I am trying to use the Results Setup for checking the Utilisation Ratio of various GROUP of members for optimisation. However only once I get to see the Result setup window after I click Postprocessing.
Second time this window does not appear . Can you help me so that I can repeatedly see the Result Setup window in the same postprocessing.
communities.bentley.com/.../REVISED-MODEL-SIX-FRAMES-6M-BAY-SERVICEABILTY-_28002B00_X-NOTIONAL-LOAD_2900_--2M-PORTAL-DEPTH-12-JUNE.std
One of our units is going to sit onto a 4 supporting column via support feett (see image below). I am looking for advice as to how to connect our unit modelled in STAAD.Pro to the supporting column. We have in-house software to calculate the support foot so I plan to design this separately.
I have used Master/Slave node command to connect the node at the top of each column to various nodes on our unit. This is causing excessive stresses in the column on our unit (NOT the supporting column) as marked up on the rendered view. This feels incorrect.
Is there any other method you could suggest or is my method correct and I need to find ways to lower the stress.
Which parameters are necessary to design any steel structure properly as per IS code ?
Is there a way to print the maximum reactions for a given set of supports and for a given set of loads, similar to:
LOAD LIST 1 TO 631
PRINT MAXFORCE ENVELOPE LIST 1 3.
I tried using "PRINT SUPPORT REACTIONS LIST 1 3" but I have over 600 load in my LOAD LIST, so this produces too many reaction. I just want a summary of the maximum.
I saw the forum question discussing using the reports to show the maximum reactions, but I want to be able to generate this via the *.std file.
Attached is the file I'm working on. Note, this model is being used for a 4 span timber railroad bridge and I have two independent models in the file because of some AREMA requirements.communities.bentley.com/.../1938.std
When RAM Connection computes the effective weld length of an HSS T-connection, it correctly applies this rule per AISC 360-16:
When β > 0.85 or θ > 50°, Be / 2 shall not exceed Bb / 4.
However, when computing the effective section modulus of the same connection for in-plane and out-of-plane moments it does not limit Be/2 to Bb/4.
The way I read the code this is not correct. Am I missing some obscure note in the code that allows this or is this an error?
Here’s a sample calc from RC showing what I’m talking about. I did not include the out-of-plane bending calc but it used the same effective width as the in-plane.
Weld calculation for brace member with axial load
Weld strength [Kip] 222.74 118.00 DL 0.53 Eq. K5-5
b = Bb/B
= 8[in]/8[in]
= 1
Be = Min((10*t/B)*(Fy*t)/(Fyb*tb)*Bb, Bb)
= Min((10*0.625[in]/8[in])*(50000[lb/in2]*0.625[in])/(50000[lb/in2]*0.5[in])*8[in], 8[in])
= 7.81[in] Eq. K1-1
(b>0.85) or (q>50) ® (1>0.85) or (90>50) ® True
Bew = Min(Bb/2, Be)
= Min(8[in]/2, 7.81[in])
= 4[in] Eq. K5-5
le = 2*Hb/SinDeg(q) + 2*Be
= 2*8[in]/SinDeg(90) + 2*4[in]
= 24[in] Eq. K5-5
Weld calculation for brace member with in-plane bending
Weld strength [Kip*ft] 64.84 15.00 DL 0.23 Eq. K5-6, K5-2
Be = Min((10*t/B)*(Fy*t)/(Fyb*tb)*Bb, Bb)
= Min((10*0.625[in]/8[in])*(50000[lb/in2]*0.625[in])/(50000[lb/in2]*0.5[in])*8[in], 8[in])
= 7.81[in] Eq. K1-1
ApplyCondition = (Pro/3)*(Fyb/SinDeg((1/W)))2 + Pro*Be*(Fyb/SinDeg((1/W)))
= (0.442[in]/3)*(8[in]/sin(90))2 + 0.442[in]*7.81[in]*(8[in]/sin(90))
= 37.05[in3]
I've modeled a truss T-connection and I'm getting a warning that the joint is not in equilibrium. Since there is no documentation that I can find on sign convention and there is no description as to what the exact problem is I'm left to guess. I've tried several experiments and only one thing worked. That was to remove all load from the branch and put a compression only load on the chord. This caused the error to go away. Of course, this doesn't help my real world problem but I'm just trying to see what will eliminate the error. Next I added in an axial load to the brace member and shears in the chord to resist it. The warning came back. I tried switching the sign of the load in the brace member. No luck.
