When do you use parameter LT in steel structural design and what value ?
When do you use parameter LT in steel structural design and what value ?
RAM Connections crashes because of a file not been found
While running RAM connection from STAAD Pro CONNECT Edition , I wanted to design a gusset base plate and when RAM looked for the template a message pop up stating that "Connection.con" does not exist and then crashes. what is this file for? in the previous versions of RAM there is no file named like that, how can I fix this problem?
Displacement vs. Drift
I have done a building, and I need to design expansion joints around some CMU shafts to avoid loading them. When I do the Results - Drift sheet, I see I am given displacements and drifts. When I am designing this expansion joint, which number do I take and multiply by Cd to get my amplified deflection. The story drift is much less than the displacement. My assumption is the drift is relative to the floor below, while the displacement is relative to base elevation? By that, I think I need to use the displacement as the expansion joint size.
RAM Frame Member Forces
Hello,
I'm wondering how RAM Frame calculates the 'Member Forces' of a lateral wall element? Is this value the maximum value from the wall element, or an averaged value?
The reason I'm wondering is that I have imported my RAM Frame model into RAM Elements to use the masonry module, which uses Design strips. I'm getting slightly different values for each load case between Frame and Elements, and am trying to determine why.
Concrete Mix in Post-Tension Module
Hello,
The concrete mix value denoted in my RAM Concept Post-Tension model is denoted in SI units whereas everything else is in US units (including the thickness in the same interface). Is there an error with my model or is this standard. Please see image below for clarification. Any help would be greatly appreciated.
Thanks,
Jason
RAM Connection bolt shear assumptions
I am using RAM Connection stand alone to evaluate a moment end plate connection. The results are good. One nuance that I noticed is that the two bolts near the internal flange that are not in tension carry all of the shear load and the four bolts that carry tension are not loaded in shear. I don't disagree with this assumption but I couldn't find it in the AISC design guides. Is this documented anywhere?
Skip Loading in RAM Steel column
Do I need to skip load the live load around column while using AISC 360-10 in RAM Steel Column? Also why is this important?
PT through Slab Step and Upturned Beam
Ram Concept community,
I have a question regarding the correct modeling practices for a PT two-way slab with a significant step.
In my particular case, my slab step is occurring at mid-span perpendicular to my bundled tendons, and I have upturned beams supporting the beam at the step. The lower slab is pitched varying between 10" and 16" thick with a superimposed dead load to account for a topping slab pitched in the other direction. The upper slab is 8" thick with wide shallows spanning 45 ft.
Since there is only a 4 in. x 24 in. window to sweep the tendons into the upturned beam (upper slab is 8" thick, upturn beam - 24" W x 26" D, beam step - 24" W x 30" D), I have to anchor a majority of the bundled tendons into the beam step at a location of highest positive moment (bottom stress) across my design strip. See images.
Has anyone seen this type of design in the past, and could there be failure modes that Ram Concept is not accounting for? I have split up my design strip across the step, forcing the program to consider a PT slab before the step and a mild inverted T-beam beyond the step.
I will try to upload my model for clarification.
Thank you for your time and I look forward to the suggestions.
-Ryan Molley
Design of Structural Plate over grade to Support Truck Load.
I wanna design a Structural Plate(1.6m x 1.6m) over a ditch (1m wide) to support axle load of the truck of 36ton. Plate will be supported on Ballast (95% Compacted) 0.3m on both ends.
Can someone guide me how I can model this one in Staad Pro?
Should have to draw a plate of 1.6x1.6 & assign property of plate as "Steel" & assign pin support at all four ends and then put a load of 18ton in the middle of plate and analyse?
Your kind support in this regards will be highly appreciated.
Extracting displacement Vs Time graph from staad out put
How can I get time-displacement or frequency-displacement graph for some specific nodes from Staad output?
I want to check the response (amplitude) of a machine foundation within limits.
Pls help.
Ram Connection Verification Manual
Good afternoon!
I'm newbie to RAM Connection Standalone [v12 (12.00.00.31)] and I'd like to know where can I get its Verification Manual.
I'd be glad of your help.
