Problem Description

When attempting to perform a floor vibration analysis, the following error occurs after the FloorVibe window opens:

File/path access error

Reason

FloorVibe attempts to write files to the FloorVibe folder in Program Files or Programs Files (x86). Under Windows Vista or later, these files are normally redirected to a VirtualStore folder stored in the user's profile. If the redirection is disabled, the program will fail to successfully write the file unless the permissions are adjusted on the FloorVibe folder.

Steps to Resolve

Ensure the user has modify permissions to the FloorVibe folder located in either Program Files or Program Files (x86).

See Also

[[RAMSS FloorVibe FAQ]]

[[SELECTsupport TechNotes And FAQs]]

Error or Warning Message

During installation, the following error occurs which when dismissed, rolls back the installation:

An error occurred during the installation of assembly 'Microsoft.VC80.ATL,type="win32",version="8.0.50727.762",publicKeyToken="1fc8b3b9a1e18e3b",processorArchitecture="amd64". Please refer to Help and Support for more information. HRESULT: 0x80070BC9.

Explanation

Some Microsoft assemblies included with RAM Structural System are failing to install because a previous version of the assemblies could not be removed. Because of this, the RAM Structural System installation is canceled and rolled back.

How to Avoid

Removal of the older assemblies will resolve the problem. By default, Windows retains older versions of assemblies even when they are superceded by newer versions later. Windows provides a cleanup option to remove unused assemblies, however. To perform this cleanup, please perform the following steps:

1. Select from the Windows Start menu:
   All Programs -> Accessories -> Systems Tools -> Disk Cleanup
2. In the Disk Cleanup window that appears, click the "Clean up system files" button in the lower left corner.
   
3. The Disk Cleanup window will reappear with additional choices. Place a checkmark next to Windows Update Cleanup.
   
4. Finally, click the OK button to perform the cleanup operation.
5. Once complete, attempt to install RAM Structural System again.

See Also

[[SELECTsupport TechNotes and FAQs]]

How can I evaluate an existing composite beam?

Using the Process - View/Update command, select the beam in the model. Change the selected member size, set the stud number to the desired value and click Analyze. Then click Update Database when finished.

If the existing stud count is insufficient to achieve 25% composite action (or the code minimum), go to Criteria - Stud Criteria and for the last option, select to "Use Composite section properties".

Note: the program will never optimize a member with less than 25% composite action (US codes), but you can reduce the number of studs and evaluate this way.

Can I lock or freeze all the beam designs?

Yes, once the designs are correct, use the Process - Freeze Design command to freeze the designs for some or all of the beams. This is often a good idea once construction documents for the project have been released.

The same command can be found in other modules, too.

Why are my composite beams being designed as non-composite members?

Beams that have been defined as composite, may be designed as non-composite for the following reasons:

• Non-composite deck
• Opening or exposed beam 
• Cantilever 
• No load

Non-composite deck: Composite beams will be designed as non-composite if the deck on both sides of the beam is non-composite for any portion of the beam span.

Opening or exposed beam: A beam that spans through an opening or penetration or for which there is a portion supporting no deck, such as an inset beam, will be designed as non-composite. Some times it is desired to design inset beams as composite. In order to do this, you can add a short beam from the column to the perimeter beams at an angle (say 45 degrees). Then define the slab edge so that it follows along these short beams, going out and around the perimeter column. That way, the entire beam is covered by the deck and it can be designed as composite (see below).

Cantilever: If the negative bending moment at the support of a cantilever beam is greater than twice the positive moment of the back span, the beam will be designed as non-composite. When a cantilever beam is designed compositely, the program determined number of studs should all be placed in the back-span. Note, for some codes no negative moment is allowed for composite beam design and in those cases a cantilever will always result in non-composite design.

No Load: If there is no load on the beam it will be designed as non-composite. This is sometimes a result of accidentally orienting the deck in the wrong direction such that the infill beams are not loaded.

Note: once a beam has been designed as a non-composite member, the composite flag for the beam will be set to non-composite. You have to go back to the Modeler and use the Layout - Beams - Change properties command to turn it back into a composite member.

Why is the unbraced length reported less than the maximum unbraced length?

The program evaluates bending for each of the various unbraced segments of a beam along with the maximum moments in that segment. The design might be controlled by a shorter unbraced segment with larger moments, or it might be controlled by a longer unbraced segment with smaller moments.

The design report shows the critical condition and indicates where from the left end the critical case occurs.

Can I turn off the pattern loading on beam cantilevers?

Regretfully, not at this time. Live loads are always considered to act on the cantilever only, on the back-span only, or on the entire beam, whichever condition provides the most conservative design for shear, bending and deflection. This is true even for snow loads which can be overly conservative. [[RAM Steel Beam Pattern Loading]] has further details.

Only dead loads are not subject to patterning.

Can I customize the load combinations used in RAM Steel Beam?

Regretfully, not at this time. The load combinations used in RAM Steel are internal to the program and cannot be modified.

See Section 10.3.11 in the RAM Steel Beam Manual for a list of combinations used for each design code.

Note that floor live load and snow or roof live loads are combined and applied as a single live load. Some building codes, such as IBC, permit a reduction (0.75 factor) for combinations including two or more transient loads. RAM Steel uses the combination 1.0 DL + 1.0 LL (effectively, 1.0 DL + 1.0 LL + 1.0 SL). Using the reduction noted above, a load combination of 1.0 DL + 0.75 LL + 0.75 SL is permitted. If the IBC is selected for the code for load combination generation in RAM Frame, 1.0 DL + 0.75 LL + 0.75 SL and not 1.0 DL + 1.0 LL + 1.0 SL. This can cause some design differences for beams designed in RAM Steel Beam versus RAM Frame. 

