamics of Structures; Ray W. Clough, Joseph Penzien; Computers and Structures Inc.

4. “Missing Mass” Correction in Modal Analysis of Piping Systems; G.H.Powell

5. On the use of residual shapes in Modal Analysis; R. Alvarez, J.J Benito

6. An Alternative Cut-Off Frequency for the Response Spectrum Method of Seismic Analysis; M. Dhileep, N.P. Shahul Hameed and S. Nagan

7. Derivation of Mode Acceleration Method for MDOF Systems (Proportional Damping or Light Damping); Luis San Andres

Framing Tables Errors

General

There are many instances where modeling errors in Ram Structural System are not caught by a Data Check in Ram Modeler. Data Check looks at general geometric information, but it does not attempt to validate all of the information needed to compile the Ram Gravity Framing Tables.

Many of these errors are slab edge or slab opening related.  When one way decking is modeled, slab edges and slab openings must be associated with adjacent beams/walls.  For this reason, avoid using free formed slab edges/openings with one way decking.  Instead, use Layout - Slab - Slab Edge - Whole Perimeter and Layout - Slab - Slab Opening - In Bay to model the slab edges and slab openings.  Then, revise the slab edges/openings where the offset changes.  To further ensure accuracy, only use beams and walls in your Options - Set Snap Points.  Finally, use a positive, non-zero, slab edge offset.  Zero inch slab edge offsets are permitted, but the program algorithms were originally developed assuming non-zero offsets and some configurations can be problematic.

Below are several common modeling configurations that cause problems for the program but are not caught by Data Check.  The right hand image shows the typical error message produced while building the framing tables.  In the background, the framing tables usually halt at a particular member on a particular floor as shown in the left hand image.  Typically, but not always, the modeling issue occurs in the vicinity of the member where the framing tables halt. 

Illegal Framing Configuration

Most illegal configuration errors are slab edge or slab opening related.  Subtle inaccuracies in member end locations can cause small slab edge segments that are problematic for the framing tables.  Review the member end coordinates using the Layout - Beam - Show command and the slab edge coordinates using Layout - Slab Edge - Show.  Try remodeling the slab edge using the whole perimeter command. 

Starting with version 14.07, this error dialog more often than not references an invalid beam number, "Illegal Framing Configuration Detected on Beam -1.", but the number listed in the background framing tables dialog is still accurate and can guide you to a point near the problem. This error is typically associated with columns under a one-way deck that have no beams framing into them. Adding beams parallel to the deck span from the column to the adjacent framing should prevent the error from occurring.

If you get an Illegal Faming Configuration or Missing Slab Edge Detected error try using Slab Edge > Move to move each end of the slab edge along coordinates shown in the message. Use the snaps to move the edge and snap back to a column or beam that occurs at the end of the slab edge.

Missing Slab Edge

Many missing slab edge errors are related to having portions of the structure isolated from the perimeter beam loop under one way decking as shown below.  To resolve the issue, model two beams that connect the isolated structure back to the adjacent framing.  If these beams are modeled parallel to the deck span, they will take no tributary load from decking.

Internal Error in AdvanceNodeList()

Typically, these errors are similar to the missing slab edge error.  The main difference is that there usually is only a single beam/wall connecting the interior structure to the perimeter beam loop as shown below.  Modeling a second beam will resolve the issue.

Beam Loop Intersection not Found

Typically, beam loop intersection errors are related to line loads that are slightly askew from a beam.  Often discrepancies arise when a single line load is added over multiple beams that are not truly collinear.  Review the coordinates of the beam and line load using the Layout - Beam - Show and Layout - Load - Line Load - Show command.  To resolve the issue, delete the line load(s) and remodel them using the Add On Beam command.

This error can also be associated with changes in one way deck orientation or properties.  One way decking should always transition along a beam/wall.  That includes transitions from one way decking to two way decking. 

Furthermore, one way deck angles are normally limited to angles between 0 and 179.99 degrees. If imported models have deck angles larger than 180 degrees, this can also cause a beam loop error.

Failed to Find Slab Edge Loads

These errors are usually related to tolerance problems between the slab edge loop and perimeter beam loop.  Review the slab edge and beam coordinates using the Layout - Slab - Slab Edge - Show and Layout - Beam - Show command.  Try remodeling the slab edge using the whole perimeter command.

