Let me add some context to this so you understand where I'm coming from. I am a contractor working for a government agency. We are modernizing their 110 year old facilities. As a structural engineer/design manager, I was assigned a small yet important project to manage. I work both as a...
We are providing contract consulting services to our government client. Our engineering team consists of civil, structural and MEP engineers. I just reviewed a 65% design submittal that I received from an A/E firm that is a sub of our IDIQ contract. One of our engineers on our team provided a...
As I mentioned, I have very few wall sections and no floor plans are available from the as-built drawings. I'm not sure where those wall sections were cut. Sections show this is a 6" CMU wall with no reinforcement other than the bond beam at the top of the wall - two courses below. My guess is...
26 feet high CMU in seismic zone. This is about right. From a few sections of wall from this building that I'm not sure where it was cut in the floor plan since the floor plan does not exist, it shows a wall thickness of 6 inches. Again, the building was constructed in 1961.
Dear Engineering Community,
I was asked to give my recommendations for repairing cracks in CMU walls of unreinforced load-bearing walls of a one-story building. This building is about 60 years old and is located on the east coast. [See image]. This picture shows only one room in the building...
Thank you very much for your expert comments, considering all the above concerns, we have come to the conclusion that placing the RTU on the roof is not feasible at this time due to the time constraints where the project is in its final phase. The unit will be placed on the ground.
Hello Engineering Community,
A mechanical engineer on our team asked me about the possibility of placing a 600 Ib RTU on the roof of a prefab metal building. I'm not sure what the reinforcement of the Z-purlins would look like, but given the structural inadequacy of the Z's, I'm hesitant to...
Thank you all for the help!
OldDawgNewTrick- your response is very much appreciated. This is almost exactly what I wanted to do but needed confirmation. It makes sense to provide similar details elsewhere in the frame based on the response of the structure to the lateral loads.
Greetings,
I have been assigned the task of designing a single-story office building using reinforced concrete in accordance with ACI 318-14. This building is placed in seismic design category D with site class C. According to ACI and what other buildings are designed and built with, LFRS is a...
Hello,
My question is, how do you model the load on a rafter for gabled roof or any angled roof member using the load combinations 4 or 5 for Strength Design? In another word, If I want to use the aforementioned combinations for both wind and gravity, how would I model it since wind is acting...
