RAM SS File-Open Troubleshooting

If an error occurs when trying to open a .rss file, please try the following steps:

1.  Close out of all RAM programs.

2.  Open Windows Explorer (Right Click on Windows Start button and choose Open Windows Explorer).

3.  Navigate to the folder where the model file is saved. Look for a file with the same name as the file and a .usr extension. If you see this file, delete it. If the file does not exist, continue to the next step.

4.  Navigate to the working directory for RAM Structural System. The default path of this folder is:

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

(Please note that this directory is inside hidden folders. Make sure that the Windows Folder Options are configured to show hidden files and folders).

If a RAM Structural System model is not open, this directory should be empty. Often some files are leftover is this temp folder we call the Working directory. Move all files in the working directory to another location. These files are probably trash, but in some cases the files can be restored as a Ram SS model by zipping the files together into one .zip file and renaming it something.rss.

5. Open RAM Structural System and try opening the file again.

6. If an error is displayed, the file may be corrupt. Try recovering the file with the backup file. See FAQ “Something is wrong with my model file, is there an automatic backup?” on the following web page for instructions:

RAM SS File [TN]

7. If the file will not open after the step above, the program may be missing some of the critical component files. To investigate, change the extension of the file from .rss to .zip and extract the contents. The file extensions in the .rss file typically begin with .b3d and end with .uid. If you see an incomplete list, then the file cannot be repaired. In some cases, an error stating that the file cannot be unzipped is displayed when attempting to extract the content of the .zip file. When this occurs, the file is missing some of the component files.

In an isolated case, a user found that anti-virus software was blocking one of the component files, which prevented the file from opening. Temporarily, shutting off virus scan protection or excluding .rss files from the anti-virus protection may be other things to try.

See Also

RAM SS File [TN]

• 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

Overview

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

Creating custom Sections, Materials, Connections etc.

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

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

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

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

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

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

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

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

Deleting custom groups

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

Where are the custom sections saved?

The Folder for custom databases is set within the program under the File menu (a.k.a. backstage menu) Settings - General Configuration - User Folders.

The default location is something like C:\ProgramData\Bentley\Engineering\RAM Elements\16.2.0\Database

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

The program comes with approximately 200 different section types, and we recommend using those types whenever possible.

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

Tapered Wide Flange Shapes with Unequal Flanges

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

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

See Also

[[Creating Custom Connection Templates]]

ACI English Unit_Beam Crack width Validation Sheet

B5_crackwidth_Validation Sheet

B5_crackwidth_RCDC Output

ACI_318M_Validation sheets

1.  Beam Validation (Intermediate Frame)

B24_Design Calculation_Validation sheet

B24_Design calculation from RCDC

2.Beam Validation (Special Frame)

B16_Design Validation sheet

B16_Design calculation from RCDC

3. Column Validation (Intermediate Frame)

C4_7.88 to 9.08m_Design Calculation_Validation sheet

C4_7.88 to 9.08m Level_Design calculation from RCDC

4. Beam Crack width check

B22_Beam Crack Width Check

B22_Beam Crack Width Check_RCDC report

• 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

• 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

• 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.

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,

• 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%

What design method is used for force transfer of gusset connections?

RAM Connection uses the Uniform Force Method. Other methods, like the KISS method are not implemented in the program.

How can I manually define the gusset plate dimensions?

1.  Edit the connection to open the Connection Pad.

2.  In the Connection Pad, change "Dimensions Calculation" in the General Information box from Automatic to Manual.

3.  In the Connection Pad, scroll to the Interfaces box and select a brace interface (Upper Right Brace, Upper Left Brace, Lower Right Brace, and/or Lower Left Brace). Then, enter the desired dimension for "LV" Length on Column" and "LH: Length on Beam." See screen capture below. If the connection includes all four interfaces, the gusset dimensions need to be manually defined for each interface separately.

Additionally, you can adjust the clearance of the brace to the other members using the Brace - General - Le "minimum distance to other members" and the length of the gusset plate along the brace with the Interfaces - Gusset-to-Brace Connection - Lt and Lh values (for a welded joint). 

4. After defining the manual dimensions, it is likely that the connection geometry will require moment on the connection interfaces for force equilibrium. This will trigger the warning shown below unless a moment is assigned to an interface.

5. In the General Information box, choose set "Moment Provided By" to either Beam or "Column to allow for moment on the beam or column interface. If Beam is selected, moment will be transmitted through the gusset-to-beam interface. If Column is selected, moment will be transmitted through the gusset-to-column interface.

