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is it a staad software problem or width is inadequate

July 15, 2017, 9:06 am
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Dear sir,

 A submitted DBR ,which have a  highlighted statement  "SECTION IS NOT ADEQUATE (*STAAD IS NOT ABLE TO DETAIL AS SECTION WIDTH IS SMALL & DETAILED BY DDC BASED ON R/F)".
 

kindly consider :- column  Section width is 230x 800
Span - 5.49 m
Dia of bar uesd in column section 230x 800 mm :-32mm

It is requested to kindly provide  the correct interpretation of above statement. whether it is  problem  of  STAAD software  or  section width  problem.

Kindly communicate at the earliest.

Thanking you in anticipation.

Regards
Santosh Pathak


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STAAD V8i - SS6 - Missing plate element section property and material setting on large model

July 15, 2017, 10:20 am
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Hi,

I have asked this 5-6 years ago on this platform to no avail.I even opened a thicket and was told that the developers are looking at the issue, but now its been ages and i'm still experiencing the same issues on large models? 

Please see attached .std file, its a typical model with only one type of plate element and column type. If you open the model you will see many plates with missing property, but these were all previously assigned on the graphic editor. Even if you select plate with missing property and assign all , save the file and reopen it you will still have many plates with missing property?  

The above obviously don't happen on smaller models, but for larger model version SS6 is really unstable or unusable.

.std file 

https://drive.google.com/open?id=0By6OZXncXf9KQ0QxZF8xd2tQMXc

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Staad Pro Modeling query for pile cap

July 15, 2017, 11:31 pm
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Hi,

 

We are using Staad Pro for modeling octagonal pile cap with 4.97m sides and having octagonal cutout of 1.66m sides at the center

Reinforcement of piles will have development length inside the pile cap for carrying uplift/tension, compression, shear and bending moment at connection between pile to pile cap. Please see the attached picture of reinforcement detail of connection between pile and pile cap. 

We have query related to below given 3 conditions, out of these which will be reflecting actual behavior in the Staad Pro model? 

Condition 1 – Pile cap is modeled with piles, with fixed supports at the bottom of pile. Length of pile is equal to length of fixity, in our case it is 3.5m.  Please see the attached picture of the Staad Pro model.

 

Condition 2 – Pile cap is modeled with piles, with fixed supports at the bottom of pile and piles are having moment release at the top of the members. Is it appropriate to model pin connection seeing anchorage of pile reinforcement in pile cap (refer figure of "pile connected to pile cap", as above)

Length of pile is equal to length of fixity, in our case it is 3.5m.  Please see the attached picture of the Staad Pro model.

 

Condition 3 – Pile cap is modeled without piles, with supports provided at pile locations at pile cap level. Support conditions are moment release with spring constant in three direction of displacement viz. X, Y and Z.  Please see the below given picture of the Staad Pro model with description of support condition.

 

PS : In attached pictures of Staad Pro model, the vertical members seen like columns are concrete pedestals for supporting the structure.

Could you please reply, at the earliest possible.  

Regards,

Manish Chhugani

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Design Strips @ Walls

July 16, 2017, 6:43 pm
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I heard when you add a design strip along a wall, the program produces positive and negative moments since the wall acts like a support. Would adding a design strip on each side of the wall be enough or are there any other recommendations for creating accurate design strips along the wall?

Thank you.

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RAM Concept - Punching Shear Check

July 16, 2017, 6:58 pm
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I've encountered the issue where the Punching Shear Audit envelope does not include the reactions from a load combination that has a 'strength design' ruleset. 

In this case, it's unconservative. 

1.2G + 1.5Q Reactions Plan:

Punching Shear Audit:

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YONLY spring disappearing

July 17, 2017, 4:03 am
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When using the YONLY spring, if I need to make a subsequent run after changing the input file, the "YONLY" statement is changed by the program to "Y".  This is very aggregating.  The program should in NO WAY be able to change the text input file without the user actively knowing it....please advise. 

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RAM elements - Unable to assign more loads

July 17, 2017, 8:16 am
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Hi - 

Why could be the reason for the error below. I have not assign any loads to "Member 1004", I am basically using area loads.

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RAM Frame - Wind load distribution and exposure boundaries.

July 17, 2017, 8:51 am
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(Please visit the site to view this file)

(Please visit the site to view this file)

Hello,

Q1. This is my first project using RAM. I have a building with three different roof heights and each having parapet of different heights. One is 13.5' high with 7.17' parapet (First building-front), Another is 12' high with 5.33' of parapet (right side-front) and third is 14.5' high with 6.17' parapet (right side-back). In the exposure boundaries report attached, in profile-X axis, first image, the contribution from zone 2 should go to the building which is 12' high and the contribution from zone 1 should go to the building which is 13.5' high, as per my understanding. Instead, RAM Frame is putting all that contribution in the 14.5' high building instead if distributing the contribution.  Also in the third image in profile X axis part, for the 12' high building, it is ignoring the parapet wind pressure. Any explanation on the results would help. The values in the report are not clear to me. Please explain how it is calculating the values and how it applies the wind pressure.

  (Please visit the site to view this file)

Q2. While generating the load cases for the wind analysis, as per my observation, it just considers one direction of application, i.e. +X and +Y only and ignores the application in -X, -Y directions. Is there any way to add that as an individual load case like it is for +X and +Y directions. What can be done in this scenario? 

Thank you.

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Vibration analysis in Ram Concept

July 17, 2017, 4:42 pm
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Hi all,

I have two questions about vibration analysis using RAM Concept.

