I am having trouble with masonry wall design module.
When, i try to go to the standalone module, it said "selected shell does not have the required connectivity to form a wall" as shown below.
Could you please explain why?
It is rectangular and same length in a L shape.
The model is imported from Ram SS for masonry wall design.
Edit for file uploaded
How do i get the post processing results off when i go back to analytical modeling. I just downloaded the newest version and i don't remember ever having this issue before.
Hi there,
I am modeling an one story podium floor, which its walls are both retaining and shear wall. To model construction joint I put 2" gap between the walls, then I get error of "free standing edge wall". I connected two wall ends with a fake weak gravity beam. Does it affect the lateral result? should I have modeled with frame beam instead of gravity? or a strong beam?
I completed the analysis (semi-rigid diaphragm), my walls get different shear loads, one get almost half the other. They are identical wall. I was wondering if the result is reasonable. Does it mean the diaphragm stretches at construction joint since the two wall deflect differently?
As soon as I change to rigid diaphragm, they get same load.
Thanks,
Reza
In STAAD.Pro CONNECT edition V.22, I have been unable to find the utilization ratio table.
I need to be able to click on the top of the column and sort from largest to smallest (or reverse). This helps me know which elements I can make smaller and which elements I might want to increase.
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T:[+258] (21) 320 353 | F:[+258] (21) 320 353
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Hi, I have two questions that I hope I will find answers for
1) Can we design a steel deck or slab using STAAD ? and if so can you provide me with a tutorial or example for it .
2) How to use composite deck layout tool? because when i try to use it I get a message that says the selected members are inappropriate . and if you could give me tutorials or examples on composite sections design also , I would really appreciate it
I have an existing two-way slab that I am trying to analyze. At locations of negative bending, the effective depth for one way shear calculations is much smaller than I'm calculating it to be by hand.
Based on the value that the audit is showing, it looks like it is using the reinforcement at the bottom as tension reinforcement and calculating the effective depth as the distance from the bottom of the slab to the centroid of the bottom reinforcement rather than the tension reinforcement at the top face. I've set the CS shear effective depth calc to "Maximum Effective Depth", but I am still having this issue.
How can I fix this?
Hey, I'm doing a Punching check on the footing and I'm getting this warning, Can someone please let me know what is wrong?
How do you add the road base over the box culvert? I have a foot of base covering the double barrel culvert. Plus I am wanting to add the two beams to simulate the vehicular motion (special case: very large equipment) over the culvert bridge.
I have a model with 20 stories and most have a unique layout type. However, most of them share a common core of slap openings for elevators, stairs, etc. If I have to make a change on a number of these, I have to manually go and make that same change on every floor. It would save hours of my time if there was an easy way to designate repeating elements and change those elements.
Is there already some way to do this in RAM that I am missing? I know about copy/paste for starting a new layout, but that is not applicable to later changes in the model that are pervasive and tedious to do over and over again. As an engineer, I want to spend less time on repetitive tasks (and worrying about later architectural changes or my own mistakes carrying through).
I recently updated staad pro version 22.02.00.26 and since then I'm facing problems in the section database. Whenever I open the section database to select a steel section from the Indian database, It displays the message "there are no profiles for this table in this database. To add profiles to a database use 'section DB manager' from the menu Tools>Section Database". I tried to open the section database from the 
specification menu but unable to add profiles. Please help! (I have also attached the image for your reference.)
Hi there, I hope all you're well.
I'm facing a problem when trying to assign the partial Moment Release for the end of beams automatically by VBA excel. I've just found out that we can manually assign by using the "Assign Frame Beam Connection Type"in RAM Frame. But is there any way to assign it (i.e. assign rotational springs with K=100000 kip-in/rad for both beam ends) by Data Access since I've read all the DA manual but couldn't find any syntax relevant to it?
Thanks for all the help.
Khanh Nguyen
I have read, all the related forums & watched tutorial videos.
i have designed the truss by
a] by truss specification communities.bentley.com/.../Done-by-truss-specification.std
and
b] by partial moment release .99
communities.bentley.com/.../Done-by-partial-moment-.99.std
First of all, im facing warning in both the cases.
also the reinforcement for the rafter and bottom chord are coming heavy steel design for such a small span & less loading.
please help me out, with a correct way to design the truss.
thank you.
I have read, all the related forums & watched tutorial videos.
i have designed the truss by
a] by truss specification communities.bentley.com/.../1033.Done-by-truss-specification.std
and
b] by partial moment release .99
communities.bentley.com/.../3113.Done-by-partial-moment-.99.std
First of all, im facing warning in both the cases.
also the reinforcement for the rafter and bottom chord are coming heavy steel design for such a small span & less loading.
please help me out, with a correct way to design the truss.
thank you.
Hello! I'm new here in this community and I'm looking forward to discuss my sample model below:
I tried to simulate a curved beam by using a series of straight line segments as shown.
Both ends of the beam are fixed supported.
Load is only single unifom load:
During deflection check, there is a big difference in actual deflection whenever I set the deflection parameter DJ1 and DJ2.
(in my model, DJ1 and DJ2 are the nodes at the end of the beam.)
My syntax in STAAD pro is:
DJ1 13 ALL
DJ2 5 ALL
The results are as follows:
CASE 1: w/o DJ1 and DJ2
Max deflection = 0.005mm (almost negligible)
CASE2: w/ DJ1 and DJ2
Max deflection = 208.6mm
Regardless of my loads, there is a big difference in deflection between setting and not setting
DJ1 DJ2 parameter...
Please let me know how to properly assess the deflection for this model.
Thank you in advance for your support!
i created a group "A" of members to generate floor load but still floor load is not is not applied
also describe the actual meaning of XRANGE YRANGE and ZRANGE in floor load
I have modeled and designed for gravity loads. I saw an option for base plate design. Does RAM SS do base plate design? If so, what are the limitations that the program has in terms of base plate design? Does it do for a lateral column?
RCDC 9.0 ACI 318-2014 has a pulldown menu for Concrete Grade assignment with a range from C3 to C14. I do not know how to convert these grades to Ksi.