I am not looking for a different way to design my pole. Both myself and the other engineer are in agreement about what document and what equations we are using to design the pole. The question is simply about the assumption used for the stiffness of the column element for compression.
I...
First off we are only talking about column compression capacity. I understand and agree sections along the length make sense and work for the moment, but for compressions sections, I don't think you can use the properties at the base of the section to pull a compression capacity for a member...
The moment at the base is the majority of the capacity, The compression capacity plays a role in the overall as they are so small because they are long slender members. A typical light pole (actual pole, street light, and misc. attachments) with the client's custom equipment is around 800#...
I am working with steel street light poles. They are a round section that tapers down from a larger section at the bottom to a smaller section at the top.
For the overall compression capacity, we use the entire height of the columns and we use the properties of the pole at the mid-height of...
There is typically no steel called out on the plan, let alone detailed as a moment frame.
Again nothing called out as a shear wall on the plans, so no use of a "Simpson Strong Wall".
I think it is architects in our area using the title of "Interior Remodel" to neglect the overall lateral...
I feel like I'm missing something. All the time I am handed architectural drawings with city lot (not much width) open concepts plans and I look at the huge windows in the front facade and the double patio door at the rear and nothing for walls in the middle and wonder where the shear walls or...
There are no drop-dead calculations the wall is inadequate. The fact is that the lateral soil pressure is not known. Breaking it down into the residential codes 30 psf/ft, 45 psf/ft and 60 psf/ft. It would appear that the original design was for 45 psf/ft and there is very little extra...
I have a situation where I recently did an observation of a new construction house that had walls that were significantly out of plumb. I provided observation and recommendations for the potential buyer and another engineer provide observation and recommendations for the seller who was the...
The issue isn't tolerance at this point. The residential drawings actually require ACI-301 specs which reference ACI 117, so this thing shouldn't be more than 3/8" over the height out of plumb. (Difficult to know what to use for a foundation all as the foundation section doesn't cover it and...
The entire basement is finished, so in terms of hiding it not an issue the walls are complete 2x4/2x6 walls in front of the concrete. It was supposed to be 2x6's, but the framing changed to 2x4's to make it fit the out of plumb walls in some locations. I have an overhand of the framing wall...
I have a residential property. New construction. 10ft basement walls, 10" thick, reinforced. It appears they placed the walls as much as 4 to 5 inches over the height of the wall out of plumb. All of the out of plumb is the walls tipping out at the top. What is the line where we say we have a...
1952 per old MLS listing. They are segmented concrete pieces like dox plank. Looks like 6 to 8 ft lengths maybe longer that were grouted at the joints. So you could call them CMU. One area I could see mild rebar exposed, so not prestressed. Chicago land area if that helps anyone.
Residential property concrete floor. It is segmented single hollow core T segments with grout and rebar between the members. The planks are not continuous. Please see the attached section sketch for some rough dimensions. Client looking to remove intermediate wall and I would love a span table...
We have been having a discussion at our office about who's responsible for the differential settlement recommendations for a building project. I have always been under the assumption (I hope not incorrectly) that the geotechnical report will take into account some reasonable information and a...
Thanks all for your input. There isn't much to see the cracks are hairline and extend 10 in length along the floor. They also show up roughly in the same (2) locations in the tile in the bathroom next to the kitchen. So, I don't believe it is an overloaded with a dolly situation since it is...
I recently was called to a situation where cracks were forming in a tile floor. I inspected and found 2x8's at 16" o.c. spanning 11.5'. I"m getting typical TL/240 and LL/360 deflections, so they are coming in at a reasonable place. I was exception to get borderline to over the typical...
I have solar panel attached to the roof on rails. How do I account for the wind loads. I have the upward pressure on the roof and that is definitely piece one. My questions is like a roof load do a add in the interior pressure for a total pressure? Since technically full wind can get under...
That's the point we are at determining if that is what is going to have to happen. If the reduction isn't something we can figure out we will have to change directions.
I have a situation where we have an interior shear wall that has 5/8" gyp board on both sides. The architect would like to use 1/2" sound board under the drywall. I know when you place wood panels over gyp board there is a reduction in shear capacity value. I would assume there is a reduction...
My basic thought right now is that I don't have enough information to perform a full analysis. I don't feel comfortable with the connections and web configuration to go forward with a truss type check.