Failed to Create Slab Edge Load Polygons

This error tends to happen when there is a small level with an incomplete perimeter of framing similar to the one pictured below. Adding the short beam on Gird B between the two concrete columns completes the loop with beams 40, 39 and 41. Adding the other beams would only be required if the deck was intended to load beam 42.

For more information on this issue see Failed to Create Slab Edge load Polygons

Crash with no warning or error message

If a model crashes with no warning or error message then it is harder to diagnose the problem (especially if the Integrity - Data Check offers no clues)

One specific situation that can cause a crash is when a braced frame on an upper level is supported on a two-way deck with no supporting transfer beam. Where it's impractical to add a supporting beam, a work-around for this situation is to model the braces using the Add Standard - Knee brace approach using a vertical offset just a little less than the story height. When the braces intercept the column above the two-way transfer level the framing tables work properly without crashing the analysis and this should have minimal effect on the stiffness matrix.

Two Beams Overlap

Under normal modeling circumstances it should not be possible to model two beams that overlap or cross, but it can happen in some models particularly where the geometry is imported (from dxf, Revit or ISM). 

It's difficult to visually identify where two collinear beams overlap for part or all of the length. Turning on the display of beam numbers can sometimes help.  We have seen cases where one simple span beam and one cantilever beam are in the same location and two numbers will be shown rather than one.

Since the data check does not identify such a problem it only appears when running the framing tables. The error message does not indicate exactly where the problem occurs, but you can usually tell the level with a problem by the status of the framing tables just before the error occurs. 

Finding the beams with the problem usually requires a trial and error process, deleting framing gradually until it works. Then going back and examining those beams that were deleted last in the backup more closely, moving them as required.

We have also seen cases associated with problematic slab opening edges. Deleting and carefully remodeling the slab opening edges at the beam identified where the framing tables stop resolved the problem.

Forcing a "Reframe"

In some cases the beam design module can open and not require a rebuilding of the framing tables, what is commonly referred to as a reframe. A reframe is generally triggered by making any kind of change on a particular level. You can also force a reframe by changing any of the Ram Manager criteria like Self Weight or Live Load Reduction code.

If the design module produces an unexpected error, one simple thing to try is forcing a reframe. You can change one the criteria mentioned above, and click OK. You should get a window like this if previous results are going to be discarded:

Then change the criteria back the way it should be and try the beam design again.

See Also

Failed to Create Slab Edge load Polygons

Effects of Changing Deck Type

Missing or incorrect loads on perimeter beams

I designed my structure as per the AISC UNFIED 2005 code in version 20.07.09.21 and when I am re-analyzing the same file in a more recent version 20.07.11.45, I am observing that the design ratios have changed a bit. Why is it so ?

The difference is most likely due to the fact that versions like 20.07.09.21 was using an older version of the design dll for the AISC 360-05 code. That was replaced by a different and a more updated design dll in recent versions like 20.07.11.45 as a result of which values may be slightly different. Even in the newer version, you can invoke the older dll by adding the word OLD at the end of the design command as shown next and get the same results as you did in 20.07.09.21.

To invoke the older design DLL in recent versions, use

…

PARAMETER 1

CODE AISC UNIFIED 2005 OLD

We always recommend using the latest version of the software as it contains all the fixes and updates.

This page lists issues that has been observed in SS6 since it's release

How is the wind typically applied to the model?

The slab edge determines the exposure (Ram Frame – Loads – Exposure) and we assume some kind of vertically spanning cladding transfers the loads to the diaphragms. The program calculates a total force based on total exposure, considering one windward surface and one leeward surface per diaphragm. Where the wind may hit more area, user defined loads should be used.

How are IBC/ASCE7 wind pressures calculated?

ASCE 7-10 includes three different procedures for wind load calculation: directional, envelope, and wind tunnel procedure. Only the directional procedure is implemented into the program. Program generated wind loads calculated per ASCE7-10 are ultimate loads.

IBC 2006/2009 Section 1609.1.1 refers to Chapter 6 of ASCE 7-05 for Wind load requirements. It lists alternative methods and wind speed values. ASCE 7-05 includes three methods for wind load calculation: Method 1- Simplified Procedure, Method 2- Analytical Procedure, and Method 3- Wind Tunnel Procedure. Method 2 is further composed of two different provisions: a method for Low-Rise Buildings and a method for Buildings of Any Height.  Among these methods, only Method 2-Analytical Procedure for Buildings of Any Height is implemented. Program generated wind loads calculated per ASCE7-05 are service loads.