Can I override the unbraced length of a steel gravity beam?

In cases where you want the unbraced length to be reduced you can add brace points in the Modeler using Layout - Beams - Brace points. Alternatively adding additional short beams framing into the beam in question will brace the top and bottom flange at those locations. Use joists where you want only the top flange braced.

In cases where you want the program to use a longer unbraced length, for example where a beam is set higher than the deck in reality, set the Criteria - Design Criteria - Unbraced length so that neither deck perpendicular nor parallel to the beam braces the top flange. Since it's a global criteria it will affect all beams, however, so you might have to set the criteria this way and check the one beam, freeze the design, and then check the rest using the preferred criteria.

Alternatively, you could add a long penetration (Modeler - Layout - Slab - Slab Penetrations) along the beam covering most of the span.

How can I use a section that does not appear in the View/Update list?

The sections listed in the Steel Beam View/Update dialog box are based on those in the Steel Beam Design Table. See RAM Table Editing for details.

See Also

[[RAM SS - Steel Beam Deflection and Camber]]

[[structural_analysis_and_design__wiki:RAMSS Design Fy or Py|RAMSS Design Fy or Py]]

Why is the reported joist allowable load less than the value in the SJI catalog?

In the SJI Catalog only one deflection limit is considered. The live load that results in an L/360 deflection is generally listed as a red number. Given this limit, the program can easily calculate a modified allowable load for any specified deflection limit under criteria – deflection criteria for non-composite members. In other words, if you set the live load deflection limit to L/180, you’ll get twice the allowable load reported in the catalog.

More commonly, it's the net total deflection limit, which defaults to L/240, that causes a discrepancy. Any time the ratio or (D+L)/L exceeds 1.5, this limit will control over the default Live load deflection limit. L/360. Just set the net total deflection limit for non-composite members to zero (0) leaving only the live load deflection limit of L/360 to match the allowable capacities from the SJI tables, exactly.

If you have additional non-composite steel beams that need to meet some specified net deflection limit, consider using the alternate criteria for those beams (or vice versa). You can assign which members use which criterion in the Modeler.

How can I force the program to select only K series joists?

Go to Criteria – Joist criteria and for the table selection, use “RAMSJIK.JST” (or a custom table that includes only K series joist data). The default table, “ramsji.jst”, includes k, lh and dlh joists.

Why doesn’t the program select a K series joist when the equivalent uniform loads are less than the allowable?

Before converting the applied loads to an equivalent uniform load, the program first checks to see that the actual loads never exceed the upper limit for K series joists, 550 plf. In other words, if you have a triangular load on a joist that tapers from 100 plf up to 560 plf, the program will never select a K series joist, even though the equivalent uniform load might be something like 400+ plf.

Why does the program design the joist as a special (SP)?

There are several reasons why a joist will be designated as special. The most common relates to the loading. If the real load varies significantly from uniform, then the joist will be designated SP. If the load is too far from uniform, the joist will not be designed at all. “xxGSP”. Refer to the RAM Steel Beam manual for details on how the real loads are converted into equivalent uniform loads and how the tolerances set in the joist criteria dialog box determine if the joist is SP.

This also happens when the slope of the joist exceeds ½” rise per 12” run, even if the load is perfectly uniform. Any joist exceeding 45 degrees is not designed at all.

Note: For moderate to severe slopes the user should consider the effects of thrust on the supporting structure as this is not considered within the program.

Why does the program call out joist girders starting with “xx”?

The program does not truly design joist girders, it simply labels them based on the depth and the uniformly spaced point loads applied. Any joist supporting other members (regularly spaced) is automatically deemed a joist girder. The first two characters in the joist girder designation are for the depth of the member. The only way to have these numbers called out is to assign a Max Depth restriction to the member in the Modeler using Layout - Joists - Size Restrictions.

See Also

Product TechNotes and FAQs

Structural Product TechNotes And FAQs   

Why don't the column design forces equal the sum of the beam reactions?

There are 2 things that contribute to the situation noted above.

• In determining the worst design conditions as required by code, the program skip loads the live load around the column to create the worst case of axial load and bi-axial bending. When a live load is “skipped” on a side (i.e., not applied), it is not included in the total axial design load which appears on the column design or column summary reports. This means that sometimes the reported design load does not include all beam live load reactions applied simultaneously. If you are looking to print total loads for the design of your foundations, you should print either the Column Load Summary report, or the Foundation Loads report from the RAM Manager Post-Processing menu.
• There are different live load reduction requirements for Beams and Columns. This will lead to different loads being reported in the member designs. To see the live load reduction percentage used in the column design, print the full Loads report.

Please refer to the RAM Steel Column manual, section 3.4.1 Unbalanced Moments as well as Tables 3-1 and 3-2 for details.

Why aren't the column reactions from RAM Steel equal to the reactions from RAM Frame?

There are differences in the RAM Steel and RAM Frame program that affect the reactions you see in each program.

In the RAM Steel Column Module, the column loads are determined directly from the reactions of the simply supported beams. Think of it like simple tributary analysis. The total loads are simply added together (and reduced where Live Load reduction applies).

RAM Frame, on the other hand, determines column forces from a Finite Element Analysis. This method takes into account relative stiffness of the elements in the model to determine how loads are distributed. Refer to the Analysis Types article for more.

Consider these simple examples that illustrate how the FEA of RAM Frame produces more accurate results for the lateral frame reactions. 

