I am trying to design a base plate connection for a Tube column using the RAM Connection interface within STAAD.Pro. I am getting a message "Unable to create Joint. Only I shapes are allowed for columns". Can the software not design base plate for tube columns ?

Most likely the tube sections in your model are defined from the TUBE database in STAAD.Pro. RAM Connection interface within STAAD.Pro is able to design base plate for tube shapes but you need to define these tubes using sections from the HSS Rectangle database in STAAD.Pro. So replace the TUBE sections with HSS Rectangle shapes and the software should be able to design base plates.

STAAD.Pro is a general purpose structural analysis and design program with applications primarily in the building industry - commercial buildings, bridges and highway structures, industrial structures, chemical plant structures, dams, retaining walls, turbine foundations, culverts and other embedded structures. If you are new to STAAD.Pro, you can use these resources to start creating structural model geometry in STAAD.Pro CONNECT Edition.

  STAAD.Pro CONNECT Edition Overview

STAAD.Pro CONNECT Edition provides two main workflows for creating model geometry, both of which are included in these resources:

• STAAD.Pro Analytical Modeler: Used to model your structure using analytical elements. The analytical model is a finite element model of the structure which is typically processed directly by the analysis and design engine.
• STAAD.Pro Physical Modeler: Used to model your structure using physical elements. The physical model is used to draw structural elements as they are physically constructed. The program will then decompose this into an analytical model which is passed to the STAAD.Pro analysis and design engine.

Modeling Structural Members in STAAD.Pro On-Demand Training
Learn how to model structural members in the STAAD.Pro Analytical Modeler or the STAAD.Pro Physical Modeler using STAAD.Pro CONNECT Edition.

  Download the Project Workbook and Dataset from the Bentley LEARN Server for hands-on, step-by-step instructions. 

Assigning Properties and Specifications in STAAD.Pro On-Demand Training
Learn how to assign properties and specifications to members in the STAAD.Pro Analytical Modeler or the STAAD.Pro Physical Modeler using STAAD.Pro CONNECT Edition.

  Download the Project Workbook and Dataset from the Bentley LEARN Server for hands-on, step-by-step instructions. 

Modeling Loads in STAAD.Pro On-Demand Training
Learn how to model loads in the STAAD.Pro Analytical Modeler or the STAAD.Pro Physical Modeler using STAAD.Pro CONNECT Edition.

  Download the Project Workbook and Dataset from the Bentley LEARN Server for hands-on, step-by-step instructions. 

Modeling Finite Elements in STAAD.Pro On-Demand Training
Learn how to model plates and surfaces in the STAAD.Pro Analytical Modeler or the STAAD.Pro Physical Modeler using STAAD.Pro CONNECT Edition.

Additional Resources for Modeling in STAAD.Pro
Want to learn more? See the additional resources for modeling topics in STAAD.Pro CONNECT Edition.

Need help? Connect with us using the following platforms:

​

​

1.[[If Beam shows Failure]]

2. [[Can RCDC design Curved beams? Will it convert the curved beam composed of many parts to a single physical beam?]]

3. [[Can RCDC provide bottom bar without curtailment in single span?]]

4. [[Designing Group of Beams can be done if the Beam arrangement is similar at all Floors.]]

5. [[Can RCDC provide the detailing of beam with lowest diameter throughout the length and balance area of steel with higher diameter in other layer?]]

6. [[Does RCDC allow to provide only 2 bars for top reinforcement?]]

7. [[What is the purpose of mirror & straight option in group/ungroup tab?]]

8. [[Why specifically only 13 stations (for beams) can be imported from E-tabs to RCDC?]]

9. [[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?]]

10.[[For Non ductile and Ductile Beam]]

11.[[How to calculate reinforcement of beam at face of column in RCDC?]]

12.[[The Building is designed including EQ loads and STAAD RCDC is giving more reinforcement at bottom near supports as curtailed bars. Why?]]

13.[[Which option can be used to save the reinforcement for long span beams in RCDC?]]

14.[[In RCDC Detailing option is available in Design Settings.]]

15.[[Clarification regarding the curtailment of 100% top reinforcement.]]

16.[[In BBS for ductile beams, there should be no lap splice within the joint and within 2D from the face of the column. (ACI 318M – 14 cl. 18.6.3.3)]]

• 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,

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.

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.

• 24. I showed best fit beam reinforcement drawings to client, but he categorically said that I have never seen this type of detailing and it’s not practically possible. Why RCDC gives this type of detailing? 
  • Best fit detailing option is used by most of the structural consultant in Metro cities. it is generally used for the commercial, office and shopping malls where beam spans are larger. Best fit option can be used to save the reinforcement for long span beams. there are other options available in RCDC. i.e. Maximum Dia & Min. Dia which gives flexibility to users to detail the beams as per design and detailing requirements. Beams having shorter spans, maximum or minimum diameter option can be used to avoid lapping.

• 25. STAAD adv. Concrete designer RCDC provides top bars with lapping in output beam reinf. near supports but I want through bars at top without lapping and with curtailed bars near supports. How to do it?
  • Please select Min OR Max diameter detailing option in design settings in RCDC. refer below snap,
    
    

26.Can you provide clarification regarding the curtailment of 100% top reinforcement at a certain location from column as per IS code?

Reply:

RCDC design the reinforcement as per the forces available at all sections in the beam. It takes 13 stations (i.e. 12 zones) for design of beams. Based on the forces available in each zone, reinforcement is calculated. Lapping locations are available as per user inputs. Default location for lapping of top reinforcement is L/4. As RCDC design the beam for 12 zones, the options of L/3,L/4 and L/6 are available for lapping at top and bottom reinforcement.  User can change the lapping location as per design requirements.

Lapping of top reinforcement is available to optimized the reinforcement. Curtailment location is available in SP 34. Refer below snap,. As far are rebar are lapped with the development length, lapping is permitted for top reinforcement.

RCDC provided various option for top and bottom reinforcement detailing. This option is available in General and reinforcement settings,

If user doesn’t want to provide lapping for top reinforcement, we would suggest you to use Max Dia and Min Dia option of detailing.

27.In BBS for ductile beams, there should be no lap splice within the joint and within 2D from the face of the column. (ACI 318M – 14 cl. 18.6.3.3)

(Currently, lap splices are still drawn within the restricted locations.)

Reply:

RCDC design the reinforcement as per the forces available at all sections in the beam. It takes 13 stations (i.e. 12 zones) for design of beams. Based on the forces available in each zone, reinforcement is calculated. Lapping locations are available as per user inputs. Default location for lapping of top reinforcement is L/4. As RCDC design the beam for 12 zones, the options of L/3,L/4 and L/6 are available for lapping at top and bottom reinforcement

At top location, the lapping is provided at curtailment locations. i.e. L/3,L/4 or L/6 distance from column face. Here the distance 2xD is not checked for curtailment. If we start providing curtailments for beams as per the beam depth, it would be complicated. The curtailment location will vary as per the beam depth. The location of curtailments might fall between two stations. Checking reinforcement curtailments at any location as per 2D would not be simple and might not give the desire result. Interpolation of forces is not possible for in between values. Even if we consider on higher side, it would not be consistent to all beams and curtailments will not match the distance 2D for all beams. Also, it is very difficult to handle Ast calculations and shear check location for individual beams.

For Bottom location, RCDC provides the lapping at face of the beam. The higher diameter rebars extends to lower diameter to make sure that the it satisfies the bending and shear check criteria. Also, the confining of the reinforcement exists up to twice the distance from the column face.

If we provide lapping away from the twice the beam depth, it might reach in the middle zone of the beam which is also needs to avoid as it is governed by permanent loads. In this case we might need to handle ductile and Non-ductile beams separately. For ductile beam lapping will place away from the 2D and for Non-ductile it is possible to provide within 2D.

For such cases, we would recommend user to use detailing options available in RCDC.

For Top rebars use max dia. Option: here the same diameter rebar is continued at outer most layer to avoid lapping.

For Bottom rebars use max dia. Option and try to provide same rebar numbers and diameter to adjacent beams to avoid lapping.

28. Does RCDC perform the Serviceability check for allowable deflections from ACI 318M-14 Table 24.2.2 by using the effective moment of inertia from ACI 318M-14 cl. 24.2.3.5 ?

Reply:

Presently deflection values are not read by RCDC and deflection check is not performed. There would be simple check for deflection as per the deflection values available from analysis for given load cases. This would-be short-term deflection check.

Other is long term deflection check which is depend on the creep and shrinkage of concrete.

 We will try and take this as an enhancement in RCD for future release.

29.  RCDC is considering 'Zero" bending moment at left and right support despite there being some Bending moment at the support.

Reply:

Below is the step by step process which explains why and how RCDC shows Zero BM at supports to satisfy max Ast requirement:

Step 1: RCDC bifurcates the beam in Left, Mid and Right zone and identifies the length of each zone.

Step 2: Based on the length of each zone, RCDC further identifies the number of stations that will fall in each zone.

Step 3: For each station, identifies +ve moment as Top moment and -ve moment as Bottom moment

Step 4: RCDC Calculates As,reqd for each station as follows:

As,reqd = Max{B,B', A+D/2, A+C x (fsc / fyd)+D/2} (for Mu > 0)

As,reqd = Bn (for Mu = 0)

Where, 

A = As = Tension reinforcement required for bending moment

B = As,min (flex) = Min area of flexural reinforcement

Bn = As,nominal = Nominal area of reinforcement

Step 5: After identifying Max As,reqd (as per above step) for each station individually, RCDC provides the Max Ast for all the stations of a particular zone under consideration.

Step 6:"If As reqd is governed by As nominal, the RCDC shows Zero BM value in the design calculation report."

Refer attached excel which explains a solved example. 

 communities.bentley.com/.../RCDC-Logic-of-designing-Beams.xlsx

30.  How the effective depth is calculated in beam design and what is the impact of “maximum Aggregate 2 Size” on effective depth?

Reply:

RCDC assumes the number of rebars layers for the effective depth calculation based on the following,

Assumption of number of layers of reinforcement:

At design time the number of layers of reinforcement is assumed as under to arrive at the effective depth, d:

D < 400 mm                                                                   1 layer

400 mm >=   D <=1200 mm                                        2 layers

1200mm > D <= 1350 mm                                          3 layers

1350 mm > D <= 1800 mm                                        4 layers

1800 mm > D <= 2250 mm                                        5 layers

2250 mm > D <= 2700 mm                                        6 layers

2700 mm > D <= 3250 mm                                        7 layers

D > 3250 mm                                                               8 layers

Effective depth is calculated as follows,

Example-1

Beam Depth (D)                               = 600 mm

Clear cover (Cc)                               = 25 mm (this includes diameter of link/stirrups/fitment)

Maximum Aggregate 2 Size (M)  = 25 mm

 Assumed Diameter (d1)                 = 20 mm

Number of layers                            = 2 Nos (for 400 mm >=  D <=1200 mm)

Space between two rebars           = if  -- d1 > 2 * M / 3

                                                        Then  d1 is considered

                                                        Else, 2 * M / 3  is considered

In the example considered, 

               20 > 2*25/3

               20 > 16.67mm

Thus, spacing between rebars is 20mm.