Section 1609 of IBC 2003 gives wind requirements specifically focused on a simplified procedure acceptable for enclosed, low-rise, simple diaphragm buildings having a height of less than 60 feet. For other types, it refers to Section 6 of ASCE 7-02 where three methods described above for ASCE 7-05 are mentioned. Again, only Method 2-Analytical Procedure for Buildings of Any Height is implemented. Program generated wind loads calculated per ASCE7-02 are service loads.

User defined story forces may be used to apply Method 1- Simplified Procedure, Method 2- Analytical Procedure for Low Rise Buildings, or Method 3- Wind Tunnel Procedure.

How are the wind pressures viewed?

You can see the total force using Process – Results – Applied Story Forces, or Report - Loads and Applied Forces to see the intermediate wind pressure calculations. 

The Report – Exposure Boundaries is useful for visualizing the exposed surfaces of the model.

Is wind uplift considered?

No, the program only applies the total horizontal force for each story or diaphragm. Uplift loads are not yet considered.

While there is no good work around for this limitation some users apply negative magnitude Live Loads in order to check the beams (or foundations) for uplift. It's important to note that the program still sees this as a Live load and factors it accordingly, so some adjustments in the magnitude of the applied load or customization of the load combinations might be required.

Why is the total applied wind load on a semirigid diaphragm more or less than a rigid diaphragm?

The total length of windward and leeward edges may exceed the exposure length when the slab edge has a return (like a "U" shaped structure) and the diaphragm is semirigid. This leads to more total force being applied since all these edges are loaded based on the pressure, story height and mesh size.

The Report - Loads and Applied Forces lists both values to be clear:

Furthermore, when wind loads are applied to a meshed semi-rigid diaphragm only the windward and leeward edge nodes are loaded. if the applied deck does not extend to the slab edge overhang, then the program will fail to find the edges to load and the total applied load will then be less than it should be. It's imperative that the deck extend to the slab edge when using semi rigid diaphragms.

Additionally, when the diaphragm is semirigid, this can affects the building natural frequency which, in turn, can affect the wind gust factors and pressures and total forces. It may be better to manually input the structure frequency when using semirigid diaphragms.

How does sloped framing affect the wind loads?

The program currently applies the wind loads based on the simple rectangular area of the structure defined by the story data. Adjustments in the column and wall elevations do not affect the total applied wind loads at this time.

Use the Report - "Exposure Boundaries" to see a visualization of the exposed wind surfaces whenever there is some concern over the height or tributary width being used to calculate total story forces. For more on the effect of having sloped diaphragms in RAM Frame, see RAM Frame - Criteria - Diaphragms.

Can wind loads on open structures be generated?

No, when the program generates wind loads it always assumes the structure is fully clad all the way down to the ground level with one complete windward and leeward surface.

For any other condition and where rigid diaphragms exist, "User defined story forces" should be used. User defined story forces are defined in RAM Frame under Loads - Load Cases by selecting "User defined story forces" from the drop down menu to the right of the toggle for wind loads. When there is no rigid diaphragm use "Nodal loads." Nodal lateral loads are defined in the Modeler in the Elevation view.

The program generated wind loads are not completely accurate for any of the situations below.

• open structures,
• partially exposed structures,
• structures with multiple windward surfaces (e.g. a "U" shaped plan),
• structures with a stepping foundation.
• upper portion of a structure modeled in a two-stage lateral analysis with lower portion omitted

Is cantilever or prying action from pressure on a parapet considered?

No, the force to the top level diaphragm is equal to the pressure on the parapet times the parapet area plus the pressure on the top half of the story below. The additional reaction to the roof that results from cantilevering the parapet wall up from the level below (prying force) is not accounted for. The Report - Exposure Boundaries helps to clarify exactly what building surface areas are considered in the wind load calculations. 

Can the entire RAM SS model be elevated like a structure on top of a podium to get the correct wind pressures?

There is no simple solution for an generating wind loads on elevated structures at this time.

In the wind load definition there is a property for Mean Roof Height which is taken as the top story height be default. The user can override this value which will alter the pressure, but when calculating the windward pressure, the original story heights above ground are still used. In other words, the program is not adjusting Kz windward based on the input mean roof height. 

If you actually raise the structure, by adding a blank first story with height = h1,  it will elevate the structure and raise the wind pressure correctly, but it will also assume that the exposed height of the lowest level diaphragm is larger by h1/2 giving you too much force on the lowest framed level. This can be confirmed using the Loads and Applied forces report and the Exposure Boundaries report.

