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SE MN | First, I assume you put all the load cells under the outside beams because that is where the wheels run. In this configuration, you can't run a wheel load down the middle because the plate will sag between the beams that have load cells.
So, assuming there are weld from the wide flange to plate and they are good enough, the deflection of a W5X16 which has 3/8" flanges and 1/4" web with a 17" wide 1/2" thick cover plate with a 20,000 lb point load at the center of a 20 ft span is about 4.5 in. and the stress is two to three times the yeild stress of the steel assuming it is 36 or 50 ksi. Because the stress is more than yeild, you can't trust the deflection number, it will be more. I would say it won't work.
Disclaimer: I did these numbers quickly and can't guarantee they are correct, but they seem reasonable to me. | |
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Engineering question...platform