  1. How can I know whether the vibration analysis is performed on a "cracked" or "uncracked" models. And also, do I have control over that? I ask this question because I am doing a  series of vibration analyses on different type of floor systems:
    • For composite steel/concrete floors, I convert the steel sections in the composite slab to an equivalent concrete beam, but need to make sure that the vibration analysis is performed on the uncracked sections.
    • For reinforced concrete slabs I want to performed the vibration analysis on the cracked sections under service load case.
  2. I understand that the vibration analysis is RAM Concept is primarily performed by using a series of harmonic functions to represent human walking. I want to know if alternative/user-defined time-histories can be used for the analysis? For examples, I would like to model the impact of a car/truck passing over a speed bump, which requires a different time-history of the load.

Thanks a lot for your assistance.

Regards,

Ash

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How to design beam seat connection in RAM

July 17, 2017, 4:56 pm
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Please help me how to design beam seat connection because such connection seems

not found in RAM EC3 types of connection.

The connection is that the top beam bottom flange is bolted to the top flange of the bottom beam.

I already modeled this in staad using master slave but in Ram connection I can seem to find

this type of connection?

please see attached image.

Thanks

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Floor Loading Seems to be not distributed to all member of the assigned floor

July 17, 2017, 8:31 pm
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Hi Bentley Communities,

Can anyone clarify why my assigned floor loading seems to be not assigned to some member although it is already included in the floor group. Attached herewith are some of the pictures of the loading display in the StaadPro and the file itself . Hopefully someone can help me out. Thank you!

(Please visit the site to view this file)

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Bending, shear diagram not shown when wind load consider.

July 18, 2017, 12:43 am
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Dear sir,

I model a RCC building in staad v8i SS6. after analysis, when i want to show the post processing load diagram, there is no diagram for wind load.how i solve the problem?? please help me.

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Export a Model from STAAD.Pro to PDS - Intergraph (frameworks Plus)

July 18, 2017, 6:28 am
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Dear Comunity. 

It is possible to export a Model from STAAD.Pro to Intergraph's Frameworks, and I'd rather more than a just a DXF since I'm looking forward to getting as many profiles properties possible exported. Thanks! 

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Apply line load moment to curved slab

July 18, 2017, 10:17 am
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Hi All,

I have a curved slab and I want to apply a line load around the perimeter to model the cladding. I have applied a line load in the +Fz direction (vertically, downwards). I now need to apply a moment (downwards also, due to eccentricity of the cladding/balconies). I initially applied a moment in the -Mx, but I now realise that this is incorrect. Chapter 68.8 of the Manual shows the sign conventions. Chapter 21.5 says that when you apply a line load moment, it is applied in the global x or y axis. This is a problem if your slab is curve around the edge. It follows no simply pattern. I can't simply work out an My and Mx component and it's constantly changing it's profile.

If it was another software, I would probably have applied a line load at an eccentricity and have rigidly linked (kinematic coupling) to the slab edge. I don't think that this is an option in RAM. The other thing I thought of was to model a very thin (20 mm ?) extension of the slab, around the perimeter, and then applying a line load to this "virtual" slab edge to get a moment on my actual slab edge. I'll get huge deflections on the 20 mm bit of slab, but I don't think that it will affect my actual slab.

Any thoughts would be appreciated. I'm sure this has been done before, but I can't find any other discussions.

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Windload

July 18, 2017, 2:52 pm
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Asking on behalf of user Farhah Naaim, who is having difficulty posting to the forum:

"Please help me. In STAAD.Pro,  The wind pressure will be acting towards the wall from outside for the windward wall.

But my structure has the internal pressure acting for the windward. How to solve this? Please help me. Thank you."

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how to apply moving load using BS code

July 18, 2017, 10:30 pm
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Dear Engineers,

I have working on Bridge design...

Is it possible to apply moving load (HA and HB ) in Bridge deck using BS code...

Can any one help me on this issue and tell me how to apply those load plz.../

I am unable to find it...

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Modal participation mass Ratio

July 19, 2017, 12:37 am
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Sir,

I am modeling a RCC building. i want to see the modal participation mass ratio for torsional behavior of my structure.

how can i do that??

Thanks

Shafiq

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Member Specification (KMX, KMZ)

July 19, 2017, 1:13 am
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Hi,

I wish to know how and when to assign values for KMX and KMZ (unit: kN-m/deg.).

I've seen members with either KMX =0.001 or KMZ=1 or KMY=1 but I need to fully understand how did they get these values and why.

There are members with "checked" END MY (not free to rotate at Y) understanding its member-end and connection must be designed free to rotate only at X and Z but I have no confident understanding on values to use for KMX, KMY and KMZ.

Looking forward for someone who could help me.

Thank you very much in advance.

Regards,

Chelle

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I have Joists attached to Joist Girders and am getting multiple warnings regarding more than 12 DOF zero stiffness. Is this a known issue with Joists, how do I handle addressing these warnings?

July 19, 2017, 5:24 am
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Hello,

I have a large building I am designing and have gotten rid of multiple errors/warnings and now the model runs well with the exception of these Zero Stiffness issues. They seem to pop up at nodes where the Joists are attached to Joist Girders. I have tried changing the affected Girder to a Wide Flange Beam and the warning simply jumps to another Joist Girder section. Is there a way to rectify these warnings or do I need to change all my Joist Girders to Wide Flange Beams, will that even solve my issue?

I have attached my model to this post.

Thanks for any assistance.

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My Ram Elements program does not show the nodes in the model view - how can I restore viewing nodes?

July 19, 2017, 6:26 am
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Ram elements is not showing the node (dots) on the screen. Everything else including node numbers and members is visible?

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