Thus it's better to model something physical for the lower supporting structure. We suggest making it a sort of stiff box using walls or braced frames in both directions under any frames above and with a rigid diaphragm on the top.

Alternatively, it may be easier to just apply user defined story forces for the wind.

Problem

I have removed RAM Concept from the Control Panel but the installation for the 64-bit version will not start; is says the 32-bit version is already installed. There are no folders for RAM Concept in C:\Program Files (x86).Structural System"

Solution

The installer thinks that 6.0.0 is installed because the product ID appears in the registry.

Try explicitly uninstalling via the product id, like this:

               msiexec /x {994F8172-432E-4756-857A-0B4066B138C6}

If the bundle still won't install, we need to modify the registry. 

Run regedit.exe, look for the following key

               HKEY_LOCAL_MACHINE\SOFTWARE\Wow6432Node\Microsoft\Windows\CurrentVersion\Uninstall

Rename the {994F8172-432E-4756-857A-0B4066B138C6} to xxx-{994F8172-432E-4756-857A-0B4066B138C6}, or something similar. Once, this has been successfully done, run the installation file again.

P.S. If you are not comfortable in updating the registry, please get help from your IT department.

See Also

Structural Product TechNotes And FAQs

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This page contains a list of TechNotes related to STAAD.Pro

Member Tension And Combination Load Cases [TN]

Pushover Analysis of Steel Structure using STAAD (TN)

Reference Loads An Introduction [CS]

STAAD.Pro Wall Analysis For Dams [TN]

STAAD.Pro EN 1993-1-1:2005 Implementation: Elastic Verification of Cross Sectional Resistance

STAAD.Pro EN 1993-1-1:2005 implementation: Calculation of Torsional Capacities of Cross Sections as per SCI P057

STAAD.Pro EN 1993-1-1:2005 Implementation: Code Check for Torsion

STAAD.Pro EN 1993-1-1:2005 Implementation: Example 2 verification as per SCI P364

STAAD.Pro EN 1993-1-1:2005 Implementation: Example 3 verification as per SCI P364

STAAD.Pro EN 1993-1-1:2005 Implementation: Example 4 verification as per SCI P364

Discussion on Seismic Detailing Concept of RC Structures (IS:13920-1993)

Limitations of the curved beams in STAAD.Pro ( TN )

“Missing Mass” in Dynamic Analysis

IS:1893 (Part-I)-2002 Response Spectrum Philosophy

Linear static, P-Delta, small P-Delta, stress stiffening, and geometric non-linearity in STAAD.Pro

Direct Analysis per AISC 360-05 and its Implementation In STAAD (TN)

Do I have to reanalyze my mat foundation model every time I open it in STAAD Foundation Advanced to get back the results ?

STAAD Foundation Advanced does NOT retain design data but it DOES retain analysis data. For example, if you have analyzed and designed a mat foundation and get out of the file and get back into it, you will be able to see the displacements, displacement summary, plate stress, plate stress summary in the output section. You will also be able to go to Mat Foundation Job > Mat Analysis/Design options > Output View Options and plot the plate stress or the soil pressure contours. In addition, you can go to the Calculation sheet and view the input or analysis related data like Job details, Load details, Mat Property, Soil Property, Analysis results like node displacement summary or plate stress summary. The above would NOT require a re-analysis of the model as the analysis data is retained by the software.

The design related data however is not retained. So to get the reinforcement calculation for the various zones you would have to run the design and do the reinforcement zoning before you can get the design data back. This design process however is very quick. It is the analysis that takes more time. Once you finish the design and reinforcement zoning, you will be able to get the reinforcement design calculations in the Calculation Sheet.

I am trying to design a base plate connection for a Tube column using the RAM Connection interface within STAAD.Pro. I am getting a message "Unable to create Joint. Only I shapes are allowed for columns". Can the software not design base plate for tube columns ?

Most likely the tube sections in your model are defined from the TUBE database in STAAD.Pro. RAM Connection interface within STAAD.Pro is able to design base plate for tube shapes but you need to define these tubes using sections from the HSS Rectangle database in STAAD.Pro. So replace the TUBE sections with HSS Rectangle shapes and the software should be able to design base plates.

Problem Description

The error below displays when attempting to save a connection:

Reason

The error occurs when connections are evaluated by editing information in the Connection Templates that are installed with the program. These templates are accessed by clicking on Home menu - Databases toolbar - Connections (see below). These are the template files that are used to design basic and smart connections. The program installed templates are not intended to be edited by the user.