For complex, multi-story models, or structures where the frames are linked by a rigid diaphragm this difference in behavior can be quite significant.

How can I confirm the orientation of a square column?

When reviewing the member forces, reactions or other results it is important to understand the relationship between column orientation, footing orientation and the global axis systems.

The following diagram shows the various orientation options for column as they appear in plan. Orientation angles in the RAM Structural System are always measured counter-clockwise from the positive “x” axis. This same rule applies to deck angle, lateral load angles, etc. Note that for Tube sections or rectangular concrete columns it is more difficult to be sure of the column orientation since it doubly symmetric. For those sections, the long dimension (presumably the “H” dimension for your concrete sections) is parallel to the angle of the member.

The orientation can be confirmed in the Modeler by using the layout – column - show command or in RAM Frame by checking “Orientation” under the View – Members command. Once the orientation of the column is known, it is easy to reconcile the sign convention for member shears and moments as depicted in the following figure:

For beams, the sign convention is similar. The orientation vector for beams always points upward, so positive moments occur when there is compression in the top flange.

When foundations are modeled, they are typically oriented the same as the column. When this is done, the major axis moments in the column result in major axis moments on the footing as well. It is only when the footing is rotated to the axis of the column that the forces get translated. For more information on footing orientation see the foundation manual.

Why are the column eccentricity and moments all zero for some steel columns?

In the gravity steel column design there are a few cases where the eccentricity is automatically set to zero:

1. Where eccentricity is specified to be zero by the user in the Modeler

2. Where the column supports a beam with a cantilever (we assume a perfect fulcrum connection for the beam and no moment transfer to the column in this case).

3. When the column is a hanger.

Connection eccentricity is also not considered in the design of lateral steel columns in RAM Frame.

How can I see the thrust that results from model a sloped column?

When the columns are modeled as gravity members the thrust component is not considered in the design of the column (or the lateral forces on the structure as a whole).

For this reason it is recommended to model sloped columns using lateral members. In that case the finite elements are correctly formulated in the Ram Frame analysis and any thrust components will automatically be accounted for. Keep in mind, where a diaphragm is rigid, the diaphragm will transfer those thrust component to various vertical frames directly. If you want to see the thrust as an axial force in a beam, the beam will also need to be lateral and the beam column node freed from the diaphragm constraint.

Can lateral column base plates be designed?

The design of base plates in RAM Steel is limited to gravity columns. We offer Ram Connection for the complete design of moment frame or braced frame (as well as pinned) base plates according to the latest codes.

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

Release Notes and New Issues

• RAM Structural System Release Notes
• Known Issues in RAM SS v14.06.00

General

• RAM SS - Modules Overview
• RAMSS Installation FAQ
• RAM Defaults Guide
• RAMSS Files FAQ
• RAM SS File-Open Troubleshooting [TN]
• RAM Table Editing
• RAM SS 3D Viewer FAQ
• RAMSS Polygon Intersection Error
• RAM SS Analysis Types
• RAMSS Two Way Decks
• RAMSS Common Framing Table Errors
• New Workflow for tables in RAM Structural System Version 14.06

RAM Modeler

• RAMSS Modeling FAQ
• RAM SS Walls FAQ
• Importing DXF Files into RAM SS

RAM Steel

• RAMSS Gravity Loads FAQ
• RAM Steel Beams FAQ
• RAM Steel Joists FAQ
• RAM Steel Columns FAQ
• RAMSS FloorVibe FAQ

RAM Frame

Criteria and Lateral Load topics

• • RAM Frame - Load Cases
  • RAM Frame - Wind Loads FAQ
  • RAM Frame - Seismic Loads FAQ
  • RAM Frame - Dynamic Modal Analysis FAQ
  • RAM Frame Numbers
  • RAM Frame - Criteria - Ground Level

Analysis Considerations

• • RAM Frame Troubleshooting
  • RAM Frame - Eigenvalue Error
  • RAM Frame Meshing and Segmentation
  • RAM Instability In Finite Element Analysis
  • RAM Frame P-Delta
  • RAM Frame - Criteria - Diaphragms
  • RAM Frame Semirigid Diaphragms
  • RAM Frame Pseudo Flexible Diaphragms FAQ
  • RAM Frame Tension Only FAQ
  • RAMSS Truss Modeling And Design

Code Specific and Steel Design Topics

• • RAM Frame AISC 360 Stability Analysis and Design
  • RAM Frame - Criteria - B1 & B2

Buckling Restrained Braced Frames

• • Star Seismic™ Buckling Restrained Braces
  • CoreBrace™ Buckling Restrained Braces

Reports and Output

• • RAM Frame - Building and Frame Story Shear
  • RAM Frame - DXF

RAM Concrete

• RAM Concrete Beam [FAQ]
• Wall Boundary Element Design in RAM Structural System [TN]
• RAM Concrete Shear Wall Design Verification (ACI 318-08)

RAM Foundation

• RAM SS - Foundation [FAQ]

Revit Link

• RAM Structural System Revit Link

RAM DataAccess

• What is RAM DataAccess?

How is pattern loading performed for steel beams with cantilevers?

In the design of steel beams with cantilever extensions, the program assumes that live loads on the cantilever may or may not occur along with those on the back-span. This is true for all types of live loads including roof live and snow loads. Dead loads including self-weight are always acting on the full span.