6. When "Moment Provided By" is set to Beam or Column, an additional vertical force can be defined to reduce shear on the gusset-to-beam interface. The additional force is arbitrary and defined in the Members box for the appropriate brace (Upper Right Brace, Upper Left Brace, Lower Right Brace, or Lower Left Brace). If the additional vertical force is set equal to Vb, then the none of the vertical component of the brace force is transmitted to the beam. This matches the discussion for "Special Case 2: Minimizing Shear in the Beam-Column Connection" for the Uniform Force Method Section of the AISC Steel Construction Manual (page 13-3 in the 13th Edition). If the additional force is set to 0, then the shear on the gusset-to-beam interface will not be reduced.

How can I model Special Cases 1, 2, and 3 for the Uniform Force Method that are discussed in the AISC Steel Construction Manual?

Special Case 1: Modified Working Point Location

1.  Edit the connection to open the Connection Pad.

2.  In the Connection Pad, scroll to the Members box and select the brace associated with the modified working point (Upper Right Brace, Upper Left Brace, Lower Right Brace, and/or Lower Left Brace). Then, enter dimensions for Wpx and Wpy to move the working point. If Wpx = Wpy = 0, then the working point is located at the intersection of the column and beam centerlines. Wpx is measured horizontally (left-to-right, positive right). Wpy is measured vertically (up-and-down, positive up). For special case 1, the working point is moved to the corner of the gusset. Wpx would be defined as half of the column depth. Wpy would be defined as half of the beam depth. These dimensions need to be defined manually. There is not a way to automatically force the program to move the working point to the corner of the gusset. If the connection includes all four braces, the working point needs to be modified for each brace.

Special Case 2: Minimizing Shear in the Beam-to-Column Connection

In Special Case 2, a moment is transmitted on the gusset-to-beam interface. Vb on the gusset-to-beam interface is reduced by an arbitrary vertical force to minimize the shear in the beam-to-column connection. If the additional force is set to Vb, then none of the vertical component of the brace force is transmitted to the beam and the vertical force at the gusset-to-column interface will be increased by the additional force defined.

1.  Edit the connection to open the Connection Pad.

2.  Before changing anything in the Connection Pad, click on Results button to launch the Results Report. In the Report Window, scroll to the Interface Force Demands and not Pu for the Beam for the governing load condition. After recording this value, close the Results Report.

2.  In the Connection Pad, change "Moment Provided By" to Beam to allow for moment on the gusset-to-beam

3. In the Connection Pad, find the Members box, select the appropriate brace (Upper Right Brace, Upper Left Brace, Lower Right Brace, or Lower Left Brace) and set "Additional Force" to the force recorded in Step 2. If you do not want to eliminate the vertical force on the gusset-to-beam interface, then a smaller additional force value can be entered. Note that the additional force needs to be calculated manually and is not automatically calculated by the program.

Special Case 3: No Gusset-to-Column Web Connection

This special case can only be modeled in RAM Connection v11.00.00.64 or later. In these versions, enter the Connection Pad and select the Gusset-to-Column Connection for the appropriate brace (Upper Right Brace, Upper Left Brace, Lower Right Brace, or Lower Left Brace) and change "Connection Type to Column" to None. This will detach the gusset from the column.

The vertical dimensions of the gusset can be manually defined using the steps under the frequently asked question, "How can I manually define the gusset plate dimensions?" above for information on modifying the gusset dimensions?" above. Regretfully, the program does not permit a 0" gusset dimension. You will need to add a very small value (say 0.1 in) instead.

Can I design a Gusset Connection using a Pipe Column?

No, currently in Column-Beam-Brace joints (CBB) only Wide flange (W) and Square or Rectangular Tube (HSS-rect) shaped sections can be used for columns. Circular shapes can be used for braces and as columns in some joints, but not the gusset type. A change request for pipe columns in these joints has been logged.

How can I design a Gusset connection with braces in two planes?

Regretfully the design of gusset connections, including gusset base plates, is limited to the design of joints with braces in a single plane. For a corner column connected to braces in two directions you can still design two separate connections, one for each brace or plane, but not a unified bi-axial gusset plate connection.  

Why does the DXF use numbered bubbles?

There is a lot of information to display for a Gusset Drawing so the program creates a separate drawing for each of the significant parts. Use the drop down list to change from the "Main" drawing default to any one of the parts. 

