The TechNotes and FAQs in this section cover various topics that pertain to RAM Elements Integrated and Stand-Alone Design Modules.

Some of the modules work in a stand-alone fashion where they can be launched directly without a working Ram Elements file.

Other modules only work in an integrated way, where the model needs to include a certain type of member or shell, with analysis results and the necessary combinations to work. The members or shells should be selected first before launching the integrated module. 

Use the navigation tree on the left or the popular links below to browse.

Release Date: September 2018

Version: RAM Concept CONNECT Edition V6 Update 5

Version Number: 06.05.00.26

Download Instructions

Current and past RAM Concept releases can be downloaded from Bentley Cloud Services at: http://connect.bentley.com

After signing into CONNECTION Center, select Software Downloads under My Support, towards the bottom of the page. Once on the Software Fulfillment page, RAM Concept installers can be located by performing a search on "RAM Concept", or by selecting Brand -> RAM.

Note: Although there are multiple listings for RAM Concept (RAM Concept, RAM Concept Post Tension Module, etc.), each of these takes the user to the same list of installers, as all features of RAM Concept require only one installation.

Special Notices

This release no longer provides a x86 version of RAM Concept. Starting with CONNECT Edition Update 3 (6.3.0), RAM Concept is available only as a 64-bit application.

The installation of RAM Concept will automatically uninstall previous CONNECT Edition versions (6.0.0 through 6.3.0). V8i releases (version 5.2.0 and earlier) will not be automatically uninstalled and can remain side-by-side with RAM Concept CONNECT Edition V6 Update 5.

If using the RAM Concept integration with RAM Structural System, the x64 version of RAM Structural System must be used (as opposed to x86). RAM Concept CONNECT Edition V6 Update 5 is recommended for all projects, except those nearing final design.

New Features

RAM Concept CONNECT Edition V6 Update 5 has the new features discussed below.

Post-Tensioning (PT) Optimization Technology Preview

The PT optimization feature in RAM Concept is a Bentley Cloud Service that uses intelligent search algorithms to optimize the design of PT floors. Once a user has defined the initial post-tensioning layout and a reasonable range of values for tendon strand quantities and profile elevations, RAM Concept’s optimization process automatically compares thousands of possible solutions, filters out solutions with design code failures, and ranks the solutions by total cost. The optimized cost is calculated from the PT, rebar, and shear stud rail quantities multiplied by material and labor cost factors. The user sets the cost factors to reflect the project’s expected actual costs.

A feature article outlining the optimization feature can be found here.

Learning videos that focus on using the tool can be found here.

Generated Jacks on Tendon Parameter Layer

There is now a Jack Region tool on the Tendon Parameter layers. This tool automatically generates jacks at the ends of generated tendons found within the Jack Region polygon and allows for PT loss calculation of generated tendons. In previous releases, jacks were available for manual tendons only.

Cracking, Yielding, and Instability Information in the Load History Calc Log

The Load History Calc Log now identifies cross sections that have cracked, yielded, or have local instabilities.

Error Corrections 

RAM Concept CONNECT Edition V6 Update 5 has the error corrections discussed below.

ACI 318 Minimum Development Length and Excess Reinforcement

ACI 318-14, section 25.4.10.1 permits a reduction of development length for excess reinforcement, but the modified development length cannot be less than the code specified minimums. However, the program applied the reduction for excess reinforcement after the minimum development lengths requirements were processed. Now the excess reinforcement reduction is not applied to the code specified minimum development length. This change affects ACI 318-14 only. It does not affect previous ACI 318 codes.

AS 3600-2009 Initial Service Load Combination Change

The Initial Service LC used a load factor of 0.80 with dead load. This factor was changed to 0.90 in AS 3600-2009. The combination for AS 3600-2001 was correct.

EC2 Design No Torsion Capacity Calculated for Very Narrow Sections

For very narrow cross sections, no torsion core was found after accounting for side cover. This resulted in a calculated torsion capacity of 0. In sections with no torsion demand, the shear capacity may have been calculated as 0 or reported as “NaN” due to the interaction equation used for shear and torsion.

Error Displayed When Auditing Cross Sections

An error window displayed when auditing cross sections in some models. When the error occurred, the Audit Report could not be generated.

 
File Compatibility Warning

RAM Concept CONNECT Edition V6 Update 5 can read all previous file formats, but writes files in a format that cannot be read by previous versions.

Security Release Notes

Not applicable to this release.

This feature article discusses the primary enhancement of RAM Concept CONNECT Edition V6 Update 5 (release 6.5.0): Post-Tensioning (PT) Optimization. This feature is available as a technology preview in this release. The article below outlines the basic steps required to perform an optimization and highlights tools that have been added in v6.5.0 to facilitate optimizations.

Please watch our learning videos here for more help associated with this feature.

Licensing and Usage

The post-tensioning optimization feature in RAM Concept is a Bentley Cloud Service. All possible design solutions that are searched during the optimization process are analyzed in the cloud.

A cloud-based solution is necessary for the following reasons:

• It permits the many possible solutions to be analyzed in parallel, which decreases the total analysis time.
• It frees your desktop for other computing tasks while the optimizations are performed.

Cloud usage is tracked by ACUs (Analytical Compute Unit), the standard unit of consumption for Bentley analytical cloud compute resources. ACU credits are required to start an optimization.

Click here for more information on ACU entitlements and how to obtain additional ACU credits.

Steps to Complete an Optimization

Step 1 - Sign-in to Bentley CONNECT and associate a CONNECT project with the file.

Because the optimization feature is a Bentley Cloud Service, CONNECT sign-in and CONNECTED project associations are required. A project must be registered as a CONNECTED Project before it can be assigned to a model. Only site administrators or users assigned to the “CONNECT Services Admin” role by their organization’s site administrator can register new CONNECTED projects. Once a project is registered, all users in the organization can assign it to a model regardless of their assigned user roles.

In the future, CONNECT user roles will be used to permit or restrict access to the feature. For the v6.5.0 Technology Preview, all users have access regardless of their assigned CONNECT user role.

Step 2 – Model tendon layout with tendon parameters, design strips, and punching shear checks.

This step would also be completed when designing PT floors without using the optimization feature. The exception is that you will typically work only with objects on the tendon parameters layer and not the manual tendons layer when optimizing tendons, because manual tendons are not optimized by the program. If you are not familiar with tendon parameters, a quick reference is available at the following link:

Automated Tendon Generation in RAM Concept

When models with manual tendons are optimized, the user will be prompted by the program to keep them in the model or delete them entirely. Manual tendons that are kept in the model are considered in the optimization calculations and can affect the results of other optimizable objects.

In previous versions, jacks and PT loss calculations were available for manual tendons only. In version 6.5.0, jack regions were added to the tendon parameter layer and allow for PT loss calculation of generated tendons.

Step 3 - Define optimizable objects and set the ranges of tendon quantities and profile elevations

Optimizable objects are the objects that are automatically modified by the optimizer. In RAM Concept, banded tendon polylines, distributed quadrilaterals, and profile polylines are optimizable objects.

To designate tendons as optimizable objects, view the properties of the banded tendon polyline or distributed quadrilateral, click on the Optimization tab, check the Optimize box, and set the range and increment values (see below). Non-integer values can be used for the specified strand number. The minimum value should be calculated based on code required minimum precompression. The maximum value should be based on practical maximum precompression limits.

To designate a profile polyline as an optimizable object, view the properties of the polyline, click on the Optimization tab, check the Optimize box, and set the range and increment values (see below). Typically, support profile polylines (high points) will be set to the highest possible elevation respecting cover requirements and defined with the Optimize box unchecked. An exception is the high point at a cantilever, which may need to be reduced from the maximum value so the cantilever is not overbalanced. The span profile polylines (low points) will typically be defined as optimizable.

Note that the elevation values set in the optimization tab refer to the “Elevation Reference” set in the general tab. For example, if “Elevation Reference” is set to “Above Soffit” for a support polyline, then the values will be measured from the bottom of the slab. We recommend using a wide range for the profile elevations, as counterintuitive values may be associated with the optimal design.