On the output, loads are referred to as Positive or Negative. A Positive load is a downward acting load while a Negative load is an upward acting load. For simple span beams Positive loads create beam reactions that become Positive loads on the supporting members. However, Positive loads on a cantilever create uplift on the backspan support, the reaction of which becomes a Negative load on the supporting member. Negative loads only occur as a result of cantilevered beams or from user defined negative loads. The program keeps track of Positive and Negative loads independently.

On the output, moments and reactions are labeled Maximum Positive and Maximum Negative. If there is no Negative value, it is listed as 0.0 or not shown at all. If there is no Positive value, it is listed as 0.0 or not shown.

As required by Code, when a beam is cantilevered at one or both ends RAM Steel Beam Design skip loads the Live load on adjacent spans and alternating spans such as to create the maximum moments, deflections, and reactions. Not only does RAM Steel Beam Design skip load the Live loads, it applies the Positive and Negative loads on alternating spans such that the worst conditions are calculated.

The following skip load condition is performed to calculate the maximum positive moment (top flange in compression):

• Negative Live Loads on Cantilevers and Positive Live Loads on Span

The following skip load condition is performed to calculate the maximum negative moment (bottom flange in compression):

• Positive Live Loads on Cantilevers and Negative Live Loads on Span

The following skip load conditions are performed to calculate the maximum shear force:

• Positive Live Loads on Left Cantilever, and Negative Live Loads on Span and Right Cantilever
• Positive Live Loads on Left Cantilever and Span, and Negative Live Loads on Right Cantilever
• Negative Live Loads on Left Cantilever, and Positive Live Loads on Span and Right Cantilever
• Negative Live Loads on Left Cantilever and Span, and Positive Live Loads on Right Cantilever

To determine the maximum support reactions, the program uses a similar approach. The reported reaction is the total reaction at the support. For example, this image below shows the live load pattern to determine the max reaction at the left support for a double cantilever condition:

To determine the critical shear reaction on either side of the support it is recommended to use the shear envelope diagram.

See Also

RAMSS Beams [FAQ]

RAMSS Gravity Loads [FAQ]

Structural Product TechNotes And FAQs

Error Description

When running the framing tables in the Steel Beam module the warning, "Report Viewer Control has not been registered on this computer" may appear:

Explanation

This error typically happens when the user switches to another application while the steel beam framing tables and/or design is being performed. To reproduce the problem, open RAM Steel beam and click the option to design all after framing. Then switch to another application while the framing tables are running.

Avoidance

If the operating system focus remains on RAM Steel beam during this process the error will not occur.

The user has to click OK to the message to proceed. 

Alternative Cause

The error can also happen if the report viewer control is registered in the wrong location,

To reregister the report viewer control, follow these steps.

1. Locate the file VPECTRL3.ocx, it is most likely here:

C:\Program Files (x86)\Common Files\Bentley\Engineering\VPEControl\VPECTRL.OCX

2. Go to the Windows Start button or pearl any type "run" without the quotes and hit enter

3. On the command prompt that appear type

regsvr32 "C:\Program Files (x86)\Common Files\Bentley\Engineering\VPEControl\VPECTRL.OCX"

or change the path if the file is in another location

4. you should get a message that the registration succeeded.

Note, if more than one copy of the file is located first unregister all other copies using a similar command but with /u after regsvr32, before registering the good copy like so:

regsvr32 /u "C:\Path to other copy\VPECTRL.OCX"

In at least one case repairing the installation also solved the problem. It's worth noting that with RAM Structural System, only one version can be installed at a time. Users who try to install both the 32 and 64 bit versions might also encounter this (and other) problems.

Are the applied surface loads cumulative?

No, in RAM Structural System only the top applied surface load counts. The underlying loads are not deleted however, so if you delete the top load you can see the original load underneath. If too many load layers are applied to a model, a polygon error can occur when processing the loads. For this reason it is always best to remove any existing surface loads before modeling new layers.

Also note, this is different than the behavior in RAM Concept. In that program, overlapping surface loads are cumulative. Consequently, when Direct Gravity loads are imported from RAM SS into Concept, they are converted into equivalent separate polygons that do not overlap.

Is the structure self-weight included in the loads?

That depends on the settings under RAM Manager - Criteria - Self-Weight. Here the user can automatically include beam, column, wall or deck self-weight. Note, open web steel joists self-weight is never included.

On the right hand side of the dialog box are the settings for self-weight as it applies to the building mass which is used for seismic loads, dynamic analysis and for P-Delta calculations.

For composite beam design, the self weight is always considered part of the Construction Dead Load. Hence, if all the self weight options are turned on, and there is no other load present during construction, the user applied CDL might be zero

In order for the steel gravity beam and column self weight mass to be considered in RAM Frame, it is imperative that those modules be run first, using the design-all process. So long as the RAM Manager indicates a green light next to each of those modules, RAM Frame should have the latest member self weight data available. Freezing the design of all gravity beams and columns is another way to ensure that member self weights are always considered.

Note, in RAM Frame, under Loads - Masses, the program calculated diaphragm mass totals can be overridden with User Specified values, normally using calculated masses is advised. There is a similar dialog box for the total Gravity Loads which is used to determine program generated notional loads.

Is the additional weight of concrete due to beam sag or "ponding" considered?

No, the self-weight of the deck is based on the thickness and weight parameters set in the Modeler - Deck Properties. When beams sag under the weight of the deck it is a common practice for the topping concrete to be leveled off which adds additional weight to the system assuming it's not cambered or shored. This additional weight should be incorporated into the applied construction dead loads (and masses).

How are partition loads handled.