Refer below link for overview of design of Column, Beam, Footing, Pile-cap and slab as per Euro Code in RCDC

https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274537

This wiki demonstrates an Excel macro created with RAM DataAccess, the programming interface into RAM Structural System model data that comes with regular product installation. At the link below is an Excel file containing a macro that automates the creation of lateral-resisting frames in RAM Structural System:

https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/274513

This macro and how RAM DataAccess was used to created it is explained in detail in an August 2020 on-demand webinar, which can be accessed here:

https://gateway.on24.com/wcc/eh/2028083/lp/2583726/bentley-webinar%3A-automation-and-efficiency-in-ram-using-programming-interfaces/?_ga=2.182612770.527150760.1597884045-1907978421.1528325298

A great resource for getting started with RAM DataAccess:

https://communities.bentley.com/products/ram-staad/m/structural_analysis_and_design_gallery/141899

Problem Description

After installing RAM Structural System version 17 or later and signing into the Bentley Connection Client, the Ram Modeler module fails to open for a new or existing file. When clicking the button or menu option the cursor spins briefly, but nothing happens.

Details

This problem only seems to affect some machines running Windows 7 *x64). Other modules like Ram Frame seem to work fine for existing files, but the Modeler does not start or launch.

Solution

We believe the problem relates to some incompatibility in the shared Microsoft components included in the Microsoft .NET Framework. To solve the problem follow these steps. We are looking into less invasive ways to restore functionality but Windows 7 will not be supported much longer. 

1. Close all applications.
2. Uninstall RAM Structural System.
3. Uninstall Microsoft SQL Server Compact 4.0 x64.
4. Uninstall Microsoft Visual C++ Redistributables from 2015 through 2017.
5. Reinstall RAM Structural System. The RAM Structural System install process will reinstall the 2 Microsoft programs that were removed in the previous steps.

See Also

[[RAM Manager fails to open on 64-bit OS]]

Configuring structural products for selectserver

Ram Modeler license is disabled.

Problem Description

When accessing the RAM Structural System or other RAM programs from a remote desktop connection, through VPN or other virtualization software, one of the following errors is displayed:

"LoadLibrary failed with error 126: The specified module could not be found”

“LoadLibrary failed with error 87: The parameter is incorrect”

Solution

First, search for and install updated video drivers from your machine manufacturer's web page.

If the problem persists, try disabling the Integrated Intel HD display adapter and then restart the RDP session.

See Also

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

[[RAM SS 3D Viewer FAQ]]

Frequently Asked Questions

Why is Bentley retiring Limcon?

Limcon has very similar capabilities to RAM Connection, which is trusted and used globally. RAM Connection has a superior graphic interface, reporting, better integration with other applications, and an overall superior user experience.

How long will I have access to Limcon?

We plan to allow access to Limcon for a reasonably sufficient time to facilitate a successful transition to RAM Connection. However, there will no longer be any updates to Limcon. RAM Connection will be the only product of the two actively developed.

What happens to any Limcon design code licenses I owned?

Users now have access to all design codes in Limcon without a separate license required. The design codes licenses have been removed from your contract and you will no longer pay SELECT or Term License fees for Limcon design codes.

I currently have five Limcon licenses covered by SELECT and own no RAM Connection licenses. What happens if I continue to use only Limcon?

Starting with your next SELECT renewal date, you will pay SELECT on five seats of RAM Connection instead of five seats of Limcon. Any Term License charges you incur will be for RAM Connection instead of Limcon, even if overuse was on Limcon. Note that you may use five licenses of RAM Connection and five licenses of Limcon at the same time without incurring a term license charge since the RAM Connection licenses you now own entitle you to both RAM Connection and Limcon.

Where can I learn more about RAM Connection?

• Product Webpage
• Product Datasheet
• Limcon vs RAM Connection Comparison
• OnDemand Webinar on Structural Steel Connection Design
• Learning Path for RAM Connection - Get Started!

Will my data be preserved? Can I import my Limcon files into RAM Connection?

RAM Connection v13.3 is able to import Limcon files (*.lmc) and convert them to *.rcnx.

What are the hardware requirements for RAM Connection?
Processor: 1.3 GHz or faster processor (x64)

Operating System: Microsoft Windows 7 or higher

RAM: 2 GB minimum, 4 GB recommended

Hard Disk: 675 MB free disk space for installation; 2 GB available for analyzing models

Display: Open GL compatible graphics card with at least 512 MB in video memory. 1024x768 minimum screen resolution

What should I do if I have additional questions on RAM Connection, training, and migration plans?

Contact your Bentley sales representative.

What should I do if I have additional questions on my license renewals?

Please contact your subscription renewals representative. 

I want to add a new section database in STAAD.Pro for my company. Can I do that ?

