I am working on an existing building (1960s) that the roof is composed of precast perlite panels (about 1.5 feet wide) spanning between the roof joists. The company that made this product is no longer in business.
The roof has a lot of water damage and with the recent thaw it is raining in the...
There is a lot of good advice listed out here already, but I have one tidbit I would like to add. I do not camber for perimeter beams. Especially ones that have an angle for wall attachment or pour stop. The reason is even though we don't design for the angle to help us from a stress point...
Hello everyone:
I was wondering what Retaining Wall Program people use out there. We were using RetWall for a long time. However, the disk became corrupt and our IT guys deleted it off the engineering computer.
I am just wondering what people are using. I have done the last few by hand...
The IBC 2000 table 1607.1 point 7 lists bowling alley as 75 psf. I would guess the equipment is localized and more of a maximum. However, I do agree the forklift is the tricky scenario in this whole deal. I would hope you are using a CIP system so you could get some good load sharing properties.
I typically follow Mike's method. However, I never weld the lintel to the bearing plate. I always bolt. During construction I have had times where a welded lintel will bust out the face of the wall due to thermal expansion. (Even when wall is grouted solid.) The bolts allow enough "play" so...
For what it is worth I would not use drywall for a diaphragm (or a shear wall for that matter) in a damp climate. The humidity makes it very soft where you can't hold a picture up with a nail.
Call it over convservative but that is my two cents.
I always go by the rule that you should try to avoid them at all cost. I am not sure your application which would help in answering this topic. If you are trying to do a moment resisting frame, that would be a bad idea. I have seen cantilevers work well.
The problem with moment connection is...
Jeff:
I understand the engineering princpals. However, I am more concerned about the waterproofing. The basement not only will act but has to act like a boat so we don't get water into it. The piles seems to be a conduit for water to infiltrate the structure.
If we were to use just a mat...
Hello:
I am wondering if anyone has come across this condition before. We are looking at a building with a basement which is located in an area with a very high water table. Therefore we need to use a mat foundation which we can waterproof around it and use its weight to resist the buoyancy...
My two cents...
There is a lot of good points made in this discussion. There was an article in Structural Engineer just recently describing what Steve is talking about.
We allow structural details to use our drawings only after they sign a waiver saying that we are not responsible for the...
I think the Type 2 and using Slag or Fly Ash will give you decent results as stated above.
I would require the supplier to provide a mix design they have used in the past for similar applications with all the breaks along with any other data they took on it. I would suggest having a conference...
Some information I found out...
PCI Design Handbook has a calculation for thermal bow in wall panel. With the spans I had (22') and assuming a 30 degree temperature differental, I could have a bow of 0.20". Since We have temps from 100 down to -10 and the inside typically 70. The 0.20 could...
Does anyone know of a good reference for structural design of a green roof?
I have a lot of concerns since I have never done it before and would like to read about the latest research.
- Such as the roof freezing in winter which could cause lots of ponding.
Thanks,
Craig
The soil under the building according to the soil report is, "...very stiff to hard comparative consistency silty clay to clayey silt and silt and loose to firm fine to coarse sand and fine sandy silt." The soil capacity was 4000 psf.
We typically do not have reactive clays in this enviroment...
JAE
Thank you for your responses.
The precast panels span to the columns and are not attached to the beams. I checked the columns and they are plumb. I also check the panel and it is plumb as well.
Your deflection idea is one I thought about and was going to run some calculations on. I...
JAE - The partitions, which are perpendicular to the permiter of the building, have a gap at that top of about 1/2" and go to hairline at the bottom.
Jed - The lateral resistance for this building is masonry shear walls. So there should be very little deflection.
I have a building that is five years old, that is under going some movement. The building is two stories and the bays are 22’ X 44’. The 44’ purlins span north – south. The first floor is on grade. The second floor is composite. The roof is joist and joist girders. At the perimeter there...
