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Elastic section modulus is incorrectly calculated for I section with cover plates for design as per AISC ASD (9th Edition)

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Current Revision posted to RAM | STAAD | OpenTower Wiki by Sye on 10/20/2020 12:57:52 AM
 Product:STAAD.Pro
First Affected Version:20.07.11.90
 Found in Version:22.04.00.40
Fixed and Released in Version: 
 Area: Steel Design as per AISC ASD 9th Edition
 Issue #:1110683

Problem Description

For a wide flange section having top and/or bottom cover plates, the elastic section
moduli Sy & Sz about Y & Z axes respectively, are calculated incorrectly when used with the AISC ASD (9th Edition) code. The effect of this is an overestimation of the section bending capacities which may result in an unconservative design.

The issue will be observed when all of the following conditions exist:
1) The member is designed to the AISC ASD (9th Edition)
2) The member is assigned with a wide flange profile that has additional cover plate(s)
3) The member is subject to forces that cause major and/or minor axis bending moments

The error does not occur when wide flange sections without cover plates are used for design by AISC ASD (9th Edition) code but occurs only when the wide flange sections with “top and/or bottom cover
plates” are designed. Note that the error is more pronounced when using sections with larger cover plates.

Workaround

No workaround is available as of now for this defect.

Solution

The defect is being addressed and a fix will be available in the upcoming STAAD.Pro CONNECT Edition V22 Update 5, scheduled to be released during the fall of 2020.

Tags: known issue, defect, 1110683

Known Issues in STAAD.Pro CONNECT Edition

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Current Revision posted to RAM | STAAD | OpenTower Wiki by Sye on 10/20/2020 12:58:42 AM

This page contains a list of Known Issues found in the STAAD.Pro CONNECT Edition

Installation and Licensing

[[User ID Missing from the Output Report]]

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

General

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

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

Exception message reported when starting STAAD.Pro CE

[[Software crashes observed in STAAD.Pro CONNECT Edition 22.02.00.26]]

Graphical User Interface 

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

[[Run Analysis option is greyed out]]

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

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

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

[[The Parametric Models Fails to Generate Mesh]]

[[Crash when defining beam offsets]]

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

[[Error in reading user table General type sections with profile points]]

Modeling

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

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

Analysis and Design

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

[[Error in LTB Check as per Canadian S16-14 Code]]

[[Incorrect Bending Capacity reported for Single Angles designed as per Canadian Steel Design Code CSA S16-09 or CSA S16-14]]

[[STAAD.Pro is considering incorrect Cw values in some situations leading to incorrect LTB capacity calculations when designing per AISC 360-16]]

[[Elastic section modulus is incorrectly calculated for I section with cover plates for design as per AISC ASD (9th Edition)]]

See Also

STAAD.Pro Support Solutions

Tags: CONNECT Edition, STAAD.Pro, STAAD.Pro CONNECT Edition, index, Known Issues

RCDC-Slab

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Revision 7 posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 10/20/2020 9:59:52 AM
  • 1. Does RCDC design the irregular slab like L, T shapes and slab having more than four edges?
    • Yes. Rectangular and odd shaped slabs can be designed in RCDC. RCDC designs the two way and irregular slab based on yield line theory. For odd shaped slab RCDC considers the largest span as shorter direction for design. For Aspect ratio (L/B) RCDC considers the outer-most dimensions of the irregular slab. As per the aspect ratio of irregular slab it identifies whether the slab is one way or two way. For design using ACI, the two way and irregular slab are based on direct design method. For more information refer “Technical Discussion” of slab from help Content.

  • 2. For square/rectangular panels of slab, can RCDC transfer the load to two adjacent edges (beams) only as per user choice? 
    • No. RCDC designs the slab as per relevant clauses and based on explanation provided in relevant codes. RCDC automatically identifies continuity based on the edge conditions. User can change end conditions as per requirements. User can change the type of slab like one way or two way as per choice. RCDC will design the slab accordingly. For more information refer “Technical Discussion” of slab from help Content.

  • 3. RCDC is considering some slabs as cut-outs but actually we have modelled those slab instead of cut-outs in E-tabs.
    • In E-tabs, sometimes user models single membrane or shell for many number of slabs combined in one large entity. Thus in this case, individual slabs bounded by beams can’t be read by RCDC. For more information refer “Slab auto-detection” of slab from help Content.

  • 4. Tensile factor for deflection of slabs is limited to 2.0 in IS 456 but RCDC provides value 2.26 in the design calculations. Please clarify.
    • Calculation of tensile factor is based on the formulation available in SP24 clause 22.2.1. IS 456 has provided the graph up to value 2.0 but it is not restricted as far as formulation is concerned. Higher values can be considered in design to control the deflection.

  • 5. Which method is used for Two way slab design in ACI 318 (Metric and English) code available in RCDC?

    • RCDC has used Direct design method available in ACI code.

  • 6. We are designing slab in RCDC but some slab portion is not considered for design which are shown by black screen between slab.

Reply:

RCDC identifies the slab based on closed polygons. The close polygons are identified based on the periphery beams.  

In your case, beams B13 and B29 are overlaps each other. Due to overlapping of beams there are no close polygons are identified.

We would suggest you intersect these beams as shown below. This will not impact analysis of the structure.

After intersecting the beams, RCDC is now able to read the slab properly,

                    7. There is a form in RCDC (IS 456) slab design to input the permissible limit of l/d ratio for two-way slabs.  (With defaults as 28 for SS and 32 for continuous.).  However, these values   are not valid if the loading class in more than 3 kPa and spans up to 3.5 m.  Please clarify.

                        Reply:

                        RCDC is a design software. the recommended values of L/D are available in design settings. i.e. for Two way simply supported slab it is 35 x 0.8 = 28 and for continuous slab it is 40 x 0.8  = 32. refer below snap from IS code.

please note that option of changing the L/D factors are available in software as per user requirements. we understand that the above ratio available in code has certain limitation of span and loadings. thus L/D ratio are available to modify by user. User can take the decision on the same and proceed with the design. it is always a user choice to select the L/D ratio which suits the design.

Tags: E-tabs, Slab, edges, RCDC, beams

iTwin Design Review in STAAD.Pro CE Update 5

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Revision 1 posted to RAM | STAAD | OpenTower Wiki by Sye on 10/22/2020 10:23:19 PM

Applies To
Product(s):STAAD.Pro
Version(s):CONNECT Edition U5 (22.05.00.131 and up) 
Environment: ALL
Area: Design Review
Subarea:  

iTwin Design Review feature has been added in the STAAD.Pro CE Update 5 (22.05.00.131). This new feature would facilitate collaboration between stakeholders working on a project and enable them to review models through interactive web based review sessions. Here are some important points regarding this implementation and how to use it

Whilst this is provided as a technical preview, this service is free to users.

  1. To use Design Review in STAAD.Pro
    1. This is a feature in the Physical model workflow and thus requires the model to be defined as a Physical Model
    2. To display the control, Click on the iTwin Services icon in the Model ribbon.
    3. To Initiate the service, click on the hyperlink text on the control, note that the cursor changes to indicate the action:-
    4. This should launch a browser to sign in to your connect account and request approval for access which should be acknowledged:-

    5. This will then allow the use of Design Review and is reflected in STAAD.Pro as the control changes thus:-
    6. Click on the Get Started button and connection to your Design Review sessions is established. Whilst the data is being processed, the control shows a wait message thus

    7. Once complete, the control is divided into 4 parts
          1. The header which indicates the current login credentials being used
          2. Hyperlink to initiate a New Session. This will take the current defined physical model and build a digital twin which is uploaded to the Design Review
          3. A display and link to your last Design Review Session so it can be accessed quickly. Note that this is provided for information but may be related to a completely different model or project.
          4. List of all design review sessions that you are a party to filtered by ‘tags’ which are initially based on the model name, but the tags used to filter this list can be customised to only display those that are relevant.  

h. Creating a new session

          1. The name of the session will be suggested based on the name of the model. However, note that this should be unique and as such if a session has been initiated with the name of the model already, then an alternative name should be provided.
          2. Define any tags. The name of the model is provided as a suggested tag, but any others can be added to help in getting collections of sessions at a later stage.
          3. Define additional participants. Clearly the power and benefit of a design review session comes from the collaborative effort of working with colleagues. They can be identified at this time or any time later once the session has been initiated.
          4. Setting provides a collection of modifications that allows the way the STAAD.Pro model is managed in creating the design review model.
          5. Clicking ‘Next’ will then start the process of building the Design Review model from the STAAD data and push it into he Design Review service. This may take a few minutes to process, but as this action is performed there will be a new panel displayed in the Sessions showing the progress icon next to the session title, e.g.:-

            1. Once complete the Session is marked with a tick and by clicking on the session, it is loaded into the browser where discussions and feedback can be solicited from the design team members that have been added to the session.
            2. Additionally, note that notification that the design review session is ready will be reported in your Connection Client

    I. Open Last Session

    1. This will open your browser, take you directly to the Design Review service where the model and comments from the last session you have been involved with is displayed for any further action.
    2. The session is now ready to add one or more comments which can become discussion threads with others in the design team that can be used to assist in progressing the project.  

    For a general guide on the iTwin Design Review service, see:- https://communities.bentley.com/products/digital-twin-cloud-services/itwin-services/w/itwin-design-review-wiki

     

    STAAD.Pro Miscellaneous Solutions

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Sye on 10/22/2020 10:51:05 PM

      
     Applies To 
      
     Product(s):STAAD.Pro
     Version(s):All
     Environment: N/A
     Area: STAAD.Pro Miscellaneous Solutions
     Subarea: N/A
     Original Author:Bentley Technical Support Group
      

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

    1. Section Wizard Tutorial
    2. [[Turning off Labels]]
    3. [[STAAD.Pro crashes during startup]]
    4. [[STAAD.Pro crashes during opening]]
    5. STAAD.Pro CONNECT Edition has stopped working
    6. [[STAAD.Pro crashes when opening a model in a user machine]]
    7. [[I do not see the AISC 360-16 code listed in the list of design codes in the STAAD.Pro Connect Edition]]
    8. [[Auto save is not working]]
    9. [[Output items do not appear within Results Setup in STAAD.Pro]]
    10. [[Chord Branch type connections between HSS members]]
    11. [[Creating a Custom Connection in the RAM Connection interface within STAAD.Pro ( CONNECT Edition )]]
    12. [[iTwin Design Review in STAAD.Pro CE Update 5]]
    Tags: section wizard, Miscellaneous

    RCDC-Column & Shear Wall

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    Revision 11 posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 10/23/2020 3:50:03 PM
    • 1. Can RCDC handle columns of shape L, T and other odd shapes?
      • Yes. RCDC can design any shape of column like L, T, I, E, Capsule and polygons up to 12 edges. It also has an option to create user defined sections. For more information refer Topic “Irregular Shaped Column” for column from help Content.

    • 2. When equal number of bars are provided in all columns from plinth to top floors. After design it’s showing lesser bars at the bottom and more at top.
      • RCDC designs the column floor-wise. If percentage reinforcement required at a given level is more than the lower floor then it could be because of higher moment at that floor. Normally this happens at terrace floor where moments are more as compared to lower floors. This can be checked as per efficiency ratios in the design table.

    • 3. Some of the columns are missing at lower level even if they have exist in Staad model.
      • If the model has column members with no joints at in between levels, then these columns will appear ‘Missing’ in those levels. This can be checked by generating column elevation.

    • 4. Forces for column do not match with analysis.
      • RCDC reads the forces only for Primary load cases. These will match with the analysis forces. The forces for combinations are computed within RCDC as per load factors and other conditions like (LLR) Live load reduction. If the conditions of LLR are matched in analysis and RCDC, the design forces will match. For foundation design, RCDC uses member forces and not support reactions. In case of rotated columns or columns with offset, the support reactions do not match with member forces.

    • 5. In edit link arrangement all the internal links can be removed. It doesn’t affect the design of links in column design. Please clarify.
      • Option of Edit link arrangement is provided to change the link arrangement. It is provided only as detailing tool and not linked to design. User is expected to check the shear requirements before modifying it. Also it may be noted that, diameter and spacing of links is not recalculated after editing of links. For more information refer Topic “Edit Link Arrangement” for column from help Content.

    • 6. Does RCDC calculate the Effective length factor automatically or it is user defined? Is it same for all columns in model or different?
      • RCDC identifies the sway or Non-sway frames factor as per storey stiffness and storey index. It calculates relative stiffness of the beams and columns as per column orientation. It calculates the effective length factors as per available charts for Sway and Non-sway. Effective length factor would be different for all columns as per calculations. Option of overriding effective factor is available to user. User also can apply single factor to all columns on one click. For more information refer Topic “Effective Length Factor” for column from help Content.

    • 7. Does RCDC designs shear wall for out of plane moments in addition to in plane moments?
      • RCDC designs the sections as per the forces from analysis. In addition to the forces from analysis, RCDC calculates moments due to minimum eccentricity in both major and minor directions and performs section design. If applicable, slenderness moments are added in the final design moments. For cross-section design of walls same principles as column design are followed.

    • 8. Can we design shear wall/wall with single layer (mesh) of reinforcement?
      • No. Shear wall design with single mesh is not available as it is designed for the axial force and biaxial moments.

    • 9. RCDC uses the formula of column for the “Minimum Eccentricity Calculation” (in IS code), though it is different for shear walls as per Clause: 32.2.2 of IS 456-2000.
      • Clause 32.2 in IS 456-2000, is for Empirical Design Method of walls. Clause 32.3 is for design of walls subjected to horizontal and vertical loads and same has been followed in design of wall in RCDC.

    • 10. Please clarify the braced and un-braced design conditions.
      • These are design principles chosen by structural engineer for design of buildings. These are beyond purview of RCDC. RCDC captures this as information for further calculations.

