I have some ~65' long x 6' deep heavy transfer trusses using wide-flange members. The trusses support building columns which have the load of multiple building stories. The truss diaogonal and vertical member connections are all full-pen moment connections (for stiffness and achieving the most...
Have y'all come up with any good rules of thumb for the wall maximum opening width in anchored brick veneer before a loose lintel is required? They are commonly provided for door widths as narrow as 32 inches. However, it can be questionable for things like small mechanical louvers (say 16"...
I'm working on a new school project. Normally, the structure on a building like this would be primarily structural steel, maybe with tilt-up concrete exterior walls. However, with the way that steel prices have surged in recent years, the contractor is pushing for an entire cast-in-place...
How long after a 4 or 5 story wood building is occupied where you can say any problems associated with wood shrinkage would have presented themselves? I am thinking about a year after occupying should be plenty of time, but wondering if the risk is still there beyond that.
I'm working on a multi-story steel-framed building and vibrations are of significant concern. I am using AISC Design Guide 11 (2nd Edition) and FloorVibe. In addition to the typical acceleration limit criteria for occupant comfort (Chapter 4), a generic velocity limit criteria for sensitive...
I have a project with a lot of CMU walls where connections will be made to the underside of concrete construction and vertical movement in the connection is desired. For various reasons, the connection needs to be entirely made on the top surface of the CMU wall, not the sides (e.g. sandwiching...
At what point does a concrete beam get so wide that just having the traditional stirrups/ties with single vertical legs on the sides is not fully effective?
I've seen where it is recommended to provide additional stirrup legs on the interior of wide beams, but haven't seen any specific...
I am using RAM Concrete to design two stories of conventionally reinforced concrete beam and column frames. The beams are 2'-0" deep and range in width from 2'-0" to 3'-10". For the analysis in RAM Concrete, we are considering almost everything fixed at the joints, as this seems most realistic...
I am designing exterior wood walls on a five-story building (over two stories of concrete podium). The studs are fire-rated to meed code. The studs are 2x6 with two layers of 5/8" gypsum on the inside and 1/2" FRT plywood on the outside. I believe the architect only needs a fire rating from...
Are there any accepted rules and guidelines for expansion joint requirements in multi-story wood-framed buildings (for example a 5 on 2 podium)? I haven't found much on this.
These types of buildings can have plan dimensions that are several hundred feet in overall length, with lots of...
For an exterior multi-story wood shear wall, is there any issue with the horizontal joint of the sheathing occurring at the floor truss space, as long as blocking is provided between the trusses at the joint? This would be for 4'x8' sheets oriented horizontally. I have seen where some...
Can anyone clarify the difference between gypsum wallbaord and gypsum sheathing board as indicated in Table 4.3C of the 2015 SDPWS for wood-frame shear walls?
It is not clear to me why these are two separate categories. The descriptions on page 33 indicate the material is per ASTM 1396 for...
I am having trouble finding guidelines for small horizontal, circular openings in reinforced concrete beams. I have a job where this is being requested and need to set some limitations for the architect and MEP consultant. I was hoping ACI would have some guidelines, similar to what AISC has...
I see where most engineers only require wood floor trusses in these type of structures to be designed for 40 psf LL without any explicit consideration for the non-load bearing partition load within residential units. I am aware of the TPI 1 exception that allows non load-bearing partition load...
Are there limitations on fastening thicker cold-formed metal to thinner cold-formed metal using Tek screws (that is, the self-drilling is performed on the side of thicker material)?
For example, can you self-drill a 12 gauge bent plate into a 26 gauge floor deck where the screw is installed...
I've been reviewing different articles and resources regarding the use of joist seat rollover to transfer horizontal forces in joist-framed floors and roofs. On page 35 of the Designing With Vulcraft publication (linked below), it indicates that if sidelap fasteners are required, then a drag...
How is waterproofing normally achieved at form ties in concrete walls? It looks like the ties are typically left to remain in place and you can specify a neoprene washer in the middle, is that right?
I am designing a hurricane shelter and the owner wants concrete on the roof. We are doing 4" normalweight concrete on a vulcraft 1.0C non-composite 22 gage form deck over open web steel joists at 2'-0" on center. I need to find some way to positively secure the concrete to the metal deck for...
Anybody know what the floor deflection criteria should be (if any) at the entrance of elevators at elevated floors?
I have a project where the elevator entrance is located near the mid-span of a floor beam that is spanning 43 feet into a girder with a 24 foot span. I am starting to get...
How do you typically account for seismic force associated with interior partitions on a one-story building? The interior partitions are gravity supported by the ground floor, but typically require some attachment to the roof for lateral stability. So it seems like I should assume half of the...
