Thanks for the responses. I had noticed the "other" material type and was going to use that. I just wanted to know if there were any strange quirks I should be aware of.
The majority of my reason for using RAM was to get the onerous steel checks done without tediously hand calcs.
I have searched but not found any info on this.
I have a residential project that is being built on the side of a 30-45 degree slope. As a result the house will be built on a platform consisting of steel columns and steel x-braces. The house itself is large and unconventional and will require...
Thanks for the response.
In this particular case my SC/WB is less than 2.0, so I need bracing at the level of the top and bottom beam flange.
This is a wood structure with a wood nailer and plywood floor sheathing on top of the beam/column connection. There is no concrete slab on top of the...
I am designing a single story SMRF that supports a wood framed structure above, including a plywood diaphragm at the top of the SMRF. According to AISC 341-05 section 9.7 I need to brace the column flanges at the level of both the top and bottom flanges of the beam. What type of brace is this...
The buildings need to be separated because the original structure is a Frankenstein's monster of various additions and renovations. If we connect to it, we have to upgrade the original to meet the seismic requirements of the newest building code. We definitely want to avoid that.
The...
That is pretty much what I had assumed. I was unaware of any difference, but figured I'd ask the question to see if there was some obscure requirement based on nomenclature.
I have an addition to a large church. To simplify the design the new portion of the structure is separated from the existing building by a 1-1/2" joint. We have referred to this on our plans as a "Seismic Joint". This is typical for our office. According to the architect, by using this label...
In response to BarryEng:
In the USA, the ACI 360R code section 7.3 says that slabs can be constructed without sawcut contraction joints if you use 0.5% reinforcing steel in the upper half of the slab depth. I do not have this level of reinforcement, and for a pedestrian slab I do not feel it...
Thank you for the immediate feedback. I do not have that reference at my fingertips, but a coworker in our branch office does and is forwarding me the information.
I have looked all over, but have been unable to find a definitive answer regarding the placement of shrinkage control joints in reinforced slabs on grade.
The PCA publication "Design and Control of Concrete Mixtures" lists a table showing slab thickness vs. spacing. The table lists a maximum...
I am working on a job where I need to use a tube steel moment frame for seismic loads. Unfortunately the building is located in SDC D (2006 IBC) and this does not allow Ordinary Moment Frames. The exceptions listed under footnote h in Table 12.2-1 of ASCE 7-05 do not apply.
Are there any...
I agree that if you can support the load on what amounts to a new member it is better, but sometimes I only need to increase the capacity of the existing beam a small amount (original is loaded to 110% -120%). In such cases, if I can resolve the plate-to-beam connection issues by calculation it...
Usually shear in the existing beam at the supports is not a problem. Cases where this crops up are usually longer spans where bending or deflection controls.
I am looking for some help on reinforcing existing wood beams. This particular problem crops up from time to time and I need a good way to address it. If you have a wood beam in an existing structure that needs to be reinforced to carry increased loads it is relatively easy to add a steel...