Eliminating profile polylines that you do not need is a good idea as it can reduce the number of optimizable objects and decrease optimization time. The Adjust Profile Polylines tool () on the Tendon Parameters Layers was added in v6.5.0 to automatically manipulate polylines and prepare them for optimization. This tool can automatically extend profile polylines to the slab edge, trim profile polylines to the slab edge, delete short polylines, and connect nearby endpoints for polylines with like properties (which merges them into a single polyline).

Step 4 - Define optimization regions

A new Optimization Layer was added to the program for defining optimization regions. These objects serve the following purposes:

1. Break up a large optimization problem into smaller parts to keep total solution time within a reasonable range.
2. Identify a specific part of the floor to be optimized. If any optimization regions are drawn, only the objects within the optimization region will be optimized. Optimizable objects outside the optimization region will be considered in the calculations but will not be optimized.

For best performance, we recommend limiting the number of optimizable properties in any one optimization region to 50. The program enforces a hard limit of 75. If an optimization region has more than 75 optimizable properties, you will need to either adjust the optimization regions or make a change to the optimizable objects. If the whole model has 75 optimizable properties or less, then no optimization regions need to be defined. The number of optimizable objects that are associated with an optimization region can be displayed using the Optimization tab in the Visible Objects. The number of objects is also displayed in the Start Optimization dialog that appears on screen when an optimization is started.

Since optimizable objects are automatically split at the borders of optimization regions, it is best to use as few optimization regions as possible when optimizing an entire floor. When regions are required, a good rule of thumb is to define the optimization regions to match expected slab pours. This has the added benefit that tendon quantities can change at region boundaries (due to object splitting), which is also normally possible at pour breaks.

Step 5 - Review material and labor costs for PT, rebar, and SSR defined in the Estimate window

The optimal design is the design that minimizes the total material and labor cost of PT, rebar, and stud rails and has no design code failures. To calculate the material and labor costs, the program multiplies the PT, rebar, and SSR quantities by the cost factors that are defined in the Estimate window (Reports – Estimate). Because changing the cost of a single material (due to availability, labor issues, etc.) may result in a different most economical solution, it is important to set the costs in the estimate as accurately as possible for the job and location being designed.

Step 6 - Start the Optimization

A new optimization can be started by selecting the Optimize Tendons tool ( ) or clicking on Optimization > Optimize Tendons. This kicks off a preprocess that does a series of checks, and splits the tendon and profile polyline objects (if necessary). If this preprocess changes the file, you will be prompted with a “save as” dialog and can save the file with a new file name so that you can keep the original version and the modified version. After the preprocess, the Start Optimization dialog will appear (see below).

In general, the default values for the Stopping Criteria in the Start Optimization dialog will produce good results in all models.

Other important options in this dialog are the Trial Diversity slider and the “Seed with model’s current parameters” option.

The Trial Diversity slider tells the optimizer how hard to look for the best solution, with the left end representing a normal search with the lowest usage cost and the right end representing the most intensive search with the highest usage cost. For most situations, the slider can be placed at the left end end with a good chance of finding the optimal solution at the lowest cost. Although the cloud ACU consumption rate (ACU/hr) may remain the same as you move the slider to the right, the total analysis time and, in turn, the total cloud consumption will increase.

The “Seed with model’s current parameters” tells the optimizer to use the current tendon and profile parameters as a starting point in the optimization. This may reduce the total number of iterations needed to complete the optimization. You could check this option if you have manually iterated to what you think is a good design and you want the optimizer to see if it can improve it.

Step 7 - Monitor the optimization

The optimization calculations are completed off your desktop and in the cloud. The feature is designed so that it runs in the background without the need for watching or monitoring the optimization. This frees time to focus on other engineering tasks. While an optimization is running, you can also open another RAM Concept window on your machine and start work on another model.

During the optimization process, you may want to monitor convergence or cloud consumption. This can be accomplished using the Optimization Manager, which is launched by selecting the Optimization Manager tool ( )or clicking Optimization > Optimization Manager.

The Optimization Manager window shows the status of the optimization (running, stopped, run failure), the number of iterations completed, % improvement, cloud ACU consumption, and details of the total cost of each trial completed during the process. The total number of ACU’s consumed for a single optimization is calculated based on the total optimization time and the Resource Consumption Rate noted in the Trial Diversity box of the Start Optimization dialog.

The Stop button can be used to stop the optimization process at any time. You may want to stop an optimization if you see most of the trials have failures or if the optimization process seems too slow to converge to a solution. The Resume button can be used to continue trials that were stopped.

The Convergence Chart tabulates the Total Cost (y-axis) versus Total ACU’s consumed (x-axis) for the selected scenario. Three lines are plotted: Best Overall Design (w/ penalty for failures), Best Overall Design (w/o failure penalty), Best Valid Design (no failure). You can zoom into areas on the convergence chart by drawing a window over the lines in the chart.

The Trials Table at the bottom of the Optimization Manager displays the cost information and failures for each trial analyzed during the optimization. The values in the tables can be sorted by clicking on the column headers. For example, click once on one of the Cost column headers to sort the trials from ascending or descending values. If you click on the Failures column first and then Total Cost, the trials will be sorted by number of failures from least to greatest and also sorted cost by total cost. So, all trials with 0 Failures will be listed at the top of the dialog and all trials with 0 failures will also be sorted from least to greatest cost.

Scenarios and trials are saved with the .cpt file as long as the Scenario files created by the program have not been deleted. After a file is closed and reopened, you can launch the Optimization Manager to review information from previously created scenarios and load trials.

Step 8 - Load Results

During the optimization or, more often, after the optimization completes, you can use the Load Best button to load the best trial into the model. After loading the trial, generate tendons, run the calculations, and then review the tendon profiles and designs. In some cases, you may see results that are unexpected. You can make small adjustments to the tendon profiles and polylines as needed and then re-run the calculations for a final design.

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.

How does STAAD "direct" a spring to determine if it is in compression or tension?

For the purpose of defining the sense of the force in the SPRING TENSION/SPRING COMPRESSION facility, the following rules are adopted in STAAD :

A support reaction force is considered TENSILE if it is opposite to the positive direction of the axis under consideration. Another way of putting it is that, for this condition, the displacement along that axis of the support node is in the same direction as the positive direction of that axis.

A support reaction force is considered COMPRESSIVE if it is along the positive direction of the axis under consideration. Another way of putting it is that, for this condition, the displacement along that axis of the support node is in the direction opposite to the positive direction of that axis.

These rules are applicable for global axis supports, as well as inclined axis supports.

Hence, use the center of the circular pipe as the REFERENCE POINT for the INCLINED supports. The local X axis for the inclined supports will then point from the perimeter towards the center of the circle. The supports around the circumference can then be assigned COMPRESSION only springs. .

How do I download the STAAD.Pro manuals in .pdf format?

Log in to connect.bentley.com, scroll down the page and go to software downloads section and make the selections as shown below. Please make sure that you have enough privilege to download files; if not, please check with your IT administrator.

Once selected, check the box next to it and click on the download icon at shown here. The file 'stpst20071000endoc.exe' will be downloaded in your machine. Run the .exe file and the manuals will be downloaded in ..:\BentleyDownloads\stpst20071000endoc .

For the CONNECT Edition, all the manuals can be accessed via online; the .pdf files are not available to download.

See Also

STAAD.Pro Support Solutions

RAM Structural System CONNECT Edition Update 11 Release 15.11 Release Notes

Expected Release Date: September 2018

This document contains important information regarding changes to the RAM Structural System. It is important that all users are aware of these changes. Please distribute these Release Notes and make them available to all users of the RAM Structural System.

Occasionally last-minute changes or corrections are not included in these release notes. Updated release notes can be found at:

     https://communities.bentley.com and search for “v15.11”.

RAM Structural System CONNECT Edition Update 10 Release 15.10.

In order to avoid confusion between “Release 15.01” and “Release 15.10”, both internally in the program and externally with users, there is no version Release 15.10.

Bentley CONNECT:

Bentley is in the process of requiring all users to sign-in in order to use any Bentley programs. This is being done now in anticipation of the implementation of powerful and customized features intended to better help users perform their jobs. Moving to this sign-in requirement now better facilitates our implementing those new features.

