TL,
Could you add a heavy W8 stub bracket welded to the top (or bottom) of the weak beam. Size it to transfer the required load to the web of supporting W36 beam, may have to be 24" long or more.
CEmonkee,
But does the building fit the acid test for a partially enclosed building, which is the main section 6.5.12, that subsection 6.5.12.3 is part of... it appears that there is a buidling type that would be considered partially open (i.e., a building that is not fully enclosed, partially...
CEmonkee,
You have to make sure that your building complies with the definition of an enclosed or partially enclosed building. It may actually be an open building I believe the criteria is less than 20% of the wall can be open. So if you have a 16' long opening the balance of the wall would...
You are only reviewing wind loads normal to the face of the structure (which is shielding the house), which is usually fine with an enclosed structure. However, becasue you have openings on two sides if the prevailing wind is comming at 45 degrees you will get a vectorial component on the two...
What about quatering winds... I think you will realize an increase of 42% on the existing house (sin 45 = 0.71, 0.71x2 Faces = 1.42) due to the exposure on the open sides.
Thanks guys,
This isn't actually a project of mine but a colleague was asked to provide some preliminary engineering in hopes of getting the job (if it is within cost limits the project will get the green light). From what I understand it will be (3) stories and in a hurricane prone region.
hokie66,
Thanks for the input... I understand they are contraction joints, however, what the original post described appeared to be a control joint (i.e., saw cut).
rowingengineer,
Correct the building will be about 30m or 100ft along one wall and 20m or 60ft along another. Thanks for the...
This is a good one...
I agree with Ron I would treat it as a component or cladding or a sign.
I don't have ASCE 7 or and IBC code in front of me (i'm at the DMV) but I believe it imposes an increase in loads since they are typically light weight and can easily become projectiles. the panels...
thanks csd72,
other than phasing issues, do you know if there are also issues with thermal or shrinkage restraint. I think they are thinking they can shave costs, but as noted the sequncing issues are problematic. But any special considerations for movement detailing, etc. can add add'l...
I think we have a terminology issue.
What the OP described appears to be a CONTROL JOINT which essentially tries to control where the shrinkage cracks will occur making it more aesthetically appealing. I agree if the floors will be carpeted, etc. there is no reason to specify them.
However...
I think the original post was pertaining to footings, where it is understood that high thermal and shear forces should not be an issue.
Just looking at it from a purely logic standpoint if you have a cantilever with a large concentrated load at the end (i.e. high shear) it would probably make...
My understanding of it is as follows:
For a typical centrically loaded spread footing the tension induced from bending will be balanced from the opposing ends. Essentially the tension in the rebar will be zero at the tip of the footing and increase as you approach the face of the pier/column...
Now I'm no lawyer, but, I believe that common law work for hire doctrine apples and the law of agency applies.
http://en.wikipedia.org/wiki/Work_for_hire
http://en.wikipedia.org/wiki/Agency_(law)
Based on "work for hire" doctrine and "law of agency" you are considered a special agent (read...
I think Ron's advice is a good idea...
If I understand correctly you are an employee of Company A who is contracted by Company B.
Company A is not registered with the TBPE as an engineering service provider, but, Company B is.
Company A is a temp agency or "Job Shop Agency"?
So you have a...
It sounds like you are hired as an independent contractor NOT an employee. Is this correct.
If this is correct then (from my understanding) technically you are not being directly supervised but you are providing a consulting or drafting service for your client.
I believe, however, even if you...
I think you are dealing with a couple of issues here,
1. Contractually you are hired as a draftsman, so under contract you do not have to provide engineering services only drafting services.
2. However, as a PE you are considered an expert in whatever you have been licensed for. A draftsman...
Since this thread seems to be sparking quite a bit of interest I thought I should look at my handy dandy A/E Liability Law Book and see what it says concerning Shop Drawings, it was pretty interesting...
1. The courts treat shop drawings as an expression of the design
2. If the A/E reviews and...
strguy11,
I'm not trying to scare you or anything I would probably be doing the same thing you are doing, but just remember to look ahead and make sure whatever actions you take (writing or for that matter not writing something on the drawings, etc.) are not going to add undue risk to you or...
It is from the Construction Law Library from Aspen Law & Business.
Architect And Engineer Liability: Claims Against Design Professionals (Second Edition), Robert F. Cushman and G. Christian Hedemann, Editors. The book was not cheap but about the same order of magnitude as any engineering...
Strguy11,
Have steel shop drawings been submitted yet? If yes then I would place the GC note on the drawings. If not then they are taking a little bit of a risk. This is why a lot of guys like using post-installed anchors, then the steel guy does not have to rely on the concrete guy and his...
