This page is created with the idea of providing you with the tips and tools that would help you become familiar with the STAAD.Pro Connect Edition interface and use it more efficiently. We encourage all users of STAAD.Pro Connect Edition software to bookmark this page because we will keep adding content to this page frequently. So stay tuned for exciting updates

[[Customizing the Interface in STAAD.Pro Connect Edition]]

[[Tool Search option in the STAAD.Pro Connect Edition]]

[[Migrating existing custom Steel section databases to the STAAD.Pro Connect Edition]]

[[Handling of Loads in the Physical Modeling interface of STAAD.Pro CONNECT Edition Update 3]]

Links to Help Resources

• Click here for a PT Optimization tutorial
• Click here for "how-to" videos that cover Optimization Regions, Optimizable Objects, and Running Optimizations

Frequently Asked Questions

Why are manual tendons not included as optimizable objects?

Consider manual distributed tendons that are spaced at a regular spacing and cover the entire slab. The Optimizer would optimize each individual manual tendon independently. This means that each tendon could have a different quantity or profile, which would not be a constructible design. To avoid that problem, you would want to group the individual tendons together so that the group is optimized with the same quantity and profile. This is exactly what the tendon parameters do and why they are used for optimization and not manual tendons.

Prior to Version 6.5.0, jacks were only available for manual tendons and could not be modeled at the ends of generated tendons. This limitation forced many users, especially RAM Concept users outside the United States, to use manual tendons in their designs. A jack region tool was added to the Tendon Parameter Layers in v6.5.0. This tool automatically generates jacks at the ends of generated tendons with the Jack Region polygon and allows for the PT loss calculation of generated tendons.

Why did the best design found by the Optimizer result in more PT than my initial model?

The Optimizer is not just finding the lowest amount of PT. Instead, it is finding the optimal amount of PT quantity and drape that results in the lowest total cost for the entire floor, including mild reinforcement and stud rails. For example, the Optimizer might add some PT to eliminate mild reinforcement or adjust tendon drape to better balance moments at a column and reduce or eliminate stud rails. Such possible solutions are often not considered in manual designs due to time constraints and because it is not always intuitive that these changes minimize overall cost. Finding the lowest PT cost is fairly easy. Finding the most optimal total solution is exponentially more difficult as it has many interdependencies.

Can I run optimization in RAM Concept models that are embedded in RAM Structural System models?

No, the optimization feature is not available in RAM Concept models that are created when RAM Concept is launched from RAM Manager. However, the optimization feature is available in integrated models that are created by first launching RAM Concept and then clicking on File - Sync RAM Structural System.

For RAM Concept models embedded in RAM Structural System models, you can create a copy of the embedded file by copying it from the Working Directory of RAM Structural System and then placing the copy in another folder. Then, you can open the copied file in a separate RAM Concept window, prepare the model for optimization, and run Optimization scenarios. After the optimization is completed and the optimized run is loaded, you can copy the tendon parameter information from the clipboard and paste it back into the .cpt file that is embedded in your .rss file.

Click here for more information on unlinking RAM Concept models from RAM Structural System files.

Overview

RAM Elements 10.5 changed the way that custom materials, sections, connections, bolts, and welds are added to the database. These changes were necessary to permit RAM Elements to run with minimal privileges in security-conscious environments.

Creating custom Sections, Materials, Connections etc.

To create a custom material, section, connection, bolt, or weld, select the appropriate button in the Databases ribbon found on the Home menu. For specifics on adding Connections to the Ram Connection database, see [[Creating Custom Connection Templates]].

RAM Elements includes various groups of elements organized by country. These groups are locked and new data cannot be added to these groups. So a new custom group must be created. To do this, click the New Group button in the upper right (circled in the screenshot below).

Give the new group a name in the dialog box that appears, e.g. "Custom" or "My Sections". Upon clicking OK, the new group will appear on screen. New elements cannot be created until a new table is added to the group. To do this, click the New Table button just below the New Group button (circled in the screenshot below).

Give the new table a name in the dialog box that appears, e.g. "My Pipes". Except in the case of welds, the dialog box will also require additional information such as the type. Pick the appropriate type from those available. For sections, click on the button with "..." to the right of the Type box to open a window showing the available section types. Upon clicking OK, the new table will appear in the left column. From here, you can create a new item from scratch by clicking the New Item button (circled in the screenshot below).