The Partition Load is an additional Live Load; it is treated as an unreducible Live Load and will not be reduced. It is in addition to the loads specified as Live Load. Partition loads are defined variously by the Codes, some as Dead Load and some as Live Load. For those codes that define Partition loads as an unreducible Live Load, those should be specified here. For those Codes that define Partition loads as a Dead Load or as part of the regular Live Load, those should be included as part of the Dead Load or Live Load accordingly.

Unlike construction live load, the partition live load is not a portion of the total live load entered. You can apply 0 Live Load and still apply 15 psf Partition Live load, for example.

Partition loads are not automatically included in the seismic mass. The total Mass DL should be increased to account for partition weight as required by the code for seismic loads.

How is the self weight of Concrete Beam determined?

The program calculates rectangular beam unit self-weight based on the area of the beam times the "Unit Weight of Self weight". The other "Unit Weight" parameter is only used in calculating the elastic modulus, E, of the member.
The Concrete slab can independently be included in the self weight, so in cases where there is a concrete slab and rectangular concrete beams the weight of the concrete times the thickness of the slab and the width of the beam is double counted.

 
To alleviate this problem, "T" shaped beam sections are handled differently. With T beams, it's only the area of the stem below the slab that is applied as the beam self weight.

.

Why are my Roof Live loads ignored in the design?

RAM Structural System currently considers Snow OR Roof LL, but not both at the same time. In RAM Manager under Criteria - Members loads there is a toggle to select which the program should consider. Set the toggle to “Consider snow loads, Ignore roof live loads” when snow loads are modeled.

Note: Live Reducible, Unreducible and Storage type loads are always considered, it is only the Live - Roof type loads that are excluded when the option to consider snow loads is turned on.

Are my snow loads automatically added to the building weight for seismic load determination?

No, the program only uses the assigned Mass Dead Loads plus whatever self-mass options are turned on under RAM Manager - Criteria - Self weight when determining the total building mass or weight used in Seismic load determination (and in P-Delta calculations). The user should increase the Mass DL of applied surface loads to account for the weight of the snow load (or a percentage of the weight as required.

Note, the provided templates for load combinations do correctly consider snow load acting simultaneously with Dead, Live and Seismic loads, however.

This also applicable to Storage Live Loads, even if the magnitude entered for the Storage Live load is large (e.g. > 125 psf) no portion of the storage live load is automatically considered in the seismic mass. The user must increase the Mass DL (or manually alter the masses in Ram Frame) when part of a storage live load needs to be added to the seismic mass.

How can I apply a drift snow load?

Within the snow loads, only the top load counts. Since only the top snow load counts, the drift snow load should typically taper down from the max value to the flat-roof snow load as a minimum. The program gives a warning when any portion of the sloping plane of snow load is 0 or less magnitude.

In general, it’s best to define snow drift loads with M1 and M2 set to the highest value, and M3 set to the flat roof level. Then the loads can be applied in rectangular or trapezoidal areas as required. In the image below, the total snow load on the left is 50 psf tapering down to 30 psf on the right. This would be used in conjunction with a flat roof snow load of 30 psf applied first to the whole roof.

See Also

RAMSS Seismic Loads FAQ

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

Why is RAM Concept opening in trial mode even though my licensing is current?

Currently Ram Concept is sold with one optional add-on called the Ram Concept Post tension Module. Without it you can still use the program to analyze and design Concrete slabs and mat foundations that are mild reinforced,
but if the slab is to have post tensioning in it, the Ram Concept Post Tension license is required.

When RAM Concept is first installed on a computer, it contains a built-in 15-day trial period. This trial period is activated only when it fails to retrieve licenses for both RAM Concept and RAM Concept Post Tension. If your contract does not have a license for post tension (or if the post tension license is currently unavailable), the trial period will be activated to provide temporary access to the post tension features. Once the trial period has expired, the program will open without a trial period message and disable the post tension features.

When opening STAAD.Pro, why do I receive a "Valid Trial License was not found or trial license expired, entering limited mode..." message even though I have licenses?

Visit FAQ ON STAAD LICENSE - USL versus STANDARD to resolve this issue.

Why do I receive Copy Protection errors in STAAD.Pro?

STAAD.Pro must have a license for the design code(s) used in a model. The error message indicates that a license for the needed design code was not retrieved. To configure what licenses STAAD.Pro retrieves when starting, open the program, locate the License Configuration section on the opening screen, and ensure that the needed design codes have checkmarks next to them. A green light next to a checked design code indicates that a license was found.

Why does the Activation Status window in the License Management Tool indicate that my product will expire in x days even though I have a license?

The Activation Status window of the License Management Tool is useful for quickly determining the license status of Bentley products that utilize "trust licensing." Trust licensing products periodically report to the license server as they are used. Because such products must report to the server at least every 30 days, the Activation Status quickly shows how much time remains. Any product that uses the Bentley IEG License Service, however, utilizes licenses differently. Licenses are temporarily locked to a workstation each time such a product is used. Consequently, the activation status for these products will appear as a trial period when not in use. As a general rule, the activation status for RAM, STAAD, and AutoPIPE products released prior to October 2013 can be safely ignored. Please visit the following article for a list of affected products. The products will display licensing errors when opened if a license-related problem exists.

Why Can't I activate my product?

If you have tried to activate a product but the Status still indicates "Trial Expires in X day(s)", or "Disabled", this could be a sign that your account is on Restricted Access. Once an account is on Restricted Access, products can only be used if a valid license for that product is checked out manually before opening the product. When checking out a license be sure to select the correct version number (at least the first 4 digits). Also be sure to check the license back in when finished so that another user can use the same product in the next hour. 

If I lose my network connection, am I denied access to my programs?

