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Loading Issue with RAM SS

December 7, 2016, 12:39 pm
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Hello, 

I am having an issue with the loads being applied to steel beams in RAM SS. I am modeling a multi-story structure and on the 4th floor (not the top of the building), a simply supported beam with no other loads on it besides the uniform floor load, ends up with a triangular, very high dead load on it. I've checked the direction of the deck, any potential for loading from the floors above, the layout of the deck, and the options for turning deck/slab weight on/off. I've also deleted the uniform pressure on the 4th floor level and confirmed that the only load remaining on the beam in question is the self-weight. 

Does anyone have any thoughts on what might have happened or things we can try to fix it?

Thank you!

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RC wall modelling in RAM Concept

December 8, 2016, 7:31 am
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Hi there,

I have some doubts modelling RC walls in the RAM Concept. Having the walls as shear wall which would restrain the slab improves the deflection in the slab, other properties are fixed near and compressible. I also have another opinion which that suggests that the slab should be modeled with the walls only as fixed near for deflection checks which as result shows very much higher deflection. Which would be more accurate?

Thank you.

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Exporting Prismatic Sections from Section Builder into STAAD

December 8, 2016, 9:33 am
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I'm analyzing a complicated structure which is comprised of various different custom sections from a manufacturer. I downloaded the DXF files for the cross-sections and imported them into Section Builder. When I'm then exporting the prismatic section into STAAD, an error comes up regarding the torsional constant being a negative value.

Can anyone please assist me on this issue?

Thank you

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New Custom Section for Ram Elements

December 8, 2016, 7:51 pm
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I would like to create a new section shape for use in Ram Elements.  The new shape has 2 standard AISC wide flange shapes with one WF turned 90 degrees to the other one so that the top flange is completely in contact with the web of the other WF at the centerlines.  For example, I would like to weld the top flange of a W12x53 to the web of a W14x22.  The minor axis of the W12 would be turned 90 degrees and match up with the major axis of the W14.

I may be adding several new sections of this type.  Can you help me get started?

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slip resistant connection in RAM

December 9, 2016, 3:07 am
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Is it possible to define and design slip resistant connection in staad according to eurocode?

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Steel wall plates with reduced axial stiffness (Stressed skin design)

December 9, 2016, 4:57 am
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Hi 

I would like to include the shear stiffness of 6mm thick steel wall plates in a frame model for a two storey high building, but I do not want the plates to transfer any bending moments, just the shear forces. Code checking of the beams and columns will be performed according with Eurocode 3, while local calculations of the plates will be done manually. (stressed skin design)

In Sesam-Genie there is a possibility for modelling plates with shear isotropic material with reduced axial stiffness such that they act as shear plates. Is there a similar way of modelling these plates in Staad.Pro, or do the material have to be modified by e.g. reducing the E-modulus? 

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Como Puedo tomar el curso y como puedo descargar el programa para estudiante

December 10, 2016, 7:14 am
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Como Puedo tomar el curso y como puedo descargar el programa para estudiante

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Rigid Diaphragm

December 11, 2016, 5:46 am
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Dear's

1- When I'm trying the to use Rigid Diaphram option I get the following Error:

   *** ERROR IN INPUT DATA FOR THE "INTENSITY" SPECIFICATION FOR THE.

I've attached my model for more information.

Regards,

(Please visit the site to view this file)

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Composite Deck

December 11, 2016, 7:10 am
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Dear Friends,


STAAD  considers the effect of concrete-slab in the calculations of member's stiffness which are a part of a composite deck, but what if some of these members which define the composite deck area need to be free and to exclude the concrete deck from stiffness calculations.

Rgards,

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Question about allowable tension in STAAD, AISC 9th Edition

December 11, 2016, 8:28 am
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Hi Everyone

First time login, I just have a simple question, my yield stress is 690Mpa, how could FT be 244.08, and FT of the adjacent beams are 414, which is make sense (414=690*0.6).

