We may be able to potentially have a bump out at that section of platform, but likely only a couple of inches. They need access to equipment below with their overhead crane and that is why the platform cannot extend out further.
My company is designing an elevated platform that extends around all sides of a large piece of equipment. The platform is 3'-0" wide, but there is a small section with a pipe interference where we need to reduce the platform width to 16" This is only a maintenance platform and would not need...
I have the geotechnical report including the passive and active pressure coefficients. The soil is non-cohesive. I am familiar with the concepts of sheet piling design, but I have not tackled this particular situation. I was just wondering if someone had an example and suggestions for perhaps...
I am attempting to analyze sheet piling and size for an estimate. The piling is to be used for a construction excavation. The piling will be approximately 26' deep and must resist very large pressures due to groundwater. I have referenced the US Steel sheet pile design manual and have...
I am looking at an under-hung monorail and am trying to verify the correct way to combine the local flange stresses with the strong and weak axis bending stresses. I am using the procedure in CMAA-74 to determine the local transverse and longitudinal stresses. I have seen several spreadsheets...
PUEngineer, the seismic design category is D and my understanding is that R=3 construction would not be allowed. I'm basing this on the fact that under ASCE 7-05, ch. 12, Steel Systems not Specifically Detailed for Seismic Resistance is Not Permitted.
Yes BA that would be correct, but I'm not sure if that meets the requirements of the Seismic Design Manual. I have designed structures like what you are suggesting, but only per R=3 design.
Yes, the structure is 4 sides. The North and South side elevations are the same and the East and West elevations are the same. Attached is an additional sketch. I'm not sure if chevron bracing would be an option either. A connection to the centerline of the base of the column could not be...
Here is the requested sketch. The sketch on the left side would represent the situation originally presented. There is also a large opening at the top of the structure in the other orthogonal direction. That case is shown on the right side. Basically the purpose of this structure is to...
I am working on a non-building structure that I classified as being similar to a building. The structure falls under seismic design category D. I want to use an(SCBF) lateral force resisting system, but there has to be a large opening at the base. Because of this, the bottom bay cannot have...
I am working on a non-building structure that I classified as being similar to a building. The structure falls under seismic design category D. I want to use an(SCBF) lateral force resisting system, but there has to be a large opening at the base. Because of this, the bottom bay cannot have...
You are correct. My volume does include Supplement No. 1 I thought it was missing as I didn't see any mention of it in the book. I suppose that this supplement is already incorporated and R values are already reduced accordingly. Moving forward I have elected to go for a higher R value. I...
I have been trying to find a copy of this supplement but have had no luck. The only thing I can find is that is located in the newer version of ASCE 7-05. I have the older version, so I don't really want to buy the whole new book. Is the supplement only available somewhere? I have a project...