Structural products must retrieve licenses from a license server each time they are opened. However, in the event that the license server cannot be reached (i.e. network outage), the licensing software installed on client machines provides a fallback mechanism for accessing products. This fallback mechanism, called the “grace period,” provides access to licensed products for up to four days. The licensing software keeps a list of which products have been accessed within the last 30 days. If a product attempts to retrieve a license but is unable to reach the server, the grace period is activated for this license if found in the list. The license can be used in the grace period for up to four days from the first unsuccessful attempt. Once a license is retrieved successfully from the server again, the timer is reset.

For example, suppose I have licenses for RAM Modeler and RAM Steel, modules for RAM Structural System. As long as I have used both of these licenses within the last 30 days, the grace period will be activated for either of these licenses in the event that I cannot reach the license server. I can use these licenses for up to four days without access to the server. Once access to the server is restored, the grace period will be reset. That way, should I lose connection to the server again in the future, I will have up to four days to use my licenses apart from a connection.

Why does my program fail to return licenses when closing?

This issue may indicate an installation-related problem with the Bentley IEG License Service, a licensing component that retrieves and returns licenses on behalf of RAM, STAAD, AutoPIPE, SACS, and FormSys products. For troubleshooting purposes, please perform the following steps:

1. Visit the Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7/8) control panel, and remove any listings for Bentley IEG License Service.
2. Reinstall the Bentley IEG License Service. A standalone alone installer for the component (named iegls02002001en.msi) is listed as a dependency for most of the products. Re-run this installer to reinstall the Bentley IEG License Service. SACS users on 64-bit operating systems will have two licensing dependencies: Bentley IEG License Service and Bentley IEG License Service x64. Run both installers in this case.
   For RAM Structural System and STAAD products, the installer is included in the product installer itself. In these cases, re-run the product installer to reinstall the component.

The issue may also be caused by a communication problem with the license server. Computers can be configured to communicate with the license server using an alternate protocol as a troubleshooting step. To do this:

1. Open the License Management Tool.
2. Select Options from the Tools menu.
3. Toggle the "Use HTTPS (SSL)" checkbox.
4. Click the Test Connection button.
5. If the server name and site activation key verify, click OK to save changes. Otherwise, click the Cancel button.

See Also

Structural Product TechNotes and FAQs

[[How products that use the Bentley IEG License Service are licensed]]

How are torsional irregularities considered?

In general, the program automatically accounts for any eccentricity in the stiffness of the structure during the finite element analysis. For each structure, there is a center of rigidity (which you can report if you create a special center of rigidity load case). If the load is applied to the diaphragm eccentric to this center of rigidity location, then torsion in the structure develops.

Accidental torsion is also considered based on the percentage set under loads - masses (default is 5% of the diaphragm dimension). Currently, the application of accidental torsion is limited to rigid diaphragm analysis. A method for incorporating accidental torsion in semi-rigid diaphragm analysis is in development now.

What the program does NOT do, is amplify these torsion effects according to any specific code provisions (e.g. "A_x" from ASCE 7-02 12.8-14) . It is up to the user to account for additional torsion resulting from plan or vertical irregularities. Most people increase the mass eccentricity under loads - masses from 5% to some larger value to account for the extra torsion required by code, though user defined story forces with a modified location also work well.

Are the seismic results ultimate?

For program generated seismic load cases from any modern code (e.g. ASCE 7-05), the force magnitudes are at an ultimate level.

It's important to note, however, that the drift associated with any static seismic load is the elastic deformation (δ_xe from ASCE 7-02 Eq 12.8-15). The user should amplify the program drift results to determine design deflection (δ_x  from ASCE 7-05 Eq. 12.8-15). Rather than factoring the elastic deflections, calculating story drifts, and then comparing against the allowable story drift values in ASCE7-05 Table 12.12-1, a practical approach is to take the applicable coefficient (the story drift ratio) value from the table and modify it so that it can be compared directly with the drift ratio values listed in the Drift report:

Maximum Allowable Drift Ratio  = (Coefficient)(I)/Cd

Also note, the vertical component of the earthquake (Ev) is handled though the generation of load combinations by increasing or decreasing the Dead load factor, it is not part of the individual seismic load cases themselves. Furthermore, increases in the seismic force required by a lack of redundancy (Rho) are only accounted for in the load factors applied to the seismic loads in generated combinations.

What is the difference between seismic loads that use provisions for member forces and provisions for drift?

When creating a seismic load case suing the IBC/ASCE7 equivalent lateral force procedure, there is an option to use provision for member forces or provision for drift (see screenshot below).

The difference between these options is the upper limit of the calculated period used to calculate the seismic loads.  When provisions for member forces are used, an upper limit of T = CuTa is used for the calculated period per ASCE 7-05 12.8.2. When provisions for drift are used, the upper limit on the period is not used per ASCE 7-05 12.8.6.2

Do I need to divide the Mass DL by the acceleration of gravity?

No, the program is expecting a weight value for the "Mass DL"  despite the name. Enter the same magnitude as the dead load typically (or dead + some portion of the live depending on the live load type and code requirements). In the Ram Frame - Loads - masses dialog we list the total weight and the equivalent mass for clarity.

On the Loads and Applied Forces report, the "Total Building Weight" is reported. This value is the sum of the Mass Dead Loads considered in the seismic analysis which can include member and deck self-weight. This is also a weight term, not a mass.

See Also

[[RAMSS Gravity Loads FAQ]]

[[RAM Frame - Masses]]

[[RAM SS Notional Loads]]

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

The Ram Frame analysis completes but indicates there are warnings, where can I find more?