If you do not already have a Bentley ID, go to http://www.bentley.com/profile and select the Sign Up Now link.

Bentley CONNECT already offers several benefits, and the value continues to increase. Listed here are three key features:

CONNECT Advisor

CONNECT Advisor provides links to pertinent articles, short training videos, courses and webinars. It can be accessed by selecting the Bentley Cloud Services – CONNECT Advisor command in the RAM Manager, or by selecting the CONNECT Advisor icon from the tool bar in any of the modules.

CONNECTION Center

When you sign in to your Bentley account you now have easy access to CONNECTION Center. This personalized portal gives you access to Usage reports, site configuration information, downloads, and Learning information on webinars, seminars and events, and includes a transcript listing the Bentley courses that you have completed. Your personal portal also lists your recent projects with a portal into analytics on that project. CONNECTION Center can be accessed by selecting the Bentley Cloud Services – CONNECTION Center command or by selecting the Sign In command in the upper right corner of the RAM Manager screen.

CONNECTED Projects

All of Bentley’s CONNECT Edition programs, including RAM Structural System, allow models to be associated with a project. Multiple models, from any of the Bentley products, can be associated with a given project. This simplifies the process of keeping track of work done for a project, and will enable analytics to be performed and reported for the project.

A ProjectWise Projects portal enables you and your project teams to see project details required to evaluate team activity and understand project performance.

• View project activity by site, application and user
• Gain insights into the users who are working on your projects and their effort
• Register and manage your CONNECTED Projects
• Access ProjectWise Connection Services including ProjectWise Project Sharing, ProjectWise Project Performance Dashboards and ProjectWise Issue Resolution Administration

When a model is Saved in this version the program will ask for a Project to which the file is to be associated. Projects can be registered (created) from your Personal Portal, or from the Assign Project dialog by selecting the + Register Project command.

Tutorial:

Except for minor corrections, the Tutorial Manual has not been updated but is still valid. The appearance of some parts of the program in this version may differ from that shown in the Tutorial.

Important Notices:

This version automatically converts databases created in previous versions to the new database format. Note that a backup file is created automatically when a database is converted; the name of the database is the same, with “Orig” and the version number appended to the name. The file has an extension of “.zip” and is located in the same directory as the original database.

The previous steel tables and load combination templates supplied with the program will be replaced with new tables and templates of the same name. If you have customized any Master or Design tables or load combination templates supplied with the program without changing the file names, those file names should be renamed from the original RAM table names prior to installation to prevent your changes from being lost.

Installation Instructions:

If you have enabled the CONNECTION Client you will automatically be notified of the newest version and will be able to update through that service by simply selecting the update command.

Otherwise, this version can be found on the Bentley Software Fulfilment web page by logging into the Personal Portal or the Enterprise Portal and selecting the Software Downloads icon. Perform a search for “RAM Structural System”, select any of the RAM Structural System modules (e.g., RAM Modeler; they all use the same installer), and select the latest version of the RAM Structural System.

Product Licensing FAQ:

Appendix A at the end of these Notes contains a document describing features available in the RAM Structural System to help prevent inadvertent use of unlicensed modules. Refer to that document for more information.

Security Risk Advisory:

Not applicable to this release. Every effort is made to ensure that there are no security risks in the software. There are no known security issues, no issues were addressed in this version.

New Features and Enhancements:

For details on these new features and enhancements, refer to the manual .pdf files available from the Help menu in each module or from the Manuals folder on your hard drive.

AISC Steel Tables

The design tables based on the steel shapes listed in the AISC Steel Construction Manual, 15^th Edition, have been updated. This includes the Master, Beam, and Column tables for both the standard and the SI Equivalent shapes. Changes include new shapes and minor changes to a few geometric dimensions and section property values. Some minor corrections to ordering and grouping were also made. These new tables will replace the existing tables in the program Tables directory but will not automatically replace the tables in existing models; to replace those tables, if desired, use the Criteria – Master Table and Criteria – Design Steel Tables commands in the Manager.

Canada CAN/CSA S16-14 Update

In RAM Steel and RAM Frame Steel Design modules CAN/CSA S16-14 has been implemented as options for the design of steel members. For the member code checks performed by the program the differences between CAN/CSA S16-09 and CAN/CSA S16-14 are nominal.

Data Integrity

In rare cases, model data corruption so serious that the model could not be accessed or recovered was reported. When it occurred it was usually for very large models. The database is composed of many individual model and results files; the way the databases are saved during a Save command has been modified to better protect the essential model files even if there is corruption of the results files. This should result in a significant reduction in the number of cases of file corruption and loss.

SidePlate Connection Updates and Enhancements

Working closely with the engineers at SidePlate, the implementation of the SidePlate connections has been significantly updated and enhanced:

1. New SidePlate connection types have been added. Previously the engineer had the choice of selecting either R = 8 or R = 3. Now the user selects from a list of connection types: Field Bolted SMF, IMF or OMF; Field Welded SMF; or Bolted Moment Frame (R=3).
2. SidePlate has provided updated analysis and design parameters for the values provided with the program previously, resulting in more accurate and economical designs.
3. Ability to model and check biaxial SidePlate connections for square HSS. Rectangular HSS will be implemented in the future. In addition to the biaxial interaction equation, the Strong Column – Weak Beam check is reported for both the Major and Minor axes.
4. The Take-Off report has been updated to list the number of beam end connections as well as the total number of connections. Previously the quantities given for the plate material was approximate, the values are now more precise.

Data Check for Slab Edges

Two new Data Check items have been implemented to report potential problems with slab edges. When modeling slab edges they can be modeled associated with beams or walls, or free-form at any points around the perimeter of the structure. They can be offset from the reference line, or the slab edge can coincide with the reference line (no offset). This generally works very well, but in obscure cases slab edges with offsets in one-way decks that do not precisely align with the intended beam or wall can result in errors in loading. This condition may occur, for example, if a slab edge is laid down by snapping to a snap-point that is very close but not right on the intended beam, or if the framing is reconfigured and moved away from the slab edge. Although in the vast majority of cases these perform properly, the potential for unconservative loads warranted that Data Check items be added to find and warn of these conditions.

The program now checks each slab edge (and slab opening) – if it has an Offset – to see if its reference line aligns precisely with a beam or wall; if not it will give a message “Slab edge is not associated with a beam or wall”, with the coordinates of the slab edge.

Another condition that has been found to work incorrectly in a few obscure cases is a slab edge that spans multiple beams or walls. The program now checks each slab edge (and slab opening) – if it has an Offset – to verify that it starts and ends on the same beam or wall; if not it will give a message “Both ends of slab edge do not reference the same beam or wall”.

It may not be necessary to make any changes, the program may be handling the conditions correctly, but if corrections to the slab edge aren’t made you should verify that the loads on the beams in the vicinity of that slab edge are correct. Best practice when the deck is one-way deck and the slab edges and openings are defined with an Offset is to have the reference lines coincide with beams and walls, and to start and stop each segment on the same beam. Note that in the Modeler the Whole Perimeter command and the In Bay command will automatically correctly do this, and the Add command will automatically correctly break the slab edge into segments for each beam or wall if it is laid down correctly along a line of beams or walls.

Spread Footings with Large Overturning

The algorithms used to optimize spread footing dimensions have been refined, especially for the case of large overturning moments. Previously, some spread footings supporting frame columns were sized larger than necessary; these are now more economically designed.

Data Extractor – Technology Preview

The Data Extractor feature has been completely overhauled. This feature allows the user to extract model geometry, member properties, analysis results, and design information from the model. The extracted data can be saved to an Excel file, Access database, SQLite database, or XML file. It is called using the Post-Processing – Extract Data command in the RAM Manager. This feature is a Technology Preview feature, so it should be used cautiously. Rigorous testing has not been completed, and the feature – including the file formats – are subject to change based on user feedback. Please provide us with any feedback that you have from using the feature so that we can complete the feature to meet your needs. See Appendix B for details on using the Data Extractor.

