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I re-evaluated my calcs and do get at 12" thick pad. I have #8 at 12" o.c. There are issues with the rails coming out of the concrete overtime. They have an exisiting crossing where one of the rails did come loose and was removed.

I am looking at designing a slab-on-grade crossing for a Cat D10. My calculations are showing a 30" Thick Pad with #8 Rebar Min 12" Top & Bottom. The Client would like to place old railroad rails upside down approx 24" apart for the equipment to go across so the top of the concrete does not...

The geotech has recommended piles the client felt it was extreme and I was explaining this to him. The geotech did his job I am dealing with a client that has not worked in this area.

I was explaining to the client the very same points that all of you have brought up that piles should be used for his project and why. I was getting a HUGE number of over excavating and explaining this to him. Yes I do have a geotechincal engineer involved and he acturally determined that the...

I am working on a project with a foundation that MUST have 4,000psf bearing capacity. The existing soil is only at 1,000 psf. What is the formula to help determine the amount that needs to sub excavated to achieve the required bearing capacity. Everything I have deals with a point load. I...

The elevator shaft is rectangular 4'6" x 1'8". The elevator lifts Lime pebble and the elevator is approx. 128' tall. They would like to cut an access door near the bottom of the elevator. They would like the door to be installed on both sides of the casing which the width of the side is 4'6"...

I am looking at a casing for a bucket elevator and I am trying to find material on designing an access door in the casing. The bucket elevator is 4'6" x 1'8". They are wanting to install a 5'x3' door on both sides of the casing. Is there any recommended material?

Thank you so much, I have been reviewing the codes and the PCA book to assure that I can explain the steel. You have come up with almost the same thing I did. I just know the client is not expecting this much steel. They were upset when I told them the wall had to be a minimum of 12" thick...

sorry it is an 18"x18" opening

It is a decant structure that will eventually be 40' tall and 6x6 square. There are 18'x18" openings on the structure to allow the tailings to cme in. When I did the analysis referencing the PCA rectangular tanks. There was more of a concern with the bending momoent than the shear. I assumed...

The structure will initally only be 12' tall with 10' all will be below grade with water. As they build up the "pond" the structre will be increased in 10' lifts until it reaches the maximum height of 40'. As I look at it the Horizontal bending moment as 483 in-kip and therefore my horizontal...

I am looking at the PCA manual and my main concern is that all the tables are for b/a or width/depth for up to 0.5 my ration is 6/40= 0.15. Is there a recomendation when looking at the moment charts. My other question is the baseis of the conditions being hinged or fixed. How do you determine...

It will be 40' in the ground. I have a soils report for the loading of the soil and water. I just ordered the PCA manual. Thank you.

I am looking for a reference book for design of underground structures. I am looking at a decant structure that will eventually be 50' tall. The dimensions are 6'square.

I can not find a copy of the Ringo/Anderson’s Book “Designing Floor Slabs on Grade” anywhere. Does anyone have any suggestions? I am starting to design more floor slabs.

I believe I figured it out thank you

When I go to calculate Q do I use the area of the Channel and the Area of the flange at the connection? Or do I use the area of my combined section?It has been along time since I did Mech of Material.

The contractor wants the connection to be welded. This beam is being added in the field in a tight spot. I was just uncertain how to design the weld to make a combination section or "Built Up" Section.

The beam has a trolly on the lower flange carrying 5.5 tons.

I am designing a S12x40.8 beam that needs a C10x20 placed on top to form a combination section. I would like to show a stitch weld to attach the two sections together. How do I calculate the size and length of the weld to assure the combination section will act as a single beam? I have looked...