Has anyone ever tried turning the alignment chart into an excel spreadsheet that allows direct calculation rather than graphically drawing a line between ΨA, ΨB, and K?
RAM concrete does not automatically account for p-delta in concrete columns. This necessitates a hand calc check on whether...
Does anyone else specify bent plates at live tendon anchors to control blow out during de-tensioning? I proposed it to a demo contractor and they liked the concept. 16" long x 1/8" thick 6063-T6 channel shape bolted top and bottom with total of four HUS-EZ screws. We were going to use ballistic...
I have reviewed related posts but am still unsatisfied. https://www.eng-tips.com/viewthread.cfm?qid=399108
So...what effective length are people using for single angle X-braced frames in R=3 SDC A/B buildings? They are braced at their intersection with a single bolt in an OVS hole. I am not a...
Howdy - I have a crazy job with non-standard pile caps galore. Designing with RAM Concept of which I am very experienced with. Concept does not account for d-regions in concrete design so basic strength design checks tend to place stirrups all over the place in even the most standardized pile...
Not sure how many of you have designed slabs with the Mid-States Filigree system, but something came up that I was not aware of. For those who don't know the system, it is composite CIP concrete on 2" precast prestressed plank. Discrete blocks of insulation are placed on the plank to create...
Who has read this paper? We had a webinar a couple of months ago with Patrick Fortney and it was very enlightening. I have a new 10-story braced frame project starting as I speak and need to fully understand the consequences. After spending a day reading the paper and working through example...
Learning the RISA-Revit link, and I notice that if Revit does not have an equivalent RISA section for a beam/column component (say Aluminum RT8x8x1/4) then it can't replace the component to be changed.
Is there a way to export the RISA section library to load into a Revit component family?
-Mac
I am finding some publications that believe sleeve nuts are easier to install and less expensive than turnbuckles. Also, Portland Bolt indicates turnbuckles are not a stocked item. Obviously if the aesthetics of the turnbuckle are desired, it doesn't matter.
Thoughts?
-Mac
Is anyone aware of any documentation that discusses limitations on the number of dowel fasteners in a given fastener row? Intuitively, there has to be a practical distance by which the fasteners become increasingly ineffective at sharing the force along the row. Of course, there are ways to...
Has anyone else, at one time or another, pulled their hair out trying to develop spreadsheet-based design of aluminum members? The elements of welded aluminum members are the worst! Any good ideas out there? Currently, I am working around a multi-workbook set-up where you progress from general...
I am acting as expert witness to a lawsuit case. The skinny is: A whole lot of termite damage to floor joists occurred, and the contractor elected to notch/trim and splice joists back together in a haphazard manner (trying to avoid relocating mech and electrical work not in his/her scope). It is...
AASHTO T199 has been discontinued for some time due to lack of demand. Does anyone have the pdf of this standard? I feel like it is OK to share since it has been discontinued and can no longer be purchased on their website.
-Mac
Have a job to sign and seal railing manufacturer shop drawings. They have been building these things the same way for years, but the county is becoming very involved in reviewing. Trying to prove that their design works.
Main structural elements (post, etc) are 6061-T6 but they like to use...
I can't seem to get design information for Vescom joists. I spoke with one of the owners and he said that he would send me literature. Never happened.
Does anyone have recent literature?
-Mac
See attached. What are #2 anchors? They certainly don't come with the adjustable insert. I would tend to hook a #3 bar into the insert.
One in the hand is worth two in the bush.http://files.engineering.com/getfile.aspx?folder=b681b10b-350c-474d-89ed-56d0b40c40d6&file=Shelf_angle.pdf
Has anyone become more enlightened regarding this thread? http://www.eng-tips.com/viewthread.cfm?qid=415064
I am struggling to prove that an existing railing embed connection works.
One in the hand is worth two in the bush.
Have existing masonry plank with existing 2" composite concrete topping. There is a crappy asphalt and waterproofing topping above that is going to be removed. We are replacing with a bonded concrete overlay that will end up with an average thickness of about 3.5 inches and a minimum thickness...
See attached. Supporting a timber cross up to the roof. I am concerned about bend radius of the steel wire rope (3/32" diameter 1-9). I know that wire rope capacity can be reduced by too small of a diameter sheave. Would there be similar issues with what I am proposing? I have tried to reach out...
IEBC requires strengthening/replacement for a structural element whose gravity demand is greater than 5-percent (using current codes). Easy enough.
However, I am checking an existing RC beam for shear (new addition loads) and find that Vu is over 75% of phiVc. With (1/2)*phiVc limit in mind...
Is there any guidance somewhere for shear capacities of Wood GWB or WSP shear walls with resilient channels?
"It is imperative Cunth doesn't get his hands on those codes."