Error Corrections:

Some program errors have been corrected for this version. Corrections made to graphics, reports, Modeler functions, program crashes, etc., that were considered minor are not listed here. The noteworthy error corrections are listed here in order to notify you that they have been corrected or to assist you in determining the impact of those errors on previous designs. These errors were generally obscure and uncommon, affecting only a very small percentage of models, or had no impact on the results. The errors, when they occurred, were generally quite obvious. However, if there is any question, it may be advisable to reanalyze previous models to determine the impact, if any. In each case the error only occurred for the precise conditions indicated. Those errors that may have resulted in un-conservative designs are shown with an asterisk. We apologize for any inconvenience this may cause.

RAM Steel Beam

ASSIGNED SIZED IGNORED: User-assigned beam sizes on stories other than the topmost occurrence of a typical floor layout were overridden by an optimized size during the Design All process.

Effect: When user sizes were assigned to the topmost occurrence of a typical floor layout type and a Design All command then performed, the user assigned size was respected. However, if the size assignment was made to a beam at any occurrence of that typical floor layout other than the topmost occurrence, the Design All process overrode the assigned beam size with the optimized beam size for all stories with that layout type.

CSA/CAN S16-09 HSS SHEAR CAPACITY*: The shear capacity for a Rectangular HSS was incorrect.

Effect: In calculating the shear capacity of a Rectangular HSS, the depth of the shear plane should have been reduced by 4 times the thickness of the web rather than 2 times the web thickness. A less conservative shear capacity was reported. For designs governed by shear, a member may have passed the shear check when it should have been failed.

CAN/CSA S16-09 CLASS 4 HSS: The flexural capacity calculated for Class 4 HSS sections designed according to CAN S16-09 was incorrect

Effect: The design and reported flexural capacity for Class 4 HSS was incorrect. The reported capacity was conservative. Designs which should have otherwise passed, may have been reported as failed.

RAM Steel Column

CSA/CAN S16-09 HSS SHEAR CAPACITY *: The shear capacity for a Rectangular HSS was incorrect.

Effect: In calculating the shear capacity of a Rectangular HSS, the depth of the shear plane should have been reduced by 4 times the thickness of the web rather than 2 times the web thickness. A less conservative shear capacity was reported. For designs governed by shear, a member may have passed the shear check when it should have been failed.

CAN S16-09 AXIAL CAPACITY: The reported axial capacity according to CAN S16-09 was incorrect when members were uniaxially loaded in flexure. The reported axial ratio may also have been incorrect.

Effect: While members were correctly designed according to CAN S16-09, the reported axial capacity and ratio may have been incorrect for members under uniaxial bending loads. The critical axial ratio may have been incorrectly reported. Crx or Cry may have been reported rather than Cr, the governing capacity. This was a report error only.

CAN/CSA S16-09 CLASS 4 HSS: The flexural capacity calculated for Class 4 HSS sections designed according to CAN S16-09 was incorrect

Effect: The design and reported flexural capacity for Class 4 HSS was incorrect. The reported capacity was conservative. Designs which should have otherwise passed, may have been reported as failed.

RAM Concrete Analysis

ASSIGN – COLUMNS – EFFECTIVE LENGTH: When trying to assign Column Effective Length (K factor), an unsupported operation message would be displayed.

Effect: Concrete Column K factor values could not assigned or changed.

RAM Concrete Column

ACI 318-14 SLENDER COLUMNS: When determining amplified moments per ACI 318-14 6.6.4.5.4 for slender columns, the program considered the minimum moment in each axis simultaneously. The code specifies that the minimum should be considered separately for each axis.

Effect: This was unduly conservative.

ACI 318-08 SMF JOINT CHECK: The SMF joint code check report referenced ACI 318-99 in the controlling code section rather than ACI 318-08.

Effect: When ACI 318-08 was the design code, the SMF joint check design was correct but the references given were from ACI 318-99.

RAM Concrete Shearwall

SHEAR CAPACITY*: When a horizontal bar layout was modified in View/Update, the shear capacity calculation was based on the original assigned bar pattern rather than the updated bar sizes.

Effect: Shear capacity was incorrect.

RAM Frame – Analysis

WALL RIGID LINKS AT BEAM-TO-WALL LOCATIONS*: If the option "Include Rigid Link at Fixed Beam-to-Wall Locations" is selected and if certain conditions are met, it enforces wall rigid links at locations of beams framing into wall. The program mistakenly applied the same condition even for walls sitting on beams. In this case, it enforces wall rigid links for walls sitting on beam.

Effect: Analysis results are not valid if the option is selected and if the model includes lateral walls sitting on lateral beams.

DIAPHRGAM FORCES FOR SLOPED SEMI-RIGID DIAPHRAGM: The program failed to calculate diaphragm forces if diaphragm was sloped.

Effect: The Diaphragm Forces report was not produced if diaphragm force calculation was called for a sloped diaphragm

IS1893-16 RESPONSE SPECTRA LOAD CASE: The program did not allow creation of IS 1893-16 Response Spectra load case.

Effect: The load case was in the list, but would not function; the load case was not available for analysis.

RAM Frame – Shear Wall Forces

WALL SECTION CUTS: Could not create section cuts that started and ended in an opening on a single wall.

Effect: Could not review forces between wall openings and wall edges.

RAM Frame – Steel Standard Provisions

AISC 360-16 DOUBLE ANGLE HORIZONTAL BRACES*: The program crashed when a code check of double angle horizontal braces was performed according to AISC 360-16.

Effect: While all other horizontal brace shapes could be designed according to AISC 360-16, double angle horizontal braces caused the program to crash. The error did not occur when designing per any of the other design codes.

CSA/CAN S16-09 HSS SHEAR CAPACITY *: The shear capacity for a Rectangular HSS was incorrect.

Effect: In calculating the shear capacity of a Rectangular HSS, the depth of the shear plane should have been reduced by 4 times the thickness of the web rather than 2 times the web thickness. A less conservative shear capacity was reported. For designs governed by shear, a member may have passed the shear check when it should have been failed.

CAN S16-09 AXIAL CAPACITY: The reported axial capacity according to CAN S16-09 was incorrect when members were uniaxially loaded in flexure. The reported axial ratio may also have been incorrect.

Effect: While members were correctly designed according to CAN S16-09, the reported axial capacity and ratio may have been incorrect for members under uniaxial bending loads. The critical axial ratio may have been incorrectly reported. Crx or Cry may have been reported rather than Cr, the governing capacity. This was a report error only.

CAN/CSA S16-09 CLASS 4 HSS: The flexural capacity calculated for Class 4 HSS sections designed according to CAN S16-09 was incorrect

Effect: The design and reported flexural capacity for Class 4 HSS was incorrect. The reported capacity was conservative. Designs which should have otherwise passed, may have been reported as failed.

RAM Frame – Steel Seismic Provisions

Emh FOR COLUMN DESIGN*: Column code checks performed according to AISC 341, Section D1.4a were incorrect when beam ends were not modeled exactly at supporting column coordinates or modeled outside the tolerance for detecting supported beams at columns.

Effect: In a rare condition where beam ends were modeled outside the tolerance for detecting members framing into the tops of columns (which could occur, for example, when the members aren’t modeled cleanly in some other program and then imported into the Modeler), code checks incorrectly calculated Emh because the framing beams were not found. The design and report axial loads for columns where the framing beam was not detected was incorrect. When lateral beams were modeled correctly at column supports, the error did not occur and code checks were correctly performed according to AISC 341.

AISC 358 IMF Cpr: When AISC 358 provisions with a specified value of Cpr not equal to 1.1 was specified for the "Other" checkbox selection, reports for Intermediate Moment Frames (IMF) did not correctly show the user specified Cpr value.

Effect: Although IMFs were correctly designed using the user specified Cpr value, the report incorrectly listed a Cpr of 1.1 when the AISC 358 provisions were selected and the specified Cpr was Other (Eg. WUF-W). The defect was a report error only.

RAM Foundation

OVERTURNING SAFETY FACTORS: In some cases the calculated values of the overturning safety factors were incorrect, based on previous iterations of size rather than the final size.