 

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STAAD PRO LICENCING

December 11, 2016, 1:58 am
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Although I am entitled and software activated with ECC super codes staad pro ask me for an activation when I ask for design according to EN 1993-2-2-2005 in the batch mode of staad-pro SS6.

Any help???

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Ram Concrete Beam Line Assignment

December 11, 2016, 4:02 pm
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I am using Ram Concrete (v15.03) and am trying to assign members to a beam line manually.  In a plan view nothing happens when I use a single member assign method.  The fence command does not seem to work properly either.  The view/update command dose not work in plan mode either.  I managed a work around for the view/update by working in 3d view but beam line assignment is not allowed in 3d view.

How am I to assign members to a beam line?  If I use automatic assign it undoes all of the reinforcing I have already but in.

I first experienced this problem in v14.05 or v14.06 was hoping it would be fixed with an upgrade.

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Post-processing print out for Steed Design Detail keeps printing only 1 beam when I specified to print all the beams.

December 11, 2016, 5:55 pm
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Hello.

I have an issue with the post processing print-out. I have selected the output item "Steel Design Detail" and specified the correct load combinations to use as well as the members to print out. When I press OK, the print out only shows a single beam (Beam number 1). I tried printing out specific beams other than Beam number 1 but the print out shows "there is no data of this type". I have recently updated to SS6 and I have never encountered the same issue when I was using SS5.

Thank you in advance.

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HOW TO FIND WHICH LOAD CAUSES THE FAIL

December 11, 2016, 10:04 pm
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Hi All,

How we can understand in which load, the member fails in deflection.

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Deflection is not showing in output

December 12, 2016, 6:20 am
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Hi all,

I used all parameters for deflection such as DFF UNT UNB LY LZ , but output doesn't show the deflection check, also please advise how to find maximum deflection for each load case, if any command is there

(Please visit the site to view this file)

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Release notes for RAM Connection 11.00.01 and RAM Elements 13.04.01?

December 12, 2016, 6:43 am
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When will these release notes be available?

Thanks.

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Response Spectrum Analysis - X Braced Frame (Tension Only Members)

December 12, 2016, 10:46 am
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I am analyzing a X braced frame and need to conduct a response spectrum analysis. Since Response Spectrum Analysis is a linear analysis, it is unable to account for the tension only Braces in a braced bay.


What is the best way the model tension only braces while performing RSA? I have read a good approach is to model the braces with .5 stiffness modifier or to make the braces 50% effective.

My question is how to assign a 50% axial stiffness modifier? Or could I just using the maximum axial force output for the braces from the RSA and multiply them by 2?


Any advice would be much appreciated!

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Code Checks for Dutch Flats

December 12, 2016, 4:59 pm
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I am aware that code checks are not carried out for user defined plates.

For this reason I tried to use the pre-loaded Dutch plate/strip profiles, thinking that the program would know it is a flat and use the appropriate section of the code to calculate the code capacity.

However, I ran into problems. One model (it was a complex model) simply crashed if I changed one of the members to a Dutch flat returning "Exception [Unkonown (-529697949)] Raised! Aborting Analysis....."

So I tried a simple model consisting of 3 nodes, 2 supports and a node load applied at midspan.  This time the model didn't crash but the figures for the code check seem to be incorrect.

STAAD says the member fails with a utilisation ratio of infinity. This is due to it having a shear capacity of zero (AISC 360-10 ASD):

SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
MAJOR(VZ): 0.001 0.000 Infinity Eq. G2-1 1 0.000
MINOR(VY): 0.001 0.000 Infinity Eq. G2-1 1 0.000
INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:
MAJOR(VZ): 0.000 0.000 5.000 Infinity 0.000
MINOR(VY): 0.000 0.000 5.000 Infinity 0.000

TORSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 0.000 Infinity Eq. H3-1 1 0.000
INTERMEDIATE: Fcr: Tn:
0.000 0.000

Is this a hopeless case and I should give up trying to force STAAD to do a code check for plates? Or am I making a silly error somewhere?

Version: 20.07.10.41

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OpenStaad

December 12, 2016, 8:09 pm
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Hi!