        As per clause 39.7.1 (Notes), IS code allows user to design column based on Braced and Un-braced conditions. The end moments are calculated based on end conditions given in this clause.

        In Euro code, the braced and Unbraced option is available for calculation of effective length factor.

    • 11. Lateral ties diameter, spacing & no. of columns main bars are correlated by formula given in IS: 13920 for rectangular and circular column. Can any single parameter be provided to calculate remaining two parameters in RCDC, once the initial design is complete?
      • Yes. After initial design is completed, user can change the numbers and diameter of main reinforcement in redesign option. Diameter and spacing of links can be changed. For any parameter changed in redesign process, RCDC would design/ check the column with all relevant clauses. For more information refer “Edit Local Column Design” from help Content.

    • 12. Pl refer to Annexure A off IS 13920 which states walls are to be designed for uniaxial bending. Columns are considered as biaxial. Hence, their design cannot be clubbed under one set.
      • Annex A of IS 13920 is about the calculation of moment of resistance of the web portion of rectangular wall section. This is further used only in calculation of effective axial force in boundary element due to major axis moment. It may please also be noted in IS 456 which is the main code for design there is no separate procedure for design of walls. Clause no 39.6 of IS 456 refers to members subjected combined axial and biaxial bending which includes column and walls. Thus for biaxial design RCDC follows the basic principle of plotting P-M curve for design and checks for boundary element using annex-A provided in IS 13920. For more information refer Topic “Technical discussion” for column from help Content.

    • 13. Can we have calculations for boundary zone length in wall design?
      • Boundary elements are provided for ductile walls as per IS 13920. Governing Criteria to provide Boundary element is if stress is more than 0.2*fck and Boundary wall terminates (along the height of wall) if stress is less than 0.15fck. Zoning of reinforcement is done around the boundary element. The initial length of the boundary element is arrived at as per procedure discussed in help. For more information refer Topic “Technical discussion” for column from help Content.

    • 14. RCDC follows ductile detailing as per 13920 for outer ring of boundary element but reduces link dia. & spacing for inner links.
      • As per ductile detailing, for the calculation of confining links (outer links in BE – BE main) of boundary zone, formulation of Ash as per IS 13920, clause 7.4.8 is used. The internal links (BE others) are provided at same spacing with lowest possible diameter to maintain the “h” value in calculation of Ash. At middle zone, the links are provided as per IS 456. As a standard practice RCDC provided links to all longitudinal reinforcement.

           

    • 15. What is the basis for only 20% of vertical reinforcement is considered for the calculation of Shear capacity (Tc)?
      • Based on the IS 456, Only tension reinforcement is to be considered for shear capacity (Tc) calculation. We can assume at- least 30 to 40% reinforcement would be under tension in a given load combinations.  Also, the effective depth as per code is suggested to be considered as 0.8 x the total depth for the shear calculation. Considering both the criteria, it is assumed that the only 20% of the main reinforcement of entire wall would be in tension.  It is also very difficult to identify the % tension reinforcement in wall for combination which is critical in shear. This has been discussed with the professor on the code panel in technical presentation of IS 13920-2016 and suggested to use only 20%of the main reinforcement in the shear calculation.

    • 16. How and when Modulus of rupture check performed in RCDC?
      • Modulus of rupture check is performed as per clause 6.2.2 of IS 456-2002. The option of performing this check is available in RCDC as per user’s choice. This check is performed only for the tensile axial force in the column against the tensile capacity of the column. Effect of moment is not considered as this check is for tensile strength of concrete. If the axial tension is more than 0.7xsqrt(fck) then RCDC shows the column failure. It is just a check performed in the RCDC, there is no impact on the final design of the column.

    • 17. In which cases we should not consider perform slenderness check - When to and when not to consider slenderness?
      • Slenderness check is an option given in RCDC. If the structure is analyzed with the Non-linear load cases (P-Delta) it is not recommended to consider this check. If the structure is analyzed with linear load cases, it is recommended to consider this check. If this check is selected, slenderness check will be performed, and additional slenderness moments will be calculated if column is slender.If this check is not selected, slenderness check will not be performed.

    • 18. Provide detailed explanation for identification of section as a wall with respect to Depth and Width of member in RCDC
      • Please note the points below followed in RCDC for design of Columns based on provisions of IS 13920 (2016). This is as per our understanding of the code and based on discussions with some experts on the code –

        1. Columns should be B/D >= 0.4 (or D/B <= 2.5 – clause 7.1.2)
        2. Columns with as B/D < 0.4 to be designed as per provisions of wall (Clause 7.1.2)
        3. Walls to be considered if D/B > 4 (Or B/D <= 0.25) (Clause 10.1.3)
        4. As per experts, 2.5 < D/B < 4 should be avoided as these elements exhibit partial wall-column behaviour
        You would notice that, in RCDC we allow users a bit of flexibility in defining the ratio for differentiation of wall and column. By default, the value is set at 4 as per the provisions of code. We hope this explains, the reason for defining the section to qualify as wall. For example, if you want sections with D/B > 5 to be designed as column. So, in RCDC, you have to set the qualifier for this as 6. This will segregate the cross-sections in 2 categories – 1) All sections with D/B <=6 would be treated as columns, 2) All sections with D/B > 6 would be treated as walls. You would appreciate that; we would not be able to provide this option to be changed for individual member. It would not be possible for us to handle that.

    • 19. Provide detailed explanation for Gravity column design in RCDC.
      • Gravity columns is a choice that you as structural engineer have to make in your system. To reflect this correctly in analysis, ideally these columns should not participate in lateral load resistance in carrying shear and bending moments. These should be defined as ‘pinned’ ends in lateral load analysis. As per current limitations in E-tabs and STAAD, this is not easily manageable. Hence, we have allowed the users to select the required columns in RCDC and treat them as ‘Gravity’ columns. RAM software has the option to analyse the structure with combination of Lateral and Gravity columns.

        As per code, the Gravity columns should be designed for the forces from analysis as well as effects of lateral displacement (known as ‘displacement compatibility’). This is done by considering moment due to Pu (Axial load from Gravity load combinations with DL +LL) acting at R*Delta distance away (Delta is displacement due to lateral loads). We would request you to go through Clause 11 of IS 13920 (2016) for more details on this.

        In RCDC, we follow the above procedure in detail. Please check detailed design calculation report for Gravity columns for more information.

        Please note that, in RCDC the member can be defined as ‘Gravity column’ only if that qualifies as column based on D/B ratio. Walls can’t be design as Gravity members. It can be either Non-ductile or Ductile. Further, the Gravity columns are designed for Vertical gravity loads with effect of later displacement due to lateral loads as explained earlier. Click on below link to understand the implementation of Gravity column in RCDC.

        https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274370

    • 20.Why only 50% of longitudinal reinforcement considered For Column Shear Calculation?
      • for column shear calculation, Tc shall be calculated for tension reinforcement. As column is mainly axial force carrying member, all the rebar would not be in tension. Also, when column is designed, rebars below the neutral axis are in tension. For shear check, identifying rebars those are in tension for combination which is critical in shear would be critical. Thus, RCDC assumes the 50% of the tension reinforcement for shear calculation

    • 21. Why RCDC shows message of “Elevation of Column has been Omitted” while generating elevation of combined wall?
      • Combined walls are consisting of more than one walls. If the wall shape and size is same at all floors, RCDC generally generates the elevation of combined wall showing one face only.

        If the wall shape and size is not same throughout the height of all floors, it is difficult to generate elevation of these walls. The combined junctions of walls are detailed separately to satisfy the percentage reinforcement in both the walls. Also showing elevation of each face of combined wall would be difficult in case of thickness changes, thus RCDC generally ignore or omit the elevation of combined walls for elevation. Cases like major variation of reinforcement along height of wall and if combined wall consist of column are omitted.

        Generally, elevations are generated to show typical reinforcement detailing along the height of column/wall. User can still generate elevation of column and single walls for typical reinforcement details

                  

    Tags: analysis, Column, RCDC, STAAD, Shear Wall

    RCDC-Beam

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    Revision 13 posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 10/23/2020 4:02:22 PM
    • 1. Can RCDC design Curved beams? Will it convert the curved beam composed of many parts to a single physical beam?
      • Yes. If curved beam is modelled in sufficient small parts then RCDC identifies it as single beam as per the geometry and support conditions. The beam is designed for Bending, shear and torsion as per regular beam.

    • 2. Can RCDC provide bottom bar without curtailment in single span?
      • RCDC has the option of detailing bottom reinforcement as Best fit and Max dia. user can use option of Max diameter to maintain the same number of bars at bottom most layer. For Best fit it curtails the bars at support if it is allowed as per detailing requirements.

    • 3.Can number of bars for the given width of beam be edited?
      • Yes, User can set the number of bars as per width of section in "zone bar setting" option. It also checks the minimum and maximum spacing criteria at the same time. For more information refer Topic “Preferred Bar Spacing” for beam from help Content.

    • 4.Can RCDC provide the detailing of beam with lowest diameter throughout the length and balance area of steel with higher diameter in other layer?
      • Yes. It can handle this only for top reinforcement. To maintain the lowest bar at top user can select “min dia.” option in general setting. Lowest Bar diameter and numbers will be provided across the length of the beam and remainder will be provided at next layer of reinforcement. This option will result in detailing like 2-T12 at first layer and 2-T25 at second layer. For more information refer Topic “General and Reinforcement Settings” for beam from help Content.

    • 5.Does RCDC allow to provide only 2 bars for top reinforcement?
      • The Number of Bars suggested by RCDC are as per beam width and maximum spacing criteria given in codes. User can change the numbers of bars prior to design subjected to spacing criteria given in code. For zero bending moment zone RCDC can provide minimum two bars with minimum bar diameter. For more information refer Topic “Preferred Bar Spacing” for beam from help Content.

    • 6. What is the purpose of mirror & straight option in group/ungroup tab?
      • Mirror grouping option can be used if beams are mirror in arrangement with same geometrical properties. So beam on one side can be mirror in detailing of the beam on other side. Similarly if beams are identical in plan i.e. beam geometry is similar at a given level and repetitive then these beams can be grouped. For more information refer Topic “In Plan Grouping” for beam from help Content.

    • 7. Why specifically only 13 stations (for beams) can be imported from E-tabs to RCDC?
      • 13 stations divides the element in to twelve parts. As per standard practice of all codes, curtailments of reinforcement lies at L/4, L/6 and L/3 of span where L is the span of the element. Dividing the element in to 13 station satisfies all the requirements of curtailments. Curtailment of reinforcement helps in beam detailing thus it is mandatory to provide 13 stations to all beams in the analysis. Staad automatically provides the results at 13 stations. E-tabs can provide results at any stations as per user requirements Thus in E-tabs user has to assign output stations as 13 before exporting the results. For more information refer topic “Technical Discussion” of beam and Column from help Content.

    • 8. Side face reinforcement (SFR) is designed for beams even though the depth is less than 750mm, whether there are any options to enable/ disable side face reinforcement?
      • In RCDC, SFR is calculated as per design requirements including torsion. User can provide the SFR even it is not required in design. In many cases for beams with depth less than 750 mm, there may be torsion, which would result in SFR. User may check the detailed calculation report for clarification.

    • 9. Please give clarification of failure type for beam element. Failure type – Shear –Tc max
      • Tc max failure means Tv exceeds the maximum permissible shear stress.

    • 10. Even after opting best fit for top reinforcement, why does RCDC provides higher reinforcement (as per minimum Pt) at top at mid-span?
      • This would be typically doubly reinforced section which causes more reinforcement at top even when moment at that location is nominal. In the calculation report it can be clearly checked where Asc-required at mid-span is captured. This is the top reinforcement required at that section.

    • 11. Why default 0.2% is provided for nominal steel in RCDC? Does it have any reference?
      • RCDC provides the nominal steel where bending moment is ZERO. Default value provided in RCDC for nominal steel is 0.2 %. This is an approximate Value and we have kept the value close to minimum steel in beam. The above value is editable and can be put as per user requirements. For zone with no Bending Moment, RCDC uses nominal steel and for detailing, it would adopt 2 bars with minimum diameter possible.

    • 12. Is there any option to disregard the contribution of concrete in resisting shear for beam when IS: 13920 is used?
      • No. Beam shear design is as per IS 456. Shear induced due to Sway action is calculated as per IS 13920. For Sway shear also the part of shear is arrived from the dead and live load. Thus RCDC does not allow to ignore the concrete for shear design.

    • 13. When IS: 13920 is selected, does RCDC consider required rebar or provided rebar to calculate capacity (plastic) shear force (or moment capacity) for beam?
      • Yes. RCDC designs the beam shear as per Clause 6.3.3 of IS 13920 and consider the reinforcement provided to calculate the moment capacity. For more information refer Topic “Calculation of Ductile Shear” for beam from help Content.

    • 14. Does RCDC calculates moment capacity for sway shear calculations as per rectangular section or flanged section for beam?
      • For moment capacity of section RCDC always considered as a Rectangular section as Flange section is not applicable at support. Also to get the flange action, flange has to at compression side which is not the case at support. For more information refer Topic “Flanged Beam” for beam from help Content.

    • 15. If Beam is designed for axial plus biaxial forces, ideally if axial force in beam is less than the permissible value given in IS 13920 code, the member should be designed as beam only both for strength and crack width and check as per columns should not be applicable.
      • Whenever design for ‘Biaxial Bending’ is selected, RCDC would treat the design of beam like a column. There is possibility where axial forces would be negligible but lateral moment and shear would be high. In this case this member should be designed as a column only. Axial forces will not govern whether to details the member like beam or column.IS 13920 suggest to design/ details member like column as per clause 7 if axial stress exceeds 0.08ck. here the section will be detail as a column. shear (ductile) links should be calculated as per column.if axial stress less than 0.08 fck the section would be details as beam. All the links calculations would be as per beam. Further depending on Pu-threshold value set by user (the value is considered as compressive), RCDC will design the section with Pu, Mu-major and Mu-minor. If Pu for a given combination is less than Pu-threshold, it simply assumed.Pu = 0. This is only for ‘design combinations’ or limit state of collapse.For crack-width, there is no input for threshold value (currently there is no provision for it) of axial force. The crack-width is checked for service combinations. In this case, the values as per combinations are used for crack-width check.

