I imported a Revit file in to Ram Structural System The concrete deck is sloped and is placed below the top of the concrete columns i have modeled and walls/columns above are not connecting to this deck. Any way to set deck to proper elevation?
Dear Support!
How can I change the language of the Report within ram connection, When I use the Standalone app, all the reports are in English, however when i use the RAM connection tab within STAAD.Pro the reoports are in spanish, even though the STAAD.Pro is in english.
Hi,
I recently just started using STAAD Pro. I was asked to assign all the supports as fixed--say the beam to column connection, and the column to ground connection. As seen in the photo below, when I assign it as a fixed support, it doesn't create a moment on the column. But if it's a pinned one, it does create a moment on the column. I was wondering why is this the matter--does the software consider the pinned support as fixed? Because in real life, it's fixed. And there has to be a moment on the column--but when it's pinned, it doesn't appear...
Kindly help me on this.
Thank you.
Hi,
I am not understanding the example from command line 'DEFINE MOVING LOAD'. Could you explain it?
1. How many wheels the truck had?
2. When I view the generated moving loads, it is displaying 20 20, 10 10 10 10 , 5 5 5 5 kips instead defined in command TYPE 1 LOAD 20. 20. 10. kips.
3. Is it possible to generated moving loads for a truck which has more than 4 wheels in the transverse direction placed at equal distance on centers?
Thank you.
Hi,
Could you please tell me why the wheel load, 524 Kn is dividing as 342.569 Kn and 181.431 Kn?
Please see the attached screenshot below.
I used,
UNIT METER KN
DEFINE MOVING LOAD
TYPE 1 LOAD 252 524 DISTANCE 4.870 WIDTH 3.93
LOAD 1
SELF Y -1
LOAD GENERATION 5
TYPE 1 0.593 0 0 ZI 1
Thank you
I am getting same time period in both the directions for one of the building. which has different frame stiffness in different directions. Kindly reply with possible reasons (mistakes in modelling) for such error.
I am using STAAD PRO Version 20.07.11.70
I have noticed that when using “Wide Flange” and “ISection” from the Created User Tables, STAAD does not consider “Kc” (see Notes in Table B5.1 and Equation F1-4 of AISC 9th Edition) in the calculations of the Allowable Bending Stress (Fb)
“kc” is applicable for “Welded Beams”. I think STAAD assumes that the sections are “Rolled Beams”.
The question is: Is there an option to make STAAD PRO to consider “Kc” where applicable?
I have a stadium project that I'm designing that has a cantilevered roof of approximately 23'. Gravity loading is easily accounted for, but my concern - especially with the large cantilever - is what wind loading is RAM Frame applying. I believe that it is applying the load based on the vertical projection of the building and does not account for the MWFRS uplift on both the top and bottom of the canopy (as well as the uplift on the remainder of the roof). Is this correct?
If it is, I was planning on calculating the MWFRS loading, apply it as a nodal load to the tip of the cantilever and add it to my load combinations. Is this likely the most appropriate way to account for the load?
Any help would be appreciated.
Hi!!
I have completed a staad model, however I have been recieving the following warning.
WARNING- "CONCRETE CODE CHECK FOR PRISMATIC ONLY. MEMBER". Does any one know why this would occur?
STAAD Output Viewer window shows "Failed to open document" message, how can I fix this problem?
I always get the error massage saying the lane width < the vehicle width even though i specify lane width = 5m which is more than 3.5m vehicle width. Why this problem keep occurring and how to solve this?
Hi,
Could you please tell me what are these warnings(show below) and are they considerable warnings and what do we need to do to not displaying those warnings?
1) WARNING : A SOFT MATERIAL WITH ( 1 / 1.847E + 04 ) TIMES THE STIFFNESS OF CONCRETE ENTERED PLEASE CHECK
2) WARNING : PLATE NO. 1802 ( JOINTS 5-1650-1651-1652) IS BADLY SHAPED, WARPED, NOT CONVEX, OR NOT NUMBERED COUNTER-CLOCKWISE
Thank you
Hi
Since I was told by the staadpro community that I didn't have to assign a support on the beam-node connection if I wanted it fixed, how am I going to find out about the reactions in the nodes? Like the Fx, Fy and Moments in that node? Kindly check attached photo. Cause when I assigned pin to all of them like before, there werent any moments its just "free" since its understandable--pinned support. However, when I made it all fixed before, the moments seemed weird... and now that I didn't put any, the moment values are fine but I don't know how to find the x y z values of the nodes on the beam-column connection...
Kindly help me on this please.
Thanks!
Dear Mr/Ms
Kindly find below the Question
a)E137511DBABF2CF194C60015C5EE3586 are site activation key.Why there is no available license for us to checkout?
b)there is the error that appear and we cannot run the analysis
Error as follow
Regards
Siti
G'Day,
Is there any way to export floor/line loads defined in RamConcept to RamStructural through ISM?
If yes, how to create floor/line loads mapping in ISM?
It is alot easier to define floor/line loads in Ramconcept as compared to RamStructural?
My intention is to build floor by floor model in Ramconcept and export them to create a full 3D model in RamStructural?
Regards,
Saqib
Hi,
Could you please tell me how do model a irregular slab with openings supporting wheel loads(please see the sketch below)?
1) Do we need to use dummy beams to locate moving loads on the slab?
2) If we use dummy beams, will we have any effect of it in plate element results?
(Please visit the site to view this file)
Thank you
Dear all,
Ive have tried to modela chimney using circular repeat command. but the steps to repeat does not go more than 99.
Also the translational repeat command is not going more than 99.
any help
My staad version: SS6, 20:07:11:90
Hi
In the Indian Concrete Design code the parameter CLEAR has been defined as "Distance from the surface of the member to the edge of outermost reinforcement". This is in contrast to the meaning of the term "Nominal cover"elaborated in Clause 12.3.2 of IS 456, which states that "Nominal cover as given in 26.4.1 should be specified to all steel reinforcement including links, spacers between links (or the bars where no links exist) and the form work should be of the same nominal size as the nominal cover."
From the above it is clear that the parameter in question needs to be amended in Staad.Pro.
Regards
Sriprakash
When using shells in concrete design of a slab, should the absolute value of M13 be added to M11 and M33 when determining what moments to use for reinforcing design? I'm referring to the Wood and Armer method.
Wood and Armer method:
Determination of the 'lower' moments M xd *, M yd *.
M xd * = M x + |M xy
M yd * = M y + |M xy |
However, if M x < -|M xy | (i.e. the calculated M xd * < 0)
M xd * = 0
M yd * = M y + |M xy *M xy /M x |.
Similarly, when M y < -|M xy | (i.e. the calculated M yd * < 0) → (*)
M xd * = M x + |M xy *M xy /M y | → (*)
M yd * = 0 → (*)