Effect: Report error and unnecessarily conservative design.

OVERTURNING SAFETY FACTOR: In the design criteria of the Foundation module there is an option to consider the moment due to shear (for all three footing types). When calculating the safety factor for overturning, the moment due to shear was considered even if this option was deselected. In addition, when computing this safety factor, the moment due to shear was double counted when the option was selected.

Effect: The overturning safety factor value was incorrect (conservative).

RAM Connection Link

CONVERTED MODELS: RAM Structural System models that had a RAM Connection link file (.rcsx extension) were not keeping that file when converting from version 15.08 to version 15.09.

Effect: File would no longer be in the 15.09 model, but it was still in the backup file created during convert. The file would need to be manually copied from the backup to the new 15.09 files to restore it.

Problem Description

Following error messages are obtained when the editor is opened from inside the STAAD.Pro CE in Windows 7 OS after a recent Windows update

Steps to Reproduce

Open the editor from the Utilities ribbon menu inside STAAD.Pro CE.

The Unhandled Exception messages show up

Solution

The error is being caused by a defect in one of the Windows Updates on Win7SP1 OS which corrupted one of the Windows font files. The solution is to manually replace the corrupted font file with correct version following the steps outlined below.

1. Download the zip file  communities.bentley.com/.../GlobalUserInterface.zip and extract the content to get the GlobalUserInterface.CompositeFont file 
2. Copy and paste the GlobalUserInterface.CompositeFont file through Windows Explorer to %windir%\Microsoft.NET\Framework\v4.0.30319\WPF\Fonts
3. Copy and paste the GlobalUserInterface.CompositeFont file through Windows Explorer to %windir%\Microsoft.NET\Framework64\v4.0.30319\WPF\Fonts

More details on this issue are provided at the page https://github.com/dotnet/announcements/issues/53 

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

• [[Known issues in Ram Connection 11]]

Installation and Licensing

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

Technical

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

Why do I get a warning about mass that's not associated with any diaphragm?

When you have line loads or any members with self weight masses considered (Under Ram Manager Criteria - Self-Weight) that occur outside of the boundary of the diaphragm slab edge you will get the following type of warning:

--------------------------------------------------
Some mass has been detected on one or more stories that is not associated with any diaphragms.
It will be ignored in Analysis unless it is combined with one or more diaphragms.
See the Loads - Masses command.

--------------------------------------------------

Under Loads - Masses you can evaluate the total diaphragm masses and you can combine these values with some diaphragm, override with User Specified Values or choose to ignore them by doing nothing.

One fairly common modeling mistake is to copy the line loads from another level type, but then modify the framing and slab edge without removing line loads that then fall out in space.

A similar error message also occurs when the Gravity load totals used for Notional loads are uncombined. See [[RAM SS Notional Loads]] for details.

Does the program automatically include storage or snow live loads in the masses?

No, the program calculated masses are derived form the user input Mass Dead Load only (and self-weight settings). Any portion of live, storage, partition or snow loads that needs to contribute to the total mass should be manually added into the Mass DL component of the loads, or the Loads - Masses can be overridden in Ram Frame. Refer to RAM Frame - Seismic Loads [FAQ] for more on the relationship of masses and seismic loads. Refer to [[RAMSS Gravity Loads FAQ]] for details on self-weight masses.

How can I have only the mass of walls perpendicular to the seismic load considered in the seismic analysis?

For tilt-up buildings or other low-rise structures with lots of mass in the walls, the walls perpendicular to seismic force lean on the diaphragm, but the walls parallel to the seismic load should directly resist the forces from ground acceleration. This cannot easily be achieved in Ram Frame.  Our approach is to take the mass of all the walls (typically from the half-story height as set in Ram Manager - Criteria - Self-weight) and lump it into the diaphragm total. Then a diaphragm force is applied and the lateral walls each resist a portion of the total seismic force based on relative stiffness. 

In lieu of using the wall self-mass in the analysis, mass-only line loads could be applied in the model. Like wall self-mass, the line loads still contribute to the diaphragm total mass that determines the total force. If line loads are applied to the walls in the N-S direction only, for example, then that model would have the right diaphragm mass for seismic loads in the E-W direction. To get the correct seismic force into the E-W walls additional nodal loads would also have to be applied to each of those walls. The problem is, even nodal loads will be redistributed when a rigid diaphragm is used. Furthermore, the effects of seismic eccentricity or orthogonal effects need to be considered. Due to that complexity, most users lump all the wall mass into the diaphragm total. 

The same issue also affects dynamic response spectrum analysis since the masses are lumped. 

Using a semi-rigid diaphragm with distributed masses may be a reasonable alternative for some cases. 

See Also

RAM Frame - Seismic Loads [FAQ]

[[Red Status Lights for Lateral Load Cases in RAM Frame]]

RAM Frame Semirigid Diaphragms

[[RAMSS Gravity Loads FAQ]]

[[RAM SS Notional Loads]]

Non-interactive installation overview

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

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

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

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

msiexec /i "path to MSI installer" /quiet

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

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

msiexec /i "path to MSI installer" /passive

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

Prerequisites for structural products

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

Microsoft .NET Framework 4.5

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

Microsoft .NET Framework 4.6.1

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

Microsoft .NET Framework 4.6.2

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

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

RAM Structural System 

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

rss6415050041en.exe /silent

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

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

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

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

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

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

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

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

RAM Concept V8i

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

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

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

To display help, run

rct06000106en.exe /?

To install with no UI, run

rct06000106en.exe /install /passive/norestart

RAM Concept silent installation rebooting the machine

STAAD.Pro CONNECT Edition 

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

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

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

STAAD Foundation Advanced CONNECT Edition

Setup_STAADFoundationAdvancedx86_08.03.00.020.exe /quiet

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, self-weight is never included for open web steel joists or vertical braces.

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.

For open web steel joist systems it's important to note that no self-weight is applied for the steel joists. The reason for this is primarily that the unit weight of steel joists can vary depending on the manufacturer and the configuration of the diagonals. The user should always include extra dead load in the surface loads to account for estimated joist self weight.

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 is the self weight of a 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.

.

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.

Why do the Roof and Floor live loads both use a 1.6 factor in LRFD design?

The Ram Steel Gravity Beam and Column modules do not yet include user specified load combinations. The load combinations are hard coded into the program based on the selected code.  Since the load factors on combinations of Dead + Roof + Live loads can vary depending on the live load type or magnitude we took the conservative approach of treating all the live loads with the same load factor. There is an enhancement logged (#120493) to change this so that the more exact code combinations can be used. 

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

[[RAM Steel Beam Pattern Loading]]

RAMSS Seismic Loads FAQ

Cloud usage is tracked by ACUs (Analytical Compute Unit), the standard unit of consumption for Bentley analytical cloud compute resources. ACU credits are required to start an optimization.

During the v6.5.0 technology preview, organizations are granted 100 ACU credits for each SELECT license of RAM Concept Post Tension or Structural Enterprise that they own, up to a maximum of 500 ACUs. These ACUs will expire when RAM Concept v7.0.0 is released.

Usage Errors and Warnings

An error is displayed if an optimization is attempted and an organization does not own a RAM Concept Post Tension or Structural Enterprise License:

If your organization owns one or more RAM Concept Post Tension or Structural Enterprise Licenses and you see this error, please contact Karl Gullerud at karl.gullerud@bentley.com.

A warning is displayed when 80% of the ACU entitlement is consumed and an optimization is started or resumed. An e-mail will also be sent to the user attempting the optimization.

An error is displayed when all ACUs have been consumed. An e-mail will also be sent to the user attempting the optimization.

If you are interested in obtaining additional ACU credits during the Technology Preview, please contact Karl Gullerud at please contact Karl Gullerud at karl.gullerud@bentley.com.

See Also

Structural Products Licensing [FAQ]

Isolated footings – new method to obtain optimum size

For isolated footings designed to the Indian code, a new method for finding the required footing size is now available in the Footing Geometry page. It is known as Equal Projection from column/pedestal edge. The Design Type should be set to Calculate Dimension to access this method, as shown in the figure below.

