On a project, due to some miscommunication, one of the areas was designed for lower occupancy. The project is all constructed and about to be occupied. When I ran numbers for the higher occupancy, a total of 4 beams and 3 connections are overstressed.
Beams : 2 have a strength DCR of8-10%, 2...
I have a condition for braced frames forces at foundations. Footing 2 has uplift and its self weight + soil above + dead load from building is adequate to resist the uplift. However when uplift and shear happen at the same time, the weight itself is not enough to resist both sliding (as most of...
However, for a monoslope roof ASCE permits us to use mean roof height at the eave height which is 25'-4 1/2" (for slopes less than 10 degrees). So what I modeled is for a mean roof height of 28.5 is conservative anyway. Is that safe to say that?
I did perform a hand calculation to confirm the base shears. My hand calculation was less than what RAM applies. So I am not really concerned about the base reactions in comparison to what RAM is applying. Also RAM applies load using Wind Load for all heights. (If I consider low residential...
I have a monolsope roof with varying heights on either side. (High side : 30'-4 1/2", Low side : 25'-2 1/2"). Mean roof height = 27'-9"
When modeling in structural RAM system, I modeled it as a mean roof height of 28'-6". Is that considered a conservative/safe approach for the application of...
I am designing framing/foundations to support bridge crane and have a couple of questions. The crane operates as shown in both directions. I have a question in regards to impact load.
Design guide-11 has an example which says the impact load is 20% of the load equally distributed between the...
I have a condition where there is moment and shear across the connection. Is it appropriate to design the moment to be resolved into tension force in the top bolts and shear to be taken by the bottom bolts ?
I have a system with moment frames and the analytical software I used adds wind load based on the wall exposure heights. However the actual condition I have is the walls are spanning horizontally. Per what I analyzed (in the screenshots below) , the columns will see an additional moment I need...
I have a moment frames which will cause axial load in the beams. The software flags that KL/r > 200 (for weak axis buckling).
Question : As deck is perpendicular to the beam, can we consider the deck would brace the beam in Y-axis and effective length in Y-direction won't be the full length of...