    • 16. We accept that concrete capacity shall be ignored as per clause 6.3.4 of IS 13920-2016 but this can be logically ok if only Ductile shear governs the design.In cases where DL+LL shear governs the design (i.e. no plastic hinge evidently formed) it will be very conservative to ignore shear capacity of concrete in beam.
      • The requirement of ignoring concrete capacity is due to unpredicted forces during earthquake. The earthquake forces are instantaneous, the concrete will crack, and plastic hinge will be formed. Even after the earthquake loads, the beams will be loaded with the Dead and live loads. The cracking of concrete, the shear capacity of the bean will be depending on the shear reinforcements only. Thus, ignoring concrete capacity of the beam for shear check is applicable to all load combinations. So even the critical combination is DL+LL, the concrete capacity should be ignored

    • 17. In Beam design output of stirrups, what is 2L-T8 (H)?
      • 2L-T8 (H) is the horizontal link (stirrups) provided in the beam in case if Beam is designed for Axial+ Biaxial forces.

        Based on the axial stress (0.08 fck) type of beam detailing is performed in RCDC. If section selected for Axial + Biaxial design in RCDC then section will be designed as a column. If the section requires stirrups for horizontal shear in case of beam detailing, RCDC provides horizontal links. In case of section is detail as a column, RCDC provides the horizontal link to tie all the rebars along all faces of the section.

    • 18. If the Beams exists at support level of the structure, can it be design in RCDC?
      • Yes. if the Beams are present at support level, RCDC can read and design these beams. After reading the analysis file for beams, RCDC shows all the levels available in analysis file. User can select the support level for beam design. Column above the support level are considered as support for beam and accordingly beam drawings are generated.

    • 19. Three beams are failed due to shear since no links were designed and also, I am not able to add in any by manual means.
      • If the beam shown failure due to stress exceeds the maximum permissible stress for Shear and Torsion, then it’s a section failure. User can increase the size or Material grade to pass the beam in design. As it is section failure, there is no option available to change the reinforcement diameter to pass the design.

    • 20. While designing beams of a group a floor together for a multi-story building, the software error. There is no problem if I design for each floor level separately.
      • There are some missing beams marked in snap below. Please note that the levels can be grouped only if the beam arrangement is similar at all floors.As RCDC is design and detailing software, it generates the Beam elevation. If the Beam are not same at all grouped levels, then it would not be possible to perform the beam design and generate the design calculation reports including drawings.

                            

    • 21. It is noticed that when ductile design is done (even only near supports), that there is a big jump in shears in the “Mid” span.  Let me know if this is unexpected

                

                 

                   Reply:

                  For Non ductile and Ductile beam, Shear force at end is depend on the following settings,

                   .

                

                   As per above settings, for ductile beam the end shear would be considered as per 2xDepth of beam. For Non ductile it would be L/3. It is purely depend on the depth of the beam and length of the Beam. If the Beam L/3 is more than the 2xD then it is possible that  at mid zones shear would be less as compared to ductile beam.

    RCDC provides following two options for Sway shear check in Beam design.

                

              

    For Ductile Shear at Support      : Sway shear would be calculated only at ends.

    For At All Station                           : Sway shear would be calculated at all 13 stations for which beam is designed. Maximum of Shear due to sway at mid zones would be considered as critical in design.

    It is not clearly mentioned in the IS code up to which location the sway shear is to be considered. The Option is added as per our discussion with the IIT professors. Professors is in opinion that, Earthquake loads are impact loads and shear due to Lateral loads might extend up to the mid span of beam. To avoid this kind on un-foreseen condition he has suggested us to add the option of checking sway shear at all stations.  Thus, these two options are available in RCDC. But It would be user’s choice

              

    22.How to calculate reinforcement of beam at face of column in RCDC?

    In STAAD generally we design the beam as centre to centre of column and from output we interpolate the beam reinforcement at the face of the column. How we can do the same in the RCDC. Because in boiler supporting structure where column size is 900x900 mm difference in beam reinforcement at centre of column & at face of the column is around 1000 mm².  Like in attached STAAD file for beam member no. 105, reinf. At centre of column is 3297 mm². Whereas by interpolation at face of the column its around 2722 mm².

    Reply :

    RCDC design the Beam based on geometry and forces available from the analysis file. It doesn’t modify the forces. In you case, the beams are modelled up to centre of the column and beam need to design at face of the column.

    We would suggest following methods to add the beam at face of the column, so that beam will get design at moment available at face of the column,

    1. User can assign Member offset command available in STAAD. RCDC will read the beam length and force available in STAAD as per the offset beam length.
    2. User can define the rigid member within the column extent. The property of this member can such that the stiffness is more than the beam stiffness. i.e. YD = 3m and ZD = 0.45 m

    The density of this member can be assigned as Zero. RCDC auto ignores the member within the column and with zero density.

    The beam can be designed as per moment available at face of the column. Refer below snap

    Below is the snap from the RCDC,

    • 23.The Building is designed including EQ loads and STAAD RCDC is giving more reinforcement at bottom near supports as curtailed bars. Why?
      • RCDC design the beams as per section forces available from analysis. it designs the beams at 13 stations for given load combinations. when lateral loads are applied, due to sway effect end moment exists at end of the beam. So generally for +ve Eq and -ve Eq loads, the heavy moment exists at top or bottom of the end of the beam. we would request you to check the detailed design calculation report to get more information about the design of the beam. You will get the information about the for which moment end reinforcement is calculated
    Tags: Ductile design, RCDC, SFR, beam, Flange, IS code, biaxial bending

    RCDC-General

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    Revision 13 posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 10/23/2020 4:20:35 PM
    • 1. Can grid lines be imported from Auto-cad?
      • Grids cannot be imported from Auto-cad. For Staad files RCDC auto identifies the grids as per centre of columns and for E-tabs it reads if they are available. User can view or edit the grids label and location. For more information refer topic “Grid Lines” from help Content.

    • 2. Can all design calculation reports exported in Excel format?
      • Design reports are generated in platform independent html format so as to facilitate the user to open it in any software. User can open the HTML File in excel and word.

    • 3. How to freeze drawing style settings in all newly opened RCDC file?
      • Before starting project, settings for drawings style can be modify/update for all element. Please refer help for more details.

    • 4. The load combinations considered for regular/irregular building in sizing are with factor 1 for all load cases. Can this factor be an input?
      • Factor can’t be an input, as for sizing of footing/Pile-cap different factors are to be considered for dead, live and other load cases. However, user can create his own load combination templates by using ‘Add Load Combination’ option and creating a new template. User also can add or remove load combinations as per requirements. For more information refer Topic “Load and Load combinations” from help Content.

    • 5. While trying to design RCC beam using ACI 318, exporting the data from ETABS in FPS (foot-pound-second) system, but the data that is being reflected in RCDC is in MKS (meter-kilogram-second) system.
      • RCDC refers to ACI-318M-2011 (metric units) code. If data is exported in feet and inches RCDC internally changes the forces in to kN and m. Working environment in RCDC is in MKS units. User can provide the input data in kN and M unit for RCDC. The output can be generated in inches unit. Refer ‘Style Manager’ in RCDC for the same.

    • 6. Is the Vertical axis of STAAD and RCDC Same?

      At the time of importing the loads in RCDC if we give X direction to Earthquake X and Z direction to earthquake Z, then it will convert it in its relevant direction?

      • RCDC is a design software and imports the analysis forces from STAAD for design. There is no specific axis of the RCDC.

        example: for column design, RCDC get the forces along major and minor axis. whatever the load cases defined in analysis, RCDC get the forces for local member and it designs the member. 

        Defining direction for Eq forces i.e. X and Z, it just a load case type. it will just help to create load combinations as per load type. if Eq-z is available in Analysis and it is defined as Eq-Y then it doesn't affect the design forces of the member. Forces for that load case will remains same. EQ-Y is just a nomenclature for that load case.

    • 7. How can I change the safety factor for the design codes?  I would like to keep the safety factor for shear links at 1.15?

      • It is not possible to change the material safety factors in RCDC. These factors are code defined and it is not desired to change it. User can manage the material safety factors by modifying the Load combination factors of respective load type if possible.

    • 8. Can I define concrete grade as 27 N/sqmm in RCDC for IS code design? How and what is the impact of this in design?

      • Yes, RCDC allows to define any grade of concrete in design. The maximum concrete grade is 100N/sqmm. User can add any grade of concrete in list and use for the member design in RCDC.

        For section design, RCDC use the concrete grade which is defined by user. For checks like Tcmax in shear design, as the interpolation is not desire, RCDC uses the lower value defined in code as permissible shear stress in the design.

    • 9. Is it possible to design the building for repeat load cases from STAAD in RCDC?
      • Yes, RCDC can directly imports the repeat load cases available in STAAD and design the column, beam, footing and pile-cap.

     

    • 10. Explain how the Live load reduction as per Table-10 of IS 1893-2016 is handled in RCDC. And how live load reduction available in RCDC works for this?
      • IS 1893-2016 – Table-10 is for percentage of Imposed Load to be considered in calculation of seismic weight. Refer below snap,

         

        The lump mass for the earthquake load is calculated based on the % of vertical load. It is assumed in the code that during earthquake live load intensity would not be full. Thus, for the calculation of seismic weight, we can reduce the live load. The dead load is considered 100%. The live load is considered as per table above. It is related to lateral loads.

        Please note that this reduction is only to calculate seismic weight which we considered for lateral load calculation for earthquake load conditions. It is not related to vertical live load on column and beam.

        It must handle in analysis part as it will govern the load to be applied laterally for earthquake.

         Please note that, it is not applicable for Wind loads, as these loads are not depending on the Building weight.

         The live load reduction given in Is 875, is for the vertical load. The reduction is applied floor wise as per the number of stories supported by column and footing. Please note that, it is not applied for beam and slab design.

         The intention of the code here is at a time, building would not be occupied by full live load for exposed area. Thus, we can take advantage of partially occupied area. Thus, the Live load reduction is as per no of stories supported by column and foundation and it is maximum 50%.

        For calculation of seismic weight 'full live load' need not be considered. For design of elements, the effect of this EQ (in member) is considered with appropriate load factor of the combination. With regards to the combination of DL+LL+EQ, one can consider the reduced LL as explained. (based on the number of levels supported)

      • 11. RCDC unable to read load combinations if added in analysis file as explained below,

        I usually use load cases for basic loads like dead, live, wind (number 1, 2, 3, etc.). Then, I use another set of load cases where I use REPEAT and NOTIONAL for gravity loads only (load number 200, 201, 203, etc.). Finally I use traditional LOAD COMBINATIONS where I call repeated loads (for gravity) and basic loads (for wind and seismic).

        • There are two basic load cases exists with two repeat load cases. Two regular combinations exist which consist of repeat load cases. Presently RCDC reads Basic load cases and repeat load cases. As in any combination, dead load is must and same validation is provided in RCDC, I have assigned both the basic load cases as dead load in RCDC.

          RCDC does not identified the Regular load combinations from analysis file when it is consisting of repeat load cases. if any regular combination is consisting of basic load case + repeat load case, it would be difficult to identify the type of load from repeat load cases. Adding linear load case and Non-linear load comb (repeat) in to one regular combination is not recommended and not handled in RCDC.
    Tags: E-tabs, footing, Column, RCDC, beam, Staad File, Load Cases, pile cap

    Ram Elements - Tilt Up Wall [FAQ]

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Seth Guthrie on 10/23/2020 9:20:33 PM
     Product(s):RAM Elements
     Version(s):Any
     Environment: N/A
     Area: Design
     Original Author:Bentley Technical Support Group

    Can the module design with one layer of reinforcement?

    Yes, the module allows one or two layers of reinforcement in the design, though this setting applies to the whole wall.

    Can the program design walls of different thickness?

    Yes, the user can use different thickness walls on different levels. The wall surface is assumed to be flush on the outside surface. A different wall thickness cannot be modeled for wall segment strips along the length of the wall.

    What design codes does the module use?

    Currently the program is limited to ACI 318-05 or ACI 318-14. Please note that ACI 318-08 includes changes to Section 14.8 - Alternate Design of Slender Walls (ACI 318-14 Section 11.8) which are included.

    How is Tilt-up wall design different than Concrete Wall design?

    In the following section, code references are for ACI 318-05. For similar details using ACI 318-14 see [[Tilt-up Wall Design per ACI 318-14]]

    According to 14.2.2, walls shall be designed in accordance with the provisions of 14.2, 14.3, and either 14.4, 14.5, or 14.8. Section 14.4 contains the requirements for walls designed as compression members using the strength design provisions for flexure and axial loads of Chapter 10. Any wall may be designed by this method and no minimum wall thicknesses are prescribed.

    Section 14.5 is out of this discussion since it contains the Empirical Design Method which we do not have. Section 14.8 contains the provisions of the Alternate Design Method, which are applicable to simply supported, axially loaded members subjected to out-of-plane uniform lateral loads, with maximum moments and deflections occurring at mid-height. Also, the wall cross-section must be constant over the height of the panel. No minimum wall thicknesses are prescribed for walls designed by this method.

    All walls must be designed for the effects of shear forces. Section 14.2.3 requires that the design for shear must be in accordance with 11.10, the special shear provisions for walls. The required shear reinforcement may exceed the minimum wall reinforcement prescribed in 14.3.

    In short, our Concrete Wall module uses 14.2, 14.3 and 14.4. The tilt-up module uses 14.2, 14.3 and 14.8. 