The program uses the following method to find the size of the footing if this option is chosen.

The minimum dimension of the footing along the global X direction is set to A+2*B, where

A = Dimension of the pedestal (or column if there is no pedestal) along global X
B = Value specified in the above dialog box for minimum projection in X direction beyond the pedestal edge

The minimum dimension of the footing along the global Z direction is set to C+2*D, where

C = Dimension of the pedestal (or column if there is no pedestal) along global Z
D = Value specified in the above dialog box for minimum projection in Z direction beyond the pedestal edge

These minimums form the starting values for the footing size. If the starting value is found to be inadequate, an iterative method is used to arrive at the final size. In each iteration that is performed for the service load cases, the footing size is increased in both plan directions (X and Z) by the value specified in the above dialog box for Plan Dimension Increment, until the size achieved satisfies all criteria such as base pressures, factors of safety in sliding and overturning, etc. should be within allowable limits.

This size is then used in the concrete design phase to determine the necessary thickness of the footing. If there are ultimate load cases with high moments and small vertical load (uplift load cases may produce such scenarios), it may require the footing plan dimensions to be increased further. The iterative approach described above is used for these situations too.

Thus, if the pedestal dimension is b x d, the final footing dimension will be (b+2p) x (d+2p) where p is the final value of the projection of the edge of the footing from the pedestal face. If (b+2p) or (d+2p) or the footing thickness required exceed the maximum dimensions permissible for those terms, the footing is deemed to have failed.

Exporting the Footing Data from STAAD Foundation Advanced to the IFC Format

It is now possible to export the data from STAAD Foundation Advanced to the IFC format which is supported by some programs created by other vendors.

It can be done using a 2-step approach:

1. Export the data from STAAD Foundation to an ISM repository. See the figure below and the topic What is ISM?.

2. Install a free Bentley application called Structural Synchronizer on your computer. Using this program, open the ISM file (created using Step 1) and then export it to an IFC file. That IFC file can then be opened in the application that is capable of displaying IFC files.

Import Data from STAAD.Pro Models that Use Z as the Vertical Axis

Users may be aware that there are two global axis system options in STAAD.Pro: 

1. The default system —"Y Up" — where Y is the vertical axis, and X and Z are the horizontal axes.

2. The "Z Up" system where Z is the vertical axis and X and Y are the horizontal axes. It also often referred to using the phrase "SET Z UP" which is the command used in the STAAD.Pro input file to indicate that node coordinates and other data in the file are based on this system.

STAAD Foundation Advanced on the other hand has only one system, which is equivalent to STAAD.Pro's "Y Up" system.

In the past, importing data into STAAD Foundation Advanced from STAAD.Pro models that used the "Z Up" system wasn't always feasible because the column dimensions and forces and moments at the supports weren't properly transformed from STAAD.Pro's "Z Up" system into STAAD Foundation Advanced's.

With effect from this release, this transformation has been fully enabled.

This facility works best if the data exchange is between this version of STAAD Foundation Advanced and one of the versions from the CONNECT Edition of STAAD.Pro. Some of the data that is part of this exchange, such as section dimensions and properties of steel sections, is stored in files that are based on a format that is common between the two programs. The exchange may not be seamless between STAAD Foundation Advanced and the V8i versions of STAAD.Pro because of incompatible formats for their respective property databases.

Design of Pilecaps per the Eurocode

Pilecaps can now be designed to the Eurocode with the British National Annex.

The broad outline of the procedure used in the program is as follows.

The user first specifies the load carrying capacities of the individual piles under service conditions in the Pile Layout dialog boxes. Among the Pile Layout options, Predefined lets the user choose from a library of pile arrangements, with the spacing between the piles being determined by the program, while, Parametric lets the user specify his/her desired arrangement in terms of Rows and Columns or coordinates of pile locations in plan.

The program finds a suitable pile spacing that ensures that for each service load case included in the job, the vertical and lateral load transmitted to each pile doesn't exceed the pile's capacity. This is done for each pile arrangement, meaning, 3-pile, 4-pile, etc. All configurations that result in a safe arrangement are then presented to the user. The user must then select one of those arrangements. Reactions for all the service and ultimate load cases can be viewed for that arrangement.

Next, the program proceeds to perform the concrete design of the pile cap. The checks performed include oneway shear in both plan directions (X and Z), flexural check for both plan directions (X and Z), and, punching shear check. Design is performed using values specified for the various terms in the Design Parameters page and National Annex page.

Three examples illustrating the detailed procedure used to find the number of piles, and concrete design of the pilecap are available in the Examples/Euro Code (EC1992-1 2004) folder.

A calculation sheet is produced by the program for each support where a pile cap is designed. A snapshot of the calculation sheet is shown in the next figure.

Eurocode - Eccentricity Factor (beta) is now Calculated

For punching shear checks in EN 1992, equation 6.39 has a factor known as β. It is an enhancement factor for consideration of column eccentricity/ column moment and the procedure for its calculation is explained in Clause 6.4.3(3), etc.

In past version, Beta was conservatively assigned a value of 1.0. It is now calculated and reported in the punching shear output.

Job Setup Load Cases Selection Enhancements

The selection of more than one load case for inclusion into or removal from a job is now possible using the <Shift> + mouse click, as well as <Ctrl> + mouse click. On models with large numbers of load cases or combinations, this could be quite beneficial in terms of time saved and a more comfortable user experience.

More Information in the Calculation Sheet for Various Items of Output

Additional explanatory notes have been included in the calculation sheet to help users understand output terms that have been reported to be ambiguous. Some examples where such notes have been added are, sign conventions of applied loads, governing load case for pilecap design, references to code clauses where applicable, etc.

Changes in the License Configuration dialog

In the past (version 8.3 of STAAD Foundation Advanced), if you wanted to run STAAD Foundation Advanced using a STAAD.Pro license, the licensing dialog box required you to specify which type of STAAD.Pro license you had – the Standard version or the Advanced version.

In STAAD Foundation Advanced CONNECT Edition Update 4, these two options have been replaced with a single one, as shown in the figure below.

Tank Foundation Enhancements

Table of sliding and overturning ratios for each load combination is now available for tank foundations.

Updated Examples

New examples have been added for tank foundations, pilecap design per the Eurocode, and, punching shear calculation for Mat foundations.

These can be accessed by clicking the Examples link on the Start page.

Rectification of Defects

A number of improvements have been made in the program in areas such as handling of input, removal of defects in calculations for some of the foundation modules, display of output, printing, drawing generation, stability related aspects that resulted in crashes or caused the program to freeze, extensive time taken for analysis of certain modules, etc.

Other Enhancements

1. Location for oneway shear check for pilecap design per Indian code

For pilecaps designed to the Indian code, oneway shear checks are now performed at a distance 0.5 x deff from the face of the pedestal where deff is the effective depth of the pile cap. This check is in accordance with Clause No. 34.2.4.1(a), Amendment 1 from the code committee. In the past, this check was performed at deff away from the column face. For other foundation types like isolated footings, combined footings and mat foundations, the check is still performed at deff away from the edge of the pedestal.

2. Table of Contents in calculation sheet for pilecap design reports

In the calculation sheet displayed for design of pilecap, a table of contents was lacking, due to which quickly accessing specific sections of the report was a tedious task. This facility is now available.

3. Better handling of isolated footings under uplift load cases

For isolated footings, if the load on the footing from the column causes an uplift, the program will attempt to increase the footing size until the uplift is negated by the selfweight of the footing and weight of soil on top. Only if it is unable to do so due to restrictions on the maximum lengths and widths permitted is the footing deemed to have failed.

4. Better depiction of corner pressures for service cases for combined footing in calc sheet.

5.More built-in checks and messages for avoiding errors

Features of the program that were prone to errors in user input have been equipped with more checks to detect them and inform the user. Examples are: 

a. For quad pressure loads, a minimum of four nodes is required for the loaded region.
b. If a meshed mat model is modified in ways such as addition of pile springs, addition / modification in the location of columns, the user is informed that he/she is required to re-mesh the mat and perform the analysis again.
c. A check is now also included to detect and inform users about columns whose base lie outside the mat boundary.

