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I would appreciate it if anyone could recommend references (books/articles) for the design of steel bin crib walls. Also, please see the attached picture. It shows the buckled flange of a Type II bin wall vertical connector. Has anyone seen this sort of thing before? I'm not sure of the...

I'm checking a steel plate girder for shear. The code indicates that the tension field in a transversely stiffened plate girder is not normally anchored at the end panel so Ft=0. If the beam being checked is framing into the side of a larger girder with a double angle web connection would the...

I am checking a riveted steel plate girder that has transverse angle stiffeners. When calculating the web shear area Aw should the hole areas in the web at the stiffeners be subtracted from the gross web area to determine shear capacity?

In a situation where HP piles are required to be driven through a few layers of soil that are not likely to offer a lot of friction resistance and then set onto bedrock. The rock is likely to slope so the piles will have Titus shoes. What setting/refusal criteria should be used? How should...

I am designing a soldier pile cofferdam (25'x30' plan dims)directly under some railroad tracks. The tracks will span across the cofferdam on a temporary bridge. There is no question that the full surchage (2000 psf for Cooper E80) must be applied to the sides of the cofferdam that are...

I am trying to apply the "Apparent Earth Pressure Diagram" in Figure 8-28-2 of the AREMA Manual for Railway Engineering. The diagram is a trapazoidal shaped pressure diagram for a multi prop temporary wall. The diagram has a formula "F(H+SC)" to define the maximum pressure of the trapazoid...

Try to determine the angle of the base reaction for the first fundamental frequency. Check out the CSI web site. There is an article posted there with the title something like "Dynamic Analysis to Satisfy Building Codes" (or something like that)

I generally use automesh and control the meshing at special locations with grids and/or null lines. I would look at your force balance of your model and then I would look at how many digits of accuracy are being lost. They don't seem to worry too much if there are six digits or more lost. You...

I believe what is meant by "deformation compatible" is that the member/element will perform or survive after the extreme event. There can be various detailing requirements for members that are part of the lateral load resisitng system (LLRS) but these requirements don't necessarily apply to...

In a building which has some levels below grade the ultimate level of footings would be, of course, at the basment level. The soil around the basment would have, potentially, a large impact on providing restaint against lateral earthquake movement. I'm wondering how others have modelled the...