& 

Effective depth = D – Cc - d1 – M/2

                              = 600 – 25 – 20 – 20/2

                              = 545 mm

Example-2

Beam Depth (D)                               = 600 mm

Clear cover (Cc)                               = 25 mm (this includes diameter of link/stirrups/fitment)

Maximum Aggregate 2 Size (M)  = 40 mm

Assumed Diameter (d1)                 = 20 mm

Number of layers                            = 2 Nos.

Space between two rebars           = if  --- d1 < 2 * M / 3

                                                        Then  d1

                                                        Else, 2 * M / 3            

In the example considered, 

               20 < 2*40/3

               20 < 26.67mm

Thus, space between rebars is 26.67 mm

 &

Effective depth = D – Cc - d1 – M/2

                              = 600 – 25 – 20 – 26.67/2

                              = 541.665 mm

Thus, if user expects clear spacing between rebars to be 25mm, it is recommended user to provide value of Maximum Aggregate 2 Size (M) equal to 37.5mm. (2 x 37.5 / 3 = 25mm)

31. Why is RCDC taking wind load shears to do ductile detailing for earthquake loads? It should take hogging and sagging moments of receiving frame beams for the earthquake loads and calculate the sway shears for comparison of shear force with the static analysis shear force.

Reply:

As per above sentence all the beams on which seismic forces are applied or the beams that behaves as a part of seismic force resisting system needs to be designed for ductility. But the critical load combination can be any one; which imposes Max Flexure or Max shear on the beam.

So, based on same, when Seismic forces are applied in the analysis file and also when Seismic load cases are selected for design of beams in RCDC, ductility criteria is applied.

Also, there is an option in RCDC where user can select the beams which needs to be designed for Ductility. By default, when ‘Ductile Design’ option is selected from Design settings, RCDC selects all Primary column to column beams to be designed for Ductility criteria.

Going ahead, for shear design of Beams, RCDC follows below mentioned steps:

1. RCDC identifies the ‘Max Shear’ value for the considered beam from all the available load combinations. This happens for Left Mid and Right zone of the beam.
   1. To this max shear, the additional shear due to torsion is added:

Vut = Vu (from analysis) + Vtu (Shear induced due to torsion)

2. Once the Max shear is determined, RCDC will trace the load combination from where Max Shear is found and take it as critical load combination.
3. The sway shear (Vu sway) is calculated as below (as per IS 13920 – 2016).

The simply supported shear is calculated as below for the DL and LL cases independently and added when calculating ductile shear –

V-left = Shear at left end from analysis

V-left-ss (Shear at left end as per simply-supported action) =

= V-left – M-left/L + M-right/L

Calculation of ductile-shear at any section from left to right can be worked out as below -

V-x = Shear at ‘x’ left end from analysis

V-x-ductile = Maximum of (V-x – M-left/L + M-right/L – Sway shear-right), (V-x – M-left/L + M-right/L + Sway shear-left)

4. The final Design Shear i.e. Vud = Max (Vut, Vusway) is used for the shear design of stirrups.

32. Does staad advanced concrete design (RCDC) consider the contributing effects of the slab flanges in RC beam design? I examined the calculation report for some beams and realized  the beams are designed completely as rectangular beams even when you specify them as flange beams.

Reply;

RCDC can design beams with flanged action (T or L). As per design principles of flanged beam, RCDC uses this action only for mid-span bottom reinforcement.

Effective width of flange-action is calculated as per the provisions in code for simply-supported and continuous beams.

Below snip shows difference where same Beam is designed with Flanged action and without Flanged action, using Indian Code as an example.

33. Is there a Customized curtailment provision in RCDC ?

• Each beam is divided and designed at-least at 13 stations i.e. 12 section; along the length of the beam.
• Each section is designed for each load combination to arrive at required areas of longitudinal reinforcement at top and bottom and shear reinforcement.
• Further, the lapping locations are available as per user inputs. Default location for lapping of top reinforcement is L/4. As RCDC design the beam for 12 zones, the options of L/3, L/4 and L/6 are available for lapping at top and bottom reinforcement.  User can choose the lapping location as per design requirements.
  • For any beam under consideration, as the bending moment is parabolic in nature and not a linear one, it is not feasible in RCDC to interpolate the BM "in between the section length". So, the lapping locations provided in RCDC are all multiple of 12 i.e. L/3, L/4 & L/6 ---- where 12 is the number of section in which a beam is divided.
• RCDC provides all the Lapping location as mentioned in SP34 except for L/10 so as to avoid the interpolation of Bending moment in between a section length. 

• At top location, the lapping is provided at curtailment locations. i.e. L/3,L/4 or L/6 distance from column face. Here the distance 2xD is not checked for curtailment. If we start providing curtailments for beams as per the beam depth, it would be complicated. The curtailment location will vary as per the beam depth. The location of curtailments might fall between two stations. Checking reinforcement curtailments at any location as per 2D would not be simple and might not give the desire result. Interpolation of forces is not possible for in between values. Even if we consider on higher side, it would not be consistent to all beams and curtailments will not match the distance 2D for all beams. Also, it is very difficult to handle Ast calculations and shear check location for individual beams.
• For Bottom location, RCDC provides the lapping at face of the beam. The higher diameter rebars extends to lower diameter to make sure that the it satisfies the bending and shear check criteria. Also, the confining of the reinforcement exists up to twice the distance from the column face.
  • If we provide lapping away from the twice the beam depth, it might reach in the middle zone of the beam which is also needs to avoid as it is governed by permanent loads. In this case we might need to handle ductile and Non-ductile beams separately. For ductile beam lapping will place away from the 2D and for Non-ductile it is possible to provide within 2D.

Note that there is an option in RCDC to perform local curtailment by modifying the reinforcement locally for any station of a zone. On the design output window, you can click on the 'Detail' feature and by double click on each zone, you can modify the 'Top reinforcement', 'Bottom reinforcement' & 'Shear reinforcement' also. 

Further, in case you want to use the same reinforcement configuration for other zone by avoiding this step, there is further tool available to 'copy reinforcement' & then 'paste reinforcement' to other beam with same size and same material used for design.

Refer the attached video for understanding how this can be done.

communities.bentley.com/.../2021_2D00_08_2D00_20_5F00_13_2D00_21_2D00_42.mp4

34. What is the purpose of the Ignore Torsion feature available in RCDC Design settings and how does RCDC Consider it while designing any beam with Torsion ?

RCDC reads the design forces from analysis and performs the design based on that. We are not making any changes to force values that we get.

The feature for 'Ignore Torsion' was introduced because many users argued that the torsion value we are getting from analysis may be unreal as effect of the slabs is often ignored in the analysis.

To cater for such cases, we allow users to set a value of torsion, so that while designing RCDC ignores all the values below that value.

If we allow users to 'deduct' any value from the analysis values, that would mean we are tampering with the analysis results for design, which we want to avoid.

We would not be introducing any such feature.

We would suggest using 'Stiffness Modifiers' or 'Member End Releases' appropriately in the analysis to actually release the effect of torsion.

35.RCDC is providing steel for beams in several layers of 12mm dia. for some beams. Instead of using greater diameter of bar and less number of layers, software is providing all layers with T12 bars.

      This scenario happens when we select ductile design for beams. As per IS13920:2016 clause 7.1.1 (a) the largest diameter of longitudinal bar in the beam passing through or anchoring at the column.

In RCDC as we design every element type in different module, this check was not available earlier. In recent updates we have provided this check in beam module. So, now the highest reinforcement dia permissible in beam is not greater than column dimension in the direction of beam spanning /20. So, if the dimension of column is 300mm, maximum allowable bar dia is 300 /20 = 15mm. But as 12mm and 16mm are the diameter available practically, we will use 12mm dia. If you want to use higher diameter rebar then you need to increase the size of column.

36.Asv required for is greater than Asv provided.

Refer to the attached excel sheet and the corresponding Design Calculation Report from RCDC to validate what is explained in the attached excel. 

communities.bentley.com/.../B274-Design-calculation-report-from-RCDC.html

communities.bentley.com/.../Asv-calculation-explanation.xlsx

In RAM Connection how to provide multiple columns of bolts for single plate BCF shear connection as shown below?

In RAM Connection during design settings can be changed to accomplish this. In the connection pad we can change the bolt eccentricity calculation method to "Manual" instead of "AISC". Then the option to provide bolt columns is available as shown below. 

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

• [[Known issues in Ram Connection 11]]

Installation and Licensing

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

Technical

• RAM Connection Capabilities and Modeling FAQ
• Ram Connection Seismic Provisions Settings
• [[Creating Custom Connection Templates]]
• Creating custom Sections, Materials, etc. in RAM Elements
• Troubleshooting Errors when Assigning Connections
• Ram Connection for Ram SS Load Combinations
• Tips for Using RAM Connection within STAAD.Pro [TN].
• How to Customize a RAM Connection Template in STAAD.Pro
• [[RAM Connection Gusset Connections FAQ]]
• RAM Connection Stalls When Assigning Base Plate Connection
• Catastrophic Failure Error when Using Customized Anchor Position
• RAM Connection Extended End-Plate Moment Connections (MEP)
• RAM Connection Base Plate FAQ
• What Connection Types are available in RAM Connection to the design code BS 5950?
• [[Transfer Forces in RAM Connection|Transfer Forces in RAM Connection]]
• [[Base Plate Connection,Tension & shear reinforcement]]
• [[How to model eccentric column base plate in RAM Connection?]]
• [[Multiple columns of bolts for Single plate BCF connection]]

Refer attached snap from IS13920. Max spacing limit for confining reinf is 100mm in this case. RCDC output shows spacing of 125mm, is this correct?

The clause you are referring to has been amended along back. As per Amendment no 1 to IS13920 :2016 the 3 criteria have been replaced with a single one. Please see attached snap. As per amendment maximum spacing will be 6 times the smallest longitudinal reinforcement. Here, dia of longitudinal reinforcement is 25mm. So, maximum allowed is 6 x 25mm = 150mm. So, spacing 125mm is okay.

[[Detailed explanation for Gravity column design in RCDC]]

[[Why only 50% of longitudinal reinforcement considered For Column Shear Calculation?]]

[[Why RCDC shows message of “Elevation of Column has been Omitted” while generating elevation of combined wall?]]