I just want ask your assistance on  what is wrong/lacking in my vba script for getting member end forces.

Sub Get_Memb_Endforces()

Dim i, j, k, l As Integer
'
Dim Member_count As Integer
Dim MemberNo() As Long
'
Dim LC_No As Integer
Dim lPrimaryLoadCaseNumbersArray() As Long
'
Dim lend(2) As Long
'
Dim dForceArray(6) As Long
'

Set objOpenSTAAD = GetObject(, "StaadPro.OpenSTAAD")
'
Member_count = objOpenSTAAD.geometry.GetMemberCount
ReDim MemberNo(0 To Member_count) As Long
objOpenSTAAD.geometry.GetBeamList MemberNo
'
LC_No = objOpenSTAAD.Load.GetPrimaryLoadCaseCount
ReDim lPrimaryLoadCaseNumbersArray(0 To LC_No) As Long
objOpenSTAAD.Load.GetPrimaryLoadCaseNumbers lPrimaryLoadCaseNumbersArray
'
For i = 0 To member_coount
    For j = 0 To LC_No
    For k = 1 To 2
   
    'I got error on the following line
    objOpenSTAAD.Output.GetMemberEndForces MemberNo(i - 1), lPrimaryLoadCaseNumbersArray(j - 1), lend(k - 1), dForceArray(l - 1)
   
   
   
   
   Cells(19 + j + (i - 1) * 2 * LC_No, 1) = MemberNo(i - 1)
   Cells(19 + j + (i - 1) * 2 * LC_No, 2) = lPrimaryLoadCaseNumbersArray(j - 1)
   Cells(19 + j + (i - 1) * 2 * LC_No, 3) = lend(k - 1)
  
   For l = 0 To 6
  
   Cells(19 + j + (i - 1) * 2 * LC_No, 3 + l) = dForceArray(l - 1)
  
Next l
Next k
Next j
Next i

End Sub

Hoping for your response.

Thank you,

Mark

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openstaad- Get Member End Forces

December 12, 2016, 10:18 pm
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Hi!

I just want to ask your assistance on  what is wrong/lacking in my vba script for getting member end forces.

Sub Get_Memb_Endforces()

Dim i, j, k, l As Integer
'
Dim Member_count As Integer
Dim MemberNo() As Long
'
Dim LC_No As Integer
Dim lPrimaryLoadCaseNumbersArray() As Long
'
Dim lend(2) As Long
'
Dim dForceArray(6) As Long
'

Set objOpenSTAAD = GetObject(, "StaadPro.OpenSTAAD")
'
Member_count = objOpenSTAAD.geometry.GetMemberCount
ReDim MemberNo(0 To Member_count) As Long
objOpenSTAAD.geometry.GetBeamList MemberNo
'
LC_No = objOpenSTAAD.Load.GetPrimaryLoadCaseCount
ReDim lPrimaryLoadCaseNumbersArray(0 To LC_No) As Long
objOpenSTAAD.Load.GetPrimaryLoadCaseNumbers lPrimaryLoadCaseNumbersArray
'
For i = 0 To member_coount
    For j = 0 To LC_No
    For k = 1 To 2
   
    'I got error on the following line
    objOpenSTAAD.Output.GetMemberEndForces MemberNo(i - 1), lPrimaryLoadCaseNumbersArray(j - 1), lend(k - 1), dForceArray(l - 1)
   
   
   
   
   Cells(19 + j + (i - 1) * 2 * LC_No, 1) = MemberNo(i - 1)
   Cells(19 + j + (i - 1) * 2 * LC_No, 2) = lPrimaryLoadCaseNumbersArray(j - 1)
   Cells(19 + j + (i - 1) * 2 * LC_No, 3) = lend(k - 1)
  
   For l = 0 To 6
  
   Cells(19 + j + (i - 1) * 2 * LC_No, 3 + l) = dForceArray(l - 1)
  
Next l
Next k
Next j
Next i

End Sub

Hoping for your response.

Thank you,

Mark

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