To modify an existing item included with RAM Elements, it is recommended to make a copy in a custom group and then edit it. To do this, select an existing item in one of the groups provided with RAM Elements. Then click the Copy selected item to clipboard button (circled in the screenshot below).

Navigate to a custom group, select a table, and then click the Paste items from clipboard button (circled in the screenshot below). Note that the copied item must match the type of the table. Copy(1) is automatically appended to the name to prevent duplicate entries in the database.

Finally, edit the item by double-clicking its listing in the right pane, or click the Edit Item button on the right edge.

Note it is also possible to import a text file to define shapes, but importing from the clipboard generally works best. One strategy is to copy data to the clipboard. Paste that data into a blank spreadsheet. Then manipulate the spreadsheet as necessary, adding rows, changing values etc. Then copy the modified data back to the clipboard and finally use the "Paste Items from Clipboard" button to add a group of shapes at once.

Deleting custom groups

To delete a custom group, remove all items and tables from it. The empty group will be removed automatically when RAM Elements is closed.

How can I create a custom section that is not like any of the program types?

The program comes with approximately 200 different section types, and we recommend using those types whenever possible. Refer to the program manual, Chapter 16: "Creating New Types of Sections with Macros" for details on creating sections with shapes that are not included.  Some limitations on the section type apply. Notably, the program can create open sections (like a wide flange), closed sections (like a pipe) or solid circular or rectangular shapes. For the open and closed sections, the program calculates the properties using thin line theorems. Thus, solid sections with openings can't be created. 

Tapered Wide Flange Shapes with Unequal Flanges

When defining custom built-up three plate sections that are to be tapered define a new table and use either the "Tapered_I" or "TP" profile. 

• Tapered_I - Both flanges are equal
• TP - Flange thickness and width can vary

See Also

[[Creating Custom Connection Templates]]

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

General (including Installation and Licensing)

• RAM Concept-RAM Structural System Integration TN
• [[RAM Concept Licensing and Usage of Post Tension (PT) Features]]
• RAM Concept Files FAQ
• RAM Concept can't start because MSVCR120.dll is missing from your computer

Modeling 

• RAM Concept Capabilities FAQ
• RAM Concept Plans And Perspectives FAQ
• RAM Concept Modeling and Meshing FAQ
• RAM Concept Tendons FAQ
• RAM Concept Tendon Parameters
• Modeling Mat Foundations and Rafts TN
• Modeling Podium Slabs TN
• RAM Concept Loading FAQ

Analysis TechNotes

• RAM Concept T-Beams and Axial Force TN
• RAM Concept Lateral Self Equilibrium Analysis TN

Design TechNotes

• RAM Concept Design Strips TN
• [[Demand Greater than Capacity Without Warning]]
• RAM Concept Punching Shear Checks [FAQ]
• [[RAM Concept Torsion Design TN]]

Long Term Deflection

• RAM Concept Load History Calc Options TN

Reinforcement and Detailing

• RAM Concept Reinforcement [FAQ]
• RAM Concept Shear Reinforcement FAQ

Post-Tensioning and Optimization

• RAM Concept Tendon Parameters
• RAM Concept Post-Tensioned Slab Optimization

How can I find out the maximum nodal displacements for a group of nodes ?

OR

How can I find out the maximum support reactions for a group of supports ?

OR

How can I find out the maximum Beam stresses or Beam forces for a group of beams ?

OR

How can I find out the maximum plate stress for a group of plates ? 

To find out the maximum response ( nodal displacement, support reaction, section forces, beam end forces, beam stresses, plate stresses etc. ) out of a group of entities, you should first go to the Post processing mode. Select the entities ( could be nodes, beams or plates depending on what you would like to do). In STAAD.Pro Connect Edition, go to the Reports menu on the right and choose any one of the appropriate item as shown below. The corresponding option for older versions is shown at the end of the wiki

A dialog box will pop up where you can define a sorting criteria, select the load cases and even save the report by a certain name. In the screenshot below, the beam section forces are going to get sorted by MZ moment

A table would pop up where the data would be sorted based on the sorting criteria. In the screenshot below you can see that the data is sorted based on Mz.

 In older versions of STAAD.Pro ( v8i ), the reports are available at the location shown below

Overview

RAM Elements can automatically save a single compressed zip archive file including the primary Ram Elements file (.retx), the analysis results (.fem) and any custom sections, materials or other database information required. 

