Jeffjr02's Activities

Node Connections to Diaphragm

Jeffjr02 — Wed, 06 Jan 2016 17:26:03 GMT

Can someone please provide information on when nodes should be DISCONNECTED from the diaphragms in RAM Frame? I know that on a chevron brace you connect at the central vertex of the braces. But what about other frame types? Knee braces, Moment Frames, Single story X braced frames?

two bays with beams that contain horizontal braces, should any of them be disconnected? Also I have a set of perimeter columns with pin bases, at the top they carry a continuous band of fixed beams around the perimeter. Should any of these nodes be disconnected? Any information on this would be helpful, both generally and specifically.

RAM SS Output to Excel

Jeffjr02 — Tue, 29 Apr 2014 14:38:43 GMT

Can anyone point me to some information on how to take RAM SS output into excel? I would like an easy way to copy the frame reactions report and possibly control point displacements but I have no idea where to even begin to make this happen. I have some VBA experience but only when using a standalone excel file. I've never integrated with another program like this.

Continuous Footing Reinforcing

Jeffjr02 — Tue, 03 Jun 2014 21:03:48 GMT

I have 2 little boxes made up of 4 shear walls. They are standard with very minimal openings (3 walls out of all 8). In the foundation module none of these walls will give me a design. I get the no design error that "no transverse bottom flexure bar sets were found for footing" and refuses to design. It goes back and forth between telling me that As required is either 12-13 in^2 or 1-2 in^2. It will not optimize and tells me that anything I input fails

These walls are single story and only form cubes which are about 25' long. This isn't exactly the Eiffel tower. This should be a very standard wall footing, yet I cannot get it to work. Any advice would be helpful at this point.

RAM Steel Beam vs Frame

Jeffjr02 — Thu, 20 Feb 2014 17:59:01 GMT

Can someone please answer this question for me because I am currently at a loss. I am looking at a situation where two columns support a cantilevered floor. I have two columns with "cantilevers" coming off of them at the floor level. At the end of the cantilevers I have a diagonal brace which attaches back to the top of these columns respectively. And at the end there are two posts up and simple "lateral" roof beams. So I just have a simple cantilevered cube with two diagonal braces to take the end of the cantilever in tension.

In Steel beam these two floor beams are failing miserably. I have seen that Steel beam considers everything pinned but this is clearly not true. It is calculating the moments as though one end is fixed and the other free. Based on the loads in the "View Loads" button I can duplicate these moments. When I go into Frame, the moments are reduced by about 40% and there is an axial load in the floor beams (as would be expected). But the brace has 0 load in it so I know that the brace is being calculated incorrectly. So I cannot understand why there is a discrepancy between Steel Beam and Frame. I cannot duplicate the loading on these beams from the Post Processing Frame Loads Report, however I can duplicate the loading on one of the infill beams that frames between the two. ANY help would be greatly appreciated.