Optimizable Objects

https://youtu.be/74yCh4QCwYk

Optimization Regions

https://youtu.be/fiL-pMYUUCw

Running Optimizations and Reviewing Results

https://youtu.be/PptdhWnEHMM

Why EC2 code is not available in batch the mode of concrete design in STAAD.Pro Select Series 6 version?

Since STAAD.Pro Select Series 6 version, Euro code for concrete design (EC2 code) is not available in the batch mode of concrete design. This design code is available only in the RC Designer mode. All the updates and enhancements of this code has been implemented in the RC Designer mode. Once the analysis is complete, go to the RC Designer mode (click on the “Concrete Design” tab) and select Euro code to design the physical members as shown in the following figure.

In the latest STAAD.Pro Connect Edition, the option to Access the Concrete Design is available as shown below

In older versions of STAAD.Pro ( v8i and older) the option can be accessed as shown next

Subsequently the RC Designer will be launched ( applicable to both Connect Edition and V8i ) and the Design code selection can be made as shown next

Other Sources Available

Español

Overview

The purpose of this tech note is to outline the implementation of the ACI slenderness methods for the design of frame and gravity columns in RAM Concrete.

Slenderness requirements for concrete columns are addressed in Section 10.10 of ACI 318-08 and ACI 318-11. ACI 318 outlines three methods to account for slenderness effects:

1. Nonlinear second-order analysis (Section 10.10.3)
2. Elastic second-order analysis (Section 10.10.4)
3. Moment magnification procedure (Section 10.10.5)
   

 A nonlinear second order analysis must consider geometric and material nonlinearities. This type of analysis cannot be performed in RAM Structural System.

The P-Delta method in RAM Frame is an elastic second-order analysis. However, the RAM Frame results can only be used to design frame members; these results are not available to design gravity members. There is an option in RAM Frame to include gravity members under two-way decks in the analysis; however, there is not a way to use these forces for design in RAM Concrete. Also, the P-Delta method in RAM Frame does not include P-delta effects (second-order effects associated with deflections along the member length), which are required by ACI 318-11 10.10.2.2.

The moment magnification procedure is used to design gravity members. The forces used to design gravity columns are taken from RAM Concrete, which does not include P-Delta effects. ACI 318-11 10.10.7 outlines a moment magnification procedure for sway members. An important program defect associated with this procedure was resolved in v15.09.00.

More information on the analysis assumptions in each module can be found here.

There are four possible design categories for concrete columns:

1. Gravity Column, Braced
2. Gravity Column, Sway
3. Frame Column, Braced
4. Frame Column, Sway 

Analysis and design notes for each of these groups are summarized in the following sections.

Gravity Column, Braced

These columns are designed using RAM Concrete Analysis forces. The design forces are calculated using the non-sway moment magnification procedure. The forces reported in the Column Design Report are the magnified forces and not the forces from the analysis.

Gravity Column, Sway

These columns are designed using RAM Concrete Analysis forces. The program assumes that the forces for sway columns are from an elastic second-order analysis. The program does not adjust these using the moment magnification procedure for sway frames. This follows from earlier editions of the ACI code, which allowed for the magnified sway moment to be taken from an elastic second order analysis (see ACI 318-05 10.3.4.1). This is a problem since a P-Delta analysis is not completed in RAM Concrete and RAM Frame results are not available for these columns.

Gravity concrete columns should never be designated as sway columns in RAM Concrete. Instead, these columns should be converted to frame members so that they are included in the RAM Frame Analysis. ACI 318-11 10.10.5.1 permits columns to be assumed non-sway if the increase in column end moment due to second-order effects does not exceed 5%. Gravity, sway column would only occur in structures with significant overturning under gravity load, which would be rare. In future versions of the program, it will not be possible to designate gravity columns as sway columns.

Frame Column, Braced

These columns are designed using lateral forces from the RAM Frame Analysis and gravity forces from either RAM Concrete or RAM Frame (see option in RAM Concrete Column – Criteria – Column Design – Design Checks/Forces tab). The design forces are calculated using the non-sway moment magnification procedure. The forces reported in the Column Design Report are the magnified forces and not the forces from the analysis. Since the moment magnification accounts for both P-Delta and P-delta effects, P-Delta can be turned off in RAM Frame.

Frame Column, Sway

These columns are designed using lateral forces from the RAM Frame Analysis and gravity forces from either RAM Concrete or RAM Frame (see option in RAM Concrete Column – Criteria – Column Design – Design Checks/Forces tab).

The design procedure follows the moment magnification procedure for sway frames in ACI 318-05 10.13. The equation for the magnified end moments is M =  Mns + Delta_Sway*Ms, where

M = total magnified end moment

Mns = non-sway moment

Delta_Sway = sway moment magnifier

Ms = sway moment

In previous versions, ACI 318 permitted magnified sway moments (Delta_Sway*Ms) to be determined from an elastic, second order analysis (see ACI 318-05 10.13.4.1). This is the assumption that is used in RAM Concrete, and a sway moment magnifier of 1 is assumed. Due to this assumption, P-Delta should always be included in the RAM Frame Analysis.

The non-sway moments are the gravity moments, which are taken from RAM Frame or RAM Concrete. In the ACI equation above, the non-sway moments are not magnified. If the option to use gravity forces from RAM Frame is used, the analyzed gravity load cases would include second-order effects from the P-Delta analysis. In most cases, the story displacements associated with the gravity load forces are small, so the increase in forces due to P-Delta effects should also be small. If there is a concern about using an amplified non-sway moment due to P-Delta effects, then gravity forces from the RAM Concrete analysis should be used to design the columns.

For slender columns with high axial loads, the maximum moment may be between the ends of the column and P-delta effects can be important. For this reason, the ACI 318-05 and earlier separated columns for which the slenderness (lu/r) was greater than 35/sqrt(Pu/f’c/Ag). When this threshold was exceeded, the program calculated from the following equation (see ACI 318-05 10.13.5)

M = Delta_NonSway*(Mns + Delta_sway*Ms)

This provision was removed in ACI 318-08.

In ACI 318-08 and later, the sway moments are required to be determined from one of the three slenderness methods (nonlinear second-order, elastic second-order, or moment magnification) for any slenderness ratio. As noted previously, the program is not equipped to run a nonlinear second-order analysis, the elastic second-order analysis does not include P-delta effects, and the sway moment magnification procedure is not implemented. The best the program can do is to combine the elastic second-order analysis with the moment magnification procedure using the same design procedure that is used when the ACI 318-05 is selected.

ACI 318-08 and 318-11 10.10.2.2 requires second-order effects along the length of the member to be considered when the member is slender. Since P-delta effects are not included in RAM Frame, the program should apply 10.10.6 to slender, sway columns. This is not currently done by the program. This is logged as Defect #215527 in our database.

Other Notes

• ACI 318-05 limited kl/r to 100 unless a non-linear, second-order analysis was used. This provision was removed in ACI 318-08 butwas still enforced in RAM Concrete when ACI 318-08 or ACI 318-11 is used. Defect #215695 was filed for this issue, and it was corrected in v15.09.00.

• RAM Concrete does not check ACI 318-11 10.10.2.1: total moment including second-order effects shall not exceed 1.4 times the moment due to first-order effects. Defect #215527 has been filed with the development team.

• RAM Concrete does not calculate Q ACI 318-11 10.10.5.2 (Eq 10-10). Enhancement #275537 has been filed .with the development team.

• The Column Design Report still references ACI 318-05 10.3.5 when the slenderness ratio is high. This is a reporting error only. This does not affect the design. Defect #215175 has been filed with the development team.

• RAM Concrete does not include an option for using the moment magnification procedure for sway columns. Enhancement #215521 has been filed with the development team.

• ACI 318-05 10.12.3.1 included a lower bound of 0.4 for the parameter Cm. This lower bound was removed in ACI 318-08 but was still enforced in RAM Concrete when ACI 318-08 or 318-11 was used. Deflect #214767 filed for this issue, and it was corrected in v15.09.00.

• Slenderness effects are not included in RAM Concrete Shear Wall.