    The Concrete Wall module includes an option for considering seismic provisions (ACI 318 Chapter 21). Seismic provisions cannot be checked in the Tilt-up Wall module.

    We do not design lintels in the concrete or tilt-up modules. What I mean is that segments above an opening are designed as a wall segment and not as a beam segment. We only design lintels in the masonry module and just for in-plane loads.

    Why are the deflections in the diagrams different than the deflections listed in the Design Report?

    The deflections in the diagrams are elastic, first-order deflections. The deflections in the Design Report are the deflections calculated using ACI 318 Alternate Design Method. These deflections use the cracked moment of inertia and forces from the iterative P-Delta analysis in Sections 14.8.

    How do you model reveals?

    Reveals can be turned on through the Advanced options. The program assumes that the reveal is on the outside face and reduces the overall section and bar depth. The program always assume the critical section depth is reduced by the reveals.

    (the cross section may show the bars shifted in the wrong direction, but it has no consequence on the design).

    See Also

    [[Tilt-up wall analysis error for inactive DOF]]

    [[Tilt-up Wall Design per ACI 318-14]]

    RAM Elements Masonry Wall FAQ

    Tags: RAM Elements, tilt-up wall, SELECTsupport

    Tilt-up Wall Design per ACI 318-14

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Seth Guthrie on 10/23/2020 9:22:37 PM
     Product(s):RAM Elements
     Version(s):Any
     Environment: N/A
     Area: Design
     Original Author:Bentley Technical Support Group

    For additional information see Ram Elements - Tilt Up Wall [FAQ]

    How is Tilt-up wall design checked in ACI 318-14?

    According to section 11.4.1.3 Slenderness effects shall be calculated in accordance with 6.6.4, 6.7 or 6.8. Alternatively, out-of-plane slenderness analysis shall be permitted using 11.8 for walls meeting the requirements of that section. 

    Ram Elements Tilt-up wall module only checks slenderness effects using Section 11.8 - Alternative method for out-of-plane slender wall analysis, and consequently any walls that do not meet the requirements of 11.8.1.1 will have warnings in the output. For example: 

    “The wall must be tension controlled, Section 11.8.1.1b” - Where there is too much compression the tension strain is limited and this warning can occur..

     “Insufficient reinforcement to resist cracking moment, Section 11.8.1.1c” - This indicates that Mcr > phi Mn. Additional reinforcement or larger bars should resolve this.

     “Excessive vertical stress, Section 11.8.1.1d” - This indicates that Pu>0.06f’cAg which cannot easily be resolved other than making the wall thicker (assuming the Pu is correct).

    Tilt-up walls can also be checked as shear walls.

    Alternatively the wall can be evaluated as a Concrete Wall using the Concrete Wall Module rather than the Tilt-up wall module. 

    See Also

    Ram Elements - Tilt Up Wall [FAQ]

    [[Tilt-up wall analysis error for inactive DOF]]

    RAM Elements Masonry Wall FAQ

    Tags: RAM Elements, tilt-up wall, concrete wall

    Design of Tank Structures - Tech Preview - RCDC

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 10/24/2020 3:09:14 PM

    New module is added to RCDC9 Update 4 for design of structures with tanks (liquid retaining structures). This is added as ‘Tech Preview’ feature. The design would be based on EN 02 - 2004 + EN 03 – 2006 UK code. Design outputs like reinforcement provided and various drawings will be available. In this tech Preview release, reports like design calculation and BOQ will not be available to user.
    for STAAD users, it is available with STAAD.Pro Advance license.
    It would be available to user as a final design module at early 2021.

    refer below link:

    https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274631

    Tags: Design of Tank, RCDC, BS EN 03, SACD

    IS 13920-2016_Joint Check_Column Capacity calculation_Options in RCDC

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 10/24/2020 3:16:54 PM

    Column Joint check (Seismic detailing as per IS 13920 - 2016) – User can select the ‘Joint Check’ to be performed by one of the two methods –

    1) For Maximum Axial Force (current method) at the Joint from all combinations that include component due to Earthquake load.

    2) For Axial Force from each combination that has component due to Earthquake load

    refer below link for detailed information,

    https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274648

    Tags: Joint check, IS 13920-2016, RCDC, Column Design, SACD

    RAM Modeler Issues with Remote Desktop

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Seth Guthrie on 10/29/2020 9:45:11 PM
     Product(s):RAM Structural System; Ram Modeler
     Version(s):All
     Area: Graphics; User Interface
    Issue#:

    Problem Description

    On some computers, when accessing the RAM Modeler from a remote desktop connection, through VPN or other virtualization software, the screen may be stretched or distorted. 

    Explanation

    The graphics behind the Ram Modeler are somewhat old and based on screen bits that don't always scale nicely. 

    Solution

    Ideally the software should be installed locally. With CONNECT Licensing you are able to use the software from any machine. 

    If this is not an option, there may be a way to change the resolution of the end user's monitor to improve things, but this does not always work. Keep in mind that the graphics are stretched, but the program will still function correctly. Member lengths are still correctly considered. 

    Here are a few additional tips that might help.

    Increase the model extents or margin

    If you need to move the model full zoom view away from the edges, increasing the margin, consider stretching the grids. 

    The model extents can also be expanded by adding some object like a column, deck or load beyond the outermost point. 

    Two ways to Pan

    When zoomed in, you can pan with the scroll bars on the right and bottom of the screen. On some remote desktops the scroll bars may get cut off. In that case click and hold down the center Wheel button and then drag the mouse around like a joystick to scroll. The farther you move from the click point the faster it should scroll. 

    High Resolution 4K Monitors

    High resolution 4K monitors will also have a problem of very small toolbar icons. We need to update the icon library to support larger screen resolution. Meanwhile if the screen resolution cannot be reduced we recommend trying keyboard shortcuts. Most any menu item can be access using alt + some letter combination.

    See Also

    Can't Select a Member in Plan, Elevation, 3D View

    LoadLibrary Failed Error When Opening Program From a Remote Desktop Connection

    [[RAM SS 3D Viewer FAQ]]

    Tags: RAM Structural System, graphics, RAM Modeler

    RAM SS V17.01 Release Notes

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Allen Adams on 11/3/2020 1:49:36 AM

    RAM Structural System CONNECT Edition Version 17.01 SES Release Notes

    Release Date: June 9, 2020

    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.

    License Consolidation

    Beginning with RAM Structural System V17.00 the licensing has changed; the licenses on the individual modules (e.g., RAM Steel, RAM Concrete, RAM Frame, RAM Foundation) have been  consolidated into a single package, RAM Structural System. See the RAM Structural System V17.00 Release Notes on Bentley Communities for a more detailed description and important instructions:

    https://communities.bentley.com/products/ram-staad/w/structural_analysis_and_design__wiki/43199/ram-ss-v17-00-release-notes

    For more complete and updated information, go to the RAM Structural System V17.0 License Consolidation wiki on Bentley Communities:

    https://communities.bentley.com/products/ram-staad/w/structural_analysis_and_design__wiki/43302/ram-structural-system-v17-0-license-consolidation

    (or go to: https://communities.bentley.com and search for “v17.00”).

    Bentley CONNECT and Bentley CONNECT Licensing

    See Appendix A of this document for important information on the features and capabilities provided to you through Bentley CONNECT, and for important information on configuring Bentley CONNECT Licensing. These were first implemented in RAM Structural System v16.00. If you have not already done so, you are urged to configure your licensing so that warnings are given if you are attempting to launch the program that would result in an overuse.

    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. Search for “RAM Structural System” and select the latest version.

    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.

    Product Licensing FAQ:

    Appendix B at the end of these Notes contains a description of features available in the RAM Structural System to help prevent inadvertent use of unlicensed modules. Refer to that document for more information. Note that with CONNECT Licensing, warning messages are given in the event there is no license available, so it generally isn’t necessary now to block modules using that feature.

    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.

    DuraFuse Moment Frame Connection

    The requirements for the analysis and design of the DuraFuse moment frame connection have been comprehensively implemented, with close coordination with the engineers at DuraFuse Frames. The connection is assigned using the Assign – Beams – Frame Beam Connection Types command. The influence of the connection on the joint and frame stiffness is automatically determined and applied in the analysis. The requirements of AISC 360-10 and AISC 360-16 have been implemented for the basic steel design checks, and the requirements of AISC 341-10 and AISC 341-16 have been implemented for the seismic design checks of the connection, columns, and beams. Pertinent panel zone shear check and strong column – weak beam requirements from AISC 358 are also implemented.

    Frame Beam Connection Types

    The Assign – Beams – Frame Beam Connection Types command is used to assign special connection types to Frame beam ends. These include Springs, Custom stiffnesses, Reduced Beam Sections (RBS), SidePlate, and DuraFuse. The dialog has been reorganized to list each separate type and its associated data on separate tabs. It has been enhanced such that it is more versatile in assigning these connections to one or both ends of the beam, and a Clear assignment command has been added, replacing the need to “assign” no connection type.

    User-specified Demand/Capacity Limits

    In the Steel Beam and Steel Column modules the user can now specify the limit on the Demand/Capacity ratio used in the design of steel beams and columns, using the Criteria – Demand/Capacity Limits command. Previously the program designed to a ratio limit of 1.0. This now allows the user to specify lower values, resulting in designs of members with an extra margin of capacity for future changes in loads, for example. Separate values can be specified for steel beams, steel joists, and C-Beams, with limits for both strength and deflection.

    Framing Check

    In the Steel Beam module, the Reports – Framing Check command creates a report that lists all of the beams that are supported by a shallower beam, listing the beam size, the supporting beam size, the location, and the reaction. This command has been enhanced; it now highlights all beams that have been included in that report so that they can easily be located. Use the View – Show Designs command to show the sizes, and then use View/Update or the Assign – Beam Size command to change beam sizes if desired. A Show Beams with Framing Check Warnings button has been added to the tool bar to invoke this command. Select this button to turn off the highlighting.

    Connection Check

    In the Steel Beam module, the Reports – Connection Check command creates a report that lists all of the beams that have reactions that exceed the capacity of the typical connection for that size, based on a table of capacities created by the user. The report lists the location of the beam end, the beam size, the reaction, and the capacity given in the table. This command has been enhanced; it now highlights all beams that have been included in that report so that they can easily be located. Use the View – Show Designs command to show the sizes, and then use View/Update or the Assign – Beam Size command to change beam sizes if desired. A Show Beams with Connection Check Warnings button has been added to the tool bar to invoke this command. Select this button to turn off the highlighting.

    Selection with Intersect Line

    In the Modeler several of the Beam commands have been enhanced to allow selection of beams using the Intersect Line command. With this command a line is drawn across one or more beams; the modeling action is then applied to all of the beams that that line crosses. For example, to delete an entire bay of beams invoke the Layout – Beams – Delete command, select Intersect Line, and draw a line across the beams to be deleted.

    Story Data

    In v16.01 the ability to generate story labels was implemented. This feature has been enhanced such that the story ‘remembers’ how its story data was created; if you select a story in Story Data dialog, the Use fields or Generate fields are automatically filled in based on how that story’s data was originally created. This makes it easier to make changes or to generate additional stories’ data.

    Data Check Enhancement

    If Story Data has been defined, the Data Check only performs a check on those layout types included in the Story Data. Previously if no Story Data had been defined, the Data Check would not perform any checks on any layout types. This has been modified; if there is no Story Data, the Data Check performs the checks on all layout types. This is convenient in the early stages of modeling because it allows you to perform Data Checks on the layouts even before they have been assigned to stories.

    ACI 318 Moment Magnification

    ACI 318 requires that the effects of both large and small P-delta be considered. To account for those, the Code allows the use of amplified 1st-order moments. In Section 6.6.4.5.1 of ACI 318-14, the magnification factor, d, is given as an amplifier for the 1st-order moments along the length of the member. Eq. (6.6.4.5.2) defines the calculation of d. That equation includes a Pc term, the critical buckling load, which is defined in Eq. (6.6.4.4.2). That equation includes the effective length factor, k. Section 6.6.4.4.3 indicates that “for nonsway members, k shall be permitted to be taken as 1.0, and for sway members, k shall be at least 1.0.” That is, for sway members k shall be calculated from the nomograph given for Sway frames in Fig. R6.2.5.1(b), for example, or by some similar means. In the Concrete Column module, the program used the k value determined from that nomograph when calculating the value of d used to amplify the moments in the design of sway frame columns. This was unnecessarily conservative. Based on communication with the ACI 318 committee (which has acknowledged that the current terminology is unclear) the program has been changed to always use k=1.0 in the equation for Pc in the calculation of the magnification factor, d, for sway frame columns. The rationale for using k=1.0 is that d is an amplifier of non-sway moments. So whether the frame is a sway frame or a nonsway frame, a value of k=1.0 can be used in the calculation of the amplifier on the non-sway moments.

    The concrete column design report was enhanced to show both the value of k used in the calculation of the sway moment magnification factor, ds, and the value of k (1.0) used in the calculation of the nonsway moment magnification factor, d.

    In addition to ACI 318-14, this change was likewise made to the program in the implementation of ACI 318-08 and ACI 318-11 (the moment amplifier was not implemented in earlier versions).

    Coupling Beams and Asymmetric Reinforcement

    The ability to assign reveals and separate clear cover values on the primary and secondary faces of concrete walls was implemented in v17.00. This results in wall reinforcement that is asymmetrically placed. The asymmetric placement of reinforcement has now been implemented in shear wall coupling beams.

    Stress Contours

    Stress contours can be displayed for walls and diaphragms with the Process – Results – Stress and Force Contours command. Contours for in-plane stresses, out-of-plane shear, internal forces, plate moments, and plate transverse shear can be displayed.

    Associated with this, two new reports are now available: Wall Internal Forces and Stresses Summary and Diaphragm Internal Forces and Stresses Summary. They are invoked using the Reports – Internal Forces and Stresses Summary menu item.

