Hi Everyone,
We have an existing composite steel beam supporting a slab over composite metal deck. We have been asked to cut 1 1/2" (deep) x 6" (wide) of the concrete slab above the steel beam to accommodate a nanawall storefront system. Currently, we have 1-1/2" cover over the headed studs. If...
Hello, I posted this question under "Moment Frame & Shear Wall engineering Forum" but got no responses (thread726-498488), so am re-posting here, hoping to get some help.
I am designing a 10 story CFS building in the mid-Atlantic region. I have to have an expansion joint in the building as the...
Hello,
I have several HSS 5x5x3/8 posts that were not fabricated to the correct length. The fabricator would like to reuse the existing posts and weld a new piece at the bottom of the posts while avoiding CJP welds. The posts need to extend 1ft-0”. The posts only support gravity loads in the...
Hello, I am designing a 10 story CFS building in the mid-Atlantic region. I have to have an expansion joint in the building as the footprint is large. Building is SDC A.
When sizing the expansion joint, should I take building drift due to wind into account? Both structures use braced frames as...
Hello all.
I have typically welded bent plate pour stop to spandrel beam. On one of my projects, fabricator is asking if they can bolt the bent plate to the spandrel beam using TC bolts in order to minimize risk of misalignment in the field. Is there any literature out there on this? Has...
Hello all,
I am designing a 10 story steel framed building in the mid-Atlantic region. The building footprint is relatively large and requires an expansion joint. The lateral force resisting system in both segments of the building is the same, i.e. braced frames. I don't necessarily have to...
Hello everyone.
I am designing a 10-story cold-formed steel (CFS) bearing wall residential building in Mid-Atlantic region. Cladding mostly consists of metal panel and brick. The lateral system is CFS flat strap braced frames. I am looking at building wind drift, designing for 10-year MRI (per...
Hi. I am working on a CFS framed project that is designed under IBC 2015. Unlike IBC 2018, IBC 2015 does not reference AISI code of standard practice (AISI S202-15) that allows delegation of this design task to CFS specialty engineer. On this project, we have delegated design of shear walls to...
Hello all!
I am working on a project where a raodway will be built on top of our composite steel framing. Adequate waterproofing will be provided between the concrete over metal deck and gravel/asphalt etc above. We will design the concrete metal deck slab as multi-span continuous slab, i.e...
Hello everyone.
I have an HSS 6x6 steel post sitting on a 20" thick PT slab. The HSS is part of a braced frame above and has a net uplift of 180kips (1.0W). Seismic loads are not being considered (SDC A). Attached is what I am thinking for the embed. I am checking for the following:
1. weld of...
Hello All!
I am working on a 9 story CFS bearing wall building over 4 story concrete Podium in Washington DC metro area. The building is seismically governed in both directions. We are using Flat Strap braces at the upper levels and concrete shear walls below podium.
If I were to utilize...
Hello everyone.
I am working on a new steel framed building in Nashville, TN, which utilizes K-braced frames. Most of my projects have been in the East Coast where seismic loads are typically not a concern, hence, we use "Steel Systems not specifically detailed for Seismic Resistance, except...
Hello everyone.
I am designing a wood stair stringer. The member size is 3 1/2"x14" Glulam (exterior use). The treads (3x12 SYP) are attached to the stringers with Simpson TA9 angles. See attached PDF for a couple of details we are using.
The railing newel posts are at 4'-0" o.c. (1 1/2" pipe)...
Hello everyone.
I have a general, industry standard question. On a typical (non-public) project, who is responsible for project specifications? Architects (the Prime) will compile the specifications, but do structural engineers produce specs for the structural sections? I am curious, because...
Hello Everyone.
I am working on a project where we are thinking of utilizing cold-formed steel 'C' joists at 24" on center at roof level. Since the joist spacing is relatively close, I don't think we will need 1 1/2" type B roof deck and wanted to investigate use of 9/16" form deck without...