Best regards!
How to determine the total load on the structure members in staad pro?
communities.bentley.com/.../180414.rarPlease, I want to know the total load on the structure members
Problem in increasing the cut-off mode shapes+ZERO ON DIAGONAL IN JACOBI ITERATION.
Dear all,
I did the dynamic simulation of a particular foundation on staad pro that the model was working without any problem. I've then added some rigid links at the bottom of foundation which have been linked to one spring at the center of gravity. Afterwards, the following error has been raised. I've tried to increase the cut-off mode shape as this error might come from this issue. Although, it is apparently unchangeable from the command panel. I could change in in Editor but nothing is changed in the corresponding command (i.e. still cut-off mode shapes equal to 6). Therefore, the error is still there! Could anyone please help me to resolve this problem??
**ERROR- ZERO ON DIAGONAL IN JACOBI ITERATION.
ROW 28 OF 30 VALUES 9.035008E-05 -4.569676E-08 SWP/ITER 1 1
**ERROR** A PROBLEM HAS BEEN ENCOUNTERED WHILE SOLVING FOR MODES (J3)
TRY ADDING 10 MORE MODES TO THE CUTOFF MODES
ITERATION= 1
*** ERRORS IN SOLVER ***
Thank you in advance,
Staad
Hello Sir !
I have been working on staadpro and I came to know about release specification. I read a few answers which says we release so that no moment is transferred to the other member or in other words just to make the beam simply supported. Here is where I get stuck.
1. How to decide which beams to be released?
2. Which beams to be released at start and which beam to be released at end?
3. How to decide whether to give a beam partial release or fully released ?
4. By how much we release?
Hoping for a quick response.
Thanks
load combination for AISC 360-16
what are the differences between AISC LRFD, AISC ASD, and AISC 360-16. when I use ASD, i commonly use load combination 1.0 DL and when I use LRFD, i use load combination 1.4 DL. If I want to use AISC 360-16, that the nominal factor for load combination?
Buckling Mode Shapes & results
I have Arch Structure, Which i have modelled using straight Small beams (To avoid Curved Beam).
Two Main Arches are inter connected with internal Cross bracings.
I have applied Wind loads on Nodes + Usual Dead Loads.
Command " PERFORM BUCKLING ANALYSIS MAX STEP 25 " is already given.
Also " Print Buckling Shapes" Command is given aftre analysis.
However in GUI STAAD pro is not showing andy Buckling Mode shapes, Also in Out put file STAAD is showing
" WARNING : No Buckling shapes exist "
What is the Problem?
Question
Hello everyone,
The RCC framed Structure has footings at different heights because it is on a slope. So my question is, should i model the footings at different heights as it is or should i model the footings as if they were of same height in staad pro?
Correctly define effective length
Hi everyone,
I've defined effective length (Ly,Lz) for the column, to my understanding, in the attached STAAD file. Can anyone please check it and let me know if it is correct? All of my colleague has defined it the other way round.
Maximized STAAD PRO CONNECT EDITION window but software screen is not fully displayed (Status bar is not shown hidden away from computer screen)
This is the screenshot that I have taken. The screen is not fully displayed as the status bar right at the bottom is hidden away from computer. I thought it is compatible to windows 10. Anyone know how to fix this problem?
Problems with visualization of Staad.pro Connect Edition
Hello,
Working with Staad.pro Advanced Connect Edition I have observed that the visualization is quite slow compared to the old versions (S6 for example).
The reason is that the user has to wait for the image of the model to be created completely before being able to continue manipulating the model. In the previous versions of Staad.pro (S6) the user could continue moving the model or zooming before the complete image of the model was created completely and the image of the model begin to be created again. This happens building the geometry and visualizing the results.
This is especially important for models with large number of plates where the time that Staad.pro need to create the complete image (geometry or results) is greater. To understand the problem you can create a model with more than 30,000 plates and rotate it using the keyboard arrows with S6 and Connect Edition versions
This is the main reason why I continue using the S6 version of Staad.pro.
Can you tell me if this problem will be corrected with the next versions of Staad.pro Connect Edition ??
Regards