Steps

To do this go to File - Save-as - Browse and choose the .zip format and select the desired file name and location.

Always send such a zip file or a BugReport file when submitting any service request, especially when the file includes custom data. 

Other Ram Products

Other Ram Application files can also be zipped. 

For Ram Concept simple right click on any .cpt file int he file browser snd "send to zip". This will significantly reduce the file size. 

For RAM Structural System files, the File – Zip model feature can be used to purge the model of some extraneous results files making for a smaller file.

See Also

[[Creating a Bug Report]]

General

The format for steel unbraced lengths (Lb pos, Lb neg, L33, L22, and LTorsion) changed in V11. The help context in the member design parameters worksheet discusses the format. This can be accessed by clicking on a cell in the Members – Steel Design Parameters worksheet and hitting F1 on your keyboard.

Old Implementation

Prior to V11, unbraced lengths were entered as a single value in the steel design parameters. If no value was entered, the unbraced length was assumed to be equal to the physical length of the member (j node to k node). If a non-zero value was entered, that value was used as the unbraced length for every station considered during the design of the beam. However, parameters such as Cb were always calculated using the physical length of the member. This limitation could be unconservative.

V11 Implementation

In V11, unbraced lengths need to be entered such that the sum of the unbraced lengths is equal the physical length of the member. For example, if a beam is 20’ long and the unbraced length is 5’, the unbraced length should be entered as 5;5;5;5. This allows the program to calculate parameters such as Cb for the actual unbraced segment rather than the physical length of the member. A tool button was introduced to rapidly generate the unbraced lengths.

However, this new method introduced some limitations into the program. For example, it is not possible to enter an unbraced length that is longer than the physical length of the member. This might be a necessity if you are modeling a bent or simulating a curved member. In addition, it is not possible to assign multiple Cb values to correspond to the unbraced lengths that were assigned. In other words, only a single Cb value can be entered and it will be used for all segments. If Cb is left blank, it will be calculated for all segments.

V12 Implementation

The V12 implementation functions as described below.

i. The engineer doesn’t type anything in the spreadsheet cell (either directly or with the tool) and thus the value remains the default “0”:  RE uses the physical length of the member as Lb and Cb will be automatically calculated based on the physical length of the member.

ii. Just one value is entered in the cell

     a. If the value is less than the member’s physical length, RE uses that value for all pertinent code checks (just like before v11.0) and Cb = 1. Besides printing Cb (as 1) in the design report, RE adds a note at the bottom of the report saying “Cb not calculated for the Lb specified. It is conservatively prescribed as 1”. However if there’s a value in the Cb cell other than zero “0”, then that value is used in all segments and the note is not printed.

     b. If the value is equal to the physical length of the member, then it would be exactly the same as i.a above.

     c. If the value is larger than the member’s physical length, RE uses that value for all pertinent code checks and Cb = 1. Besides printing Cb (as 1) in the design report, RE adds a note at the bottom of the report saying “Cb not calculated for the Lb specified. It is conservatively prescribed as 1”. However if there’s a value in the Cb cell other than zero “0”, then that value is used in all segments and the note is not printed.

iii. Multiple values are entered in the cell (either directly and separated with semicolon or using the tool):

     a. If the sum of the values is less or equal to the physical length of the member, RE calculates the difference for the last segment and Cb is automatically calculated for each segment. The sum is validated for unintended, non-summing entries.
 
     b. If the sum of the values is larger than the physical length of the member, RE does NOT allow it. In other words, one single unbraced length for the member, could be larger or smaller than the distance from node to node, but multiple unbraced lengths, must match the member’s physical length.

Note: Old models (prior to v11.0) opened in v12.0 will retain the original unbraced length assignments. These will fall under option ii above. The engineer must keep in mind that the final results may still vary because before, Cb was calculated with the physical length (which now only applies to option i above) and now with Cb = 1.

Similar behavior is applicable to L33, L22 and Ltorsion.

Adjusting the unbraced length of Built-Up members (double angles) to accommodate Intermediate Connectors locations.

In the Steel design criteria for AISC 360 there are two user variables that control this:

1. Intermediate Connectors - This option is used to define the use of two equations in the design of built-up members subjected to compression. The available options are:
   1. Intermediate connectors that are snug-tight bolted, to use the equation E6-1.
   2. Intermediate connectors that are welded or pretensioned bolted, to use the equation E6-2.
   3. Intermediate connectors in shear and bolt values based on bearing values (but pretensioned), to use the equation E6-2..
2. a (Connectors) - The distance between connectors in built-up members. It is used to calculate the modified slenderness of the built-up member following Section E6 specially 2L sections.

