I was looking through Hilti Masonry Anchor Design Guide and saw they are using ACI318 to design their anchors to masonry with a few modifications.
https://www.hilti.com/content/dam/urgent-folder/w1/pdf/tech-guides/AC%2058_Anchor%20Design%20Guide.pdf
This is my first time seeing it designed...
I came across an old early 1900 home, The basement wall is made from Terra Cotta. (I have looked around and perhaps it's called "Structural Clay tile"?)
The issue is it's bowed inward. I'm not familiar with Terra Cotta basement foundation, especially bowed inward. I am looking for guidance...
Designing a multistory Strap brace. When a track is in compression and the web of the track is connected to the diaphragm with studs spaced @ 24” o.c. does the track have to be designed for compression for the full length or can it at a shorter length? Example, in the attached picture, if he...
The company I work at we designed a steel building, and we are the EOR. We got the shop drawings for the steel building, but no calculation package. In our general notes we have the language of the details being standard details, and they need to have an engineer to design the connections. We...
I have a wood structure that has walls on 3 sides, I am designing it as a cantilever "Open Front Structure", it's open without any store front windows at the front end, so it's a partially enclosed structure. I usually do these by hand, but for this particular one, I wonder if the dimensions are...
We had a call today from a contractor that asked if we could provide a report that addressed the city concerns and provide repairs. During the call, I mentioned that if we see other structural issues that were not noted by the city, we will have to note them down on the report too. Contractor...
I want some opinions on this truss. It's an existing residential cathedral truss that spans only 30 feet. I am 99% sure that the reactions are on the outsides only, especially 30 feet isn't that long for a truss to span to both of its ends. The part I am unsure of is because of a vertical web...
I have been looking around and couldn't find a specific example or explanation of why this is happening, My situation is I am analyzing an existing 12" non reinforced masonry wall in both strength and stress method for shear.
The wall is a 12" unreinforced masonry structure that has a height...
I have a situation i am not too sure on what to do. I have an existing non-reinforced Masonry wall that is insulated. The new roof is causing a bit of uplift on the wall(changed style and orientation) Thus i have to reinforce it. Originally, we specified to grout and reinforce the wall. Now we...
This is more of a discussion coming out of frustration and also trying to get a clear understanding. Have our company standards been conservative all this time?
I think the new Code books that roll out should specify Tile deflection. In a majority of firms that i worked at, we use L/480 for...
All,
We are in a bit of a situation where we have an existing building with conduits below where we have to design a footing with a decent size loading(see pic below). Even if we try moving the column around, it won’t make a difference since there are conduits all over the ground. Moving the...
My question is regarding point load transfer with a distributed load and a notch. I also drew an image. see below
A quick description
Working on a custom home. Stuck with this layout so cannot add or remove shear walls/beams columns.
1. Blue walls are first floor shear walls.
2. Green wall is...
I have a manufacture building that spans about 107'x75'. It used to have a steel roof, spanning the 107' (partition wall in the center).. burned down, and they ended up going with Gable wood trusses. The wood trusses are spanning the 75' length, peak at gable height is 18 feet, the wall height...
In the IRC There are limits that we are required to meet for wood shear walls.
One of the limits listed on Figure R602.10.2.2 "Location of Braced Wall Panels" requires a 10'-0" Max from corners and a 20'-0" max between shear walls.
Another limit is R602.10.2.3. which is to have 2 braced walls...
Hi all,
I was wondering if we have a steel W-shape collector(edge beam of roof) that transfers to a CMU bond beam corner. How would we design/detail it? My thought is the typical steel plate with studs into a bond beam and weld the collector onto the plate. So if it's 10kips horizontal load, we...
When is it okay to ignore eccentric loads on strip footings with stem walls. I am told at the office to include overturning, but it seems way too conservative and unnecessary.
Here is a scenario, I have a footing with a 13" wide stem wall. See pic below. Hypothetically, if that stem wall is...
I have a project that has a cantilever 2nd floor that extends 4'-0" as shown below. There is a distributed point load at the ends with dead load from a wall and portions of the roof above.
I want to see if I have the right assumptions on what to do. in steps
1. Design a shear wall with straps...
I think both software’s have the option of including or ignoring eccentricities. But I am using Risa connection.
So I have connections with shear and axial(+/-) forces at 3 column moment frames. The shear is from the 2nd floor loads and majority of the Axial is from the wind.
Each HSS column...
This is one of those projects that I need major opinions on.
I have a Mezz. that will be considered a "stage floor" that will only be supported by 1 Beam. This beam will be an HSS member which will be supported by girders that are also HSS and HSS columns. the cantilever beams might be tapered...
One thing I don't understand and need a little input. When we have a steel building with end beams being W-shape but interior beams being Web Joists (see vulcraft pic below). When I see this type of bridging shown below. I get a little confused about something. To break my question into 2 parts...