[[There is option under shear wall for detailing as Boundary Element or Equi Spaced rebar. I wish to have detailing as equi-spaced rebar, but it never gives detailing as equi spaced and redesign consume lot of time]]

[[Does RCDC calculate the effective length factor based on ACI 318M -14 Fig. R6.2.5 (b) for sway frames?]]

[[On what basis does RCDC perform the Joint shear check based on the Aspect ratio of vertical member as per Clause 7.1.2 IS13920 - 2016 & Amendment no.1 - 2017?]]

[[Can RCDC handle columns of shape L, T and other odd shapes?]]

[[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]]

[[Some of the columns are missing at lower level even if they have exist in Staad model]]

[[Forces for column do not match with analysis]]

[[In edit link arrangement all the internal links can be removed. It doesn’t affect the design of links in column design. Please clarify]]

[[Does RCDC calculate the Effective length factor automatically or it is user defined? Is it same for all columns in model or different?]]

[[Spacing of confining reinforcement for column as per IS13920 2016]]

• 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 behavior
    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.

• 22.There is option under shear wall for detailing as Boundary Element or Equi Spaced rebar. I wish to have detailing as equi-spaced rebar, but it never gives detailing as equi spaced and redesign consume lot of time

  • When you select the option of “Detail with Equi-spaced rebar arrangement" RCDC design and detail the wall with Zones, however rebar spacing in all zones are maintain same. refer below snap showing rebar arrangement with same setting,

if you unselect "Detail wall with Boundary element" it will design as a ductile wall without Boundary element but it will try to provide zones to optimized the reinforcement.

when you select both the options i.e. Boundary element and Equi-spaced, it will design as Boundary wall with equi-spaced rebar arrangement. This setting is applicable for Non-ductile wall if you want t provide equal spacing.

if you want to design wall as column and with same rebar having equal spacing, then you have to perform the redesign step, however in redesign column tool allows user to change the type from "Zonal" to "Equi" in one step for wall along height. refer below snap,

for wall, RCDC tries to optimize the reinforcement by providing higher diameter at edges.

23.Does RCDC calculate the effective length factor based on ACI 318M -14 Fig. R6.2.5 (b) for sway frames?

Reply:    

Reply: RCDC calculates the column effective length factors as per above charts based on type of frame.

Type of frame is identified as per story height, axial load, relative displacement and story shear. Refer below snap,

Based on the column at top and bottom along with beam stiffness of story considered, value of Ѱ is calculated. Refer below snap,

As per Ѱ, effective length factor (k) is calculated based on fig. 6.2.5

24.On what basis does RCDC perform the Joint shear check based on the Aspect ratio of vertical member as per Clause 7.1.2 IS:13920 - 2016 & Amendment no.1 - 2017 ?

As per clause 7.1.2 IS;13920 - 2016, the vertical members of structure whose B/D >= 0.4 (or D/B <= 2.5), shall be designed as per requirements of Clause 9.

The first print of IS;13920 - 2016, 'Clause 8' talks about 'special confining reinforcement'. Later in Amendment no.1 - 2017 to IS;13920 - 2016 , this clause was renamed as 7.6. Hence, the old clause 9 now automatically becomes 8 and clause 10 (which is for shear walls) becomes 9.

Further, in the same amendment, they have mentioned that 0.45 in 7.1.2 should be replaced by 0.4. With this background, one can interpret 7.1.2 as below - It is preferred to provide D/B as 2.5 or less (B/D 0.4 or more) for columns. In clause for walls it is very clearly mentioned that D/B should be more than 4. Also, 

So, for D/B between 2.5 and 4, the behavior is in between and should be avoided. However, if one has to use these ratios then those members can be designed as walls as per clause 9, and can be done in RCDC by changing the D/B ratio in Design Settings form.

25.In RCDC, we can group columns and design them. But, when we go on creating elevation there is no way to create a single elevation for all the columns in a group. This feature is available only for detailed drawing. Can we incorporate the same for elevation drawings also? If not, can you please let me know the reason?

26.How can we change the Un-supported length in RCDC when column is tied in one direction and is free in another direction?

Reply:

Considering below example when there is a case where a column is not tied along one direction and is tied along another direction, the unsupported length of the column along the direction where it is not tied is to be manually entered in RCDC using the 'Redesign Section' tool available in RCDC.

With this option, the actual unsupported length = (Floor height - the Beam depth) needs to be manually entered in RCDC.

Once this height is entered; the column section is redesigned and the redesigned data is accepted, the revised height of the column at selected floor will be displayed in the design calculation report as well.

Below are the snips for reference;

27. IN FAILURE DIAGNOSTIC WE CAN GET ONLY REASON OF FAILURE BUT  NOT GET THE CALCULATION. HOW WE KNOW THE FAILURE CALCULATION OF COLUMN? 

Reply:

RCDC provides the reason for failure in the Failure Diagnostics report. There are multiple type of Failure suggested by RCDC as follows:

1. Axial Failure -  When the Average Stress in Column (Pu / Ag) for Pumax from seismic Load Combination exceeds 0.4 fck, then there is Axial Failure. 
   • This can be tackled by either Increasing the Column Size or by Increasing the Grade of Concrete. As both these parameters are set by user, RCDC cannot modify these parameters and shows as a Failure condition.
2. Joint Flexure Failure - As per Clause 7.2 (IS:13920-2016), for a considered Beam Column Junction, when the Column Capacity is found to be Less the 1.4 Beam Capacity (considering all the beams at the joint), then there is Joint Flexure Failure. 
   • In this case, RCDC tries to increase the Ast provided for Column up to Maximum Pt considering the Max Diameter - Min spacing parameters that are set in RCDC. If still there is failure after increasing the Pt, then RCDC shows it as Failure only. 
   • You can handle this by either increasing the Column sizing or by controlling the moments in beam by providing some partial releases in beam or by decreasing the beam sizing to control the stiffness.
3. Joint Shear Failure - As per Clause 9.1 (IS 13920-2016), the Nominal shear strength of concrete in the Beam - Column Joint is checked as mentioned in the code. Below image for reference:
   • This check depends on the Beam-Column Joint area and the Concrete Grade. So, this can be tackled by either Increasing the Column Size or by Increasing the Grade of Concrete. As, RCDC cannot modify both these parameters it is shown as a Failure condition.
4. Detailing Failure - This type of Failure occurs in RCDC when the 'Maximum Diameter' and 'Maximum allowable bars' for a column section is provided and still with this configuration of Pt provided is less than the Max Pt allowed. 
   • In this case RCDC has already tried to reach the maximum possible diameter and number of bars. So, this can be further handled from user's end by allowing the Maximum diameter available in the list and / or increasing the Number of Bars for the column section. The number of bars for column section can be increased from the Zone & Rebar settings in RCDC. 
5. Rupture Failure - 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.
   • In this case, the check is performed only when user selects to perform this check and there is tension in the column.

28. RCDC consider 0.4% reinforcement for column minimum reinforcement by default. Is there any clause in IS code to reduce column minimum reinforcement from 0.8% to 0.4%?

As per code, Min As = 0.8% of the required C/s area of the column. RCDC follows the same.

RCDC internally calculates the c/s area required for the Maximum Pu and then takes 0.8% of the Required c/s area.

The 0.4% mentioned on the reinforcement setting form is used to calculate the Asmin with the Provided c/s area of the column.

Finally the Asmin is considered as Max (0.8*Required c/s area of column, 0.4*Provided c/s area of column) where the required c/s area of column is calculated in RCDC internally with Max Pu.

29. A parametric wall is having different thickness at different levels. RCDC is unable to show the correct thickness. What may be the cause?

        Note that whenever a single parametric surface is modeled and 2 different plate thicknesses are found to be assigned to a single surface, RCDC considers the minimum of the thicknesses obtained. If it is desired to have different thicknesses at different levels, then you should model separate parametric surfaces and then assign the desired thickness to different surfaces. Then only RCDC will read and show the correct thickness at different levels.

30. In my model I have grouped the columns. Instead of column name I want to see group names. How to do that?

   This can be achieved by changing the Drawing Style. To do that go to Modify > Drawing Style > Modify Drawing Style as shown below. 

Now a new window will open. There you need to check the box against "Use Group Names in Output" under Display Style. This will show the group names instead of column names.

Release Date:  [COMING SOON] XX April 2022

Release Name: iTwin Analytical Synchronizer CONNECT Edition V12 Update 2

Release Version: 12.02.00.1XX

This release of iTwin Analytical Synchronizer includes security and many stability fixes surrounding cloud workflows. Notable user experience improvements are listed below: 

Streamline Digital Connection for new iModels 

Previously, a Push to Cloud operation involves a Digital Twin Connection, which in turn involves a 3-step process of selecting Project/iModel/Model.  

Now, a new iModel automatically creates a Model (of the same name) on the user’s behalf. 

Smoother cloud operations and viewing experience 

• Intermittent 404/500 errors during some cloud operations have now been resolved. 
• Previously, after a successful Push to Cloud operation. The model would appear hidden in the browser. This is now resolved - when we navigate to Design Review, the entire model is shown. 

• The Default view for Design Review now includes Visible Edges toggled on for a clearer outline of the individual structural elements. 

• Loads are hidden from the Default view to give an uncluttered view of the structural model. (Loads can be toggled back on under Categories in Design Review): 

Support for ISM API 9.0 

This version of iTwin Analytical Synchronizer works with version 9.0 of the ISM API. This version is backward compatible to version 6.0. 

Subscription Entitlement Service 

This product version utilizes Subscription Entitlement Service (SES), which is not supported by a SELECT activation key. SES is a free service with new features to enhance your organization’s user administration and security with mandatory user sign-in via CONNECTION Client to access the application. If you are already signed in to the CONNECTION Client, you have met this prerequisite. If you have not, please refer to the Administrator's Resource Center or contact your administrator for assistance in the registration and sign-in process. 

I've created a .con connection check table but can't find the folder it needs to be saved in to perform a connection check. 

1. Close RAM SS.

2. Go to Below location.

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

3. Keep the .con file in that location.

4. Now start RAM SS and check.

Refer attached snap. Highlighted range color was changed to RED. How to reset the color to default ??

Close the STAAD application and reopen it. It should be reset. This changes are not save anywhere and stored during the session only. Closing and reopening the program will reset it.

This page contains items related to the Postprocessing in STAAD.Pro

1. Changing / inserting the name to be printed in STAAD.Pro report / output
2. Max Absolute stress in Plate Contour
3. Print Section forces in STAAD Output
4. Results Along Line
5. Stability Checks for a mat foundation modeled in STAAD.Pro
6. Including pictures in STAAD.Pro Reports
   
7. Plotting Bending Moment Diagram on a selected set of members
   
8. [[Finding out Forces/Moments for reinforcement design of slabs modeled using solid elements]]
9. [[Finding out the max forces/displacements/support reactions/stresses for a group of entities]]
10. Steel Take Off of a specific group of members
11. [[How to reset the colors in diagrams?]]

