Hello.
I have a truck loading slab that is susceptible to frost heave (3'-6" frost depth). One engineer is recommending the following to mitigate potential frost heave, but I have my reservations:
1. Place 2 ft of CLSM (flowable concrete fill) below the slab. The intent is this fill acts as a...
Hello,
Can someone please direct me to where I can find the section sizes used to great standard Open Web Steel Joists? For example - in the standard joist tables, they list multiple section designation (ie. 16K3, 16K4, 16K5, etc.) but what are the different sections that make up the K3 vs K5...
@dik
You bet! Again - I just got handed this and first thing I saw is "how are you going to access those bolts... ". I spent an hour on a quick analysis to get a feasible baseplate that met the anchorage design. Now that I agree we can tighten, I can burn a couple more hours sharpening the...
Hi All,
Thank you all for the input. I am in complete agreement that the anchor arrangement is wrong (or not efficient let's say) - but again the foundations and anchor bolts are complete and I am unable to change this.
I was not part of the project when the foundations were designed as such...
Hello,
I have a heavily loaded column with 8 anchor bolts. The foundation and anchor design was done by others (prior to me on the project) and is already IFC. I am tasked with finalizing the steel structure only. So regarding why the anchors were laid out a certain way - I am not able to...
Hi All,
I have a question for calculation weak story shear in an OMF.
Assuming we have strong-column, weak-beam scenario, the story shear capacity = Mb / story height.
If we have two different beam sizes at top and bottom of the column, do we then do (Mb,top /2 + Mb,bot / 2) / story height...
Hi All,
I have a question for calculation weak story shear in an OMF.
Assuming we have strong-column, weak-beam scenario, the story shear capacity = Mb / story height.
If we have two different beam sizes at top and bottom of the column, do we then do (Mb,top /2 + Mb,bot / 2) / story height...
Hi All,
I have a question for calculation weak story shear in an OMF.
Assuming we have strong-column, weak-beam scenario, the story shear capacity = Mb / story height.
If we have two different beam sizes at top and bottom of the column, do we then do (Mb,top /2 + Mb,bot / 2) / story height...
Hi All,
My Client has an existing concrete slab that he wants to cut back by approximately 2 feet. The slab is 12" thick and 48" wide, with a single layer for rebar at the top and bottom.
Cutting back the slab poses no structural concerns. I am just wondering how we should finish the cut end -...
Thank you all for your inputs. These were my initial thoughts, but the client is adamant that there is no issue. I will look into options of covering / preventing ingress was water.
I have a situation where we have a buried concrete tank. During the construction season winter months, this concrete tank will be open to atmosphere, can collect water, and then that water will freeze.
Does the freezing of a couple feet of water at the bottom of the tank pose any risk? The tank...
The structure is large open steel structure supporting numerous large bore piping and mechanical equipment. There really is no other means to reduce the forces at the column base. I'm really just looking for guidance on maximum shim area. If we limit the allowable shim area to say <50% of the...
The Contractor wishes to leave the structure ungrouted throughout the winter months. Therefore, for reaction forces, we must combine dead load with wind load. Due to large height of structure and small footprint, the overturning moment causes high compression on the foundation.
Column bases range from pin connection to moment connection. All bases are anchored with anchor bolts embedded into concrete pedestals. Due to some of the large forces, we predict large area of shims required for concrete bearing. Is there any maximum allowable shim area? Or is it up to the...
Hello,
I am currently working on an oil and gas project, and the contractor wants to use engineered shims under the steel column base plates prior to grouting. My question is: is there a maximum area of shim allowed, as a percentage of base plate area, beneath base plates? My concern is that is...
Yes, I understand that stress intensity factors are used the describe the stress singularity produced at a crack tip. However, I was wondering what exactly is meant by stress intensity, not the factor used? Is it the increase in stress flow at the tip of a crack?