    In order for the contour display and reports to be available, the options to Store stresses and internal forces for Walls and for Diaphragms must be selected in the Criteria – General command.

    Response Spectra Scale Factors for Plus and Minus Eccentricity

    In the Loads – Load Cases command for response spectra load cases, scale factors can be specified, typically used to scale the response spectra forces down to the code-level base shears. Previously, only one scale factor value could be specified in each orthogonal direction, even if there was a plus-eccentricity and a minus-eccentricity load case in each direction; that is, the same scale factor was applied to both the plus-eccentricity and a minus-eccentricity load cases. This has now been modified; now if there is both a plus-eccentricity and a minus-eccentricity load case, distinct scale factors can be specified for each load case. This enhancement has been made to the following response spectra load case dialogs: generic Response Spectra, ASCE 7-16, UBC 97, AS 1170.4, NBC of Canada, and IS 1893.

    ASCE 7 Appendix D Wind Cases Exemption

    Figure 27.3-8 of ASCE 7-16 indicates the set of wind load cases that must be considered; it groups the load cases into four Cases. Two of those cases, Case 2 and Case 4, require that a torsional moment be applied. When all four Cases are expanded to account for each orthogonal direction, there are twelve load cases that must be analyzed. Appendix D of ASCE 7-16 lists conditions under which the structure is exempt from the torsional cases (Case 2 and Case 4). For example, buildings that are torsionally regular under wind load, and buildings controlled by seismic loads (with some restrictions), are exempt from the torsional cases. In the Loads – Load Cases command, the load case generator for ASCE 7-16 wind now includes an option, Exempted from Torsional Cases 2 and 4 per Appendix D. Before selecting this option the engineer should verify that it is applicable. When the option is selected, the number of wind load cases generated is reduced to four, rather than the twelve cases generated when that option is not selected.

    Torsional Irregularity Report

    The Drift report, available using the Process – Results – Drift – At Control Points command, has been enhanced to include a new section, TORSIONAL IRREGULARITY DATA. For the seismic and response spectra load cases in a given direction, the program determines the load case with the largest difference in drift between two Control Points, and the Load Case, Drift and Coordinate of the first Control Point, Drift and Coordinate of the second Control Point, the ratio of the larger of those two drift values divided by the smaller (Max/Min), and the ratio of the larger of those two drift values divided by the average of the two (Max/Ave) are listed for each level. This provides an easy way of identifying if a level is torsionally irregular. Values for Max/Min and Max/Ave are both listed because some Codes base their definition of torsional irregularity on one, some on the other. ASCE 7 defines a torsional irregularity to exist when the maximum drift is more than 1.2 time the average, and an extreme torsional irregularity to exist when the maximum drift is more than 1.4 times the average, so those designing to ASCE 7 should use the values listed in the last column of that report, Max/Ave, to determine if the structure is torsionally irregular. The National Building Code of Canada also uses Max/Ave, with a limit of 1.7. India IS 1893 uses the ratio of the maximum drift to the minimum drift (Max/Min), with a limit of 1.5.

    Updated SidePlate Table

    The table used in conjunction with the analysis and design of the SidePlate moment connection has been updated. The stiffness properties for the SidePlate MF (R=3) connection type have been increased based on recent full-scale testing and FEA modeling.  This results in increased frame stiffness and reduced lateral drifts when compared to previous versions.

    Revised SidePlate Biaxial Interaction Check

    SidePlate has updated their procedures for checking the strength of HSS columns used in biaxial framing configurations. In the biaxial strength interaction equation used when checking HSS columns with the SidePlate connection for frame beams framing into both axes of the column, the value of Mpc has been modified to use ZxFyRy. Previously, Mpc used M*pc = Zx(Fy-Pu/Ag), which is the nominal flexural strength of the column used in the Strong Column – Weak Beam checks.

    Frame Beam Connection Type Assignment

    Previously, if a connection type was assigned to a beam in RAM Frame using the Assign – Beams – Frame Beam Connection Type command, and then that beam was subsequently changed to a Gravity beam, the connection assignment remained and was displayed in the graphics, and couldn’t be deleted without changing the beam back to a Frame beam. If the column was also changed to Gravity, the program would crash during analysis. The Data Check in the Modeler and the analysis in RAM Frame have been enhanced to automatically delete these assignments.

    Archive Database

    Previously in the Manager there was a File – Zip Model command. It provided a way of saving a model database as a .zip file; it also included the ability to select which RAM Frame and RAM Concrete results files to include in the .zip file. This was of limited use because the results files quickly become outdated when new versions of the program are released; if the file is subsequently opened in a newer version of the program, the program ignores those results. This command has been replaced with a File – Save as Archive command. When invoked, the Save as Archive dialog will appear, with File name listed as the current database name plus the version number (e.g., “_v17_01”) plus the date (e.g., “_03-27-20”). The user can modify this file name any way they want before saving. The file extension will be .rss (which means it can be opened by the program without the need to change the extension name). The archived database will only include the model files, it will not include any of the analysis or design results files. This results in a minimally sized model file, suitable for archiving.

    Reset Model Status

    In very rare cases it may be desirable to reset the model’s analysis and design status to force the program to reanalyze. A File – Reset Status command has been implemented. When invoked, a notification will be given that this change will “require that the model be totally reframed and redesigned”. The model status will be changed, and the analysis and design results will be discarded. The Status lights next to each of the design modules on the Manager screen will then display as red. This command will rarely, if ever, be necessary, but may be useful if the analysis and design results appear to be out of sync with the model.

    Data Extractor

    The Data Extractor is invoked using the Post-Processing – Extract Data command; it provides a powerful means of extracting model, design, and analysis results data. It has been enhanced:

    • Additional data has been added, and can now be extracted:
      • Gravity Loads on beams, columns, and walls
      • Deck data
      • Joint data (which beams frame into which columns)
      • Story Drift (user must define the drift points in RAM Frame)
      • RAM Frame General Criteria
      • Timestamp of export, model name and units written out to RAM Manager Criteria
    • When the RAM Structural System is installed it now creates a Templates folder, under the Reports folder (typically at C:\ProgramData\Bentley\Engineering\RAM Structural System\Reports\Templates). Templates are saved in this folder; templates can easily be shared by copying them to the Templates folder.
    • Three sample templates are now included and installed in the Templates folder:
      • CriteriaOnly: This template contains the selections from several of the analysis and design criteria dialogs.
      • GeometryOnly: This template contains the model geometry data.
      • FrameAnalysisResults: This template contains the frame model geometry and the analysis results from RAM Frame.

    These templates are included as simple examples of what can be done with templates. They can be customized to suit your needs (save them to a different name), or new templates created.

    C-Beam dt and Do Increment

    A minor adjustment was made to the design of Castellated and Cellular C-Beams. The user specifies the increment to be used when the program is determining the best value of dt for castellated beams and Do for cellular beams. However, the starting value of dt and Do initially used in the iterative process is set based on certain parameters, and if that starting value of dt or Do is not an even multiple of the increment value specified by the user, the final dt or Do value was not an even multiple of the specified increment value. This change will have a minor impact on the final design, if any.

    Concrete Beam Elevation DXF

    Reinforcement splices are shown in the DXF output of the Concrete Beam Elevations. However, previously the splice was merely symbolic, to indicate a splice; it was not drawn to scale. This created some confusion. The splice is now drawn to scale, to its proper splice length.

     

    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 know these errors are disruptive, we apologize for any inconvenience this may cause.

    Manager

    WALL MODULUS OF ELASTICITY IN DATA ECHO REPORT*: A value of Wall Modulus of Elasticity assigned in the Modeler would not show correctly in Data Echo report until the model had been loaded into RAM Frame after the assignment.

    Effect: Report error only. Correct value would be listed once RAM Frame was invoked.

    DXF Output

    CIRCULAR GRID WITH RADIAL DISTANCE OF 0.0: If a model had a Radial Grid System in which a Circular Grid was defined with a radial distance of 0.0, the resulting DXF file would not open in most CAD programs.

    Effect: DXF file couldn’t be used.

    GAPS BETWEEN BEAMS AND COLUMNS: If the model had not yet been analyzed, the gaps between columns and ends of beams were wrong. Also, in the Defaults Utility, the Framing Plan - Misc. options settings for the gaps between beam and column, and between beam and girder were not recognized.

    Effect: Inconsistent and/or incorrect gaps in DXF.

    Data Extractor

    WALL GROUP FORCES: The first load case in the list of selected load cases was not included in the extracted Wall Group Forces data. Typically, this meant that the Dead Load case values were missing, although if the user selected a specific set of cases to include, the first load case in their selection would be missing from the extracted values. Furthermore, the force data from only the lowest story was included; the force data from the other stories was missing.

    Effect: Wall group forces data was missing from the extracted data.

    3D Viewer

    PROPERTIES DISPLAY:  Some properties of Type 'Other' horizontal braces did not show when selected to be displayed in the View – Members command.

    Effect:  No ability to verify assignments and properties for material type 'Other' horizontal braces.

    Modeler

    FRAME BEAM SUPPORTED BY GRAVITY COLUMNS*:  If a Gravity column was modeled at the end of a Frame wall, and a Frame beam framed into that column, the Data Check failed to give an Error that the Frame beam was supported by a Gravity column. This configuration may have resulted in incorrect analysis results in RAM Frame.

    Effect: No Data Check error was given for a condition that may have produced incorrect analysis results. Note that no error occurs if the beam framing into the Gravity column is a Gravity beam.

    Steel Beam

    DEMAND / CAPACITY  RATIO - CONSTANT SHEAR JOISTS*: The strength ratio displayed in the View Update dialog for constant shear joists was the ratio from maximum moment to allowable moment, even if shear controlled the design.

    Effect: Although the design of constant shear joists was correctly performed, the interaction ratio displayed in the View Update dialog box only reflected the maximum moment to allowable moment ratio. If shear controlled, the correct governing DCR was not displayed in the View Update dialog box.

    DEMAND / CAPACITY RATIO - BEAMS WITH WEB PENETRATIONS: The Demand / Capacity Ratio shown in the View Update dialog box and in the display of  worst interaction when the Design Colors command was invoked for beams with web penetrations designed according to US codes did not include the worst interaction from the compression tee buckling results.

    Effects: Display error only. Although the design of beams with web penetrations designed according to US codes were correctly performed and the detailed report showed the worst interaction encountered, the displayed interaction in the View Update dialog box and for Design Colors did not include the worst interaction from checks done for the compression buckling of the tees. This was only a problem if the compression tee buckling of an opening controlled the design of the beam.

    C-BEAM COMPOSITE WEB POST BUCKLING CHECK*: The reported demand and capacity results for the web post buckling check may not have been the worst evaluated during the member check.

    Effect: Although all other limit state checks were correctly performed, the governing results reported for the Web Post Buckling check may have been incorrect. C-Beam designs governed by the web post buckling check may have been unconservative.

    CASTELLATED C-BEAMS: Optimization of very long Castellated C-Beams occasionally caused the program to freeze.

    Effect: Program froze while investigating the large number of openings and wider range of e. Users could not investigate the cause of the freeze using the View Update command. The optimization process should have quickly eliminated trial Dt and e configurations that did not meet preliminary checks for strength and geometry.

    C-BEAM AND WESTOK STUD OPTIMIZATION: For some configurations of composite C-Beams and Westok Cellular beams, after the design was optimized,  the View/Update command may have erroneously given a message that the beam failed in deflection.

    Effect: An error in the way View/Update handled the studs determined in the optimization caused it to erroneously determine that the beam failed deflection.

    DEMAND CAPACITY RATIO - NO DEFLECTION LIMIT: In View/Update and on-screen with the Process – Design Colors command, the deflection interaction ratio displayed for beams where no deflection limit had been set incorrectly indicated that such beams failed deflection.

    Effect: If the user created a set of deflection criteria but failed to specify any limits on deflection for a particular type of beam (e.g., Composite Unshored, Noncomposite), although the beam designs for that type of beam were correct, the display of deflection interaction ratios in View/Update or when the Process – Design Colors command was selected showed such beams as failing deflection. The error was display related only.

    DISPLAY OF OFFSET RECTANGULAR WEB PENETRATIONS: If a rectangular web penetration was specified to have a Position in Web of Beam offset with the option to specify the offset as a distance from the top of the beam to the bottom of the opening, the penetration was displayed incorrectly in View/Update.

    Effect: Display error only. The opening would not show in the correct location in the beam graphic in the View/Update dialog.

    REPORT - BEAM DESIGN - ALL*: When the Report – Beam Design – All command was invoked for models having floor layouts that had walls, the program crashed and did not generate the reports.

    Effect: Beam designs were correctly performed, and individual design reports could be obtained, but the Report – Beam Design – All command failed to generate the reports for models having floor layouts with walls.

    STEEL BEAM DESIGNS*: Non-composite beams designed according to IS800-2007 incorrectly determined the bending capacity of the beams assuming they were laterally supported.

    Effect: The bending capacity of laterally unsupported non-composite beams designed according to IS800-2007 was determined using provisions of laterally supported members. Beam designs may have been unconservative. Optimized designs did not include the effects of LTB.

    Steel Column

    AISC 360-16 SINGLY-SYMMETRIC SECTIONS: For singly-symmetric shapes the program calculates Cb based on Eq. (C-F1-3) instead of Eq. (F1-1). The program used the equation correctly when checking a user-specified size; however, when optimizing the size, the program failed to apply the Rm factor when in reverse curvature bending.

    Effect: When optimizing the column size using singly-symmetric shapes when the column was in reverse curvature the program may have optimized to a larger size than necessary. In those cases, a smaller size could have been correct shown to have worked, using the Analyze command.

    AISC 360-16 UNEQUAL LEG ANGLES*: The value of bw used in Eq. (F10-4) was incorrect for negative values of bw (shear center in flexural tension). This resulted in an unconservative value of Mcr.