See AISC 360 Section E6 for further details.

See Also

[[RAM Elements - Local versus Principal Axis in Unsymmetrical Shapes]]

RAM Elements Effective Length Factors [TN]

Structural Product TechNotes And FAQs  

RAM Elements - Local versus Principal Axis in Unsymmetrical Shapes

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

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

The orientation of the local axes is defined as follows:

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

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

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

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

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

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

Analysis Input and Output

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

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

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

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

Design Input and Output

In v15.00.00, double angles and WT sections are always designed with respect to the local axes. The unbraced length parameters L22 and L33 are associated with the local axes and not the principal axes.

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

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

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

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

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

Laterally Restrained for Torsion Option

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

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

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

See Also

Steel Unbraced Lengths in RAM Elements [TN]

Problem Description

When trying to access Connection design within STAAD.pro CONNECT Edition, you may be stopped with an error, "A RAM Connection license has not been set".

When trying to access Connection design within STAAD.pro SELECT Series 6, you may be stopped with an error, No license for Ram Connection is available. Only simple Beam-Column connections available for usage."

Solution

STAAD.Pro CONNECT Edition 

Once you start the software, you will find the following License Configuration set up in bottom right-hand corner. Check the box for RAM Connection. 

You will get a warning message about 'Additional License Selected:" informing you that if you do not own a license of RAM Connection, you will incur a over-usage bill later. Select yes if you agree with it. 

STAAD.Pro V8i SS6

From inside the start-up page of STAAD.Pro, on the License Configuration, check the box for RAM Connection as shown here. 

You will get a warning message about "Additional License Selected"; this informs you that if you do not own a license of RAM Connection, you will incur a over-usage bill later.

Select 'Yes' if you own a license for RAM Connection or you are okay with the charge.

Now, go to the Misc. Options tab, make sure the box for "Use Ram Connection Product License" is checked if you have selected 'yes' in the last warning message.

P.S. There have been few cases, where the license selection in License Configuration has not saved the selection. Try un-checking / re-checking it. Then go to the Misc. Options and check the box for 'Use RAM Connection License" and clicking Apply followed by Accept. If the information is not getting saved and it has remained checked ; 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

Error getting a RAM Connection License

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

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

1. Open a browser in your system with internet connection.

2. Go to https://connect.bentley.com/

3. Log in in the page with your credentials.

4. (Optional) If it requires any other permission, please provide.

5. Now, go to the bottom of the page and you will find Software Download option as shown below.

6. Click on Software Download option and it will open software download page as shown below.

7. Now, type the product name in “Search by product name” box. If you have any difficulty to find the software, please clock on “clear all” and then again search for the same. In this case just write “STAAD.Pro” and it will automatically provide you the list of software. Select the first one as shown below.

8. Now click on the green download symbol situated at the right side of the software name.

9. Keep this installer in a folder as per your requirement.

10. You can use this installer to install the software by double-clicking on it. After double clicking a window will open where you will find a question mark (Help) situated at right top corner of the window. Click on that icon to know more about installation process.

1. Open the folder where the downloaded installer for Connect Edition is kept.

2. Now copy the path of that installer as shown below. 

(You may copy in any other way)

3. Open Command Prompt (cmd).

4. Paste the path, then provide a space and then write /layout.

5. Wait for few seconds (10 to 15 sec) and a new window will come up as shown below.

6. Accept the agreement after reading it and click on next.

7. Now you need to select Deployment Image settings.

You can read the above description and choose as per your requirement. Full UI mode is chosen in this document.

8. Now you need to choose deployment image location. Browse any folder where you want to keep all the installation files. (make a new folder in your local drive and make that deployment image location). Now click on next as shown below.

9. It will show you a page where you can control which products you want to be downloaded as a part of layout image. You can check all as default and click on LAYOUT option as shown below. It will automatically download all the files in deployment image location.

You can anytime click on the question mark located at the right top corner for any help. Once Layout Image folder is ready you can keep it in any network drive or local drive and install STAAD.Pro in that system.Or you may create a service ticket from the option shown below.

If you face any problem, feel free to call us at 000-800-100-8434.

What are pseudo-flexible diaphragms?