Solution

Design the connection by first creating a joint (Home - Joints Toolbar - New) and then assigning a connection to the joint (Design - Assignment Toolbar - Assign). 

If you are attempting to edit the connection template, copy the connection template file to a User Group in the database and then edit the copied connection template.

The TechNotes and FAQs in this section cover various topics that pertain to RAM Connection. Use the navigation tree on the left to browse or the popular links below.

• [[Known issues in Ram Connection 11]]

Installation and Licensing

• [[Ram Connection appears to install, but there is no shortcut created]]
• [[RAM Connection v9.0 and RAM Elements]]
• RAM Connection is installed, but the Connection button fails to appear in RAM Elements
• Error getting a Ram Connection License with STAAD.pro SS5
• Changes cannot be saved because connection is read-only
• [[Comma Decimal Separator Causes Error]]

Technical

• RAM Connection Capabilities and Modeling FAQ
• Troubleshooting Errors when Assigning Connections
• RAM Connection Stalls When Assigning Base Plate Connection
• Catastrophic Failure Error when Using Customized Anchor Position
• RAM Connection Extended End-Plate Moment Connections (MEP)
• RAM Connection Base Plate FAQ
• Tips for Using RAM Connection within STAAD.Pro [TN].
• How to Customize a RAM Connection Template in STAAD.Pro
• What Connection Types are available in RAM Connection to the design code BS 5950?
• [[Transfer Forces in RAM Connection|Transfer Forces in RAM Connection]]

Problem Description

When launching the program, the program crashes with an error message similar to the one below or nothing appears to happen.

Solution

Add lines to the RAMIS.ini file to disable the RSS Feed in RAM Manager. The RAMIS.ini file can be found at the path below and can be edited in Notepad or another word processing program. The ProgramData folder is a hidden folder. Make sure that hidden folders are displayed or included in the search before attempting to find the file.

C:\ProgramData\Bentley\Engineering\RAM Structural System

After opening the file, add the lines in bold below and then save the file. These location of the lines is not very important. Adding the lines after the Tip section as shown below is recommended.

[Tip]
TimeStamp=Mon Apr 05 14:00:16 2010
StartUp=1
FilePos=612
[Testing]
DisableRSSFeed

The RSS Feed will no longer appear in RAM Manager. However, the program should launch without crashing.

See Also

Structural Product TechNotes And FAQs

RAM Concept x64 Crash During Program Launch

Problem Description

When launching the program, the News Channel window appears on screen and then the program crashes. The crash is only associated with the 64-bit version of the program.

No crash occurs if the 32-bit version of the program is installed.

Solution

Disable the News Channel using by editing the registry using the steps below.

1.  Click on the Windows Start button, key in regedit in the search box, and click on Enter.

2.  The Registry Editor will appear on screen. In the Registry Editor, navigate to the following on the left side of window:

HKEY_LOCAL_MACHINE\SOFTWARE\Bentley\Engineering\Concept\

3. In the window on the left side of the Registry Editor, right click on the Concept folder and click on New - String Value in the menu that appears.

4. On the right side of the Registry Editor, change the name of the string that is added to "DisableRssFeed"

5. Close the Registry Editor and launch RAM Concept x64. The News Channel should no longer appear and the program should launch without crashing.

See Also

Structural Product TechNotes And FAQs

RAM Structural System x64 Crash During Program Launch

Please note that STAAD.Foundation has been shelved for last few years. Open Access does not grant a license for this.

Install STAAD.Pro V8i SS5 (20.07.10.41), and STAAD.foundation Advanced V8i version (07.00.00.52) . You will get access to standalone version of STAAD.foundation Advance and you can run it from within STAAD.Pro too. 

In case, your company is yet to certify STAAD.Pro V8i SS5 series, you can install STAAD.Pro V8i SS4 (20.07.09.31) and STAAD.foundation V8i Advanced version (07.00.00.52) or version (06.02.00.11). 

To get more information about STAAD.foundation Advanced, refer to the link below.

http://communities.bentley.com/other/old_site_member_blogs/bentley_employees/b/stfoundations_blog/archive/2011/09/28/staad-foundation-advanced-has-been-recently-released.aspx

See Also

[[STAAD.Foundation TechNotes and FAQs]]

I am using a section in my model that I cannot find in the STAAD.Pro section database. What should I do ?

