I am running into a weird output from Ram Structural System's, RAM Frame module regarding total displacement/drift. From my understanding, the Total Displacement at the roof level should equal the sum of the displacements of both the roof and second…

We have a large warehouse that has multiple frames in each direction, which essentially frame a grillage of frames in the N-S and E-W direction. We want to utilize Pseudo flexible diaphragms as this is also a dual system which has exterior concrete walls…

For a Steel Roof Beam, once I converted the Beam to be part of a Frame System, the analysis results (Shear and Bending Moment) appear to be significantly low even for a load case with just gravity loads only. See extracts below. I am unable to figure…

I am trying to get an understanding of how the RAM Frame module distributes lateral forces between the concrete shear walls with openings and without openings. I went through all the discussion threads available on the website but unfortunately, I did…

A steel structure my office is working on has a large opening at the roof for skylights, as such lateral deflection of the roof system is a concern. To limit the deflections we came up with a horizontal in-plane truss. The diaphragm is flexible metal…

I am working on a structure that has a flooring system of 3/4" concrete board spanning between cold-form metal joists at 16" O.C. The joists span up to 20' between wide-flange moment and braced frames. In an effort to simplify the modeling for this multi…

Hello! I'm working on analyzing a simple structure in RAM Frame. The structure consists of 4 concrete walls and two stories. The concrete material specified is supposed to mimic hempcrete. I have analyzed the structure in RAM Frame and the deflections…

Hello, I'm a relatively new user to RAM Structural System. Currently I have a building with mostly "Other" walls as lateral elements. A lot of these walls have openings. When I run an analysis in the Frame module, the walls show major axis moment…

Hi, I wanted to see what everyone's preferred workflow is in RAM SS for extracting the moment reactions for each beam in a moment frame to add to your documentation? To my knowledge I don't think there is a report available to give the max/ min moments…

Hi, I'm running a ASCE 7-10 Response Spectra load case in RAM Frame for a concrete moment frame project. When designing the moment frame beams in RAM Concrete I've noticed that a very small number of them seem to have very atypical moment diagrams,…

Hi - I was hoping that someone would have some further information on how RAM Frame calculates the seismic stability coefficient (theta). When I do a quick hand check of the numbers given in the report, I find that the reported thetas are significantly…

I am analyzing an industrial structure (Picture A) with Pseudo flexible diaphragm. I see unusual displacement in 4 beams where vertical bracing is connected in the middle (3rd bay from right and left) for seismic load case in Y direction (picture B and…

G'day, If you define a Response Spectra (Custom or Code) with a rotated axes do the eccentricities get similarly translated, perhaps rotated about the COM? I seeking to confirm that I am offsetting the mass by 0.1b perpendicular to the direction of…

I originally modeled my building with flat steel since I was not sure how we would slope the steel for roof drainage. We have determined the slope so I went back into the modeler and adjusted top of columns and story heights to match my building. When…

I am working on a 10 story concrete building with multiple slab thicknesses on each level (8"to10"). After meshing I receive a very distorted shell element found on diaphragm at one or more levels error. The software then runs the analysis but it cancels…

I am a bit confused on how ram handles parapet exposure so I wanted to be sure I was interpreting correctly. In the user manual, it says that "parapets are only considered when the building steps, that is, the extent of the level above perpendicular…

https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/158562/ram-concrete-vs-frame-forces-for-columns-not-matching I understand that the analysis methods are different between the two modules, however the difference in axial gravity…

I'm trying to validate the ELF analysis in Ram but ran into an issue. The applied story forces appear to be calculated correctly but when it get's converted into a building story shear the forces not only get amplified in some situations, they actually…

I understand that RAM automatically prevents a code check on certain shapes that are often intended on being for tension-only. https://communities.bentley.com/products/ram-staad/w/structural_analysis_and_design__wiki/3058/ram-frame---tension-only-faq…

I am looking at the requirements of the beam at the second story of the chevron BRBF. Why is RAM Frame checking Beam ductility using the Diagonal Brace requirements of AISC 341-16? The output clearly says it does not check the axial demand in the beam…

In RAM SS, how does the program distributes the lateral load (seismic and wind) in a rigid and non-rigid diaphragm? What are the differences in outcome with the different diaphragm types specified? My problem: In the picture below, I am showing a…

I am running the seismic analysis for a 3 story structure and have questions about how to determine the appropriate building period to use for the seismic analysis. Gravity system is typical steel frame, with composite slab/framing at 2nd and 3rd Floors…

I am having trouble generating wind loads in RAM Frame. I have entered wind exposure categories, parapet height, wind speeds, and I can see them in the load combinations, but after the analysis and design, there does not appear to be any wind loads present…

Hello, The moment in my frame does not seem to be correctly transferring to the fixed ends of the steel beams. All of the moment connections are set to a fixity of "XXX" and are lateral members. The ends do have moment values but seem to be way smaller…

Hi, After sloping the roof with 1/4"/12" slope, the lateral beams that were working fine is failing with KL/r > 200 or L/r > 300. Is it because when it's sloped it considers it as a compression member? Is there a workaround? I am using AISC 360-16.