RCDC (SACD) Connect Edition V11 Update3 (11.03.00.141)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 11.03.00.141 version. This is a Minor release which consist of following features,

1. Addition of American code ACI 318-19

2. Update design functionality in footing module with new analysis file- All Design codes

3. Use of different Steel grades for Main and Shear reinforcement (Beams) – All Design Codes

To find out more about the features added in this release, refer the attached release note.

SACD(RCDC)_Release Note - 11.03.00

RCDC (SACD) Connect Edition V11 Update2 (11.02.00.200)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 11.02.00.200 version. This is a Minor release which consist of following features,

1. Addition of German Annex to Euro code – DIN EN 1992-1-1/NA :2013-04

2. Addition of American code ACI 318M-19

3. RCDC compatible with Windows 11

To find out more about the features added in this release, refer the attached release note.

SACD(RCDC)_Release Note - 11.02.00

RCDC (SACD) Connect Edition V11 Update1 (11.01.00.180)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 11.01.00.180 version. This is a Minor release which consist of following features,

1. Addition of Soil and Fluid load in the load case list

2. Addition of load type for Earthquake and Wind loads in Euro code

3. Addition of Tapered and Stepped type wall in the Tank structure module

4. Exporting Tank geometry and reinforcement data to i-twin model through ISM

5. Addition of Pile-cap deign in Australian code – AS 3600:2018

To find out more about the features added in this release, refer the attached release note.

SACD(RCDC)_Release Note - 11.01.00

RCDC (SACD) Connect Edition V11 (11.00.00.143)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 11.00.00.143 version. This is a major release which consist of addition of Australian code and Belgium Annex for BS EN Code.

• AS 3600:2018 (Australian Standard – Concrete Structures) is added in RCDC. With this addition, all the structural elements can now be designed using AS 3600:2018. Pile-cap module is available as ‘tech-preview’.

• NBN EN 1992-1-1 (ANB: 2010) (Belgium annex) is added in RCDC. With this addition, all the structural elements can now be designed using Belgium Annex of BS EN code.

• BS EN 02-1-1-2004 code (the base Eurocode), is now available with a new form for input for the various constants defined in BS EN code. The design of all elements would be based on these constants. User can change these factors to suit the local design requirements.

• Design of tank structures is now available for the Base Euro code (BS EN 02-1-1-2004), Singapore Annex (SS NA) and Malaysian Annex (MS NA).

• Column Beam Joint check is now performed as per BS EN 1998-1-2004 code for Base and all Annex of Euro code. when user selects the Ductile frame as Type High, joint check would be performed.

• For ACI code, RCDC now allows user to define the lateral loads (Earthquake & Wind) as ‘Factored or Un-factored’. Accordingly, appropriate load factors are used to create load combinations template.

• In Footing design, effect of buoyancy due to water is now considered in the minimum pressure check when water table is above the foundation level.

 To find out more about the features added in this release, refer the attached release note.

SACD (RCDC) Release Note - 11.00.00

RCDC (SACD) Connect Edition V10 (10.00.00.278)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 10.00.00.278 version. This is a major release which consist of addition of new code and all new tank structures design module.

NSCP – 2015 – (National Structural Code of the Philippines) is added in RCDC. With the addition of this code, all the structural elements can now be designed for NSCP – 2015

New module is added in RCDC for design of tank structures (liquid retaining structures). This is now available as General release. The design would be based on EN 02 -1-1- 2004 + EN 02 -3 – 2006 UK code

Calculation and design for sway shear at supports in ductile beam as per from EN 08 – 1 -2004 has been implemented for medium and high-class ductility frames.

To find out more about the features added in this release, refer the attached release note.

SACD (RCDC) Release Note - 10.00.00

RCDC (SACD) Connect Edition V9 Update-4 (09.04.00.128)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 09.04.00.128 version

RCDC will read the SRSS and ABS type load combinations available in STAAD. Load combination form would be like repeat load cases for SRSS & ABS load combinations

Reinforcement detailing of Ductile Beam (clause 7.1.1 of IS 13920-2016 and 21.2.7.3 of ACI 318M-2011 ) as per column size for IS and ACI code is available.

New module is added to RCDC 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

To find out more about the features added in this release, refer the attached release note.

SACD(RCDC)_Release Note - 09.04.00

RCDC (SACD) Connect Edition V9 Update-3 (09.03.00.25)

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 09.03.00.25 version.

RCDC will now read the member forces from STAAD file for Repeat Load Cases with much easier process.Two Methods are available for Column capacity calculation for Joint check as per IS 13920-2016.  Euro Code enhancement related to Shear reinforcement calculation for all modules available in RCDC.

To find out more about the features added in this release, refer the attached release note.

SACD(RCDC)_Release Note - 09.03.00

RCDC (SACD) 09.02.00.32

RCDC 09.02.00.32 is now available with some exiting features and some important enhancements.

Design of Gravity column is included in RCDC for Indian an American concrete design codes. 

To find out more about the features added in this release, refer the attached release note.

 RCDC (SACD) 09.02.00.32_Release Note

RCDC (SACD) 09.01.00

We are pleased to announce a release of RCDC (STAAD Advanced Concrete Design / SACD) 09.01.00 version.

User can now design shear walls if it is modelled as a parametric surface in STAAD.

To find out more about the features added in this release, refer the attached release note.

RCDC v9.1.0.0 Release Notes

RCDC (SACD) 9.0.0

RCDC (SACD) is coming with Major release which consist of ACI 318-2011 and ACI 318-2014 with English Unit and rebar reference numbering as per US standard. These codes will be available for all design module like Column, Beam, Footing, Pile-cap and slab.

To find out more about the features in this release, refer attached release note.

RCDC V9.0.0 Release Note

RCDC (SACD) 8.0.1

RCDC (SACD) is coming with a minor release which consist of ACI 318-2011 and ACI 318-2014 with FPS unit and rebar reference numbering as per the US standard. Currently these codes are available for Beam design Module

It also includes the Update design feature for column. The advantage of the ‘Update Design’ option is that user can check the existing design (based on earlier analysis file) with the revised analysis file.

To find out more about the features added in this release, refer the attached release note.

RCDC (SACD) 08.00.01_Release note

Some Bentley products require a component called the Bentley IEG License Service to function. The component handles the licensing functions on behalf of programs that rely upon it. This article explains how the licensing works and how it differs from "trust licensing" which is used by other Bentley products.

Products that require it

The following products and versions require the Bentley IEG License Service:

How it works

SELECTserver provides the ability to check out or assign licenses for a specified duration. The licenses remain checked out to a user and computer and cannot be checked out elsewhere until the license is checked in again.

The Bentley IEG License Service utilizes this functionality. It automatically checks out licenses for a product as needed, usually when the product is first started. Licenses are checked out for a duration of two days. This duration ensures that a license is not prematurely returned if a product is running continuously overnight.

Once a license is checked out, the Bentley IEG License Service monitors the program that requested it. When the program closes, the license is automatically checked in again.

How it differs from "trust licensing"

The Bentley IEG License Service follows the concept of "concurrent licenses." If a company has x number of licenses for a product, the Bentley IEG License Service will permit x users to utilize the product simultaneously. An additional user will be denied access until a license becomes available.

This concept differs from the concept of "trust licensing" which merely reports usage data instead of actively restricting users. For the sake of flexibility and fault tolerance, trust licensing products technically allow usage in excess of the total number of licenses purchased, but such use should be discussed with a Bentley sales representative for cost and conditions. Please refer to Understanding, Monitoring, and Managing Usage for more information about trust licensing and usage.

Note : More recent versions ( than what is mentioned in the table ) for most of these products do not use the Bentley IEG License any more and does not check out licenses. These products now use Trust Licensing.

Reinstalling an old application that requires the IEG License Service

If you are reinstalling an old application that requires the IEG License service, but no longer have that installer, first double check in your Bentley Downloads folder, look for iegls*.*. If it's not there file a service request and ask for IEGLicense Service verison 2.00.20.01 English 32 bit (iegls02002001en.msi).

See Also

Viewing and Checking In Licenses Using the Site Administration Page [TN]

Other Language Sources

Deutsch

The ribbon menu and the icons look bigger than usual and I am not able to see the full content of the dialog boxes. Can you please suggest what could be the reason ?

From the Windows Start Button, access Settings and follow the steps below

If the setting is already at recommended and you are still having the issue, try using the next lower percentage

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]]
13. Creating an archive of the analysis files
14. Files which keep the connection design data in STAAD.Pro
15. Error - Member/Element cannot be a member of more than 10 groups
16. [[Ribbon menu & icons look bigger & dialog boxes are not fully visible]]

Problem Description

When you select S-shapes, you get an error "No Design, No size satisfies all design requirements" ; it seems no section works. The only section that shows up in the results is a S6x12.5.

Solution

This is associated with an error in the RAMS.BMS table. You can correct this by editing that table in Notepad. The file is located at C:\ProgramData\Bentley\Engineering\RAMSBeam\Tables.

The Master table RAMAISC.TAB correctly lists S6x17.25, but RAMS.BMS lists it as S6x17.2. Edit RAMS.BMS so that it is listed as S6x17.25 (as shown below).

After saving the file, select Criteria – General in RAM SBeam, select RAMAISC.BMS for the Beam Design Table, and select OK. Then again select Criteria – General in RAM SBeam, select RAMS.BMS for the Beam Design Table, and select OK. This forces the program to use the updated table. Or simply close RAM SBeam and then run it again.

P.S. This issue affects RAM Structural System as well. Edit the RAMS.BMS table in Notepad. The file is located at C:\ProgramData\Bentley\Engineering\RAM Structural System\Tables.

Following are the Validation sheets for various elements available in RCDC as per ACI 318M-2019 design code.

1. Beam design for Flexural, Shear and torsion_Special frame

ACI_2019_Special Beam_Metric Unit_Validation sheet

B1_Design Calculation Report_RCDC Output

2. Beam Sway shear calculation- Special frame

ACI_318M_2019_Beam Sway Shear calculation

B1_Design Calculation Report_RCDC Output

3. Column Flexural Design-Non Sway Frame

ACI_318M_2019_Column_Flexural Design_Non Sway Frame

C1_Column design calculation_RCDC Output

Please follow the steps in the following WIKI -

Reset and Refresh Policy

https://communities.bentley.com/communities/other_communities/licensing_cloud_and_web_services/w/wiki/40303/bentley-licensing-tool#Policy

What's New in STAAD.Pro V8i SS6, Build 20.07.11.33 ( 23 June 2015) Issues addressed in:-

• (A) The Analysis/Design engine (100)
• (B) The Pre-Processing Mode (30)
• (C) The Post-Processing Mode (09)
• (D) The Steel Design Mode (00)
• (E) The Concrete Design Mode (06)
• (F) The RAM Connection Mode (01)
• (G) The Advanced Slab Design Mode (00)
• (H) The Piping Mode (00)
• (I) The Editor, Viewer and other modules (18)
• (J) OpenSTAAD (02)
• (K) Documentation and Printing (20)
• (L) licensing / security / installation (03)

(A) Issues addressed in the Analysis/Design engine (100)

A) 01 The calculation to determine the natural torsion for rigid floor diaphragms with the IS 1893 response spectrum analysis has been corrected. The effect was being calculated based on values of alpha and delta and about the centre of rigidity, instead of using factors of (alpha-1) and (beta-1) and applying the force about the centre of mass. This resulted in over estimating the torsional forces and thus conservative results.

