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RE: Member Load

March 27, 2017, 12:43 pm
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PX PY or PZ options calculate the member loads based on the projected length of the member. I have created a simple model to explain this. In the model the member is inclinedto the global axis. Its actual length is 12.207 ft whereas the projected length along the global X is 10 ft. I have created 2 load cases, the first one with a -1kip/ft load applied using GY and a second load case where the same magnitude of load is applied using option PY.

Here is how the loads are calculated in each case

Load 1 : Load using GY

Total load applied = 1 x 12.207 = 12.207 Kip

Udl on the member = 12.2017/12.207 = 1 Kip/ft

Load 2 : Load using PY

Total load applied = 1 x 10 = 10 Kip

Udl on the member = 10/12.207 = 0.819 Kip/ft

The options will produce same result for members which are parallel to the global axis.

(Please visit the site to view this file)

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Member Load

March 27, 2017, 11:48 am
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What will be the difference if we choose PX,PY,PZ instead of GX,GY,GZ.

Please Clarify it with proper example.....

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RE: Total axial force in the physical member.

March 27, 2017, 12:58 pm
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You do NOT need to add the axial forces in each segment to get the total axial force in the physical member. Rather to get the axial force at any location within the physical member, consider the axial force in the corresponding analytical member at the appropriate location. For example let us assume a single physical column member which had to be split into 3 segments for some reason. To get the axial force at the base of the physical column, you would just look at the axial force at the base of the bottommost analytical member.

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RE: SHEAR REINFORCEMENT DESIGN FOR SLAB IN STAAD PRO

March 27, 2017, 1:04 pm
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STAAD.Pro does not design slabs or plates for shear. It just calculates the reinforcement required for flexure. If you want to check for the out of plane shear stresses for the slab, you can do so by reviewing SQX and SQY.  

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OpenSTAAD | Property.CreateMemberPartialReleaseSpec

March 27, 2017, 1:31 pm
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Greetings STAAD Users,

I am creating a Visual Basic Macro using the Properties Command CreateMemberPartialReleaseSpec.

After a couple of tries, I have being getting trouble with this command. See the following VBA.

A portion of the macro is the following:

'************************************************************************
'
'                       START MEMBER Partial Release
'
'************************************************************************

Dim Spec1 As Long

'Set the flags for releases
Dim DOFRelease1(0 To 2) As Integer

For i = 0 To 2
    DOFRelease1(i) = 1
Next i

'Set moment release factors if any
Dim MPFactor1(0 To 2) As Double

For i = 0 To 2
    MPFactor1(i) = 0.99
Next i

'Create specification
Spec1 = objOpenSTAAD.Property.CreateMemberPartialReleaseSpec(0, DOFRelease1(1), MPFactor1(1))

'Assign partial release to tTAShe members
For i = 1 To RowsW
        objOpenSTAAD.Property.AssignBeamProperty webs(i, 1), Spec1
Next i

When I run the macro OpenSTAAD creates the partial release in the STAAD file, but it does not assign the specs to the members.

Any suggestions? 

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RE: Composite floor design in Staad Pro. SS4

March 27, 2017, 7:16 pm
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Composite floor design in Staad Pro. SS4

December 1, 2014, 2:05 am
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Dear Sirs,

Please advise for the below issue As soon as possible :

I have a composite floor for design contains from main beams to columns ( moment connection ), & secondary beams connected to the main beams ( simply connected ) , now I have doubt for which beams I need to define the composite section in Staad pro ?? is it for secondary beams , main beams or Both ??

if the composite section need to be defined for both , what is the consideration regarding the concrete width of the main beam, as the secondary beams transfer the load to the main beam so the effective width can be defined for the secondary beams but the main beam effective width still my doubt >!

Which code supported the composite floor design in STAAD Pro SS4

Looking for positive reply ASAP.

Regards,

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RE: Composite Deck

March 27, 2017, 7:18 pm
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Composite Deck

April 28, 2014, 5:22 am
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Hello,

I'm using STAAD.Pro SS4.

After creating a composite deck and running the analysis, I'm seeing only the forces and moments on the profiles. , how can I see the deflection in the concrete deck and shear forces between concrete and profiles?

Regards,

Alex bekker

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RE: Total axial force in the physical member.

March 27, 2017, 10:04 pm
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RE: Isolated Footing as Design to Corner lot footing and Footing on Property Line

March 27, 2017, 11:52 pm
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Hi Sir, is there another option on staad foundation only? because I have no STAAD Foundation Advanced (SFA).
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RE: Member Loads not updated when nodes are moved.

March 28, 2017, 12:10 am
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The member load is not related to the end node location. If you instruct the program to apply uniform loading on the member starting at 4 ft and finishing at 8 ft, the program will apply such loading on these coordinates despite the length of the member. Similarly, if you tell the program to apply the concentrated load at 7 ft from the start node of the member, the program will do that, even if the member is shorter. However, a warning is reported in the Output file in such case. It is up to the user to enter the correct location of the loading or edit it if the geometry is modified.
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Member Loads not updated when nodes are moved.

March 27, 2017, 11:01 pm
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Hi,

I have an existing member load on a member ( Beam #16), and when I command move, the new location of the node is between the existing member load but unfortunately the member load length is now more than the length of the member.Is it supposed to be split to the adjacent member or Is this a bug?

Same condition also when there is a concentrated force , after moving the node, location of the load is also beyond the length of member.

Please advise for any correction.

I have attached a sample file

1.std for original location

2.std for new location after a node was moved.

Thanks.

[View:/cfs-file/__key/communityserver-discussions-components-files/5932/5428.1.std:940:0]

[View:/cfs-file/__key/communityserver-discussions-components-files/5932/2.std:940:0]

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RE: Steel Design Report shows zero value

March 28, 2017, 1:45 am
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It seems that EC3 version implemented in the Steel Designer does not recognize HSST sections. If you change it to, let's say, tubes from European section, the design will be performed. However, please note the an older version of EC3 (DD ENV 1993-1-1:1992) is implemented in the Steel Designer, so I would recommend you using the Batch mode for the design of steel sections as per EC3 (EN1993-1-1:2005).
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RE: RAM Concept - Punching Shear Question

March 28, 2017, 2:28 am
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RE: Against a same Load why Beam Reactions are varied?

March 28, 2017, 3:22 am
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Sir,
Thanks for your kind reply, but how can I calculate the negative steel of beam-end which adjacent to surface (Shear-wall). When I have no enough moment from STAAD model, then what should do I in design phase? Sir please, don't feel irritation. Kindly help me to learn STAAD perfectly.

Regard
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RE: Steel Design Report shows zero value

March 28, 2017, 3:56 am
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Steel Design Report shows zero value

March 9, 2017, 11:45 pm
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Dear Engineers,

I have done interactive steel design using EC3 code,

After design i take report in that it shows only zero...

why values coming like that i do not , also i design using other codes it shows values and design report.../

i have attached model and report for ur reference.../

[View:/cfs-file/__key/communityserver-discussions-components-files/5932/4571.sample1.std:940:0]

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RE: Modeling Cruciform Column in Staad Pro.

March 28, 2017, 4:34 am
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Modeling Cruciform Column in Staad Pro.

March 28, 2017, 3:24 am
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Hi,

Can you please tell me how do we model a cruciform column in staad pro.?

Thank you.

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