    Effect: Major axis bending capacity of unequal leg angles was overestimated if  lateral torsional buckling controlled and the bending was such that the shear center was in flexural tension. Note that this error is very rare, and only possible if the column was a hanger.

    Concrete Analysis

    CRITERIA CORRUPTION: If the user invoked RAM Concrete but then immediately exited it while the “Building Framing Tables” process was being performed, the concrete criteria, especially the Analysis Criteria would get corrupted.

    Effect: Corrupt criteria that subsequently resulted in program errors.

    Concrete Beam

    ACI REINFORCEMENT FOR CANTILEVER BEAMS: When calculating the required moment capacity at the end of cantilevered beams for special seismic provisions under ACI codes, the moments calculated for the cantilevered section of the beam were sometimes incorrect.

    Effect: ACI 318-11 Section 10.5.3 was not applied and consequently 10.5.1 and 10.5.2 was applied leading to a conservative design and resulting in excessive reinforcement.

    Concrete Column

    BS 8110 DESIGN WARNING: For BS 8110, for columns with Load/Capacity ratio greater than 1.0, the program reported the failure but no warning message was shown to specify the reason for the failure.

    Effect: No warning message was created in the report or V/U dialog for columns with  Load/Capacity ratio greater than 1.0.

    Concrete Wall

    SPECIAL WALL Vn: For ACI-318 the shear capacity given in ACI 318-14 Eq. (18.10.4.1) was used as an upper limit on the capacity, not as the nominal shear capacity. The ACI 318 committee reviewed this section, and indicated there will be a change to the wording to clarify that that equation is the capacity to be used, not an upper bound limit.

    Effect: The shear capacity of special walls was calculated per Sect. 11.5.4 with an upper bound limit given by Eq. (18.10.4.1) instead of using the capacity given by Eq(18.10.4.1) as is the intent of the code. Earlier editions of ACI 318 were similarly impacted.

    FREQUENT PROGRAM CRASHES: Some users reported frequent program crashes when designing in the Concrete Wall module. Some errors were found and corrected.

    Effect: Program crash when design was invoked.

    COPY REINFORCING: The Process - Copy Reinforcing command was deleting the reinforcement from the Source Member wall panel before copying the reinforcement to the Target Members wall panels.

    Effect: During the Copy Reinforcing command, the reinforcement in the selected wall panel was getting cleared when it was copied.

    SHEAR WALL BOUNDARY ZONES: When designing shear walls, the program may have output warnings that boundary zones of insufficient length were provided, when in fact they were sufficient.

    Effect: Designs may have failed when in fact they were sufficient. This affected all ACI codes.

    WALL STRESSES*: Incorrect value for SVMax was displayed for load cases, and incorrect values of principle stresses (i.e., Smax, Smin, SVMax and SAvgMax) were displayed for load combinations.

    Effect: Some incorrect values of shear stress were displayed.

    CLEAR COVER*: The program was not using the Clear Cover values specified in Design Criteria for BS 8110, EN 1992-1-1, AS 3600 and CP 65 codes. Instead the value of 1.5 in. was always being used.

    Effect: Based on incorrect clear cover values, incorrect bar placement for the design of walls in these codes.

    COUPLING BEAM DESIGN REPORT: When reporting the controlling axial loads in coupling beams the program was inconsistent in the value of phiPn that was reported. This could occur if multiple load combinations produced the same maximum Pu but different phiPn values; the reported phiPn value wasn't necessarily the smallest.

    Effect: Report error only, the smallest (controlling) phiPn value may not have been reported.

    EN 1992-1-1 SHEAR WALL MINIMUM REINFORCEMENT RATIO: When the wall design group was a closed shape (e.g., four walls around an elevator core), the calculated cross section area of the wall group was a negative value which resulted in a Minimum Vertical Reinforcement Ratio that was also negative.

    Effect: The negative values for Minimum Vertical Reinforcement Ratio caused the program to incorrectly report that the reinforcement failed that limit.

    NOTE: Existing section cuts on closed shapes must be deleted and reassigned in order for this fix to take effect.

    Frame – Analysis

    BUILDING SEISMIC MASS*: If Ground Level was specified at a level other than Base and if the user specified that the mass at or below that Ground Level was to be combined to a level at or above the Ground Level, the program did not combine that mass as specified, it was not combined with the level above.

    Effect: For the condition indicated, the seismic mass used in the analysis was missing the mass from the level at or below the Ground Level.

    INVALID ANALYTICAL MODEL FOR BEAMS WITH CUSTOM, SPRING OR RBS CONNECTION*: When a Frame beam was assigned to have a Custom, Spring, or RBS Connection Type and the option to include Rigid End Zone had been selected, if the user changed the column size after an analysis had been performed the program should have modified the node locations in subsequent analyses to adjust for the difference in column depth; this change was not being made unless some other model change forced the program to recalculate the node locations, so the program continued to use the old node locations.

    Effect: Incorrect analysis results. The error was generally small if the column depths were similar, but may have been more significant if the new column size was from a different size group from the previous column size (e.g., changing from a W14 column to a W24 column, or vice versa).

    FRAME BEAM CONNECTION TYPES ON CANTILEVERS: The Assign – Beams – Frame Beam Connection Type command didn’t properly allow or prevent connection type assignments to be made on beams with cantilevers and on stub cantilevers. The connection graphic was also sometimes incorrect, showing the graphic at the wrong location.

    Effect: For cantilevers, in some cases improper assignments were allowed (which was then caught in analysis and/or code checking) or acceptable assignments were prohibit. The incorrect graphics made it difficult to determine what assignment was actually made.

    ASCE 7 STABILITY REPORT: Calculated stability coefficient for a story with no diaphragm below incorrectly used current floor height instead of using height to nearest story below with diaphragm.

    Effect: Reported story stability coefficients for story with no diaphragm below was greater than it should have been.

    FRAME STORY SHEAR: In calculating frame story shears, the program mishandled shears coming from hanging columns. The reported numbers in Frame Story Shear report and displayed frame shear values on screen were conservatively incorrect.

    Effect: Reported and displayed values for  frame story shears were not correct if model included hanging columns.

    DISPLAY OF APPLIED STORY FORCES: The program crashed when the Process – Results – Applied Story Forces command was invoked if the model included levels with no diaphragm.

    Effect: Program crash.

    INSTABILITY REPORTED FOR CONSTRUCTION STAGE ANALYSIS WITH FOUNDATION SPRING: If a model included foundation springs and construction stage load case was run, the program reported instability error and terminated the analysis. Foundation springs in construction stage analysis were not properly considered.

    Effect: Analysis terminated with an instability error.

    SIDEPLATE COLUMN MOMENTS: For columns with the SidePlate connection, if the criteria option was selected to Include Effects of the rigid end zones, the reported column moments were incorrect; the moments at the joint centerline were reported rather than those at the joint face.

    Effect: Reported SidePlate column moments were incorrect when the option was selected to include the effects of the rigid end zone (that option should always be ignored for SidePlate connections, which has its own set of rules for those joints). The error did not occur if the option to Ignore Effects was selected.

    SIDEPLATE MEMBER FORCES*: For frames with the SidePlate connection, if the criteria option was selected to Include Effects of the rigid end zones with a Reduction of 0%, the analysis model at the joint was incorrect, resulting in incorrect member forces and frame displacements.

    Effect: Incorrect analysis results. The error did not occur if the option to Ignore Effects was selected, or if the Reduction was some value other than 0%.

    SIDEPLATE CONNECTION ASSIGNED TO PINNED BEAMS*: The program created an invalid analytical model if a beam was assigned to be Pinned and a SidePlate connection was also assigned at the same end. In this case, the program failed to insert a rigid-end segment at that end as required for a valid SidePlate configuration.

    Effect: The user should not have assigned a SidePlate connection to a Frame beam that had also been assigned to be Pinned, but if they did the analytical model for SidePlate was incorrect. The program now ignores the assigned fixity if a SidePlate connection has been assigned. Note that when this error occurred the analytical model was less stiff, and hence the analysis results showed greater displacements.

    Frame – Steel Standard Provisions

    AISC 360-16 UNEQUAL LEG ANGLES*: The value of bw used in Eq. (F10-4) was incorrect for negative values of bw (shear center in flexural tension). This resulted in an unconservative value of Mcr.

    Effect: Major axis bending capacity of unequal leg angles was overestimated if  lateral torsional buckling controlled and the bending was such that the shear center was in flexural tension. Note that this error is very rare.

    AISC 360-16 B1 FACTOR: In the calculation of the multiplier, B1, for P-d effects, if the axial load was tension or if the axial compression aPr equaled or exceeded the buckling strength Pe1, the value given for B1 was invalid.

    Effect: Instead of a value of 1.0 for members in tension, and instead of giving a warning that the axial compression exceeded the critical buckling strength, invalid values of B1 were produced, resulting in the member being listed as failing the AISC 360-16 code checks.

    AISC 360 DIRECT ANALYSIS VALIDATION REPORT: The AISC 360 Direct Analysis Validation Report in Frame Steel Standard showed AISC 360-16 LRFD as the design code when the selected code was AISC 360-16 ASD.

    Effect: Although AISC 360-16 ASD was selected as the design code and correctly used in design checks, the AISC 360 Direct Analysis Validation Report incorrectly displayed AISC 360-16 LRFD.

    REQUIRED SHEAR STRENGTH REPORT HEADER: The joint check report section on "Required Shear Strength" showed an incorrect label for the table column header of Mpe rather than Mpr.

    Effect: Although joint checks were correctly performed, the report section on "Required Shear Strength" displayed an incorrect table column header label of Mpe rather than Mpr. The reported values were correct.

    EUROCODE SECTION CLASSIFICATION: For Eurocode design of compression members the program was inconsistent in the classification of parts of the cross-section when the moments were negative versus positive, with negative moments sometimes incorrectly causing the member to be classified as Class 4.

    Effect: In some cases the member was incorrectly classified as Class 4, and since the program does not design Class 4 members, it was incorrectly indicating that the member failed.

    ISM

    WALL ECCENTRICITY: Walls that were imported to a model from ISM may not have had an eccentricity setting for the calculation of out-of-plane gravity moments that was consistent with the values specified in the Defaults Utility; it always used the option for Distance + ½ Wall Thickness.

    Effect:  Gravity moments were applied even if the user had specified no eccentricity in the Defaults Utility.  A warning was given in RAM Frame if moments were applied and the wall out-of-plane stiffness was turned off.

    RAM DataAccess

    Note: RAM DataAccess is a collection of functions that can be used in user-created programs to extract data from the model. These errors have no impact on RAM Structural System results; they only impact those user-created programs that used these functions.

    NODES*: The INodes.GetClosestNode method could return an incorrect node for INodes collections that were filtered.

    Effect: The node that was returned may not have been the closest node.

    Appendix A

    Bentley CONNECT Licensing – Subscription Entitlement Service

    Bentley CONNECT Licensing has now been renamed Subscription Entitlement Service. CONNECT Licensing was first implemented in the RAM Structural in v16.00. This licensing monitors current usage and, if an attempt is made to use a program or module for which there is no available license, the program will give a warning. Important information is given in the v16.00 Release Notes.

    More information on CONNECT Licensing / Subscription Entitlement Service can be found at:

    https://www.bentley.com/en/subscription-services-portal/subscription-entitlement-service

    User and Administrator instructions can be found here:

    https://communities.bentley.com/products/licensing/w/licensing__wiki/37813/subscription-entitlement-service-formerly-connect-licensing

    and a short guide has been posted here:

    https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/273502

    CONNECT License / Subscription Entitlement Service requires all users to sign-in in order to use any Bentley programs. If you do not already have a Bentley ID, go to http://www.bentley.com/profile and select the Sign Up Now link.

    NOTE: If you haven’t done so already, before using any version 16.0 or newer, the person at your company that has the role of Administrator for the Bentley products must configure the license so that it gives the overuse warnings. Otherwise, by default no warnings will be given. Instructions can be found here:

    https://communities.bentley.com/products/licensing/w/licensing__wiki/38540/1---subscription-entitlement-service-for-administrators-getting-started

    Review all of the information, but in particular, note the section on Entitlement Management, and in that document note the instructions on License Alerting. Generally, for License Alerting you will want to Enable Alerts, and then input the number of licenses that you own for the particular product.

    CONNECT Licensing / Subscription Entitlement Service is revolutionary. It warns you against incidental overuse of the program, but when you have a temporary heavier work load it allows you to intentionally use more licenses than you own, at a fraction of the cost of purchasing an additional copy. Subscription Entitlement Service gives you the information you need to control usage and make those decisions.

    Bentley CONNECT

    In addition to providing the overuse warning described above, Bentley CONNECT offers several benefits. 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.

    CONNECT Center

    When you sign in to your Bentley account you now have easy access to CONNECT 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. CONNECT Center can be accessed by selecting the Bentley Cloud Services – CONNECT 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.

    Appendix B

    Product Licensing FAQ – RAM Structural System:Blocking Use of Modules and Programs

    VERSIONS 17.00 AND NEWER

    The RAM Structural System contains links to three related Bentley products, RAM SBeam, RAM Concept and RAM Connection, providing design interoperability. Each of those programs have their own licenses. It is possible for a client to have licenses for some programs but not for the others. Because of the ease with which these programs can be invoked, a method of restricting the use of each has been incorporated in order to prevent unwanted or inadvertent usage by an unsuspecting user from being logged against the licenses that the company actually owns.

    Note that if you have installed CONNECT versions of these programs and have correctly set up the warnings on entitlements you will receive a warning if overuse is about to occur; you may find it advantageous to rely on these warnings rather than blocking their use entirely as described below.

