Recent content by Structures33

I have a 60' x 16' x 8" thick reinforced concrete equipment slab on grade (exterior) that will be supporting electrical equipment. I want to put control joints in the slab because of the length to width differential. I considered saw cutting control joints but I will only be able to provide a...

Living in the south, set retarding admixtures are frequently proposed in mix designs. Moving into the fall/winter, I have some projects where I don't think a retarding admixture will be needed (due to temperature). I don't know much about the negatives of using retarding admixtures. The PCA...

bridgebuster - What about a product like SikaBond NV - see link http://idn.sika.com/en/solutions_products/02/02a013/02a013sa11.html It states that it is "added to the cement to increase bond strength..."

I think it's probably a good idea to talk it through with RISA tech support. They understand their product and how it should best be used. JoshPlum - to clarify - using the plate contours in lieu of the table forces was not my suggestion. As I stated, RISA tech support has directed me to do...

Thanks for the information. What has your experience been with a bonding compound that would be added to the concrete mix?

I don't know what program you are using but typically, Mxy is the piece that will account for torsion and should be added to the Mx and My. In order to do this, you look at the contours and locate the points of max additive moment for Mx + Mxy and My + Mxy (you will have + and - for each for a...

I have an existing bridge with pre-cast hollow core panels that has never been in service. As part of the bridge completion and renovation, I am specifying a 2" concrete topping slab and have the following questions: 1. Should I specify a bonding agent be applied to the existing precast...

Embedment will be 16" into pile cap. There will be another 16" above that for the rest of the pile cap and then the 12" slab.

Even with a single pile, we will still have pile caps and the pile caps will be tied to the 12" slab.

briancpotter - There will be a 250psf LL and heavy equipment loads at various locations on the floor slab. We will need to have the thicker slab regardless, which is one of the main reasons I was hoping to eliminate the grade beams. They are laborious and expensive. It seems that with the close...

Yes, I have modeled the slab and the piles with all the building loads. So I will pull the moment and shear values from the FEM and they will be used to design the slab.

I am trying to avoid using grade beams in an industrial renovation. It is essentially a new building being constructed inside of an existing shell. I will have concrete piles spaced approx 8-10 feet in each direction with pile caps. Some will have two piles to a cap. The piles will be embedded...

I have a new concrete structure for a waste water treatment plant (divider walls creating 6 basins). The interior of the basins will be painted with a waterproof coating system. There is one basin wall that is shared with the equipment building. There are 6 different basins that would need to be...

I have an existing bridge in a high-end residential neighborhood - Kiawah Island, SC - that was constructed in 1993. The bridge was never used following construction because development of the area stopped. The client now wants to put a topping on the bridge and finalize for vehicular traffic...

Yes, I have decided to go with 12" hollowcore panels. They seem to be a better solution for the span becasuse double tees seemed to be overkill when i started looking at capacities. So I've got 12" hollowcore panels with 2" topping. The CMU wall end laps of the hollowcore panels will sit on a...