A) 02 The calculation to determine the natural torsion for rigid floor diaphragms with the seismic equivalent static method for IS 1893 has been corrected. The effect was being calculated based on values of alpha and delta and about the centre of rigidity, instead of using factors of (alpha-1) and (beta-1) and applying the force about the centre of mass. This resulted in over estimating the torsional forces and thus conservative results.

A) 03 The IS 1893 seismic load generation has been updated to ensure that the details of the applied moments about origin due to seismic load are reported correctly with the presence of rigid diaphragm as the torsion increases the moment (i.e. MY). Even though this increase in moment is considered in analysis, this was not considered while reporting the moment MY about origin.

A) 04 The RIGID DIAPHRAGM was corrected in the SS5 release to ensure that when this was used with a CHANGE command, the additional results were not getting added correctly. It was subsequently found that under certain circumstances this correction was not being implemented. This loophole has been corrected.

A) 05 The IS 1893 Response Spectrum analysis specification has been corrected to include the natural / inherent torsion, generated due to the difference between CM and CR when dynamic loading is acting along Z direction, which was not getting added to the original load vector.

A) 06 The Eurocode EN 1993-1-1 steel design routines for calculating the properties of Class 4 slender, Tee sections has been corrected to ensure that when multiple such sections are designed the second and subsequent sections used the appropriate section properties.

A) 07 The ASME NF 3000 2004 code has been updated to correct design of single angles that have been collated in a group.

A) 08 The AISC 360-05 and AISC 360-10 design codes have been updated to correct the design of Tee sections ensuring that the value of Cy is calculated correctly.

A) 09 The analysis engine has been updated to ensure that when processing a PMEMBER command which includes a list of non existent members (say 1 TO 1000, where only 1 and 1000 have actually been defined), only the members that actually exist will be assigned as part of the PMEMBER. Previously an assignment list of 1 TO 1000 would represent 1000 segment parts to the PMEMEBER and thus reported as an error.

A) 10 The Russian steel design modules have been updated to ensure that all necessary variable are correctly initialised which was causing the design to crash.

A) 11 The analysis has been updated for loading on models with physical members. If a concentrated force is applied to a PMEMBER specified with an eccentricity using the D2 parameter, then the eccentricity is included in the analysis.

A) 12 A new test has been introduced in the analysis when analysing a model with the IS 1893 seismic specification to ensure that the base dimension is not zero (such as with a simple single line stick model representing a chimney or tower) and the commands includes the ST parameter. This would result in a divide by zero error, thus a warning message is reported and the analysis halted.

A) 13 The design of sections to EN 1993-1-1 that have been classified as class 3 and subject to high shear loading have been updated to ensure that the interaction ratio reported is based on the reduced bending capacity.

A) 14 The Russian steel design modules have been updated for checking when Mef>30 and a correction introduced for the value of PhiB

A) 15 The principal that when working with dynamic load cases, the mass matrix is determined from the first dynamic load case. This was inadvertently changed in the SS5 release and has been reverted to the original philosophy and now an additional NOTE is included in the output file to indicate the load case from which the mass matrix has been determined.

A) 16 The provision of RIGID FLOOR DIAPHRAGM was not allowed for when including compression/tension only support springs, elastic and plate mat foundations. The addition of nodes for the rigid diaphragm was not being accounted for and would result in an error in the analysis. This has now been addressed.

A) 17 The BS5950 steel design module has been updated to ensure that composite members are excluded from the design as these are outside the scope of the design module.

A) 18 The AISC 360 design of tube sections has been updated to ensure that if the torsional modulus C has not been provided, then it should use C = 2(B-tw)(H-tf)t – 4.5(4-pi)t^3. However the calculation was not including the wall thickness and hence over estimated the torsional modulus.

A) 19 A new SET option has been added to improve the ability for floor loads to be defined on inclined surfaces. SET FLOOR ANGLE TOLERANCE (which has a default of 0.01 degrees) can be used to determine the selection of nodes that will be included in a FLOOR LOAD command.

A) 20 The ACI 318 concrete design routines for plate elements have been updated to ensure that only the required steel as per clause 7.12.2.1 is provided.

A) 21 The South African steel design SABS0162-1:1993 output has been updated to ensure that the header for a TRACK 2 output is only printed once.

A) 22 The ACI 318-11 concrete column design routine has been updated to include the moment magnification method as outlined in clause 10.10.5

A) 23 The Eurocode design has been updated to include additional SGR parameter options to cover all 32 steel grades and updated Table 6.1 and 6.2 to define appropriate buckling curves.

A) 24 The AIJ steel design code has been update to allow a reduced effective section modulus determined from the flanges only to be used in the design of wide flange and channel sections.

A) 25 The advanced analysis engine has been completely reformatted with new routines to provide even faster methods to build and solve the stiffness matrix.

A) 26 The AS 4100 steel design routine has been updated to ensure that tapered wide flange sections are correctly handled.

A) 27 The track 1 output for an EN 1993-1-1 design has been updated to remove an unnecessary blank line in the header which will help readability and consistency with other similar design code headers.

A) 28 The ACI 318-11 concrete design routines have been added. The fundamentals remain consistent with the previous 318-08 code, but include the addition of the moment magnification method.

A) 29 The South African standard SANS 0162-1:2011 has been added to STAAD.Pro for the design of steel members.

A) 30 The Japanese Steel design codes AIJ 2002 and AIJ 2005 have been enhanced with an additional option on the Von Mises checks to perform the check, but exclude the torsion stresses which is required by various plant deign specifications.

A) 31 The detailed output from an AISC 360-10 design has been updated such that if the LTB checks are not appropriate to the design, the values of Lb, Lp and Lr will not be included in the report.

A) 32 The Japanese steel design code AIJ 2002 has been enhanced with an additional parameter 'YNG' which allows the calculation of fb (eqn 5.8) to change from fb =8900/(Lb*h/Af)(the default method) to fb=0.433*E/(Lb*h/Af), where E is taken as the defined value of Young's Modulus as published by the JSME Eqn SSB-1.10.

A) 33 The AISC 360-10 and AISC 360-05 design codes have been enhanced to support the design of members with tapered flanges.

A) 34 The seismic load routines have been supplemented with the specification for IBC 2012 / ASCE 2010.

A) 35 The AISC 360-10 design report has been updated to give the exact equation for each category of PhiPn.

A) 36 The AISC 360-10 summary output for a TRACK 0 setting has been rationalised to reduce the amount of unnecessary data printed and making for a more compact report.

A) 37 The Advanced Analysis engine has been enhanced with an additional method to extract the dynamic modes using a Ritz Vector method.

A) 38 The AISC 360-05 and AISC 360-10 codes have both been updated to allow the output reports to be provided in the current length and force units, so can now be provided in metric and not just English units.

A) 39 The ACI 318 concrete design routines for T shaped beams was modified in the SS5 release to ensure that if the dimensions of the web and the moment on the section are such that a suitable area of bars can be determined (i.e. between Rhomax and Rhomin), then that arrangement is now reported.

A) 40 The AISC 360-05 and AISC 360-10 codes have been updated to support the design of wide flange sections with cover plates on the top and/or bottom flanges.

A) 41 The AISC 360-10 and AISC 360-05 design modules have been enhanced with an option to include the additional checks as per the corresponding AISC 341 specification 'Seismic Provisions for Structural Buildings'

A) 42 The dynamic analysis routines have been improved when creating the mass matrix that needs to be saved to disk after completing the eigensolution. With the V8i SS5 release this would result in the analysis aborting during this process due to an IO error.

A) 43 The AISC 360-10 TRACK 2 report has been updated to include the torsional modulus (Ixx) that is being used in the design. Also when wide flange sections are modified with cover plates on both the top and bottom, the values of torsional modulus (Ixx) and warping constant (Cw) are modified to enhance the torsional characteristics that the plates provide.

A) 44 The AISC 360 TRACK 2 output has been revised to indicate the units of the values being reported in the header with any that are not in those units having their own unit indicated in that section of the output.

A) 45 The analysis engine has been updated to ensure that if a list command such as DELETE or INACTIVE MEMBER with a FROM … TO … STEP … is defined such that (TO-FROM)/STEP is not an integer, then this is reported as an error.

A) 46 The Canadian steel design CSA S16-14 has been added to the range of available steel design codes.

A) 47 The output from an AISC 360 10 has been updated to correct the value of Azz that was being reported. However, the value that was being used in the calculations was correct.

A) 48 This is a note to confirm that AISC 360 clause H3-8, non-HSS sections subject to combined shear and torsional forces, was corrected in release 20.07.09.31, but not documented in that release. This accounts for members whose shear centre and centroid do not coincide, resulting in an torsional effect on the member.

A) 49 The design of angle sections to AISC 360-05 and AISC 360-10 has been improved. The report had previously inverted the values of IY and IZ displayed and the slenderness calculations had inverted the slenderness factors KY and KZ.

A) 50 The AISC 360 05 and 10 design routines have been enhanced with a new INT parameter which allows the selection of interaction checks H1-1 and H1-3, the default INT 0 performs exactly as per earlier releases of STAAD.Pro.

A) 51 The AISC 360-10 design of pipe and HSS round sections has been updated to better handle forces in orthogonal directions. These forces are now resolved into a single direction as recommended by the AISC committee and defined by Mr = sqrt(MY*MY + MZ*MZ) for use in equations such as H3-6.

A) 52 The IBC 2006/2009 response spectrum routines have been enhanced with the ability to include the torsional effects as done in the Indian IS 1893 code using the two parameters DEC and ECC to account for the difference between the centre of mass and the centre of rigidity.

A) 53 The IS 456 concrete design routine has been enhanced with a check on the value of Young's modulus specified for the concrete which is reported if an inappropriate value is used. Previously a warning reported excessively high values >10,000 ksi. Now an additional test checks to prevent using a value of E <100 ksi.

A) 54 The analysis engine has been updated to improve the handling of Notional load cases which under certain conditions would cause the analysis engine to generate a run-time error.