    RAM SBeam is invoked using the Process – Export to SBeam command in the Steel Beam module. RAM Concept and RAM Connection are invoked using the tool bar buttons on the left of the RAM Manager screen:

    or by using the Model or Design menu items:

    If RAM SBeam, RAM Concept, or RAM Connection are not installed, they will not be available to be selected.

    In RAM Manager, the Tools – Manage License Restrictions command opens the following dialog:

    This provides a mechanism for the user to prevent a program from being inadvertently executed. When the RAM Structural System is first installed all of these options are selected. It is important therefore to execute this command and deselect any links for which the user wants to restrict access.

    To prevent a program link from being executed, deselect that item.

    If a link is deselected here and that link is subsequently invoked, the following dialog appears:

    If Allow is selected the program will open, and usage will be logged. If Cancel is selected the program will not open and no usage will be logged. Settings opens the previous command, allowing the user to modify the selections of the allowed programs.

    Note that there is also a link to Bentley’s ProjectWise for project management. It is available through the File – ProjectWise command. Its use is not restricted through the Tools – Manage License Restrictions command described above. It should only be invoked if you have a license for it.

    VERSIONS 14.07 Through 16.01

    The RAM Structural System is composed of several modules, each of which has their own license. The program also contains links to two related Bentley products, RAM Concept and RAM Connection, providing design interoperability, as well as a link to Bentley’s ProjectWise for project management. Each of those programs also have their own licenses. It is possible to have several licenses of one or more modules, and few or no licenses of other modules. Because of the ease with which these various modules and programs can be invoked, a method of restricting the use of each has been incorporated in order to prevent unwanted or inadvertent usage by an unsuspecting user from being logged against the licenses that the company actually owns.

    These modules are invoked using the tool bar buttons on the left of the RAM Manager screen:

     

    or by using the Model or Design menu items:

    If RAM Concept or RAM Connection are not installed, they will not be available to be selected.

    There is no license associated with RAM Manager, so no usage data is logged against it, but usage data is logged against each of the other modules as soon as they are invoked.

    In RAM Manager, the Tools – Manage License Restrictions command opens the following dialog:

    This provides a mechanism for the user to prevent a module from being inadvertently executed. When the program is first installed all of these options are selected. It is important therefore to execute this command and deselect any modules or links for which the user wants to restrict access.

    To prevent a module or program link from being executed, deselect that item.

    If a module is deselected here and that module or link is subsequently invoked, the following dialog appears:

    If Allow is selected the module will open, and usage will be logged. If Cancel is selected the module will not open and no usage will be logged. Settings opens the previous command, allowing the user to modify the selections of the allowed modules.

    Note that there is also a link to Bentley’s ProjectWise for project management. It is available through the File – ProjectWise command. Its use is not restricted through the Tools – Manage License Restrictions command described above. It should only be invoked if you have a license for it.

    VERSIONS 14.06 AND EARLIER

    Versions prior to V14.07 lacked the ability to manage these license restrictions, restrictions could only be achieved by deleting the module from the installation Prog directory. If you are using an earlier version and want to prevent use of a module, delete the file(s) listed here for the module to be prevented:

    RAM Steel:

    RamBeam.exe, RAMColumn.dll

    RAM Concrete:

    RAMConcAnalysis.dll, RAMConcreteBeam.dll, RAMConcreteColumn.dll, RAMConcreteShearWall.dll

    RAM Frame Analysis:

    RAMFrameAnalysis.dll

    RAM Foundation:

    RamFoundation.exe

    Tags: Torsional Irregularity, RAM Structural System, release notes, RAM, v17.01

    Connectivity issues

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Sye on 11/4/2020 3:58:29 PM

    Applies To
    Product(s):STAAD.Pro
    Version(s):ALL
    Environment: ALL
    Area: Modeling
    Subarea:
    Original Author:Sye Chakraborty, Bentley Technical Support Group

    I am having connectivity issues between the beams and plates and would like to know what causes these and how I could take care of the problem.

     

    Here are some points that you should pay attention to during the modeling

     

    Improperly connected plates  

    For two adjacent plates to be properly connected to each other, they much meet at the corner nodes. To figure out if the plates are properly connected or not, you can go to the Tools | Check Improperly Connected Plates which will provide a list of such plates. When a node that belongs to one of the plates, simply lies on the edge of an adjacent plate there is no connection between the plates at that node. You need to modify the mesh such that proper connectivity is maintained. You may refer to the document improperly_connected_plates.docfor details on what causes these kind of problems and how to fix those. You may use the link at the end of this article to download a zip file that would contain this document.

     

    Beam Plate connectivity problem 

    To establish proper connectivity between beams and adjacent plates, you need to ensure that the beams and plates are connected at their end nodes. The end nodes for beam elements should be corner nodes for the plate elements for connectivity to be established.  Improper connections can be tracked if you go to Tools | Check Beam Plate Connectivity which would list out all the beams and plates that are not connected properly to each other. You may refer to the documents improperly_connected_beam_and_plates.docand examples of improper beam plate connectivity.docfor details on what causes these kind of problems and how to fix those. You may use the link at the end of this article to download a zip file that would contain these documents.

     

    It is important to note that to get a correct analysis, various structural entities need to be properly connected to each other. Else there will be no load transfer between these entities and you may also end up with instabilities in the model.

     

    Additional information can be found here

     

     

     

    Tags: connectivity, Improperly connected plates, connectivity problem, improper connectivity, Beam Plate Connectivity

    Performing A Clean Installation [TN]

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Seth Guthrie on 11/6/2020 5:05:18 PM
     Applies To 
     Product(s):RAM Structural System, RAM Elements, RAM Connection, RAM Concept, STAAD.Pro
     Version(s):All
     Environment: All
     Area: Installation

    Overview

    Various program anomalies can be solved by conducting a procedure called a clean installation. This involves uninstalling all versions of a program and removing any files that are left behind prior to reinstalling. Following are instructions for doing this for specific Structural products.

    RAM Structural System

    Before doing these steps, please make copies of any custom tables that have been added to the program. The default location for tables is:

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

    Ensure that none of your models are saved within the RAM Structural System folder.

    Finally, if you have made modifications to your user defaults, please make a copy of your RamIS.ini file. The RAMIS.ini file is located here:

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

    The defaults can be copied into the new configuration file later on, if needed.

    Go to the Control Panel. Select Programs and Features. Uninstall RAM Structural System.

    For a clean install, it is also recommended that you remove the following folders (if they exist):

    • C:\Program Files (x86)\Common Files\Bentley\Engineering\VPEControl\
    • C:\Program Files\Common Files\Bentley\Engineering\RAMCommon\
    • C:\Program Files (x86)\Common Files\Bentley\Engineering\RAMDataAccess_2_0
    • C:\Program Files\Bentley\Engineering\RAM Structural System\Prog\

    Once this is done, reinstall the latest version of RAM Structural System.

    After installation, copy any custom tables to the Tables folder.  (the default location is noted above)

    To restore the user defaults to the new RAMIS.ini file

    • Open the saved copy of the RAMIS.ini file (that was saved per instructions above)
    • Open the new RAMIS.ini file located at C:\ProgramData\Bentley\Engineering\RAM Structural System\
    • With the exception of the [Directories] portion of the file, copy the contents of the old file to the new file.

    RAM Elements

    Before doing these steps, please back up any custom sections, materials, connections, bolts, and welds as well as any user-created models. The custom sections, materials, connections, bolts, and welds are stored in the Database folder located in one of two locations below. Back up any user-created models that may be saved in the Data folder in one of the two locations below.

    Version 13.0.3 and earlier:

    • C:\Documents and Settings\All Users\Application Data\Bentley\Engineering\RAM Elements (Windows XP)
    • C:\ProgramData\Bentley\Engineering\RAM Elements (Windows Vista/7)

    Version 13.2.0 and later:

    • C:\ProgramData\Bentley\Engineering\RAM Elements.en (Windows Vista/7 - English Version)
    • C:\ProgramData\Bentley\Engineering\RAM Elements.es (Windows Vista/7 - Spanish Version)

    Important: The Database folder in C:\Program Files (x86)\Bentley\Engineering\RAM Elements contains standard elements that come with the program. It does not contain any user-created custom sections, materials, connections, bolts or welds.

    Select Control Panel from the Windows Start menu, and open either Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7). Uninstall all listings for RAM Elements, starting with the most recent. If any listings for RAM Advanse are present, remove these as well. Then, remove any RAM Elements, RAM Elements.en, RAM Elements.es, or RAM Advanse folders residing in the following locations (if they exist):

    • C:\Program Files (x86)\Bentley\Engineering
    • C:\Program Files (x86)\Ram
    • C:\Documents and Settings\All Users\Application Data\Bentley (Windows XP only)
    • C:\Documents and Settings\All Users\Application Data\Bentley\Engineering (Windows XP only)
    • C:\ProgramData\Bentley (Windows Vista/7 only)
    • C:\ProgramData\Bentley\Engineering (Windows Vista/7 only)
    • %USERPROFILE%\Application Data\Bentley\Engineering (Windows XP only)
    • %USERPROFILE%\AppData\Roaming\Bentley\Engineering (Windows Vista/7 only)

    Finally, reinstall RAM Elements. Restore any custom sections, materials, connections, bolts, and welds by moving the Database folder back to the RAM Elements folder located in one of the two locations below. User-created models that were previously backed up can be restored to the Data folder in one of the two locations below as well, although they can be opened from anywhere.

    Version 14 and later:

    • C:\ProgramData\Bentley\Engineering\RAM Elements...

    RAM Connection

    Before doing these steps, please back up any custom sections, materials, connections, bolts, and welds as well as any user-created models. The custom sections, materials, connections, bolts, and welds are stored in the Database folder located in one of two locations below. Back up any user-created models that may be saved in the Data folder in one of the two locations below.

    RAM Connection v11 and later:

    • C:\Users\Seth.Guthrie\AppData\Roaming\Bentley\Engineering\RAM Connection
    • C:\ProgramData\Bentley\Engineering\RAM Connection

    Important: The Database folder in C:\Program Files\Bentley\Engineering\RAM Connection contains standard elements that come with the program. It does not contain any user-created custom sections, materials, connections, bolts or welds.

    Select Control Panel from the Windows Start menu, and open either Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7). Uninstall all listings for RAM Connection starting with the most recent. Then, remove any RAM Connection, RAM Connection.en, RAM Connection.es folders residing in the following locations (if they exist):

    • C:\Program Files (x86)\Bentley\Engineering
    • C:\Program Files (x86)\Ram
    • C:\Documents and Settings\All Users\Application Data\Bentley (Windows XP only)
    • C:\Documents and Settings\All Users\Application Data\Bentley\Engineering (Windows XP only)
    • C:\ProgramData\Bentley (Windows Vista/7 only)
    • C:\ProgramData\Bentley\Engineering (Windows Vista/7 only)
    • %USERPROFILE%\Application Data\Bentley\Engineering (Windows XP only)
    • %USERPROFILE%\AppData\Roaming\Bentley\Engineering (Windows Vista/7 only)

    Finally, reinstall RAM Connection. Restore any custom sections, materials, connections, bolts, and welds by moving the Database folder back to the RAM Connection folder located in one of the two locations below. User-created models that were previously backed up can be restored to the Data folder in one of the two locations below as well, although they can be opened from anywhere.

    RAM Connection v11 and later:

    • C:\ProgramData\Bentley\Engineering\RAM Connection

    RAM Concept

    Before doing these steps, ensure that none of your models are saved in the program folder.

    Select Control Panel from the Windows Start menu, and open either Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7). Uninstall all listings for RAM Concept, starting with the most recent. Then, remove any RAM Concept folders residing in the following locations (if they exist):

    • C:\Program Files\Bentley\Engineering
    • C:\Program Files\Ram
    • C:\Documents and Settings\All Users\Application Data\Bentley\Engineering (Windows XP only)
    • C:\ProgramData\Bentley\Engineering (Windows Vista/7 only)

    Finally, reinstall RAM Concept.

    STAAD.Pro

    Before doing these steps, ensure that none of your models are saved in the program folder.

    Select Control Panel from the Windows Start menu, and open either Add or Remove Programs (Windows XP) or Programs and Features (Windows Vista/7). Uninstall all listings for STAAD.Pro, starting with the most recent. Do the same for STAAD.foundation 5.3 or earlier. Leave STAAD Foundation Advanced if present. Then, remove any of the following folders (if they exist):

    • C:\SPro2007
    • C:\SProV8i
    • C:\Program Files\Bentley\Engineering\STAAD.Pro CONNECT Edition
    • C:\STAAD.foundation 5.3

    Additionally remove any STAAD folders in the following locations (if they exist). The folder path may vary depending on the Windows version:

    • C:\Documents and Settings\All Users\Application Data\Bentley\Engineering
    • C:\ProgramData\Bentley\Engineering
    • C:\Users\<UserName>\AppData\Local\Bentley\Engineering

    Finally, reinstall STAAD.Pro (which in later versions also includes STAAD Foundation/STAAD Foundation Advanced ).

    Important: When reinstalling STAAD.Pro on a computer running Windows Vista or later, please right-click on the installer, and select Run As Administrator from the contextual menu. This will ensure that all components are installed properly. Failing to perform this step results in missing Start menu shortcuts.

    See Also

    Structural Product TechNotes and FAQs

    Tags: RAM Elements, SELECTservices, STAAD.Pro, RAM Structural System, clean install, RAM Concept, TechNote, RAM Connection, install, clean installation, Structural

    RAM Connection Base Plate FAQ

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Seth Guthrie on 11/9/2020 5:10:35 PM
    Applies To
    Product(s):RAM Connection
    Version(s):Any
    Area: Design

    How is Mpl and Mstrip Calculated?

    The design procedure for base plate design in RAM Connection is based on AISC Design Guide 1. The Design Guide includes some design examples that will clarify how these parameters are calculated.

    The equations used to calculate the plate bending moment in the "Flexural Yielding (Bearing Interface)" check are discussed in Section 3.3.2 of the Design Guide.