See Also

Concrete Column Minimum Eccentric Moment

Ram Structural System Support Solutions

Release Date: September 2018

Version: RAM Concept CONNECT Edition V6 Update 5

Version Number: 06.05.00.26

Download Instructions

Current and past RAM Concept releases can be downloaded from Bentley Cloud Services at: http://connect.bentley.com

After signing into CONNECTION Center, select Software Downloads under My Support, towards the bottom of the page. Once on the Software Fulfillment page, RAM Concept installers can be located by performing a search on "RAM Concept", or by selecting Brand -> RAM.

Note: Although there are multiple listings for RAM Concept (RAM Concept, RAM Concept Post Tension Module, etc.), each of these takes the user to the same list of installers, as all features of RAM Concept require only one installation.

Special Notices

This release no longer provides a x86 version of RAM Concept. Starting with CONNECT Edition Update 3 (6.3.0), RAM Concept is available only as a 64-bit application.

The installation of RAM Concept will automatically uninstall previous CONNECT Edition versions (6.0.0 through 6.3.0). V8i releases (version 5.2.0 and earlier) will not be automatically uninstalled and can remain side-by-side with RAM Concept CONNECT Edition V6 Update 5.

If using the RAM Concept integration with RAM Structural System, the x64 version of RAM Structural System must be used (as opposed to x86).

New Features

RAM Concept CONNECT Edition V6 Update 5 has the new features discussed below.

Post-Tensioning (PT) Optimization Technology Preview

The PT optimization feature in RAM Concept is a Bentley Cloud Service that uses intelligent search algorithms to optimize the design of PT floors. Once a user has defined the initial post-tensioning layout and a reasonable range of values for tendon strand quantities and profile elevations, RAM Concept’s optimization process automatically compares thousands of possible solutions, filters out solutions with design code failures, and ranks the solutions by total cost. The optimized cost is calculated from the PT, rebar, and shear stud rail quantities multiplied by material and labor cost factors. The user sets the cost factors to reflect the project’s expected actual costs.

A feature article outlining the optimization feature can be found here.

Learning videos that focus on using the tool can be found here.

Generated Jacks on Tendon Parameter Layer

There is now a Jack Region tool on the Tendon Parameter layers. This tool automatically generates jacks at the ends of generated tendons found within the Jack Region polygon and allows for PT loss calculation of generated tendons. In previous releases, jacks were available for manual tendons only.

Cracking, Yielding, and Instability Information in the Load History Calc Log

The Load History Calc Log now identifies cross sections that have cracked, yielded, or have local instabilities.

Error Corrections 

RAM Concept CONNECT Edition V6 Update 5 has the error corrections discussed below.

ACI 318 Minimum Development Length and Excess Reinforcement

ACI 318-14, section 25.4.10.1 permits a reduction of development length for excess reinforcement, but the modified development length cannot be less than the code specified minimums. However, the program applied the reduction for excess reinforcement after the minimum development lengths requirements were processed. Now the excess reinforcement reduction is not applied to the code specified minimum development length. This change affects ACI 318-14 only. It does not affect previous ACI 318 codes.

AS 3600-2009 Initial Service Load Combination Change

The Initial Service LC used a load factor of 0.80 with dead load. This factor was changed to 0.90 in AS 3600-2009. The combination for AS 3600-2001 was correct.

EC2 Design No Torsion Capacity Calculated for Very Narrow Sections

For very narrow cross sections, no torsion core was found after accounting for side cover. This resulted in a calculated torsion capacity of 0. In sections with no torsion demand, the shear capacity may have been calculated as 0 or reported as “NaN” due to the interaction equation used for shear and torsion.

Error Displayed When Auditing Cross Sections

An error window displayed when auditing cross sections in some models. When the error occurred, the Audit Report could not be generated.

 
File Compatibility Warning

RAM Concept CONNECT Edition V6 Update 5 can read all previous file formats, but writes files in a format that cannot be read by previous versions.

Security Release Notes

Not applicable to this release.

Everything Needed for Steel Connection Design

RAM Connection can check or design connections in seconds. Whether you design connections or need to check connections designed by the shop, RAM Connection is the software for you. In just one low-cost package, you get for steel frame connections the AISC ASD and LRFD, BS5950-1, EN1993-EC3, GB50017 and IS800 connection design and optimization for shear and moment connections, braced frame connections, and column and beam splices. For truss connections you get the AISC together with the HSS Connection Design Manual for tubular connections. Through its seamless integration with the [[RAM Structural System]], [[RAM Elements]], and [[STAAD.Pro]], RAM Connection raises the bar to a new level of productivity. All data regarding member sizes, joint geometry, and forces are transferred directly from either the RAM Structural System, RAM Elements, or STAAD.Pro to RAM Connection.

Visit the RAM Connection product Page for additional information on this product.

RAM Connection is CONNECTED. Why CONNECT?

RAM Connection is ISM Enabled.

[[RAM Connection Key Features]]

LEARN

View RAM Connection learning paths on Bentley's LEARNserver.

Download

You can download the latest version of RAM Connection from Bentley's Fulfillment Center.

RAM Connection is available under a Structural Enterprise License. Learn more.

Support

Visit [[RAM Connection Support Solutions]]

Related

[[RAM Elements]], [[RAM Structural System]], [[STAAD.Pro]], [[Limcon]]

Flexibility built-in

Skews, slopes, or both are handled with ease-and if you're using RAM Connection integrated with RAM Steel, RAM Frame, RAM Elements, or STAAD.Pro then beam, column, and brace configurations are done automatically for you in seconds. Got a change? RAM Connection easily allows you to revise and modify single as well as groups of connections for easy and comprehensive solutions for your customers.

RAM Connection allows you to easily enter your own connection tables and rules-of-thumb to conform to your office standards. You can also simply choose from our large database of predefined connections to meet your design needs.

Advantages

Easy to use

RAM Connection is easy to use even when you just start working with it. Connections can be checked or designed in a matter of minutes!

Comprehensive connection types

RAM Connection is comprehensive, with all types of steel connection design for the U.S., U.K., Europe, China and India codes. Connection types include shear, moment, splice, and brace connections:

1. Beam - Column Flange (BCF)
2. Beam - Column Web (BCW)
3. Beam - Girder (BG)
4. Beam Splice (BS)
5. Column Splice (CS)
6. Continuous beam over column (CC)
7. Column, beams, and braces (CBB)
8. Chevron braces (CVR)
9. Vertical X braces (VXB)
10. Column - Base (CB)
11. Column - Base - Braces (CB)
12. Horizontal Column, beam, and brace (HCBB)
13. Horizontal Beam, beam, and brace (HBBB)
14. Horizontal X braces (HXB)

 And the tubular connections design for trusses.

Stand alone or fully integrated

RAM Connection can be used as a stand alone program or fully integrated with [[RAM Structural System]], [[RAM Elements]], and [[STAAD.Pro]]. The integration allows transfer of design force from your structural model and saves hours of time on each project.

Rapid changes

Single or sweeping changes to your designs can be made with RAM Connection. When your project calls for a preferred connection detail you can quickly specify this in RAM Connection, designing connections quickly.

Safe design

RAM Connection can group sets of connections to keep a project's connections uniform. This will allow you to optimize your model and provide an efficient yet safe design.

Fast, error-free design

RAM Connection provides easy to use CAD details of designed connections which can save hours of detailing time and also reduce errors in transfer of information.

Support for seismic design

RAM Connection deals with the seismic design connection requirements, which can be time consuming and difficult to keep up with.

Fast connection design and review

RAM Connection is the fastest way to review and check connection details and shop drawings. Design a connection from the beginning or review an existing one in minutes.

Comprehensive reporting

Comprehensive and thorough reports are provided by RAM Connection. These reports are easy to understand and can be used directly in your calculation submissions for building departments and peer reviews.

Best in class technical support

Bentley provides prompt and helpful technical support-the industry's most responsive. While other vendors may take days to respond to technical questions, and some vendors do not even provide technical support via telephone, our goal is to provide expert advice in hours, to help make sure you continue to be productive with our software tools.