My company was called in to look at rehab and renovation on a jail built in 1901. From a historic sign, I know the builder for the jail was the Pauly Jail Building Company. For a large chunk of the building, it is what you would expect from a turn of the 20th century building URM with wood joist...
When I design most two-way slabs, I use RAM Concept. I may check some of the slab lines with something like ADAPT PTRC, but my design will get flushed through Concept. With Concept, there isn't a way to force discontinuity over the beam. Now, if I am looking at a one-way system, I will generally...
When I do these, I generally consider the slab as an inverted L with the upper slab effective. I use the edge effective width limits just to be conservative. If the beam has a pretty heavy load on it, the compression zone could extend down into the lower slab. Its possible to consider this with...
When I first started working in industry, most of the engineers I worked with would apply a uniform DL of 20PSF and an unreduced live load of 20PSF on roofs. It worked well with gravity design as it was pretty conservative for most light roofs. These engineers also tended not to look at the wind...
Does anyone have any resources on wall and roof assemblies that have passed the ICC-500 missile test?
I have tried to scour the internet. There is some information about CMU wall sections from NCMA. There is a little bit of information in FEMA P-361. Finally, there is some information in the...
Here are my thoughts;
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Effectively, they require the use of software for the analysis for all but the most simple of structural systems (think single cantilevered columns)
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Most software will require a little more than just selecting one button. Bentley's RAM product, for instance...
I have not seen any document to deal with what should and should not be check for a condition assessment like this. Just on the face of it, I think my assessment would deal with several aspects:
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Look at the original contract documents and assess the design as documented. At a minimum I...
Personally, I take the LLR segment by segment. I think the commentary diagram in ASCE 7 that deals with the KLL factor kind of implies that approach, but that is a big reach and assumption on my part. It feels like the conservative answer. I don't know of any white papers or commentaries that...
Be careful about providing a fully ductile connection. Section 304.9 of ICC 500-20 requires you to design for the maximum force that could be transmitted. You could try and let the connections of the beams to the column be the wind "fuse," but you may be in a catch-22 where you are going to have...
Its the area of the componet/element you're designing. If you had an element that had portions of both zones, I would calculate a single Ae, calculate the respective pressures for each zone, and finally apply the pressures to the areas of the zones. I think you were just pulling random numbers...
You need to look at the NCMA Tek Notes (https://ncma.org/resource/tek-index/), specifically 14-7 (of whatever code you're operating under). This note has the equations and enough diagrams to get you on the right path. Since you're new to masonry as a material, I would stay away from strength...
If it were me, I would place the uniform tendons so they are crossing the construction joint. That way, you do not have to splay out a banded tendon group at the joint. For this L-shape, you can't get away from some banded groups passing through a joint, but you can minimize it.
No, I was saying that we generally print our sheets for internal use in the office as 11x17. It is scaling the full-size ARCH D or ARCH E1 sheet to 11x17. Our text is set to be 1/8" on the full-size sheet, so when we print that out on 11x17 (46% for D sheets and 36% for E1 sheets) we can still...
I fully agree with JoshPlumSE, and I would add that some of the US codes have material non-linearities "baked in." Things like the adjustments to Igross in ACI, and the tau factor in AISC direct design. @GreenAlleyCat, I can think of one big scenario for a gravity pushover analysis or...
For what its worth, the way Word measures text size is different from CAD. Google search for how fonts are measured and you will see some diagrams that show the way typesetters measure font size. Basically, a 12pt capital A in word is a good bit less than 12*1/72 inches, but if you measure a...
@structee. If you're outside the limitations of direct design, I'm not sure how much rules of thumb can help you when you get outside those bounds. Are you using Adapt PT-RC and equivalent frames to determine the As or a different Adapt product? And are you looking for validation of the span...
@JedClampett
To clarify item 3. I am talking about the subparagraphs of the Statement of Special inspections (IBC2018 1704.3.2 and 1704.3.3). In my jurisdiction, we have a form for each of these with places for the required information. It also has the pertinent information (Wind Speed and...
My firm was acquired by a larger firm in the past year, and we are now undertaking the task of unifying the way we do business. One of those items that have come up is our role in defining special inspection requirements and the required code documents. My old firm had a fairly robust set of...
I (my company) renewed both. There was some blurp in the SEAOG newsletter that left us with the impression you needed to renew both. Of note, they have also switched to a yearly renewal period and they are charging more now, to cover the board changes. They did also offer the carrot that they...
What are the support conditions of the 12" structural wall as well as the 4" wall? Depending on the support conditions, the wall may be behaving like a deep beam.
I'm not an expert on the code provisions, but I think that the horizontal reinforcing ratio is larger because of shrinkage (walls...