For STAAD.Pro Connect Edition 

The section profile databases are stored as db3 files as part of the software installation within the Sections folder ( for example C:\ProgramData\Bentley\Engineering\STAAD.Pro CONNECT Edition\Sections ). You can always modify sections in existing databases or add new sections to the existing databases and that can be done from within the program itself by using the menu option Specification > Section Database from within the GUI. For doing that you do NOT need to create a new database.

Details on how to add a section to an existing database is available at 

Add a New Section to the STAAD.Pro Section Database

However if you still need to add completely separate database for your company, it is possible but you should keep the following points in mind.

To create any user defined db3, one has to copy an existing db3 for a particular country to begin with and then modify it. Creating a db3 file from scratch will never work.

In terms of modifying a db3 file, one can modify the data in the existing tables or can add new data to the existing tables but one cannot add new tables.. For example within a particular db3, one can add new sections as part of the Angle Table but one cannot add a new table like say Double Angle or Star Angle.

Once the necessary modifications are made in the db3 file, one needs to go to Configuration > Section Database > Custom Profile Table > Browse to the location of the modified db3 file and click on Import as marked in the screenshot below

Subsequently one should close out of the Configure dialog box and get back into it.

One can then use the Configuration > Section Database > and choose the appropriate database corresponding to the Country from the dropdown list and click OK ( please refer to the same picture above)

For STAAD.Pro v8i and older versions 

The section profile databases are stored as mdb files as part of the software installation within the Sections folder ( for example C:\SProV8i SS6\STAAD\Sections ). You can always modify sections in existing databases or add new sections to the existing databases and that can be done from within the program itself by using the menu option Tools > Browse/Modify Section Database from within the GUI. For doing that you do not need to create a new database.

Details on how to add a section to an existing database is available at 

Add a New Section to the STAAD.Pro Section Database

However if you still need to add completely separate database for your company, it is possible but you should keep the following points in mind.

To create any user defined mdb, one has to copy an existing mdb for a particular country to begin with and then modify it. Creating an mdb from scratch will never work.

In terms of modifying a mdb file, one can modify the data in the existing tables or can add new data to the existing tables but one cannot add new tables. For example within a particular mdb, one can add new sections as part of the Angle Table but cannot add a new table like say Double Angle or Star Angle.

As a final step, one can go to the Configuration > Section Profile Table dialog box and click on the row for Database Names, corresponding to the appropriate country, to identify the new User Database as the data base to be used for that country. No need to use the option Install Custom table for that.

One also needs to have read and write access to the Sections folder.

Additional references 

Details on how to convert older section database files (mdb) to the newer format (.db3) can be found here

What are the common file formats that can be imported in STAAD?

STAAD.Pro can import data from the following file types:

1. 3D DXF
2. QSE ASA
3. CIS/2
4. ISM

The import-export options are mentioned in the following picture --

CAD models such as those from AutoCAD or Microstation can usually be saved or converted into DXF or CIS/2 files.

From the 3D DXF format, only the line diagram (geometry) of the model can be imported. Property or load data cannot be imported from such files.

The CIS/2 (CimSteel Integration Standard, Version 2) allows for the transfer of models using a prescribed data standard in the STEP (Part 21) format. There are various types of CIS/2 files. Among those, STAAD can import data from those types known as analysis models. The initial structural model will be created in the external 3D modeling software and exported as a CIS/2 STEP file, consisting of both analytical and physical model definitions.

The following data can be imported through the CIS/2 format:

•  Member properties

•  Material constants (E, Density, Poisson, etc.) of steel profile sections

•  Member orientation (Beta angles, Reference points)

•  Member end conditions like Releases

•  Support conditions

•  Loading information

STAAD.pro is also an ISM Enabled application allowing data to be imported, exported and updated (or Synchronized) with other ISM enabled applications. 

Moore details of ISM module are available in the following post --

Integrated Structural Modeling

ISM Solutions and Best Practices

This page is currently under construction

STAAD Foundation Advanced

The version specific Release Notes for STAAD Foundation Advanced is presented below

[[CONNECT Edition v9.4.0 Release Notes]]

[[CONNECT Edition v9.3.0 Release Notes]]

[[CONNECT Edition v9.2.0 Release Notes]]

[[CL Edition v9.1.0 Release Notes]]

[[CL Edition v9.0.0 Release Notes]] 

[[CONNECT Edition Update 4 v8.4.0 Release Notes]]

[[CONNECT Edition Update 3 v8.3.0 Release Notes]]

[[CONNECT Edition Update 2 v8.2.0 Release Notes]]

[[CONNECT Edition Update 1 v8.0.1 Release Notes]]

[[CONNECT Edition v8.0 Release Notes]]