I was disheartened when I read this line:
I was disheartened when I read this line:
(OP)
ASCE/SEI 41-13 Seismic Evaluation and Retrofit of Existing Buildings:
I am doing the structural engineering for a new building adjacent to an existing multi-wythe church originally constructed in the 1920s. The two are linked by a connector. The impact to the existing church is minimal but significant enough that I would like to thoroughly examine the mechanics of the structure considering the new openings in what I must assume to be unreinforced masonry of one of the towers. Does anyone know of a similar resource for this type of application? Through the research I've done it seems that there is somewhat of a debate about applying new building codes to existing buildings and what type of approach should be utilized in these situations.

I am doing the structural engineering for a new building adjacent to an existing multi-wythe church originally constructed in the 1920s. The two are linked by a connector. The impact to the existing church is minimal but significant enough that I would like to thoroughly examine the mechanics of the structure considering the new openings in what I must assume to be unreinforced masonry of one of the towers. Does anyone know of a similar resource for this type of application? Through the research I've done it seems that there is somewhat of a debate about applying new building codes to existing buildings and what type of approach should be utilized in these situations.






RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
There must be a different standard that addresses the other requirements.
RE: I was disheartened when I read this line:
Are you asking if there is a resource for checking gravity and wind forces on new and existing buildings?
For new buildings - ASCE 7
For existing buildings - ASCE 7 - Appendix 11B and also provisions in the IBC or applicable building code - IBC Chapter 34.
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RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
Don't use new hard mortar with old brick!
RE: I was disheartened when I read this line:
The code disclaims design, but not analysis. You can still use it for such.
Mike McCann, PE, SE (WA)
RE: I was disheartened when I read this line:
Do you have any existing plans or other data to help you limit or bound your assumptions of the existing conditions?
These are usually my first two steps for evaluating existing structures. Next is a site visit and examination of everything you can reasonably get access to.
RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
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RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
It's all about relative hip to shoulder displacement. Core drift ductility as it were.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: I was disheartened when I read this line:
I don't see a lot of unreinforced masonry, so I don't really have renovation experience with it. What's the actual construction sequence for putting a new hole in a wall? From a design standpoint, you could presumably just design a new ledger beam at the top of the hole... but how do you actually make the hole and build the new beam without the wall collapsing down on you?
RE: I was disheartened when I read this line:
1) For a small opening, you'll cut a pair of angles into the wall to function as a header and then remove the block below. Similar for plates or channels bolted to the side of the wall. no matter what you spcify, there's a pretty good chance in these situations that the mason will just remove the block ahead of installing the header and, for the most part, the block above will just kinda hang there in tension.
2) For larger openings, schemes like needle beams can be used as shown below. The one shown below is more complex than usually required but you'll get the idea.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
Seconded this; it's been about 50:50 in my experience.
Professional Engineer (ME, NH, MA) Structural Engineer (IL)
American Concrete Industries
www.americanconcrete.com
RE: I was disheartened when I read this line:
RE: I was disheartened when I read this line:
Back to the original post (My fault!), I would analyze the walls as segmented shear walls. take there self-weight (100%) and 60% DL (from others) and check the chord uplift. keep that in compression and you should be good for wind.