I'm not planning on sitting for the test for another year or so but I think it's very likely that the result of the low test scores could be a result of the prep companies not adapting for the CBT format well enough. While they can't replace experiences, I have to imagine the majority of...
I think stud rails would certainly be easier however it's not listed as a permitted form of one-way shear reinforcement per 22.5.8.5.1. Very unusual as it can be used for two-way shear and I believe other codes allow the use for one-way shear. Might require some "engineering judgement" to...
I was initially thinking either multiple-leg stirrup bars or closed stirrups depending on how many legs would be required based on the spacing. If the shear failures occur throughout the slab I would agree but for transfer slabs it's common for only a few locations too be failing, in which case...
With the shear capacity change in 318-19 I imagine shear reinforcement has become a lot more common for transfer slabs however I think it's unclear which spacing requirements should be used. Have other engineers been using the two-way slab spacing requirements indicated in Table 8.7.6.3 or beam...
I have a project where we never received stud rail shop drawings prior to their installation and the concrete pour. It wasn't until after the pour that we received an inspection report which clearly showed that AWS headed studs were used for the stud rails which don't meet the ACI required...
One thing that's been holding me back from taking the test is the lack of experience in complex lateral design. Usually my projects fall under SDC B with a rare occurrence falling under SDC C but haven't had the opportunity to get into any additional provisions when requiring SDC C. In addition...
I can't speak to the CBT of the SE exam but I took it for the PE a year back and while not ideal, I was able to manage with the resources but it was very frustrating. Some codes had every potential book mark (Ie 12.1, 12.2, ect), while other codes only had tabs for the main chapters which can be...
How tall is the building and what type of structure? A steel cantilevered column system has a structural height limit of 35ft if permitted at all depending on SDC. Unless you could justify two-stage analysis I think the 35ft limitation would be applicable to the total building height rather than...
I've handled this in two different methods.
1) Telling them that if they want to change to post installed they must scan the slab and avoid hitting the bars. This can be done unless you're unlucky and have a bar parallel with the wall.
2) Indicating extra top bars beneath the SW locations with...
It's also worth mentioning that ASCE 7-16 Section 30.2.3 indicates that any C&C element with a trib area greater than 700ft^2 shall be permitted to use MWFRS pressure
I would recommend looking into ASCE 7 chapter 29. If I'm understanding the question correctly this sounds like it could be analyzed as either a solid free standing wall (29.3) or as a mechanical equipment screen wall (29.4)
Thank you, I think that makes sense. For a condition with framing perpendicular to the wall I imagine tension ties would be an option to resolve CGB or is there a more common method? If tension ties are used, I imagine it would be required at each truss/joist which could add up in cost
I've seen many example details through textbooks and online sources showing poor wood ledger details attaching to cmu/concrete wall with cross grain bending, however a lot of drawings I've seen across several design firms will still show a similar detail at interior concrete or cmu walls. Do I...