Use the Report - Analysis Log to get further details. Warnings are listed at the beginning of the report under "Summary of Numerical Behavior of Model". The most common illustrated below:

1. Local instability at or near Node # (0.00, 0.00, 12.00)
2. Line Load on Wall # of Story "Roof"  Found (starting at 0.000 ft and ending at 8.916 ft). The Portion of this load over Opening Ignored in Analysis. 
3. Beam  62 (Roof)  Has Larger Rigid End Zone Lengths (REZ) Than Member's Length. REZs Set to Zero. 

1. Local, instabilities. The instability wiki discusses some common causes for these. Typically they occur where all the frame members at a joint are pinned leaving the node free to rotate.

2. Loads on walls partially ignored. This happens when an opening in a wall crosses a story line when there are floor decks/loads or line loads modeled on the floor that is met or crossed. The plan view does not show these openings so the elevation view should be used to review these conditions. Note, it’s only the loads from one-way decks, lines loads and wall self-weight affected by the warning, loads from meshed 2-way decks are still considered. Wall self-weight is affected because wall weight is calculated for the wall segment and applied as a line load at the top of the wall.

3. Rigid end zone warnings. These tend to happen when the length of the Rigid End Zone based on intersecting beam and column dimensions is greater than the center to center length of the member. In those situations, the original center to center length is used in the stiffness matrix for the affected members.

The next section, "Summary of Equilibrium Check of Model" includes the total reactions for each loading. The program includes the nodal reactions of all columns and walls even if they terminate higher than the base, so the sum of the reactions can be checked against the total applied loads to confirm equilibrium, Small deviations are expected when performing P-Delta analysis.

Note, the summation of moments is now reported about that global model origin so that overturning equilibrium can also be evaluated. In older versions (< v14) the reported moments were a simple summation of the column base moment reactions. Refer to the Modeling wiki for more on story height and how it affects the elevation of rigid diaphragm lateral loads

See Also

Structural Product TechNotes And FAQs

RAM Instability In Finite Element Analysis

Comments or Corrections?

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

This support solution provides steps to disable RAM Connection integration within STAAD.Pro.

Background

STAAD.Pro includes an integrated version of RAM Connection that is accessible to engineers from the RAM Connection tab. Such integration, while useful, also provides a potential source of unintentional use for the RAM Connection license. Fortunately, STAAD.Pro provides a configuration setting for enabling or disabling the integration. Following are steps for disabling it.

Steps to Accomplish

1. Open STAAD.Pro, and locate the Project Tasks sidebar on the main screen.
2. Click the Configuration link.
   
3. In the window that appears, select the Misc. Options tab.
4. Clear the "Use RAM Connection Product License" checkbox if selected.
   
5. Click the Accept button to save changes.

Once disabled, an engineer will encounter an error when attempting to access the RAM Connection tab.

Only very basic functionality that does not require a RAM Connection license will be available.

See Also

[[Tips for Using RAM Connection within STAAD.Pro [TN] ]]

Problem Description

When trying to access Connection design within STAAD.pro SELECT Series 5, you may be stopped with an error, No license for Ram Connection is available. Only simple Beam-Column connections available for usage."

Solution

Return to the STAAD.pro configuration options and on the Misc. Options tab, check the box for "User Ram Connection Product License".

If the option is already checked, try un-checking it, clicking Apply, then re-checking it and clicking Apply again followed by Accept.

If the problem persists, make sure that at least one RAM Connection license is available in the License Management Tool.

P.S. There have been few cases, where un-checking / re-checking and clicking Apply followed by Accept has not saved the information and it has remained checked ; in that case, uninstall STAAD.Pro and reinstall it with full administrative privileges (right-click on the installation file and select the option "Run as administrator", though you are logged in as the administrator). Now go to the configuration, uncheck the box, click on apply and then re-check it , click on apply, followed by accept. Now RAM Connection should work fine.

See Also

Tips for Using RAM Connection within STAAD.Pro [TN].

[[How do I prevent access to the RAM Connection tab within STAAD.Pro?]]

Create Material Macro

The Create Material macro can quickly create new materials with industry standard property values.

First download and install the Create Material.vbs file and save it to the folder:

C:\SProV8i SS5\STAAD\Plugins\Create Material.vbs

If there is an older version of the file already there, replace it with this one.

To load the macro into STAAD.pro use Tools - Configure User Tools.

And in the Customize User Defined Tools window click New (Insert)

On the new row enter a name, like "Create Material"

and in the file selection box select the Create Material.vbs file.

Then click OK.

Afterwards, to use the tool, go to Tools - User tools, or the Hammer icon at the end of the file toolbar.

Then select the desired material from the list.

And finally check the properties of the material to make sure they are the desired values.

The Structural Analysis and Design TechNotes and FAQs are now organized by Application in the navigation tree at the left. The links on this page are maintained for faster navigation. 

General (Licensing and Installation)

STAAD.pro  

STAAD Foundation Advanced

Ram Structural System  

Ram Elements  

Ram Connection  

Ram Concept

ISM Revit Plug-in

Microstran , Limcon, and MStower

Check out the Structural Support Solutions and the Structural Drafting and Detailing TechNotes and FAQs

Structural Analysis and Design products

See Also

• Structural Integration and the Structural Dashboard
• Structural Drafting and Detailing products
• Bridge Design and Engineering products
• Pipe Stress Analysis products
• See all Bentley products

Resources

• Structural Support Solutions
• Bentley Structural Team Blog
• Structural Analysis & Design product Forums

This page is the landing page for user help for troubleshooting errors when assigning connections in RAM Connections Standalone (RC-SA), RAM Connection for RAM Structural System (RC for RAM SS), and RAM Connection for RAM Elements (RC for RE).