    The strip moment in the "Flexural Yielding (Tension Interface)" check is calculated assuming the tensile loads in the anchors generate one-way bending in the base plate about assumed bending lines. The location of the bending lines depends on whether the anchors are placed inside or outside the column flanges. See Figure 3.1.1(b) and Figure 4.5.2 in the Design Guide. The program assumes a 45 degree load distribution from the anchor to the bending line to determine the width of the bending strip.

     

    When designing a base plate connection, the ACI 318 Appendix D checks are not completed.

    Since the ACI Appendix D checks are based on ultimate limit state design, RAM Connection will only complete the ACI Appendix D checks if LRFD is selected for the design method. See frequently asked question above for information on changing the design method.

    When shear lugs are included in the base plate connection, the shear is assumed to be resisted entirely by the shear lug and the shear demand in the anchors will be 0.

    Why doesn't the program report the Anchor anchor pullout in my file?

    The Anchor pullout design for US design codes is limited to LRFD methods. When performing ASD design of a base plate report simply indicates: 

    NOTES
    Anchors only designed for LRFD code

    How are biaxial baseplates analyzed?

    A linear model is used for the contact stresses calculation between a steel base plate and a concrete foundation.  Read the full paper on this topic HERE. This is different from the "both axis" approach which evaluates the plate for major or minor axis moments individually (with axial). 

    See Also

    Troubleshooting Errors when Assigning Connections

    RAM Connection Stalls When Assigning Base Plate Connection

    [[The Solution Was Not Found For Load Case Error - Base Plate Design]]

    Structural Product TechNotes And FAQs

    Tags: base plate, Mstrip, RAM Connection, Beff, MPL

    iTwin Services for Engineering Analysis

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    Revision 1 posted to RAM | STAAD | OpenTower Wiki by Josh Taylor on 11/10/2020 5:02:18 PM

    (UNDER CONSTRUCTION)

    1.    Introducing the iTwin for Engineering Analysis and Design

    Engineers invest significant time building data rich 3D models for analysis and design. While the level of detail put into these models varies based on project complexity and objectives, they are nonetheless useful beyond a single engineer’s computer. Unfortunately, though, they are often used only for analysis and then discarded, or visited again only when absolutely needed. What if each engineering analysis model you develop could be used for collaboration, review, and exchange during the entire course of the project and beyond? This is the spirit of Bentley iTwins.

    In November 2020, Bentley’s Engineering Simulation software products (STAAD, SACS, AutoPIPE, RAM) started to be integrated with Bentley iTwin Services. This will allow users to do more with the models they build in these applications without any disruption to the way the software is currently used. Further, this value will grow significantly over time. The most visible and immediate change you will notice in the software applications is a new add-in called iTwin Services. This will be presented as an in-product sidebar and common to all Engineering Simulation products that interact with the iTwin. This add-in will ‘house’ all the iTwin-enabled capabilities these applications offer.

    Figure 1 - iTwin Services, available as in-product sidebar within any Engineering Simulation products that interacts with iTwin Services.

    The in-product sidebar can be launched via the iTwin Services button in the ribbon or file menu (see Table 1). All Engineering Simulation software products expose the launching of the in-product sidebar via iTwin Services button.

    Table 1 - iTwin Services button in Engineering Simulation products

    There will be multiple categories of functionality eventually offered under iTwins Services. The first is iTwin Design Review. This service allows a model created in an analytical desktop application to be converted into a point of collaboration hosted in the web that can be shared with any team member or stakeholder on a project. Details on this service now follow.

    Figure 2 - iTwin Design Review, select the highlighted option (Design Review) within the sidebar to get started

     

    2.    iTwin Design Review

    Bentley iTwin Design Review is a collaborative service hosted on the web that allows two or more interested parties to communicate with one another in the context of a 3D model or, more accurately, an iTwin.

    The iTwin Services Add-in within the desktop application publishes the analysis model to an iTwin Design Review session, and therefore into an intuitive point of collaboration that facilitates review of design work in progress (see Figure 3).

       

    Figure 3 - A model as presented in-product (STAAD) and corresponding iTwin Design Review session in the browser with coordination discussion.

    The web-based interface (accessible with a web browser) of Design Review offers a set of commands for navigating, viewing from different perspectives, isolating key elements, and clipping views.

    Several review tools are included with the service:

    • Measurements, including distance, area, location, radius, and angle
    • Querying elements for physical information, such as dimensions, construction materials, and coordinates
    • Querying analytical information, such as member fixities, applied loads, and reactions

      

    Figure 4 - Commands in Design Review for measurement and view control

    2.1       Application of iTwin Design Review to Engineering Analysis and Design

    Many aspects of iTwin Design Review are particularly relevant to engineering analysis workflows. Project managers or other stakeholders in a project may not be skilled in, or have access to, the analytical software used by engineers to analyze and design a structure. These individuals may instead have a practice of reviewing a set of 2D drawings or a BIM model that is disconnected from the engineering analysis models. In this case, the reviewer may not have a complete understanding of the assumptions used by the designers. iTwin Design Review can therefore help project managers catch incorrect assumptions or errors during the design phase before it becomes a construction problem.

    Some of the practical applications of this technology to the traditional engineering review and collaboration process include:

    • Have a conversation with participants via chat in the context of a 3D model, annotating and marking up objects, and leaving questions, comments, and markups for specific stakeholders.
    • Include stakeholders, such as project managers and other engineering disciplines, that are not users of Engineering Simulation software, in this review process. All that is needed is a web browser and anyone invited can contribute to the review.
    • Resolve issues raised by team members directly in the desktop application.
    • Save a record of conversations (chats) in the review so that reasons for key decisions can be revisited at a later point if needed.
    • Create specific views of the structure, with objects of interest isolated and zoomed to, that collaborators and reviewers can see immediately without needing to recreate the view themselves.

     

    RCDC-Footing

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 11/14/2020 10:39:40 AM
    • 1. How the effective self-weight of the footing is calculated?
      • Effective self-weight of footing is calculated as additional load of footing volume with respect to difference in density of concrete and soil. For more information refer “Technical discussion” of footing from help Content.

    • 2. For calculation of two way (punching) shear, footing self-weight is not added to axial load.
      • Concept of Footing punching shear criteria is column punches in the footing. Load from the column punches the column in footing. Self-weight of footing, overburden load do not participate in punching of column as it is a uniformly distributed load, thus it is not considered in design. For more information refer “Technical discussion” of footing from help Content.

    • 3. As per design, required reinforcement is 1478/1528 sqmm along L/B direction. Provided reinforcement is T12@175 mm which amounts to 1453 sqmm only for 2.25 m width of footing, whereas the calculation report shows Ast provided as 1583sqmm. Please clarify.
      • Width = 2250 mm Ast required = 1478 sqmm Reinforcement provided = T12@175 mm In RCDC the number of bars required are calculated and spacing is calculated. While presenting the spacing rounded to 5 mm. In this example, number of bars as per spacing would be calculated as below – (2250 / 175 = 12.86 which is 13 spaces). Hence number of bars would be 14. Thus actual Ast-provided would be (14x113.097 = 1584) 1584 sqmm which is more than required.

    • 4. Please clarify the footing type “on raft” given in RCDC.
      • RCDC designs the isolated footings. The purpose of this options is to maintain the same thickness of first step for all footings if all footing are connected by common raft. This type of footing mostly use in the basement structures. The concept of this type of footing is similar to stepped footing.

    • 5. How is the volume of trapezoidal footing calculated in RCDC?
      • RCDC calculates the weight of trapezoidal footing as per following formulations, Self-wt. of footing Volume of footing = ((L*B*D) + ((((L*B) + (Lt*Bt))/2)*(D-d))/1000^3 Where, L= Length of footing B= Width of footing D= Depth of footing Lt= Length of footing top Bt= Width of footing top d= depth of sloping area.

    • 6.In RCDC, the minimum rebar’s in Bottom are calculation based on effective Depth of the Foundation (Dff),whereas as per Clause 26.5.2.1 the minimum %Pt  is 0.12 of the Gross cross section area. Ast (minimum) as per IS456-200 Clause 26.5.2.1 is 0.12% of the Gross Cross section area.Therefore,  for  F4 1800 x 1800 x 500 thk. : Ast mini = (0.12/100) x 500 x 1800 = 1080 Sqmm. RCDC Calculations. Area calculation based on Deff. { (0.12/100) x 411 x 1800 = 887.76 Sqmm }. Actually we end up providing less %Pt than required. < 1080 sqmm actual requirement vs 888 sqmm Provided>
      • Please refer below snap extracted from IS 456,

                           

    Minimum reinforcement is for the total cross section area, thus 0.12% steel is to be provided at top and bottom.

    In your case, top reinforcement is selected and below is the reinforcement given,

    The minimum bottom reinforcement is given as 0.12% and top as 0.06%. Thus In your case, the RCDC will check the total reinforcement to be provided at a given cross section area as 0.12%. here, 0.06% is already provided at top, thus at bottom it will provided as per the 0.12% given by you with deff. Refer below snap of calculation  report.

    Now, don’t select the top reinforcement and maintain the same reinforcement, below is the output

    Reinforcement is provided indirectly as 0.12% with total depth. 0.12 x 500 x 1800/100 = 1080 sqmm.  If we take Deff, then 0.141 x 427 x 1800/100 = 1083.72 sqmm. So the final reinforcement required is 1080 sqmm.

    Here, the required pt has increased to match with the 0.12% with total D.

    If you want to reduce the Bottom reinforcement, please provide bottom reinforcement as 0.06%

    7. Can RCDC design the footings for If there is tension in the column due to lateral loads?

    Yes, RCDC can design the footing if column having tensile forces. User can design the footing with or without Loss of Contact options if there is tension in column OR one of the corners in footing is in tension.

    Without loss of contact, RCDC will try to maintain the +ve pressure at all four corners of footing by increasing the self-weight. It is recommended to consider overburden to reduce the footing size in this case.

    With loss of contact, RCDC will try to maintain the LOC within permissible limits and it will design the footing.

    It will also design and provide the top reinforcement if required in both the cases.

    8.Can We design Eccentric Footing in RCDC?

    Yes, RCDC can design eccentric footing. Refer below link for more details,

    Eccentric Footing Design

    https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274459

    9. What is Loss of contact? How RCDC perform the design of footing if LOC is selected?

    RCDC allow user to provide permissible limits for the loss of contact. If in any case due to tension in footing or heavy lateral moments, corners of the footings experience the -ve pressure. -ve pressure could be at corner or one of the sides of footing. i.e. two adjacent corners with -ve pressure. Technically, maximum 50% LOC is allowed. Thus, maximum limit in RCDC for LOC is 50%. User can provide the % LOC as per its design requirements. If there is LOC, top reinforcement would be design as per the bending moment at top face of footing due to loss of contact.

    For more details, procedure and validation problems, please refer below link.

    Footing design with LOC

    https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274312

    10.Can you explain the various options available for pressure calculation in RCDC footing design?

    RCDC provides following options to calculate base pressure,

    Average Pressure

    Maximum Pressure

    Factored SBC

    Above options are explained below with example:

     

    Tags: loss of contact, footing, RCDC, Eccentric Footing Design

    RCDC-Pilecap

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    Current Revision posted to RAM | STAAD | OpenTower Wiki by Abhijeet Gundaye on 11/14/2020 11:08:19 AM
    • 1. For which load combination, number of piles in the pile cap design are decided?
      • Number of piles are decided as per maximum load on one pile and group of piles for all service load combinations. Checks for maximum load on one pile and group of piles are added in design calculation report. Maximum Load on one pile and group of piles for each load combinations are added in the Pile Capacity Check & Sizing report. For more information refer “Technical discussion” of Pile-cap from help Content.

    • 2. Kindly clarify whether Development Length in Compression (Ld) is considered, while arriving the depth of Foundation or a Pile Cap.
      • For footing and pile-cap RCDC does not considered the “Ld” of the column reinforcement for minimum depth. Column design is an independent activity thus information of column reinforcement is not available for pile-cap design. User can provide minimum pile-cap depth available in general settings as per Ld requirement. Also if required each pile-cap can be redesigned with required minimum depth.

    • 3. Does 25% increment for group of pile is applicable in lateral load cases?
      • As per code 25% increment is applicable for one pile for lateral load. For individual pile in a group of piles, the check is performed for 125% of pile capacity. However for group of piles, the 25% increment can’t be applied. For more information refer “Technical discussion” of Pile-cap from help Content.

    • 4.Please explain how the av and shear enhancement factor is calculated in pile-cap design as per IS 456? Also please explain how sometimes shear enhancement factor values are very high which comes in the range of 50?
      • Below sketch showing the calculation of av value for the pile-cap design.

         

        Av          = 290 – 270

                       = 20 mm

        Av is the distance between load location and section considered. Refer below snap from IS 456

         

        So the enhancement factor is     = 2 x deff / av

                                                                    = 2 x 540 / 20

                                                                    = 54

                               

                             Tce         = Tc x Enhancement factor

                                            = 0.33 x 54

                                             =  17.82 > 3.5 N/sqmm (TcMax) thus restricted to 3.5 N/sqmm

                                             Below snap from IS 456 for TcMax

                                          

    5.Can we design pile-cap in RCDC if there is tensile force in column?

    No. Presently if there is tension in column, RCDC shows the failure of pile-cap design due to tensile force. We would recommend user to design the pile-cap with Advance foundation design software if there is tension in column.

    6.Using which theory pile-caps are designed in RCDC. Truss or Beam design theory? And why?

    RCDC design the pile-cap based on the Beam design theory.

    In truss theory, effect of bending moment can’t be considered. Generally, there are moments exists in the column footing thus, designing pile-cap will give added advantage of design pile-cap for axial and bending moments.

    Tags: Shear enhancement factor, pilecap, RCDC, load
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