Pseudo-flexible diaphragms were added to simplify the process of modeling flexible diaphragms, which require manually calculating lateral loads and placing them as nodal loads in Elevation mode of RAM Modeler. They are referred to as “pseudo-flexible” since the behavior of the flexible diaphragm is not directly captured by considering the finite stiffness of the diaphragm, but rather by considering frame portioning of the diaphragm (i.e., by use of independently acting frames with distributed story shears).

What are the steps for modeling a pseudo-flexible diaphragm?

1. Click on RAM Frame – Criteria – Diaphragm and change the diaphragm type to “Pseudo-Flexible."
2. Assign a separate frame number to each braced frame, moment frame, or shear wall. In most cases, the same frame number will be used for the members of a given brace at all levels.
3. Click on RAM Frame – Loads – Pseudo-Flexible Diaphragm Properties and assign a percentage of the story force that will be directed into each frame (listed by frame number) that is connected to the diaphragm at each pseudo-flexible diaphragm level. This should be done for all load cases, including the dynamic load case, which is used to calculate modal periods and frequencies used by program generated seismic and wind load cases. Typically, the percentages are defined according to the tributary area of each frame.

Why are only certain frame numbers listed in the pseudo-flexible diaphragm properties dialog at each level?

In order for the pseudo-flexible diaphragm properties to recognize the frames within the diaphragm boundary, frame numbers must be assigned to a vertical frame member (wall, column, or brace). If all vertical frame members assigned to a given frame number are outside the diaphragm boundary, then that frame number will not appear in the dialog. If only beams are assigned to a given frame number, then that frame number will not appear in the dialog. If no frame numbers have been assigned, then only Frame 0 will appear in the dialog.

How do I assign frame number to a mutual column that is part of two different frames?

In many instances, a single column is part of two different frames. One example is a corner column that is part of a both a x-direction frame and a y-direction frame. RAM Frame permits only a single frame number assignment to each member. When a frame is part of two different frames, consider one of the following approaches:

1. Assign the mutual column the same frame number as one of frames. The total force in the frames will be correct and the overall behavior will be accurate. However, the axial force in the beam will be impacted and might not be correct. This may create an unconservative design and may require you to design the beam by hand for the proper axial force.
2. Assign a unique frame number to mutual column and assign it percentages in both directions. For example, imagine frame 1 is parallel to the X axis and frame 2 is parallel to the Y axis. Each frame takes 50% of the story shear in its respective direction. If they share a mutual column, it could be assigned to frame 100. Then, the percentages in the X direction would be entered as frame 1 and frame 100 each with 25% in the X direction and frame 2 and frame 100 each with 25% in the Y direction.  

Can I use pseudo-flexible diaphragms for frames that are skewed in the XY plane?

Nodal loads that are generated for pseudo-flexible diaphragms are applied in the global x or global y direction only. If a frame is skewed in the XY plane, there will always be a force or mass component that acts in the out-of-plane direction. This out-of-plane component will result in large deflections or instability errors. The following are better options for skewed frames:

1. Use a semirigid diaphragm instead of a pseudo-flexible diaphragm (see RAM Frame - Criteria - Diaphragms and RAM Frame - Semirigid Diaphragms)
2. Model nodal lateral loads in RAM Modeler - View - Elevation View making sure the resultant force is exactly in the plane of the 2D frame. Then, define the diaphragm as Flexible/None in RAM Frame.
3. Assign 0% to the skewed frame and design it in another program. Note that pseudo-flexible diaphragm percentages do not need to add up to 100%.

Why is there an instability error, Eigenvalue error, or large displacements when I run the analysis with pseudo-flexible diaphragms?

The important thing to remember about the pseudo flexible diaphragm in RAM Frame is that it is no diaphragm at all. The behavior is exactly the same as if you set the diaphragm to "Flexible/None." Unless the frames are interconnected with frame members or horizontal braces, they will displace independently.

