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@Once20036, please see attached reference as requested.https://files.engineering.com/getfile.aspx?folder=7b3e18ad-b1c6-4592-a1b3-1b22d8692784&file=SJI_COSP_(2015)_Chapter_2.6.png

Anyone have some good photos of bottom-chord ceiling extensions as specified per SJI COSP 15 they'd be willing to share? Curious to see what types of ceiling systems require these and the overall concept-in-practice. Understand the structural intent... but always good to see in-field...

Aesur - Agreed. Very simple to design, but still industry standard to delegate for most of our East coast work. We've done a number of jobs out on the West coast and it's a totally different design-world (and fee-structure) out there. Thanks for the resources. Will dig in and see if we can come...

Good Morning Eng-Tips World, We are currently designing a lot of steel framed buildings w/ CFMF walls essentailly balloon framing past our slab on deck and up past the perimeter roof steel. Historically... when we had sectional roll-up door or glazing penetrations in the CFMF walls we provided...

It seems to me like the Owner should understand well that difficult or onerous construction methods will almost be a guarantee with buildings like these. Props to the engineers that take these types of projects on as they often end up turning into very complicated, high-liability, and...

@rowingengineer Hench the OSHA requirement - Section 1926.755 "Column Anchorage" "(a) General requirements for erection stability. (1) All columns shall be anchored by a minimum of 4 anchor rods (anchor bolts). (2) Each column anchor rod (anchor bolt) assembly, including the column-to-base...

Would think your best bet is to dowel some bent #3 bars into the core as you mentioned. Providing a hook in the dowel will help "grab" the infilled core. and keep in place. Thinking you'd want to get at least (4) per hole e.s. radially. Out of curiosity... what's the hold-up w/ using PAF's...

Drilling a new hole anywhere within the radial minimum spacing dimensioned area specified by the adhesive anchor manufacture will void manufacturer-provided load data values. The manufacturer-published values are counting on the homogenous properties/condition of the surrounding material and the...

It's unfortunate the EOR didn't design the frame as a tension-only system... Maybe a little extra steel tonnage but saves a lot of heartbreak as far as connection design is concerned, particularly given the inevitable eccentricity.

Obviously, you're already well underway... but was there a reason that scissor trusses weren't considered? Uplift, lateral, etc? Thinking that would've alleviated some of the issues with your ridge beam feeling/looking a little slim.

Vulcraft also offers a relatively robust deck diaphragm design tool using the 2018 IBC data and a variety of different attachment methods. Pretty slick for quickly determining required weld/attachment patterns for diaphragm loads. https://vulcraft.com/DesignTools/IBCDeckDiaphragm2018

We have gone the footing route before without much difficulty. Design the new foundation such that the combined sliding force and passive lateral resistance exceed the applied forces w/ applicable safety factors. The deeper the footing profile... you'll get linearly increasing lateral passive...

phamENG, I have not read through the previous threads. I will comb through regarding this topic for more info. Glad to hear my concerns are legitimate though. We typical prepare formal calculation packages for every project to make accessing the calculations/design parameters much quicker...

Good Afternoon All, Hopefully a quick question here... is it normal for an owner to request calculations from the structural EOR as part of their CD reviews? We typically only submit calculations to the applicable jurisdiction during the permitting phase and not sure what the owner is...

For efficiencies sake... I would think bollards/crash protection barriers would be far more practical than potentially increased str. steel tonnage by say 20% as a result of impact loads at the column base. Guess it would depend on spacing/impact capacity of the columns without bollards...

rb1957 is onto the right idea... Add turn-buckles so you can pre-tension the cables to create all tension members. When winded area is loaded from any direction, design cables to resist in tension opposite to winded surface. Would also ensure the connections can handle sustained live-loads and...

@XR250 250psf surcharge is fairly typical for dynamic vehicle loads.

As you stated... besides the ~250 psf surcharge you can expect from the vehicle loads on the drive-way, it looks like there will still be some at-rest & active soil pressure from the original grade below the geofoam. I'd also check the specs on the geo-foam to make sure that it can handle the...

Thanks for the responses everyone, I will give ACI 207.2R a look-see for additional info. I also agree the conc.-sub should be a SME in this type of construction and that we can specify differential temp. parameters/limits and leave them to achieve those parameters in the most practicable way...

Good Morning All, Looking for some experiential wisdom specifying concrete mix proportions for a mass concrete job. We have a medical-grade facility and are designing a concrete "vault" sitting on a mat footing with 9' thick walls in some areas to limit radiation to the rest of the building...