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RE: Deflection Animation

August 1, 2014, 1:43 am
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If the software you are using is STAAD.Pro, do this. After the analysis is completed, go to the Tools menu and choose "Create AVI File". Under Animation Type, you will find two choices:

Deflection : This will consider the deflection at Nodes only, with a straight line joining the deflection at nodes for all entities.

Sectional Displacement : For frame members, this plots the deflected curve by connecting the values at 13 points along the length for frame members, but straight lines between nodes for plates and solids.

The Total number of frames, and Frame Rate determine the smoothness and speed of the animation. More frames will make it look better, but increase the size of the AVI file.

Before you create the AVI, adjust the scale of the deflection diagram so that the green colored lines are distinguishable from the lines that represent the undeflected structure.

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Deflection Animation

July 31, 2014, 2:11 pm
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I am trying to figure out how to export the deflection animation to use in a power point file. I have tried everything, I just can't figure it out. Is there a special way to export just the animation? Please help

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RE: PLASTIC, IPLM AND IMB PARAMETERS IN IS13920

August 1, 2014, 2:06 am
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IPLM 0 Default value calculates elastic/plastic hogging and sagging moments of resistance of beam at its ends.

         1.0 = calculation of elastic/plastic hogging and sagging moments of resistance of beam to be ignored at start node of  beam. This implies no support exists at start node.

         -1.0 = calculation of elastic/plastic hogging and sagging moments of resistance of beam to be considered at start node of beam. . This implies support exists at start node.

           2.0 = calculation of elastic/plastic hogging and sagging moments of resistance of beam to be ignored at end node of beam. This implies no support exists at end node.

           -2.0 = calculation of elastic/plastic hogging and sagging moments of resistance of beam to be considered at end node of beam. . This implies support exists at end node.

IMB 0 Default value calculates elastic/plastic hogging and sagging moments of resistance of beam at its ends.

      1.0 = calculation of elastic/plastic hogging and sagging moments of resistance of beam to be ignored at both ends of beam. This implies no support exist at either end of the member.

     -1.0 = calculation of elastic/plastic hogging and sagging moments of resistance of beam to be considered at both ends of beam. This implies support exist at both ends of the member

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RE: SURFACE AND PLATE

August 1, 2014, 2:10 am
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pnnaik,

When you use the "N1 TO N2 GEN FIXED" command, the program assigns a support to all the nodes that lie along a straight line joining N1 with N2. Hence, this syntax is best suited for surfaces where the nodes and elements are generated during the analysis, and, their numbers are not known during the model generation phase.

Unfortunately, there is presently no method available to see the reactions at those internally generated supports. In the Node-Reactions page in the post-processing mode, reactions are reported only at those nodes whose numbers are explicitly declared by you.

The mismatch that you notice between the total applied load and the sum of the reactions reported is because some of that load is going into the internally generated supports, which as we said, is not currently reported in the Support Reactions table.

If you want confirmation that the structure is in equilibrium, view the Statics Check Table - the lower table on the right hand side - of the Node-Reactions page. The summation of reactions there is the total from all supports - the explicitly defined nodes and the internally generated ones.

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SURFACE AND PLATE

March 22, 2012, 6:40 pm
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When I mesh the surface with the help of surface mesh tool the individual mesh becomes plate and the same is selected with the plate cursor. There is one command in Staad as Set Division to be applied just before creating the surface. But the command sets equal division both in local X and local Y direction. Suppose I wish different set of divisions in X and Y direction then how can I do the same. The meshing tool has the provision but the mesh becomes plate after meshing. The surface so generated is not accepted by staad for shear wall design.Further whether selfweight command considers the weight of surface. I vaguely remember to have studied somewhere that it does not but am not very confident.

Further shear wall design as per Indian code does not give the reinforcement output. It only gives analysis output.

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RE: Dynamic Response Analysis - Input

August 1, 2014, 5:12 am
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Thank you Sye.  I'm still trying to understand what parameters are entered into STAAD for Dynamic Analysis that pertain to site specific data?   Some input must reflect SDS or SD1 correct?