A) 55 The analysis engine has been updated to include a new and wider set of properties for models that include the ASSIGN BEAM, COLUMN, CHANNEL or ANGLE specification to select a profile from the current database where that is appropriate.

A) 56 The EN 1993-1-1 steel design has corrected the calculation of the warping constant for channel sections. Previously this could generate negative values, although the correct magnitude, which when used would result in an incorrect utilization value which could be non-conservative or report as not a number, i.e. nan.

A) 57 The South African steel design code SANS0162-1:1993 has been updated to correct the design of T section profiles to ensure that the value of MR is calculated and MRZ as per section 13.5 and 13.6.

A) 58 The South African steel design SABS0162-1:1993 has been updated to ensure that the effective length factors KY and KZ are used in the determination of the compression capacity.

A) 59 The IS800:2007 design of web tapered members has been improved to ensure that if the section is subject to tension, the compression capacity is still calculated and reported correctly.

A) 60 The IS800:2007 steel design has been improved for members defined as truss members and web tapered where previously the slenderness ratio was reported as 0.0, this is now calculated and reported correctly.

A) 61 The IS800:2007 design of UPT sections has been improved taking into account the area specified in AX rather than determining the value from the section dimensions.

A) 62 The SNiP 2.23-81 Russian steel design code has been updated to ensure that the units of yield stress are correctly taken into account.

A) 63 The AISC 360 design routines have been modified to improve the design of Tee profiles to check for the condition of Iyc/Iy. For sections for which Iyc/Iy is between 0.1 and 0.9, then their interaction will be determined from clause H2 rather than H1.

A) 64 The Russian steel design code SNiP 2.23-81 has been updated to ensure that the stability check is not performed where it has a relative eccentricity >20 (i.e. mef > 20).

A) 65 The AISC 360 steel design modules have been enhanced with the implementation of clause E5, compression capacity of single angles. This calculates the slenderness from equations 16.1-35 and 16.1-36, rather than directly from K, L and r.

A) 66 The AISC 360 steel design modules have been modified to ensure that clause E4 is only used where b/t > 20.

A) 67 The design of steel profiles to the older Russian steel SNiP II-23-81 has been revised to be initialised by the command CODE RUSSIAN 1990 and the output heading revised to report 1990 rather than 1998.

A) 68 The Canadian steel design S16-09 has been updated with an improved algorithm to increase the speed the design process.

A) 69 The Indian steel design IS 800:2007 has been updated with an improved algorithm to increase the speed the design process.

A) 70 The value of Ix used for a tapered I section for an Australian steel design AS4100 is now calculated and reported. Previously this was set as 0.0 and thus resulted in a design ratio of infinity.

A) 71 Designs using the following codes:- AISC 360-10, AISC 360-05, IS800:2007, Canadian S16-09 and Canadian S16-14 now support the use of ENVELOPE definitions to determine load cases which will be used for serviceability checks and which will be used for strength checks when performing member designs. E.g.

  DEFINE ENVELOPE  

  201 to 210 ENVELOPE 1 TYPE STRENGTH   

  101 to 110 ENVELOPE 2 TYPE SERVICEABILITY 

  END DEFINE ENVELOPE 

  LOAD LIST ENV 1 2  

Will perform a design for load cases 101 to 210 and 201 to 210 where load cases 101 to 110 will be considered for the strength checks and load cases and 201 to 210 will be used for serviceability checks.

A) 72 The old Eurocode concrete design based on the draft for development publication has been removed from the analysis engine. The current Eurocode 2 EN1992-1-1 design should be performed from the Concrete Mode.

A) 73 The AISC 360 steel design modules have been updated to ensure that for fabricated sections (i.e. STP 2), the design includes the check for clauses E7-7 to E7-9.

A) 74 The old Eurocode 3 Draft for Development design code has been archived as all designs should adopt the current EN1993-1-1 methods.

A) 75 The analysis engine has been updated to correct the section forces reported on members that have been loaded with a combination case of static and response spectrum cases. Also when using the command to create a combination of an earlier defined combination which was of an ABS or SRSS type.

A) 76 The analysis engine has been updated to support the assignment of a time history forcing function to a node group definition which previously would cause the analysis engine to crash.

A) 77 The one way floor loading command has been updated to ensure that it is included in a Reference Load Case, if the option INLCLINED is included, that option is accounted for in the load distribution.

A) 78 The Russian steel design code SP16 has been updated to ensure that the values of Mef and thus Phi_e are correctly calculated for all members in a design collection. Previously whilst the first member in the design would be correctly calculated, the second and subsequent members may not be correct.

A) 79 The Eurocode 3 steel design EN 1993-1-1 has been updated to ensure that it does not crash when set to using the French National Annex, NA4.

A) 80 The Russian steel design SP 16 has been updated to correct the design of double angle profiles to ensure that the correct area of the composite profile is used and correcting the the values of Hef and Bef which resulted in incorrect values for Lamda_UW.

A) 81 A new CB parameter has been added to the Canadian steel design modules S16-09 and S16-14 to allow a user specified value of Omega2 as was supported in the earlier S16-01 design code.

A) 82 (The IS 800:2007 LSD and WSD have been updated to ensure that the design of tapered wide flange sections do not include the section classification limit as a design criteria which could result in a conservative over estimate of the design ratio.

A) 83 The Russian steel design codes have been updated to manage better the assignment of steel grades defined with SGR and MAIN parameters. If an inappropriate assignment is made such as a rolled steel grade assigned to a hollow profile, the design for that section is terminated.

A) 84 The detail output of the Russian steel design code SP16.13330 has been updated to clarify the eqn previously listed as 116 is in fact 117 (which is used in eqn 116 and the result reported in clause 9.2.9.

A) 85 The AISC 360-05 and 360-10 Unified design codes have been updated to correct the designs performed on models specified with the SET Z UP option in which previously the parameters such as K and L were being assigned to the wrong axis.

A) 86 The AISC 360-05 and AISC 360-10 design modules have been updated to include the parameter WTYP. This is used to indicate the method of fabrication of an HSS profile.

A) 87 The AISC 360-10 torsion design has been modified such that at this time TRACK 3 is not supported and a TRACK 2 report will be generated instead.

A) 88 The AISC ASD, 9th Edition has been updated to correct a recently introduced issue that resulted in the values of CY and CZ for channels and tees were not getting updated for the second and subsequent members in a group design.

A) 89 The AISC 360-05 and AISC 360-10 design codes have been updated to include the LEG parameter which is used to indicate which leg of an angle profile has been fixed in order to determine which radius of gyration should be used for the slenderness calculations.

A) 90 The AISC 360-05 and AISC 360-10 design code have been updated to ensure that the moments reported in the output for an angle profile design were for the correct axes. Note however that the design itself used the moments about the correct axes.

A) 91 The Norsok steel member design routine has been updated to ensure that where the critical design ratio is as a result of Eq. 6.44, this reference is displayed. Previously, some members could report the reference as Eq. 6.15 which is simply one of the parts that determine the final ratio. Note however, that the ratio reported was correct.

A) 92 The output for IBC 2006 and IBC 2012 seismic definitions has been updated to ensure that the value of CT reported in the output file as per the current unit system.

A) 93 In STAAD.Pro V8i SS5 20.07.10.64 a modification was added that attempted to assist in the analysis of models with warped plates (see A)78 of that Revision History document). The analysis would modify the stiffness of the warped plates in order to account for the warped nature of the plate. This modification has been removed so that the behaviour of STAAD.Pro will be as for earlier builds of STAAD.Pro. It is highly recommended that models with quad plates should be checked carefully for any warped plates and make use of the SET PLATE FLATNESS TOLERANCE command.

A) 94 The AISC 360 design code routines have been further optimised to improve memory utilization which on some larger models would cause the design cease.

A) 95 The wind loading defined with a Russian SNiP 2011 setting was failing to create any loading on some asymmetric building frames. Note that this uses a combined effect of the static force from the wind and dynamic effects of the structure, hence can result in asymmetric load and forces applied to a symmetrical structure. Also at this time a statics check will be reported, but this does not apply and will be removed in a future release.

A) 96 STAAD.Pro does not support multiple time history or ground motion load cases in a single run, but it is possible to have a case which is re analysed after a change such as when section profiles have been modified after a design. Whilst this was possible for time history cases, it was being prevented if the re analysed case included ground motion. This restriction has now been removed.

A) 97 A new Russian concrete design module has been added to allow design of concrete members to the Russian design code SP 63.13330.2012. This code supersedes the SP 52 design code that is currently available in the Concrete Design mode.

A) 98 The error message reported by the analysis engine has been updated to clarify the nature of the problem when the required code is not included in the CHECK SOFT STORY (CODE) command as defined in the Technical Reference manual section 5.28.2 Floor Diaphragm.

A) 99 The output that is reported using a PRINT SECTION FORCE command has been updated to include the axial forces at the section locations.

A) 100 The processing of the IS1893 response spectrum command has been updated to support the ABS combination method which previously would have caused an error the analysis to abort.

Top

(B) Issues addressed in the Pre-Processing Mode (30)

B) 01 A new Japanese steel design database has been added to support all the H sections defined in the AIJ 2014 publication.

B) 02 The toolbars have been updated to ensure that the status of their visibility is recorded and that they are displayed with the same status when the program is relaunched. So if a toolbar is turned off in one session, the next time the program is launched, the toolbar remains turned off, but can be turned on again from the menu item View>Toolbars...

B) 03 The Output Viewer has been updated to ensure that if any output file (*.ANL) is double clicked, it opens and is displayed in the viewer. Previously this would cause the Viewer to crash.

B) 04 The old Japanese steel database of H sections has been updated. The IZ value of the H346x174x6 profile has been corrected.

B) 05 The GUI has been updated to process the command line DEFINE IS 1893 LOAD which includes the parameter PART4, but where a space has been incorrectly introduced between PART and 4. This will be reported as an error rather than simply removed when the file is re-saved.

B) 06 The menu in the Modelling Mode that displays section properties for a selected country has been updated for the European steel database which previously was not including the rectangular, square and circular hollow section tables.

B) 07 The GUI has been updated to process PRINT SECTION FORCE commands that have list defined after the command as meaning ALL, i.e. this is treated as PRINT SECTION FORCE ALL rather than identifying this as an error.

B) 08 Sample STD files for the Verification Examples as outlined in section "Steel-AISC LRFD" have been added to the installation.

B) 09 The US steel database has been updated to the publication from the AISC v14.1. Note however that the publication does not include B Shapes or Tubes, but these have been retained for information. Also the additional shapes, Heavy W-Shapes Large L Shapes and Jumbo HSS have been added.

B) 10 The Modes bar and menu has been updated to help in navigation.