Two request for Bentley. Please document the sign convention to be used for forces and moments and print the sum of the applied loads and moments at a joint so we can track down input errors easier.
Hi, I'm getting different results if I don't add a beam at the edge of the deck where it switches to a different one vs if I add a beam at the same location. The loads going into to the column is different. Could you please let me know? I could send in the model if required.
. 
This error prompts whenever our user tried to generate plate mesh but if the Staad application is run by administrator it is working normally.
Need fix with this error.
Thanks and Regards,
Ralph
While using staad pro vi8 ss6 after designing the steel with the steel design work flow, it gives you the new design steel section. Then I would click the update property so staad can assign the new section given to my model. But now I have moved to the connect edition. I find it difficult to update my newly steel design section using the batch mode method.
getting error as "connection supports only prismatic member" in my staad filecommunities.bentley.com/.../R00.STD
. I am attaching my std file please let me know how can I design these members in RAM.
We are facing the following warning in designed steel structure as per IS 800:2007(WSD).
***WARNING: THE VALUE OF MOMENT AMPLIFICATION FACTORS KY OR KZ IS GREATER THAN 1.4"
Kindly suggest the removal process.
Dear All,
Earlier i used Staad pro v8i Seies. Now, i am updated to Staad Connect Edition. i used to design cold formed steel structures, the older file which i am worked in Staad v8i series now i opened in Connect edition.
The members which are passed in Staad v8i series is now gets failed in Connect Edition.
kindly Clarify or solve the Issue.
Good Day,
I am currently experiencing analysis issues relating to a mat slab foundation design. I have modelled the foundation as per the steps presented in the STAAD online tutorials, however, I have received an error notification and no analysis results. I have modelled mat foundations in the past using the same procedure, therefore, I believe this may be a software issue with the current version. I have attached the error warning and the STAAD Foundation file to this correspondence for your reference.
Hola, quisiera saber si alguien me puede ayudar con el tema de los números de piso. Estoy calculando un tanque de agua elevado y ya asigné diafragmas rígidos a las losas, pero cuando voy al botón para calcular las masas me pide que asigne primero el Número de piso..ya asigné número de piso a cada grupo de elementos por piso, pero me sigue marcando ese mismo error..a alguien le pasó algo similar?
1. DOES STAAD.PRO V8I (SELECT SERIES 6) ALSO CHECK THE TORSIONAL BUCKLING IN THE STEEL DESIGN AS PER IS 800 :2007?
2. HOW TO GET ENSURED THAT STAAD IS CHECKING ALL THE CODAL PROVISIONS OF IS 800
:2007.
Hello,
I am using STAAD extensively for analysis of open web girders.
So I am restraining longitudinally on both the sides allowing sufficient translation gap for temperature variation.
To simulate the situation I have given roller support at all the bearing location. In this situation there will be warning saying "instability in X-direction". Which is acceptable. In this model I also know the translation due to loads at each end.
I am sharing 2 models, in which open web girder-2 gives the behavior as discussed above. But in open web girder-1 with same supporting conditions same behavior is not noticed. An additional restraint is automatically considered.
Please check & input your suggestions.
The models can be downloaded from the link https://we.tl/t-v1NmVUYAuD
how do i choose either truss or plane model in staad pro connect edition
How do i go about creating a vb.Net interface for STAAD.Pro Connect edition? I currently have a VBA interface via excel, but it requires STAAD to be open to work. Will it be the same for VB.NET? Also what imports to i call? Basically how do i get the application object?
Regards
Sven
Is it possible to have a line load on the deck directly, without having a beam modeled under the line load? Will the loads be distributed by the deck?