Common Error Messages

• "Connection is not compatible with this type of joint
• "No valid joints were found within selected member"

Beam Connections with Channels and HSS

RAM Connection only supports beams with I-shaped sections. It is not possible to assign connections to joints with beams defined with other section types, including HSS or channel sections. If a beam is not an I-shaped section and a connection is assigned, the following error will be displayed:

See frequently asked question on the following web page for more information:

RAM Connection Capabilities and Modeling FAQ

Gusset Connections (RC for RE)

In order to assign a gusset connection in RC for RE, the brace member needs to be designated as a brace. This is done in the Data Panel - Members Tab - Connectivity and Description worksheet. See below. If the Brace flag is set to "No" and a gusset connection is assigned, a "Connection is Not Compatible with This Joint" error will appear. This problem does not occur in RC for RAM SS.

Conversely, if you have a beam to girder or beam to column connection where the secondary beam has been designated as a "Brace" then simple shear and moment connections cannot be applied to that beam. The Brace flag is only intended for vertical braces types.

RAM Connection will not assign a Gusset connection where the brace slope angle is not between 20 and 70 degrees.  Is this an arbitrary limit by RAM or a code restriction?

It's just an arbitrary limit, though a practical one.

Why can't a shear connection be assigned perpendicular to a gusset?

Since there are potential interference issues or requirements for full depth stiffener plates that can't be properly evaluated by the program, Ram Connection simply does not allow connections on beams framing into Chevron Brace (CVR) family of joints.

Base Plate Connections

It may take a very long time to assign base plate connections, especially in models with a large number of load combinations. See the following web page for details:

Base Plate Troubleshooting

Column Cap Plate Connections

The beam must extend over the column in order for a column cap connection to be assigned. At perimeter column locations, a column cap connection cannot be assigned if the beam terminates at the column. A "Connection is Not Compatible with This Joint" error is displayed. To work around the problem, model an extended cantilever at the beam end in RAM Structural System. In RAM Elements, add a node on the opposite side of the column and update the member connectivity so that the beam is continuous over the column.

If beams from two directions frame into the top of the beam, then a column cap connection cannot be assigned. A "No Valid Joints Were Found Within Selected Members" error is displayed. If the beam in the other direction is intended to frame into the continuous beam over the column, it can be offset a short distance from the column grid line. A related problem occurs when attempting to assign a Beam-Girder connection at the beam intersection for this condition. A Beam-Column connection will be assigned instead. Offsetting the secondary beam from the column grid line will also resolve this issue.

RAM Connection requires that the webs of I-shaped columns in column cap plate connections are parallel to the beam span. In RC-SA, the following error is displayed if the column orientation is changed to 90 degrees:

In RC for RE or RC for RAM SS, a column cap connection will be assigned if the I-shaped column is orientated in the other direction. However, the connection will be displayed and designed as if the column was orientated in the opposite direction.

Column Splice Connections

Column splice joints are only allowed where there is only a column (vertical member) above and below the node. Where a beam or brace also intersects the same node the column splice is not allowed.

The column shape needs to be the same nominal depth and the bottom column must be equal or larger in depth.

Column splice connections are typically in two parts with a flange plates for moments and a web plate for shear.

Ram Connection for RAM Structural System Materials problem

Some connection templates are limited to specific materials, eg. A36, A572 Gr50 only. In models imported from RAM SS only the yield stress Fy is known, so those connections types may not be allowed. For example, the Direct Weld template is limited to A36, A529 or A572 materials. A fix is in progress to allow RamFy50 or RamFy 36 to work there as well.

Similarly, the Ry and Rt values are not provided by Ram SS to Ram Connection, so those values should be checked closely. Imported Ram SS material constants can be edited through Ram Connection - Home ribbon menu - Databases - Materials. Do not edit the material names, however.

See Also

Structural Product TechNotes And FAQs

Problem Description

The program appears to stall or become unresponsive when assigning a base plate connection in RAM Connection for RAM Structural System or RAM Connection for RAM Elements.

Reason

Base plate connections have more parameters to optimize than other connection types. When assigning the connection, the program designs the connection for all joints and all load conditions selected. When a model contains many joints and several hundred load combinations, it may take hours to assign the base plate connections. In Ram Connection 9.1 improvements to base plate design speed were implemented to alleviate this problem. The following tips still apply to older version in particular.

Steps to Resolve

Before attempting to assign the connection, do the following:

• Uncheck all individual load cases to be used in the design. Only select load combinations to be used. See the following web page for details: RAM Connection Capabilities and Modeling FAQ
• Limit the number of joints selected when assigning the connection.

Consider using one of the following work-arounds to decrease the design time:

• Select one or two load combinations that you believe may control the design of the base plate. Select to use only these combinations for design and then assign the connection. After assigning the connection, check to use all combinations in design. If a connection is reported as failing a design check, enter the Connection Pad, make changes, and then re-check the design in the Results Report.
• If the base plate and anchor details are known, create a custom base plate connection template using the specified geometry and uncheck the boxes for optimizing the connection parameters.
• Enable the Strain Compatibility option in the template.  More information about what this option does can be found here: Biaxial Analysis of General Shaped Base Plates

See Also

Structural Product TechNotes And FAQs

External Links

Bentley Technical Support KnowledgeBase

Bentley LEARN Server

Comments or Corrections?

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