Looking for any type of classical methods to analyze a round hollow concrete beam with axial load. It is really a cantilever tower that is 858 feet for the outside diameter and 81 feet interior diameter that is 615 feet tall. Wall thickness is 24 inches. I have the applied moment, so I now want...
thread507-377236
Anybody still have this download available? It usually came as a zip file. Would love to get a copy of the demo version.
Alan L. Lumpkin, MS, PE
Greenville, SC
Looking for guidance using Table A-3.1 in AISC manual for the fatigue equation for welding a cap channel to a wide flange beam. One option is continuous fillet welds and the other is intermittent fillet welds. It appears that for continuous fillet welds equation 3.1 is the correct one which has...
Hi Joel,
YES! I found it and have downloaded some of documents and will begin studying these.
@DIK, So how does structural fill discount any upward movement of the deeper limestone and clay soils? If they move upward will not the structural fill go for the ride and exert pressure against the...
Guys,
Here is other document.
Alan L. Lumpkin, MS, PE
Greenville, SChttps://files.engineering.com/getfile.aspx?folder=2dc89d3d-fcf5-4a50-97fc-8dd27bb01474&file=Structural-Slabs-FPA-SC-01-0.pdf
Hi Guys,
Thanks for all of the input and responses you provided. Some of you have asked about perimeter grade beams and such. Please note that I describe the grade beams sizes in the original post. Now, please see the attachments for you information. There is a slab plan showing grade beams and...
Generally looking for some guidance on how to design slab on grade for expansive soils. Geotech is recommending a monolithic grade beam stiffened non-structural slab supported by straight shaft piers. The recommendation is to remove the top 5 feet or so of the expansive clays. Below these clays...
@SlideRuleEra,
Yes...the above loading is only from the train itself and you must include the soil load + hydrostatic.
Alan L. Lumpkin, MS, PE
Greenville, SC
OK guys.....I get the 1880 psf load as surcharge load and I also agree with that number. Now moving towards design, the load cases as defined by AREMA are as follows:
1.4(DL+5/3(LL+I)+E) …...there ia no impact on soils loads per AREMA CHAPTER 8 so that leaves the equation as 1.4DL +...
Looking for commentary about the design of retaining wall (abutment wall) for rail loads from E80 Cooper engine when rails are perpendicular to the retaining wall …..not parallel.
Alan L. Lumpkin, MS, PE
Greenville, SC
WARose,
Thanks for the response. Not in high seismic region nor high wind. Panel could be there for several years before the expansion begins.
Alan L. Lumpkin, MS, PE
Greenville, SC