B) 11 The Properties dialog box has been updated to improve the editing of user defined pipe and tube sections. If a profile has been defined with specified OD and ID dimensions, then if the section is edited, those defined dimensions will now be displayed in the edit window.

B) 12 The dialog for entering details of a 2-D orthotropic material has been updated to allow entry of the three orthogonal shear moduli.

B) 13 The old STAAD.Pro Editor has been provided for users who wish to continue using this tool, but has been updated to improve handling the syntax check routine that is run when the 'f5' key is pressed or the option selected from the tools menu.

B) 14 The European cold formed RHS and SHS section names have been updated removing an unnecessary dimension in the name.

B) 15 The GUI has been updated to support different character sets in a number of places including the recent file list on the Start Page, the file name in the STAAD analysis engine dialog and message list, The STAAD Output Viewer and the legacy Editor.

B) 16 The Member Query dialog box has been updated to ensure that the inertia properties of an angle arranged in a star formation is reported correctly.

B) 17 The GUI has been updated to ensure that if an older Russian SNiP seismic load definition is created and the option 'SAVE' is selected, then if the seismic definition is changed to the newer Russian code, the SAVE option is removed as this is not available in the newer code. This would have been reported as an error when the file is next read back.

B) 18 The member query dialog has been updated to display the value of effective concrete width defined for wide flanged members including a composite action as given in the CW parameter.

B) 19 The GUI has been updated to ensure that if the command to report the Member Properties has been included, the command is inserted into the appropriate location in the STD file when the file is created/updated.

B) 20 The GUI has been updated to allow the text in the SET dialogs displayed from the Commands>Miscellaneous> menu folder be localised with a suitable language packs.

B) 21 A number of GUI items have been reformatted to allow their text to be localised with future language packs.

B) 22 The Eurocode combination generator has been updated with a method option which allows the combinations to be created as repeat loads in a new set of primary load cases or alternatively as before in a set of combination cases.

B) 23 The response spectrum loading definition in the loading dialog has been updated for the IBC 2006/ASCE 7-05 definition to ensure that changing the site class does not revert the values of Fa and Fv back to their default values.

B) 24 The database of Jindal steel profiles has been updated to reflect their current section range for ISMC and UC shapes.

B) 25 The text editor has been completely re-designed and enhanced with Intelisense capabilities to assist creating commands, context sensitive help, data grouping/collapsing to assist in manipulating the data, direct links to the section profile tables to assist in selecting profiles and a contents panel for rapid access to relevant locations in the file.

B) 26 The calculation of section properties of General section properties defined with profile points has been improved where previously some sections could not be resolved and would result in the analysis crashing.

B) 27 The Analysis/Print Commands dialog has been updated for the Nonlinear Analysis option to allow the displacement limit node target to be removed and the command line created split if required if it exceeds the line limit.

B) 28 The GUI has been updated to remove BS8110 concrete design from the batch processing. Concrete design to this code should be performed using the Concrete Mode.

B) 29 The Pushover Load dialog in the Loads & Definitions page has been updated to ensure that when a definition of a Displacement Tolerance is created or edited, that setting is correctly assigned to the input file.

B) 30 The GUI has been updated to handle the assignment of FLOOR Loads to a group that has not been defined and report this as an error when opening a file with such a command. Previously, it would remove that command and any subsequent data if the file is re-saved.

Top

(C) Issued Addressed in the Post-Processing Mode (09)

C) 01 The Unity Check table in the Post Processing> Beam>Unity Check Page has been updated to allow the data to be copied to the clipboard and pasted into documents such as Word and Excel.

C) 02 After performing a dynamic time history analysis, the results for displacement, velocity or acceleration can be saved for a selected node. The values for the velocity can now be set using the unit selected from the View>Options>Force Units.

C) 03 The Post Processing Mode has been updated to ensure that the results of Russian steel designs are displayed with the same summaries as reported in the output file.

C) 04 The Steel Design Unity Ratio table has been updated so that if the table is sorted by clicking on column heading, clicking on the sorted row will highlight the corresponding member in the graphics window.

C) 05 The results of the AISC 360 design displayed in the Member Query dialog has been updated to reflect the current Base Unit settings as defined in the Configuration dialog.

C) 06 The Floor Vibration Tool has been updated to corrected to ensure that the values used for the materials are converted to and reported in the correct units. Also a more generic method for calculation for Ec is now used based on the method defined in the AISC Design Guide 11.

C) 07 The Indian steel design IS 800-2007 has been updated to ensure that if slenderness option has been turned off with the MAIN parameter, then it is not displayed in the Steel Design page of the member query dialog.

C) 08 The Member Query dialog has been updated to correct the displayed self weight results for members that have been assigned with a fire proofing system. Previously this would evaluate the applied loading based on the CFP specification instad of BFP, hence the incorrect diagrams. However, note that the diagrams and results elsewhere in the main application were unaffected by this issue.

C) 09 Post processing of prismatic sections where, on top of the basic dimensions YD and/or ZD, the section properties have been defined in the input file, have been updated for reporting the stresses in the Beam>Stresses page.

Top

(D) Issues Addressed in the Steel Design Mode (00)

(None)

Top

(E) Issues Addressed in the Concrete Design Mode (06)

E) 01 The concrete column design to the Russian SP52 design code has been updated to ensure that if the column is subjected to a tensile load case, then the design will cease with a message that columns are currently not designed for tensile cases.

E) 02 The detail report for a Eurocode 2 beam design shear details. The Max allowable transverse spacing between shear legs would show no value and the largest actual transverse spacing between shear legs would display some enormous value. The actual design status would however be reported correctly as OK or Fail.

E) 03 The Eurocode 2 EN1992-1-1 calculation of minimum reinforcement has been updated to ensure that...

E) 04 The design of beams to EN1992-1-1 has been updated to ensure that where the beam is subject to only sagging moments (such as a simply supported beam), then the minimum (hogging) moment that should be considered in the span is not extended to the full length of the beam. Additionally the reported minimum area of tension reinforcement and shear links has been corrected.

E) 05 The Canadian Concrete code CSA A23.3-10 has been updated to correct the minimum prescriptive requirements for transverse spiral reinforcement in columns.

E) 06 The Concrete Design module has been updated to improve the member property reading routines which caused some models to cause STAAD.Pro to crash when opening the file with design results into the Concrete Design Mode.

Top

(F) Issues Addressed in the RAM Connection Mode (01)

F) 01 The design of steel connections to the Bent Plate (BP) templates for Beam Girders (BG) has been updated to ensure that the test for the in plane angle s between 5 and 45 degrees. Previously this had been limited to 15 degrees.

Top

(G) Issues Addressed in the Advanced Slab Design Mode (00)

(None)

Top

(H) Issues Addressed in the Piping Mode (00)

(None)

Top

(I) Issues Addressed in the Editor, Viewer and other modules (18)

I) 01 The Section Wizard application has been updated to support systems which require configuration files to be hosted away from the application folder.

I) 02 The calculation engine in FreeSketch has been re factored to provide a more robust solution algorithm to determine the section properties of the defined profile using the method from the Bentley Structure Property Catalog.

I) 03 The help documentation for Section Wizard and Advanced Mesher have been updated to the CHM format which is more compatible with current operating systems.

I) 04 The method of calculation of the shear centre in the FreeSketch module has been improved.

I) 05 The routine implemented to calculate the plastic modulus values Wplu and Wplv in FreeSketch which were incorrectly based on the elastic axes have been corrected to use the equal area axes.

I) 06 The DXF import routine in FreeSketch has been improved such that any curve or circular lines are subdivided as per the specification in the Preferences dialog.

I) 07 The FreeSketch module has been updated to improve the scope of profiles for which it can report the torsional modulus It.

I) 08 The Equal Area axes used to calculate the plastic section properties are now included in the FreeSketch report. Note that previously these were only reported in the Section Builder module.

I) 09 The calculations of plastic properties have been completely restructured and reported correctly about the equal area axes in both FreeSketch and Section Builder .

I) 10 The GUI has been updated to include an option to display the analysis log file (*.log) created during the analysis process and located in the model folder. This is accessed from the File menu > View > Analysis Log.

I) 11 The legend on the influence surface diagram has been updated to show not only the percentage but also the actual magnitude of the effect based on the application of a unit load at each location across the model.

I) 12 The STAAD.foundation module included with STAAD.Pro has been updated to use XSXML 6 to avoid a known security risk with the earlier versions of XSXML.

I) 13 The CIS/2 module has been enhanced to support the import and export of pipe sections that are not defined in a published catalogue but instead simply defined with external and internal diameters. Previously these section properties would have been omitted from the STP file on export and STAAD.Pro model on import.

I) 14 The ISM creation routines have been updated to allow models to be created with alternative unit formats, such as where the regional settings use the comma as a decimal marker.

I) 15 The STAAD.Pro User Table export from the Section Builder module in Section Wizard has been modified to set the shear areas to 0.0 rather than simply using the cross sectional area which was done previously.

I) 16 The values of torsional modulus IX and warping constant HSS that are exported to a STAAD.Pro User Table have been rewritten to produce more accurate values for a wider range of profiles where previously the calculations resulted in negative values for these properties.

I) 17 The export of a profile in Section Builder to a STAAD.Pro User table has been modified such that the values of shear area are now set to 0.0 as previously they were set to an un-conservative value of Ax. This needs to be set to a manually determined value by the user.

I) 18 A new modelling mode 'Building Planner' has been added to STAAD.Pro specifically to create concrete building models that can be designed with the RCDC Design application. (Note separate licenses are required to activate the Building Planner)

Top

(J) Issues Addressed in OpenSTAAD (02)

J) 01 A duplicated copy of the OpenSTAAD manual has been removed from the installation. The relevant copy is retained in the Help folder.

J) 02 Three new OpenSTAAD functions have been added to access the data of the profile definition of GENERAL USER TABLE sections that include profile points. GetProfileBoundaryInformation(LONG tableNo,STRING "profile name",LONG nOuter,LONG nInner). The return value is a BOOLEAN that indicates that the profile exists and the number of inner and outer boundaries defined. LONG nPOINTS = Property.GetProfileNoOfPoints(LONG tableNo, STING "Profile name", BOOL IsInner, LONG nIndex) returns the number of points on a boundary. For the outer boundary, IsInner should be set to FALSE and nIndex set to 0. For an inner boundary, then IsInner should be set to 1 and nIndex should be the index number of the inner boundary. Finally, Property.GetProfileBoundaryPoints(LONG tableNo, STRING "Profile Name", BOOL IsInner, LONG nIndex, DOUBLE ZP(), DOUBLE YP()) for the given tableNo, Profile Name and boundary the two array ZP() and YP() are filled with the ordinates of the profile points.

