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De-coupling is the way to go. Let engineers study for the exam when it fits into their life best. Don’t arbitrarily make someone wait to take a test. Yes you need to have the experience to get the PE but don’t make people wait to take an exam…

Looking for a gut check to confirm an equivalent mechanical fastener attachment pattern to using 5/8" puddle welds at 8 inches on center. The situation I have is connecting new metal deck to existing metal deck. I came up with #10 screws at 3 inches on center is equivalent to 5/8" puddle welds...

Thanks KootK. Now that I think about this more, the longer the opening, the shorter the section of concrete/ tributary width the rebar and concrete has to support. So the critical dimension is the width of the opening.

I am working on a project that has a typical detail showing added rebar around openings blocked out prior to slab pour in composite slab on deck. The detail shows the maximum size of the opening as 4 ft perpendicular to the deck span. Are there any limitations to the size of the opening parallel...

Thanks Celt83, I will re-run the calc to exclude the web area and see if I get the Inet to match the table value.

Perfect, thank you so much! Selecting the neutral axis to be the center of the shape makes everything so much easier. The reference lists 139.3 for Iaverage and then they have a separate column for what they call Inet listed as 130.3 in4 per foot... I am not sure what the trickery is to get...

The pergola should definitely be anchored. I recently investigated a pergola that blew off a 6 story building into the parking lot below... Give the client sound advice that these types of rooftop structures should always be anchored to the base building structure.

I am trying to prepare for the PE exam and wanted to do a hand calc of a typical 6" hollow CMU block with 1" face shell.I am assuming that the CMU block is hollow and does not have any grout. NCMA TEK 14-1B provides Inet of 130.3 in^4/ft for a hollow 6 inch CMU block wall with 1 inch face shell...

Thank you all for the helpful suggestions. I have a lot to consider here. Going forward I am going to try to steer clear from providing attachment of non-structural sheathing since it is really outside of my scope and causing some headaches. For instance, I suggested 2x wood attached to the HSS...

I need to provide an attachment detail for dens glass sheathing at window heads that have HSS steel headers (not typical Cold Formed Studs) and the contractor has requested powder actuated fasteners. I found a nice self-drilling Hilton fastener (Kwik-Flex) with an undercut head to allow for the...

Why does steel flake when it corrodes from a metallurgy standpoint? I was in a below grade steel framed parking garage where all of the beams were fireproofed. I noticed that several beams were visibly wet (fireproofing was soaking) and in some cases the fireproofing had popped off the beam. At...

Thanks very much for your helpful input. I appreciate you affirming I’m on the right track and will also check out SDI.

I recently came across a detail for a project a principal in my office is pier reviewing that calls for two #4 bars at all sides of an MEP opening in slab on deck. Rebar is to extend 3’ past the opening on all sides and max opening is 18” perpendicular to deck span. Can someone explain how...

they are going to use a screed and motorized trowels. I believe their main concern is this: if the supporting steel structure deflects 2” at mid span and the 6” slab now needs to be 8” at mid span to account for the deflection of the steel frame, is the deck designed to support this? The deck...

All, thank you much for the very helpful feedback. this is the most concerning aspect for me as a young engineer. The contractor has asked us two RFIs on this and we have referred them to the metal deck manufacturer. I am hoping the manufacturer can weigh in on this and provide the contractor...

I’m working on a project with a senior PM in our office that’s composite steel framed construction with slab on metal deck. During the pre-construction meeting we had for slab placement the contractor took issue with our specification that states: the placing contractor should assume to add an...

Thank you to everyone that responded! Kootk your explanation was very helpful. I’m going to check out the NEHRP manual you linked.

The framing plan is conventional infill beams range from W12x40s to W16x50s. Girders are typically W21s or W24s. The slab on metal deck is reinforced with welded wire fabric. I am still confused as to the reason for the "drag bars" but since they appear on level 2-5 they must be serving a...

There's a project in my office that is in a low seismic area and is using conventional structural steel with composite slab on metal deck and ordinary braced frames. I was helping size base plates and bearing plates during some last minute detailing before the project went out the door and...

Thanks for your response retired13. What do you mean by share of the load? Heavy timber girders run north-south and land on bearing plates in the brick wall. 2x10 joists span the opposite direction and pocket into the walls with “fire cuts” at the end. The existing foundations are rubble walls...