@lexpatrie It is in the structural section of the IEBC for Alteration Level 3. A building official can obviously weigh in/override, but this is definitely structural. Thats why they reference significant structural alterations.
Thanks all. Yes I will be following the 5%/10% requirements, I am just trying to avoid the level 3 alteration. I think bones206 makes a logical point. If this was structural framing over a crawlspace, maybe the ground floor would count, but if we ignore ground floor and use the second floor...
Hello all,
I am looking for opinions on how a substantial structural alteration limit (30% of total floor and roof area) applies with multi-story buildings. In my case, I have a two story CMU building - the ground floor is a slab on grade, second floor is wood joists with steel girders...
Thank you for responses. See below for responses to your comments:
1) It is for heating (wood burning), but does not need to be this tall. The owner/architect raised it about 4 feet after I issued construction drawings.
2) Yes there is (or was) enough room for masonry. It was original...
Hello all,
I am curious how others are designing residential wood framed chimneys with brick veneer. I designed a new house, and the homeowner was previously going to install a freestanding CMU or prefab Isokern chimney. This was to be an exterior chimney outside of the back porch framing...
Correct, you can easily see the lean with a naked eye from the street. I was surprised, but I have both a report from several days ago confirming that the building is stable in its current state, and the repair "notes" that indicate what work was performed in the past.
To clarify, my scope at...
Hello,
I recently performed a site study of an existing building that is racked / laterally displaced up to about 4 degrees from vertical (for a client looking to purchase it). It is an old building, probably around 100 years old, with several renovations and additions over the years. It is...
Kootk: Thank you for your response. I feel like you are not following the point of my original question, and are instead more concerned with how I design shearwalls and what I feel is common practice in the US, so please see the following clarification.
To be clear, I have never designed any...
I ended up with the following code interpretation (as JAE referenced):
-Slab on grade would be supporting shearwall building elements, so it has to be considered "structural" per ACI 360
-I am SDC D, so the only plain concrete elements I could potentially support are CMU/conc walls (or stuff in...
msquared48: 100% agree with you on rotating framing to force transverse walls to be load bearing. However, that is not the structural template provided by the hotel. The contractor has apparently done plenty of these and said they are essentially all built the same. Regarding your usage of...
KootK: You are hitting on my points of concern (or points I will have to argue when I choose to avoid the provided system).
The ends of the transverse shearwalls will absolutely fall over the corridor and exterior continuous foundations, so I can technically justify a concentrated...
Thank you, glad I am not alone on this. Will provide foundations under all shear walls and see if I get kicked off the job...
msquared48: Exterior walls will have shearwalls as well, but they will have foundations below so I just did not designate them to simplify the question. I just wanted...
This is my first endeavor into the design of very low cost chain hotels (plenty of experience in unique, steel/concrete framed hotels). I have received a structural engineering template from this hotel chain, which at first glance looked like it would really streamline my design process - it...
The threads I have read here on IEBC interpretation pretty much cover all extremes - some say that if the lateral demand does not increase more than 10% over the already 1000% utilization ratio, it is OK - others seem to stick with never letting it exceed 110% of material capacity as well as the...
Keep in mind that with birneys detail, you are going to really struggle to transfer out of plane wall forces back into the wall piers with a single bolt to the bottom of the lintel if you are in a high wind/seismic region.
I have used the .002An a few times. That is not to say I removed all...
Thank you for your response. That is what I am now leaning towards as well, so I am glad to hear you agree. The wall is technically load bearing, but the load is small (there are some small span bar joists on the opposing side). Additionally, one bar joist aligns with the column, and they are...
Well that is frustrating. Retry on the links.
https://files.engineering.com/getfile.aspx?folder=361f04a5-c1b6-4b6f-9b22-0d495038e8bd&file=IMG_20171221_122458.jpg
https://files.engineering.com/getfile.aspx?folder=bec6aa15-df91-4ecc-b24b-1ffca769547c&file=wall_sketch.PDF
I am inspecting a vertical crack in a 12" CMU wall that overlaps an embedded 8" W-section column. I am not sure when it was done, but there was attempted control joint sawcut in only one face of the wall. The joint apparently does not relieve any stress, as there is a crack running parallel to...
I don't think designing for a lower R value necessarily resolves your question. Sure, you are designing for a larger force, which is good and something I agree with since you are dealing with URM, but it has nothing to do with stiffness compatibility.
I have never tried to reinf. URM w/ wood...
