Most of the buildings that I have designed had CMU elevator shafts. For the project that I am currently working on the architect wants to have the elevator shaft constructed of metal studs. My thought is to design a steel frame constructed from HSS sections that would be built in the plane of...
I typically use Mononobe-Okabe for cantilevered walls. For walls that are supported laterally top and bottom, I use Wood's method as described in "The Seismic Design of Waterfront Retaining Structures." I have a PDF of this, but I don't know how to upload it.
It seems to me that retaining walls need to be designed for seismic forces per Sections 15.1.1 and 15.6. The Q&A guide to the 2000 IBS does say that retaining walls are to be desinged for seismic loads.
I think the intent of Section 15.6.1 was to require determination of seismic forces for...
I have this also posted in the ASCE Code section, but haven't gotten any responses.
Section 15.6.1 starts by saying that is applies to all earth retaining structures assigned to Seismic Design Category D, E, or F. It then goes on to say that lateral earth pressures due to earthquake ground...
This sections starts by saying that is applies to all earth retaining structures assigned to Seismic Design Category D, E, or F. It then goes on to say that lateral earth pressures due to earthquake ground motions shall be determined in accordance with Section 11.8.3 for Seismic Design...
I'm reviewing a cost estimate, where the estimator assumed that the cost of the connections would be 30% of the structural steel cost. There are no moment connections, everything is connected with simple shear connections. This is a two-story structure; total height is about 44' above ground...
msquared: I think that explains why the Cf factor is significantly higher in Fig 6-23.
I wish that ASCE 7 was more clear. I sometimes find it very hard to understand. It would be nice if it came with solved examples that illustrate its use. We have something like that from the ICC for the...
I was just looking at TIA/EIA 222 rev G and it seems to indicate that the area is just one face. The Cf factor that I calculate using Fig 6-23 seems to be a lot higher than I would expect, so I wonder if the intent of fig 6-23 is to apply wind to the leading face, with an increased Cf to...
I have a trussed tower that is square in cross section. The tower is a vertical tube that will support external stairs. The ratio of soild area to gross area is 0.2.
For calculating wind loads I am using ASCE 7-05 Figure 6-23. My initial thought was that the wind load is applied to leading...
I believe that there will be an asphalt tarmac, but inside will be concrete. It's the suction force that I am most concerned about. I am ok with assuming that the concrete sog resists wind pushing on the door.
My door is actually only 30' tall now. If I assume a 12"x48"wide thickened slab to...
For frost protection in my area bottom of foundation has to be a minimum of 48" below grade-therefore the perimeter foundations of my building has to be least 48" below grade.
Assuming 20 psf wind load with a 40' tall door, my bottom reaction is 400 plf. Assuming a 4'-6" distance from fin foor...
My concerns with relying on the slab are that it will be placed on a vapor retarder which will eliminate friction with the subbase, and load transfer across slab joints. We do not typically run rebar thorugh control jonts.
In the preliminary stages for the design of a PEMB aircraft hangar. Hangar door will be of the rolling type supported by rails at the base. Door height is approximately 40 feet. Wind speed is 90 mph.
How is the bottom horizontal reaction from the door typically handled? Is it usually...
