I'm running into an issue where the building story shear at a low roof below the high roof gets separated into two pieces. This is for Earthquake X load case. One of them (103.13 kips) acts through the center of mass but there is this other horizontal…

I have a question regarding rigid diaphragms and how they connect to wall groups. If I have a rigid diaphragm that connects to a core wall shaft through only one of the core walls, is that diaphragm connected to only that wall, or does it get tied in…

I am designing a steel-framed structure with an interior mezzanine that is a separate structure from the main building. Is there a process for defining the interior mezzanine such that it does not receive wind loading and all wind loads are applied to…

Hello, I have designed a platform stair system in STAAD PRO and I am analyzing the effects of using Moment Frame and or Ordinary Frames in it. I have attached 2 models here - One pertaining to Moment Frame (With no releases in platform members) and…

Found drastic difference in moments of rcc beams with a plate modeled as brick wall partition wall in rcc frame structure...Moments are very low on beam and column... why it happens? Is it due to stiffness of plate , And what is the correct way to model…

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…

If I'm modeling a building addition that has one side not exposed to wind pressure, how do I make sure that no wind is applied to that face in RAM Frame? I was considering not attaching my semi rigid diaphragm to the deck edge on that side, but I'm not…

I'm working on a 4 columned structural mast and I made a model of it on Sap2000. And Sap2000 gave me great amounts of K factor values, such as 5,7~8,0 That sounds creepy! This tower has 4 columns and spacing is about 2m x 1.2m between. Software doesn…

I have a stadium project that I'm designing that has a cantilevered roof of approximately 23'. Gravity loading is easily accounted for, but my concern - especially with the large cantilever - is what wind loading is RAM Frame applying. I believe that…

I've only modeled rectangular floor plans in RAM structure before. This particular assignment is a bit different (advanced steel structures class). How would I go about modeling this? If steps could be outlined for me to begin modeling, that would be…

I have a question regarding modeling shear walls in RAM. I have never had a problem modeling lateral walls that are continuous down to the foundation, but when you introduce a non-continuous lateral wall which transfers at a lateral steel beam, I run…

Hello, Eurocode 2 requires the designer to consider the performance of the frame through the application of a notional inclination of the frame under gravity actions. This is not dissimilar to the notional horizontal force principal in BS8110. RAM…

Is there any way to automatically have Frame check the members for the amplified seismic load cases (i.e. Omega*E)? Given that the equations essentially replace rho with Omega, I think I could just change the pho in the load case generator, but I wondered…

Dear fellow users, I am trying to design in STAAD a BOX FRAME for a structure. This box frame has an intermediate (smaller) restraint beam which helps for stability. When running the analysis with the necessary loads, it seems that this intermediate beam…

I am curious as to how practicing engineers will interpret and utilize the provisions for slenderness that are coming in the latest version of ACI 318. I am referring specifically to Section 10.10. The '05 edition of the code gave the engineer…