The following are common issues that lead to errors that prevent the RAM Frame Analysis from running to completion:

1. A frame with a pinned column base is attached to pseudo-flexible diaphragms only and not connected to other frames with frame beams or horizontal braces. Since there is nothing to stabilize the frame in the out-of-plane direction, the frame is free to rotate about the frame axis. To resolve the problem, fix the out-of-plane moment at the base of the column. If the pseudo-flexible diaphragm properties are defined so that the frame is loaded in-plane only, this will not result in a moment reaction at the column base.
2. The base of columns that are part of frames in two directions can remain pinned.A frame wall is attached to pseudo-flexible diaphragms only and is not connected to other frames with frame beams or horizontal braces. Also, out-of-plane wall stiffness but rotational fixity at the base of the wall has been released. This generates an instability error similar to issue 1 above. To resolve the problem, click on RAM Frame – Criteria – General and uncheck the box for releasing rotational fixity at the foundation nodes.
3. Percentages in the Dynamic tab are divided equally among all frames or load one frame in the out-of-plane direction. This will either result in a very long fundamental period or an Eigenvalue error (see RAMSS Eigenvalue Error). To resolve the problem, review the percentages for the Dynamic tab and verify that mass is not attributed to the frame in the out-of-plane direction.
4. For program generated Wind loads or Equivalent Lateral Force Seismic loads, it's probably best to enter estimated frequency and period values rather than have the program perform the eigensolution. These period (and frequncy) values can be obtained by running the model initially using rigid diaphragms.

See Also

RAM Frame - Criteria - Diaphragms

RAM Frame - Semirigid Diaphragms

RAMSS Eigenvalue Error

Problem Description:

I can only find a 3mb download for the new version if Staad Pro. We require the full package. 

Explanation: 

The installer has been updated to provide a more consistent experience with Bentley CONNECT Edition applications. It is bootstrapped like a web installer.

This in turn will download necessary components to be installed from Bentley server. You can run it with command line switch which will download everything to local computer before installing.

The package installer can optionally be installed using via the command line with parameters.

Usage:

stpst210300XXen.exe[operation][mode][options]

Where:

• [operation] = /install | /repair | /uninstall | /layout | /help
• [mode] = /passive | /quiet
• [options] = /norestart, /log logfile.txt

/install

Installs a complete local copy of STAAD.ProCONNECT Edition using all the default options.

/repair

Repairs the installed copy of STAAD.ProCONNECT Edition to the default condition.

/uninstall

Removes the STAAD.ProCONNECT Edition installation from your computer.

/layout

Used to create a deployment image.

/help

Displays a dialog with the command-line parameters available.

/passive

Only minimum display or prompts are given during the installation process.

/quiet

Suppresses the display of all dialogs and prompts.

/norestart

Suppresses any attempts to restart.

/log logfile.txt

Logs the operations to a specific file named logfile.txt. By default a log file is created in %TEMP%.

See Also

STAAD.Pro Installation/Licensing Solutions

This page contains installation/licensing related wikis

1. Copy protection device/system does not support AISC/ASD code
2. Aluminum Code Not Supported
3. STAAD.Pro on Mac OS
4. Download Software form Bentley Select Site
5. Failed to Start Local Security Provider
6. STAAD License/USL v. Standard
7. Cannot Start Analysis Engine
8. Installing STAAD.beava
9. Installing SectionWizard
10. STAAD CAN/AUS/SA Design Codes
11. DESCON Over Use
12. Error 1603 Installing Bentley Structural Property Catalog
13. Procedure Entry Point Error
14. STAAD.Pro Installation Instructions
15. STAAD.Pro fails to open
16. STAAD.Pro fails to upgrade
17. Failed to get a license of STAAD.foundation
18. STAAD.Pro CONNECT Edition (NON COMMERCIAL TRIAL USE ONLY)
19. How to turn on/off the advanced analysis option in STAAD.Pro CONNECT edition
20. Installation file is too small in size

How can I adjust the font size for the labels ( like node labels, beam labels, load labels etc. ) in the STAAD.Pro Physical Modeler

Have the relevant labels displayed on the screen.

Press the CTRL key on the keyboard and keep it pressed

Roll the wheel of the mouse to dynamically adjust the scale

This page is created with the idea of providing you with the tips and tools that would help you become familiar with the STAAD.Pro Connect Edition interface and use it more efficiently. We encourage all users of STAAD.Pro Connect Edition software to bookmark this page because we will keep adding content to this page frequently. So stay tuned for exciting updates

[[Customizing the Interface in STAAD.Pro Connect Edition]]

[[Tool Search option in the STAAD.Pro Connect Edition]]

[[Migrating existing custom Steel section databases to the STAAD.Pro Connect Edition]]

[[Handling of Loads in the Physical Modeling interface of STAAD.Pro CONNECT Edition Update 3]]

[[How to adjust the font size for the labels in STAAD.Pro Physical Modeler]]

In this page you can find information on how to use certain features of RAM Elements with how-tos, tutorials and/or technical notes.