Top

(K) Issues Addressed with Documentation and Printing (20)

K) 01 The User Report has been updated to ensure that the detail of members designed to the AIJ code matches the format of the report included in a standard output file.

K) 02 Details of the command DESIGN ELEMENT has been added to the International Design codes section 11.A Indian Codes - Concrete Design per IS456.

K) 03 The Technical Reference manual section 5.5 SET Command has been updated to provide more detail on the SET FLOOR LOAD TOLERANCE provisions.

K) 04 The Russian steel design parameter values for SGR have been corrected.

K) 05 Details of the OpenSTAAD function IsAnalysing has been added in the OpenSTAAD manual

K) 06 Chapter 5.31.2.3 Colombian NSR-98 Seismic Load has been updated with a correction to the equation of Cvx.

K) 07 Section 5.40 of the Technical Reference manual, Load Envelope has been updated with details of the various envelope classifications.

K) 08 The Russian Steel design manual for SP 16.13330.2011 has been updated to clarify the use of Russian and European steel sections in a design.

K) 09 Details of the function GetBeamSectionPropertyRefNo has been OpenSTAAD manual.

K) 10 The descriptions of KY and KZ have been updated in section 2.3.4 of the Technical Reference manual to clarify that these terms are 'about' the local axis.

K) 11 Correction of CMN list in old Russian steel SNiP code

K) 12 The examples of a number of OpenSTAAD functions have been updated to remove parentheses which should not be used where functions are not returning a value.

K) 13 The Technical Reference manual section 5.32.12.2.1 Generation of UBC or IBC Seismic Loads, has been revised with more information about the optional torsional forces that can be generated.

K) 14 Section 1.18.3.2 Mass Modelling has been updated to clarify possible effect of including CON member loads on the mass matrix.

K) 15 The technical details of Master/Slave settings have been updated to clarify that due to the mechanisms used to include master/slave systems, if the reactions on master nodes are not included in a statics check and can result in an out of balance report. This can be avoided by adding a short stiff member from a master node to the support.

K) 16 Details of 4 dynamic functions have been added to the OpenSTAAD manual.

K) 17 The Technical Reference Manual section 5.32.10.1.2 Response Spectrum Specification in Conjunction with the Indian IS: 1893 (Part 1)-2002 has been updated and to clarify the specification of torsional requirements.

K) 18 Section 13.6 of the Graphical User Interface manual has been updated to confirm that when launched from within a STAAD.Pro session, the use of Section Wizard does not require an additional license and hence is a free module in STAAD.Pro.

K) 19 The online help documentation for the SAX Macro Editor has been updated to support the methods used in the current Windows operating systems.

K) 20 Sections 5.25 Member Offset Specification and 5.26.2 Specifying Constants for Members and Elements of the Technical Reference manual have been updated to clarify that "Local offsets are defined in the local axes prior to rotation when a BETA angle is used."

Top

(L) Issues Addressed with licensing / security / installation (03)

L) 01 The icons in the License Configuration Panel on the Start Screen have been updated to ensure that they display the appropriate status if turned off. Whilst the program behaved correctly, there were times when rather than displaying a grey icon and unset, the application would show a red icon and a check next to the item. Restarting the program would display the correct status.

L) 02 The warning that is reported in the output file when the applied vertical load is less that the self weight has been reformatted to ensure that it fits in a standard page and does not generate a warning when being printed.

L) 03 The files in the European samples folder EXAMP/EUR have been updated to refer to the current Eurocode for steel design and use European sections where appropriate.

Top

What's New in STAAD.Pro V8i SS6, Build 20.07.11.45 (28 Sept 2015) Issues addressed in:-

• (A) The Analysis/Design engine (11)
• (B) The Pre-Processing Mode (07)
• (C) The Post-Processing Mode (03)
• (D) The Steel Design Mode (00)
• (E) The Concrete Design Mode (00)
• (F) The RAM Connection Mode (00)
• (G) The Advanced Slab Design Mode (00)
• (H) The Piping Mode (00)
• (I) The Editor, Viewer and other modules (01)
• (J) OpenSTAAD (01)
• (K) Documentation and Printing (0)
• (L) licensing / security / installation (0)

(A) Issues addressed in the Analysis/Design engine (11)

A) 01 The old AISC LRFD design code (pre AISC 360) has been updated to ensure that the design of double channels arranged in a back-back alignment are specifically prevented as these are not covered by the design processes currently available.

A) 02 The Indian concrete design code IS456 (including IS13920) has been updated to improve the determination of bars required. Previously the size of bar was selected based on the minimum area of steel provided which could be a small number of large diameter bars. However, this number may then fail on the spacing checks and thus the larger number of smaller bars could meet the requirement. Now the check for selecting the bar size will include the spacing check as well as the forces check to determine the most efficient solution.

A) 03 The design of tapered members to the AISC 360-05/10, IS800-2007 and CSA S16-09/14 codes has been updated to address an issue which occurred when their design was included in a batch command (i.e. with other tapered members rather than individually), which could result in an incorrect final design as the memory used to store the results was getting overwritten.

A) 04 Seismic weights defined in a FLOOR GROUP failed to be processed for NRC, NTC and Turkish codes. However this was correctly processed for all other codes such as IBC and IS 800.

A) 05 The routines that design concrete members has been updated to correctly process the forces which result form load cases that include response spectrum definitions which previously did not correctly account for the nature of the internal forces. The design forces may or may not have been un-conservative, thus it is strongly recommended that they should be rechecked.

A) 06 The output of a steel design to the Russian SNiP code SP16.13330 has been modified to refer to Appendix G rather than Appendix Z, i.e. the seventh appendix in the code, to determine stability coefficients.

A) 07 The format for mass participation used in the output file has been updated to include an extra decimal place.

A) 08 The Eurocode EN 1993 design routine has been enhanced to allow the identification of hollow sections as cold rolled with an update to the SBLT design parameter. A new value of "2" will signify that the section specified for the member is a cold formed section. The buckling curve will then be chosen as per Table 6.2 of En1993-1-1. Note that the value of SBLT=2 will only be applicable for hollow sections as in Table 6.2. If SBLT of 2 has been specified for any other cross section type, the program will ignore this value and will consider the section as hot rolled and use the appropriate buckling curve.

A) 09 The Australian steel design module AS 4100:1998 has been updated to support the design of web tapered members. Previously the warping constant was not calculated and resulted in the failure of the design. Now the nominal member moment capacity (Mb) for the design of web tapered members as per section 6.1.1(b) uses the properties of the minimum cross section as specified in method (i)

A) 10 The analysis routines that report the analysis forces in the output file with the commands PRINT FORCE ENVELOPE and PRINT MAXFORCE ENVELOPE have been updated such that they now use the revised methods introduced in the last release for load cases which include response spectrum cases and combinations with response spectrum cases.

A) 11 The Canadian steel design modules S16-09 and S16-14 have been updated to correct the calculation of slenderness where the effective lengths LY was used instead of LZ and vice versa.

Top

(B) Issues addressed in the Pre-Processing Mode (07)

B) 01 The Japanese legacy database should only contain sections that were in the Japanese sections database from SS5. The current legacy database has included shapes that are in the current Japanese database. Note, this is only an issue in the SS6 release SPRO 20.07.11.33.

B) 02 The pipe sections in the US AISC steel database have been updated to correct the labelling of strong and extra strong sections. Hence the Pipe12STD is defined as a PIPX120, this should be PIPS120 and the Pipe12XS is defined as a PIPS120 and should be PIPX120

B) 03 The W profile sections listed in the US AISC steel profile database have been updated to remove spurious blank characters which caused STAAD.Pro to report these as errors when the file is re opened.

B) 04 The plastic properties for Major (Zx) and Minor (Zy) added to the channel table in the South African Database using the formula defined in Raorks 6th edition.

B) 05 The Indian seismic load parameters to IS 1893 - 2002/2005 have been updated such that the 'Generate' option, which can be used to determine the parameters for a given city, creates a correct damping ratio. Previously the value created would have created the percentage value rather then the ratio and thus have been too high by a factor of 100.

B) 06 The tool provided to check for the nature of warped quad plates has been updated such that a default value is set at 5 deg (unless set in an earlier installation, in which case the setting of 30 deg should be manually reset) and a more informative warning message provided indicating the details of the check that has been performed.

B) 07 A new check has been added while processing the toolbar icon that displays the Mode Shape. Previously if there were no mode shape results available such as in the case of creating a new model, then the program would crash.

Top

(C) Issued Addressed in the Post-Processing Mode (03)

C) 01 The post processing of results of models with load cases defined, but containing no loading, has been updated. Previously this would cause a problem with the section force calculations in other load cases which use a response spectrum load specification.

C) 02 The labels of velocity units in the graphs of the Dynamics>Time-Velocity page have been updated to remove a spurious '/time'

C) 03 The Beam>Graphs page in the post processing mode has been updated to ensure that the graphs capture the correct maximum value of force on the selected member. The problem was introduced in the last release of the program but did not affect any of the results from the analysis, it was just a display issue.

Top

(D) Issues Addressed in the Steel Design Mode (00)

(None)

Top

(E) Issues Addressed in the Concrete Design Mode (00)

(None)

Top

(F) Issues Addressed in the RAM Connection Mode (00)

(None)

Top

(G) Issues Addressed in the Advanced Slab Design Mode (00)

(None)

Top

(H) Issues Addressed in the Piping Mode (00)

(None)

Top

(I) Issues Addressed in the Editor, Viewer and other modules (01)

I) 01 The New Advanced Editor has been updated to address a timing issue which could cause the Editor to crash as STAAD.Pro is launched.

Top

(J) Issues Addressed in OpenSTAAD (01)

J) 01 The example spreadsheet with an OpenSTAAD macro has been updated to correct the routine that counted the combinations to ensure that the numbering correctly included primary load cases.

Top

(K) Issues Addressed with Documentation and Printing (03)

K) 01 Output for applications Example 11 manual updated to reflect the changes in processing the intermediate results of response spectrum cases that was introduced in the initial release of V8i SS6.

K) 02 The technical reference manual has updated to clarify the response spectrum mode combination methods available when using the IS 1893 code.

K) 03 The help Contents panel has been updated to ensure that selecting an example from the Application Examples >American or British Examples displays the selected example and maintains the selection in the Contents panel.

K) 04 The Graphical Interface Help document updated with topic titles using text only.

Top

(L) Issues Addressed with licensing / security / installation (03)

L) 01 STAAD.Pro V8i SS6 now incorporates the Bentley CONNECT schema to allow STAAD.Pro models to be incorporated into a company wide project management system.

L) 02 The Readme and Help>About dialog has been updated to display current Legal Notices detail information.

L) 03 The Bentley CONNECT scenario services routines from the previous release have been removed from the program. Note this has been replaced by the new CONNECT project schema.

Top