If the shape is a standard one like Wide flange, Channel, Angle, Double Angle, Tee, Pipe etc. you can define it using the user table option. To do that go to Tools > Create User Table > New Table and choose the appropriate section type to create the table. Choose Add New Property and you will get a parametric form where you can key in the section dimensions. Click on the Calculate button to let the software calculate the properties based on the input dimensions. Sections defined as above can be assigned through the User Table option available within the Properties- Whole Structure dialog box

Alternately you can add the section directly to the STAAD.Pro section database. The procedure for doing that is documented at

http://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/18558.how-to-add-a-new-section-to-the-staad-section-database

The advantage of the former method is that the software calculates the properties for you whereas in the second method, one needs to enter the properties like Cross Section Area, Moment of Inertia etc. manually. The advantage of the second method is that the section becomes a part of the standard section database and can be used for other models/projects. If the section needs to be used frequently across projects, using the second method may make more sense. 

What happens if I don't sign in to Bentley Service through the CONNECTION client?

With most CONNECT Edition or CONNECT Enabled products, the CONNECTION client service is installed automatically and sign in happens at start up. When starting any of the applications, if the user is not signed in the the sign in dialog will appear.

Canceling the dialog using the red x is the same as signing out and the product should perform normally but no Bentley Cloud Services will be available and no project associations can be made. 

What happens if I uninstall the CONNECTION client?

As noted on screen when uninstalling the CONNECTION client, most Bentley CONNECT Edition products require the CONNECTION client in order to function properly. 

We have tested the various structural products behavior when the CONNECTION client is uninstalled and the products all function other than warnings and limitations of the type noted below. Uninstalling the service will result in warnings when starting the software. For example, in RAM Structural System v15, the following message will appear: 

---------------------------
CONNECTION Desktop Client installation not found.
Please visit www.bentley.com to learn more about the benefits of CONNECT Edition.
---------------------------

Those benefits and other questions about Bentley Cloud Services are addressed on the Bentley CONNECT Overview.

A similar message appear with Ram Concept.

---------------------------
CONNECTION Client installation not found.

Run the Concept installer to install CONNECTION Client and utilize Bentley Cloud Services.
---------------------------

I am not planning to use Bentley Cloud Services, how can I access my files without registering a project?

You can always skip the step of assigning any project by canceling the dialog using the Cancel button or the Rec X and still work on your files.

A few users have reported a crash (MFC Application Error) with Ram Manager CONNECT Edition when canceling out of the Assign Project dialog before the list of projects is refreshed. Until we have a solution to this issue we recommend either waiting until the project list is populated and a project can be assigned, or uninstalling the CONNECTION client service as noted above.

I just installed a program, but I'm getting a login error, "User failed to login" 

In case, you have not updated the CONNECTION CLIENT by this date, you will receive the “User failed to login” error. You will need to download the CONNECTION client.

It is available for download from the ‘Software Downloads’ tile at connect.bentley.com. Search for 'CONNECTION'. select CONNECTION Client from the list.

Further documentation about this problem CONNECTION Client: User Failed to Login.

Note: RAM Elements, STAAD users may get the same login failure error, if the CONNECTION client was not updated before February 6th.

I'm getting the message "Unable to connect to the EULA service. Please try again later."

 When attempting to log into the CONNECTION client, the following error may appear:

And, as a result, applications like Ram Structural System (Ram Manager) CONNECT Edition will report that Bentley Cloud Services are unavailable:

This happens when the date/time on your system is out of sync with our IMS identity server. To resolve the problem right click on the date/time indicator int he system tray and select "Adjust date/time". In the subsequent dialog, reset the time to be accurate (it must be accurate to 5 minutes of global time).

I am trying to install CONNECTION Client as part of the Structural Enterprise, I am getting a message to get a newer version of Windows

CONNECTION Client is tested and certified for Windows 8 (64-bit), Windows 7 (64 bit) and Windows Server 2012 (64-bit). 

You must be using an older operating system like Vista; please update your operating system.

See Also

Bentley CONNECT Overview

STAAD(X) is our next generation offering for structural analysis and design. It is not only a product or software application, it is also a platform on top of which many more applications will be developed. It is state-of-the-art software that leverages and combines the legacies of STAAD, RAM and Bentley, utilizing the latest software development and structural engineering technologies.

By having a common platform architecture and being designed from the ground up with focus on interoperability, all the applications built on top of it will have the same look and feel.

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