• Wind Load Generation on Members (open structures)
• Wind Load Generation on Load Areas
• Mass Source Options
• Rebar Export from Modules and ISM Sync

Problem Description

New material with custom properties cannot be added in the STAAD.Pro Physical Modeler

.

Steps to Reproduce

Within SPPM, go to the ribbon menu option Model and click on Model Catalog.

Click on Add Material to create a new material.

Note that whenever any of the values like E, G etc. are edited the cells turn red.

Click on Ok and the following error message comes up

Click on OK.

The modified cells get highlighted in red and when any of those cells are clicked, errors pop up as shown below 

Same thing happens with material Type set to Custom or Generic

Workaround

The only way for now is to drop the physical model and continue with the analytical model which would allow defining a custom material.

Solution

The problem will be addressed in the upcoming release of STAAD.Pro Connect Edition Update 4. 

The TechNotes, FAQs and Support solutions cover various topics that pertain to the CONNECT Edition of STAAD.pro, version 21.00.00.57 specifically. 

Release News

New Release STAAD.Pro CONNECT Edition (21.00.00.57)

New Release - STAAD.Pro CONNECT Edition Update 1 (21.00.01.12)

Installation and Licensing

[[User ID Missing from the Output Report]]

[[The .std files are not showing up with the STAAD.Pro CE icon]]

General

[[Error Unhandled Exception when trying to open the editor in STAAD.Pro Connect Edition]]

[[Existing custom steel section databases cannot opened in the STAAD.Pro Connect Edition]]

Exception message reported when starting STAAD.Pro CE

Graphical User Interface 

[[Black Force Diagrams, Fonts or Color Changes]]

[[Run Analysis option is greyed out]]

[[Error when trying to create analytical model from the physical model]]

[[When trying to import an ISM repository into STAAD.Pro, the Run option is grayed out]]

A "Failed to save document" error reported while creating a new model

[[The Parametric Models Fails to Generate Mesh]]

[[Crash when defining beam offsets]]

[[Members/Surfaces cannot be copied unless corresponding nodes are selected]]

Modeling

[[The Latitude parameter(IBC 2012) is being incorrectly set to zero]]

[[New material with custom properties cannot be added in the STAAD.Pro Physical Modeler]]

Analysis and Design

[[Unity ratio displayed for only one member when designed as per AISC 360-16]]

See Also

STAAD.Pro Support Solutions

Specifying and Designing SidePlate® Moment Frames in the RAM Structural System

Comprehensive analysis and design of moment frames using SidePlate® connection technology are now available in the RAM Structural System. This document describes the use of this feature.

Modeling

Create the model as customary for any project using steel moment frames.  When selecting preliminary lateral beam and columns sizes in RAM Modeler, it is important to keep in mind the following two rules:

1) Geometric Compatibility: bf-bm + Geometric Compatibility Limit ≤ bf-col

Note that Geometric Compatibility Limit is a function of member sizes and is specified in the SidePlate property table, but for this purpose it can be roughly estimated as 1.1tf-bm + 1/2" 

Background: The SidePlate connection typically consists of cover plates at the beam ends to bridge the difference between the beam flange width and the wider column flange width.  The cover plates are fillet welded to the beam flange edges of which the top cover plate is detailed to be approximately the same width as the column flange width.

Note that RAM Frame will check geometric compatibility each time Analysis is run when moment connections have been assigned as SidePlate. If there is a problem, the program will give a warning

2) Strong Column – Weak Beam Compliance for SMF designs only:

∑ (Zx,col) > 1.7*∑ (Zx,bm)   for 1-12 stories (rule of thumb)

Background: The above approximate equation takes into account the latest Seismic Provisions equation for SCWB compliance of SMF connections, including an approximate allowance for reduction in column capacity due to axial loads as well as the pushing out of the plastic hinge into the beam.

Note that RAM Frame Steel - Seismic Provisions includes the actual SCWB checks for SidePlate moment connections.

Criteria

In RAM Frame, the Criteria for these moment connections can be specified using the Criteria – SidePlate command.

The connection properties are different for high seismic (inelastic) applications versus wind (elastic) and low seismic applications.  Previously the engineer had the choice of selecting either R=8 or R=3. Now users can select from a list of connection types. Select the criteria that will most likely govern the sizing of the moment frames. For R=8 designs, seismic displacement will typically govern.  For R=3 designs, wind displacement will typically govern.