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Dynamic Response Analysis - Input

July 31, 2014, 5:51 am
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In a Dynamic Analysis when defining a seismic load cases and using the command "SPECTRUM" does one use the site specific "Seismic Response Coefficient" Cs based on S1 and Ss accelerations derived from ASCE 7?

For example, if I calculated a Cs = 0.065  (ASCE 7 12.8-2) would the input line be as follows:

SPECTRUM SRSS X 0.065 Y 0 Z 0 ACC SCALE 32.2 DAMP 0.05

Thus, this would be a Seismic Load Case for the X-Direction based on spectral acceleration.  Then a load case for each direction in  x, y and z, using Cs, would be added to the seismic load case.  Is this the correct approach?

Thank you for any input.

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RE: how to calculatr pressur on full plate?

August 1, 2014, 6:23 am
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Can you please elaborate what exactly you are looking for? Also, you may follow the Staad application example no 10 which explains a plate pressure application and analysis of a tank model.

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RE: how to calculatr pressur on full plate?

August 1, 2014, 6:23 am
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Can you please elaborate what exactly you are looking for? Also, you may follow the Staad application example no 10 which explains a plate pressure application and analysis o

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RE: PLASTIC, IPLM AND IMB PARAMETERS IN IS13920

August 1, 2014, 7:17 am
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Thanks for responding.

This is OK but it is not working. Kindly provide some model. We can also use PLASTIC PARAMETER. Why these parameter? and how to use them?

What I understand that

1) These parameters are to be used when column to column beam is divided in two or more part to instruct staad at which end column is.

But I am not able to use the same. Kindly provide example of these parameter.

Regards,

PN

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RE: how to calculatr pressur on full plate?

August 1, 2014, 8:33 am
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how  to calculate this load  during slab design?

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RE: how to calculatr pressur on full plate?

August 1, 2014, 10:13 am
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how to calculatr pressur on full plate?

August 1, 2014, 5:18 am
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I am using plate for designing slab  but i dont understand 
pressure on full plate and hoW to calculate that load?

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RE: RAM Elements Masonry Wall Module

August 1, 2014, 11:09 am
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In the link, there is a table that lists all of the strength design checks that the module uses.  Does the module not do ASD?

I would also be interested in a more thorough report.  Is there a wishlist or something that this can be added to?

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RE: RAM Elements Masonry Wall Module

August 1, 2014, 1:00 pm
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It is possible to design masonry walls according the following design codes: ACI 530-05 ASD, TMS 402-08 ASD, TMS 402-08 SD and TMS 402-11 ASD, but I only have the table of sections written up for strength methods, LRFD.

This is a fine place to voice your requests, that way if other users agree they can chime in. Just let us know fairly specifically what you would like to see.

We will be updating communities soon and hope to have a "vote" option for features you would like to see by the way.

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RAM Elements Masonry Wall Module

July 27, 2012, 1:13 pm
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I am just starting to use the masonry wall module, and I was wondering if there is a way to get a more thorough report of what is going on with a specific wall panel in the design. For instance it states that the axial capacity of the wall panel is 10 kips, however I would like to review the calculations that it used to arrive at that 10 kips. 

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RE: Staad SS5 - I can't not design Tapered member as per AISC360-10

August 2, 2014, 7:16 pm
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But when i checkcode with AIsc 360-05 , staad caculation and report ok

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RE: how to design slab in staad?

August 2, 2014, 10:42 pm
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You need to model the slab using plate elements. To design the slab, in the modelling mode, go to Design > Concrete > specify the design parameters > click on Commands > select Design Slab/Element and assign it to the required plate elements. In the output, you can view the slab design results.

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RE: how to calculatr pressur on full plate?

August 2, 2014, 10:55 pm
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If you have some external load (like, live load, floor finish load etc) applied on the slab, you can add those loads using the plate pressure load. You need to calculate the load intensity manually and apply the load on the slab. Program will consider the load during design of the slab element.

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RE: Staad SS5 - I can't not design Tapered member as per AISC360-10

August 3, 2014, 4:56 am
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Hi,

The facility to design tapered section according to AISC 360-10 code is not available in STAAD.Pro. Our development team has been working on this issue.

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