Trying to determine the best method to issue plans to contractors for bids? Current method is to publish an ad for public projects and send out a mass email to all the reputable GC's in my area. Is it old school for me to want to control the distribution of the construction documents and any...
When I have bracing out of plan with the column/beam line I will model this by using rigid links to offset the brace from center of the column. Have not had a case that has made a significant difference in just assuming the load is centered but I always check. It will put some torque in the column.
An architect sent me the pictures below, they are wanting to construct a small light framed dog house type structure on to an existing building to add some curb appeal. There is a mod bit flat roof on the other side. Age of building is not known, but appears to be around 60 to 70 years old. I"m...
Has anyone here ever used GatorBar or heard of GatorBar being used in lieu of steel bars? If so what is your opinion of the product?
https://www.neuvokascorp.com/
Surely that was not the final set. Its marked as a permit set and the project is listed as permit phase on the title block. But from just eyeballing it, the photos seem to reflect the member sizes on the plans. From my load tables the 3" 16ga composite deck caps out at 95 psf at an 18' span. I...
I'm working for an Architect and on one of his previous jobs the concrete stairs at the entrance of the building is cracking. I was not the engineer on the job but on the worst crack it appears there was no steel in the stair nosing. For the other flaking type cracks I'm thinking there was to...
Thanks for the input guys! I want to allow controlled movement and of course the last thing I want is forces transferring into the process piping. I'm not designing the piping or their connections but I will confirm that they are allowing for movement in their design.
I'm designing a pipe bridge to span from a tank farm platform to a process building. Wanted to see you guys thoughts on a sliding connection with teflon bearing pads.
Info...
The bridge is two truss members built up with double angles and braced together. Top chord bearing
Bridge span ~50ft...
What would you guys say is the EOR responsibilities for a double tee roof system? Particularly the connection design to a tilt up wall for diaphragm loads and out of plane wind loads on wall.
In my opinion and electronic seal can be easily stolen if someone wants to steal it, a scan is the safest method but someone with Photoshop could jack that as well. Finding a decryption software online is not hard, especially for a pdf. I think the main thing is not sending sealed documents to...
In my experience Risa3d is very powerful and diverse program. The concrete beam design is not as fluid as steel design but you can find a way to work around most issues. The only feature i wish it had was the ability to suggest column and beam sizes based on a deflection criteria. If someone...
How would you go about connecting a structural foundation supported by piers for a new building that ties into an existing building with a slab on grade foundation. I would prefer to allow the structures to move independently but that could get ugly with doors and corridors crossing the tie-in...
Quote (KingKongdoor)
[highlight #4E9A06]Do you feel that vertical stirrups placed per ACI would not provide proper shear reinforcement in this condition?[/highlight]
(KootK)I do indeed. It's more congestion at the beam intersection but manageable in my opinion.
I concur with your first...
I concur with the cantilever bars being enclosed by the perimeter beams longitudinal steel.
1) There is a demand for top steel anchorage in the cantilever tip that is analogous to bottom steel anchorage at the support in simple span beams. That might affect your bar sizes and/or anchorage...
I have a cantilevered concrete beam that supports a perimeter concrete beam and column next to an adjacent foundation. I cant find a good example to reference back to for this condition. Attached is a concept of how I was thinking it needs to be done. Just wondering what people's thoughts are on...
Does anyone have a link/document that outlines the major changes from ACI 530-08 to 11? I have the 08 and taking the PE exam this Friday and just noticed there are some major changes...lol maybe should have thought about this earlier but o well.
Thanks for the response guys. Since i originally posted the thread I discovered that one of the older engineers i work with has a book called "Frames and Arches" written by Valerian Leontovich and published by Mcgraw-Hill copy right 1959. It has a Engineering Societies Monographs seal thing on...
If the connection in question fits a formula provided in codes I would of course use that over any results from a FEM. I was just curious how accurate a FEM was at calculating stresses for odd/weird connections discovered in the field. I have had a few jobs recently which involved determining...
