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I just found out that last week the special inspector noted a deficiency at the site with regards to the location of the bottom mat of steel reinforcement for a 4-pile pile cap. Instead of installing the reinforcement 3" above the top of the micropiles (9" from the bottom of concrete), the...

I think that what Mike is saying, is that if the width of the riprap is not wide enough at the top then the full passive pressure won't be realized. I found this sketch in my Principles of Foundation Engineering (Das) textbook. The red wedge that I drew in represents the riprap installed at...

I have a similar question to the one that Kenny posted in thread255-367340 back in 2014. We are in the process of designing a sheet pile to bisect a WWTP lagoon into two sections which will allow the municipality to keep the WWTP running while they first lower the water level on one side of the...

I am in the process of designing several bottom ash containment areas for several power plants that burn wood pulp. I have been told that the bottom ash has a high pH (~12) and will be fed by a conveyor belt out onto the concrete slab on grade for the containment area which has either concrete...

We’ve been working on a remedial repair project of a flat plate three story building that has punching shear issues and have been working on designing some steel collars to extend the critical perimeter around the column. We determined the required perimeter in order to provide an adequate...

The structure is an existing monorail supporting a hoist and it has several 90 degree and S-curve portions of the rail that are intermittently supported. Thereby creating torional loads when the hoist is positioned between hanging supports. The Structural Tee is hung such that the stem is...

Has anyone ever performed a combined torsional and bending analysis on a Structural Tee shape? The only reference that I have been able to locate is the AISC design guide 9 which has all of one paragraph regarding Structural Tees? Thanks.