Note that SidePlate 100% rigid end zone (i.e., panel zone) properties are now built-in automatically and accounted for when SidePlate is assigned as a moment connection and will be considered as such regardless of what option is specified for Rigid End Zones in the Criteria – General command.

Assign

In RAM Frame, Assign the moment connection type using the Assign – Beams – Connection command.

Selecting “Both Ends” and “All” will assign a SidePlate connection at both ends of every lateral frame beam.  If there are lateral beams that are fixed-pinned as shown below, select the “Left End” or “Right End” and Assign those specific beams using the Single command. Generally the beams will have SidePlate connections on both ends.

Once the beam ends have been assigned, RAM Frame will display a white rectangle symbolizing a SidePlate moment connection as shown below:

Close up of moment frame above

To maintain the SidePlate moment connection symbol display, simply check the Connection box on the Frame Beam / Horiz Brace tab of the View – Members command:

Analysis

When the Analysis is performed, the appropriate SidePlate connection criteria properties are applied accordingly. A frame beam-to-column geometric compatibility check is performed each time an Analysis is performed to confirm compliance: bf-bm + Geometric Compatibility Limit ≤ bf-col. The Geometric Compatibility Limit is a function of the member size, and is given in the SidePlate property table.

If any particular combination of beam and column sizes does not satisfy this relationship, the following error will be displayed:

The Member Forces report has been enhanced to include pertinent SidePlate information such as beams being identified as having SidePlate connections with forces reported at key points along the beam. Such added locations are used for stress checks in the beam as well as information for connection designs used by SidePlate.  Column rigid end zones reflect the geometry of SidePlate connections, including appropriate depths of side plates.

A new section has been added to the Frame Takeoff report to include the plate weight of the SidePlate connection, the number of beam end connections and the total number of SidePlate connections.

Steel – Standard Provisions

The Design moment and shear for the beams are taken at the face (end) of the SidePlate connection. The unbraced length of the beam is measured from end of SidePlate to end of SidePlate. No design is performed for the beam within the connection, nor for the connection itself.  Connection designs are provided by SidePlate Systems, Inc. (www.sideplate.com).

The Design moment and shear for the columns are taken at the face (top and bottom edges) of the SidePlate.  The unbraced length (both x and y) is taken as the clear height between SidePlates.

The Member Code Check report for the beams indicates that the beam has SidePlate connection(s):

Steel – Seismic Provisions

In the Steel – Seismic Provisions mode the seismic provision requirements for AISC 341-05, 341-10 and 341-16 ASD and LRFD have been implemented for SidePlate connections. Select one of the codes in the Criteria – Codes command.

It is necessary to assign a frame type to each member, used by the program to determine which seismic provisions are pertinent. This is done using the Assign – Frame Type command. Select Special Moment Resisting Frame, Intermediate Moment Resisting Frame or Ordinary Moment Resisting Frame as appropriate. The Frame Type selection should be consistent with the Design Methodology selected during the Analysis under Criteria – SidePlate… Frame Type assignments not consistent with the methodology selected during the analysis will be ignored during the Seismic Provisions Code Check.

The Frame Type assignment on each member can be displayed by selecting the Frame Type labels option on the Frame Beam and Frame Column tabs in the View – Members command.

The text on the display should show SMRF, IMRF or OMRF.

Select the Process – Member Code Check command to have the code check performed on all of the members, and select the Process – Member View/Update command to select and view the results for an individual member.

Select the Process – Joint Code Check command to have the code check performed on all of the joints and select the Process – Joint View/Update command to select and view the results for an individual member.

The Seismic Provisions Member Code Check and Joint Code Check reports show the results of all the checks, including compliance that structural framing does not occur within the beam’s protected zone as defined for SidePlate connections

Note: Designs using the SidePlate connection should be reviewed and verified by SidePlate Systems, Inc. To assist in this process, upon completion of preliminary and/or final lateral designs using SidePlate connection technology, users should send their RAM model (e.g. “xxx.rss” file), including any customized beam, column or deck tables, to SidePlate Systems, Inc. (1-949-305-7889) at solutions@sideplate.com for verification and validation of the computer model.  Upon completion of model review, SidePlate Systems will provide structural drawings (notes and details), including stamped/signed calculations for each SidePlate moment connection for the specific project.