I would be interested to see a compilation of all of these modeling results as well as a comparison of model results to aisc calculation results for the same scenarios...
So I just ran several scenarios in Risa Connection for a beam to column extended end plate moment connection. Risa checks for prying of the column flange if it is thin and it checks for prying of the end plate if it is thin. If both exhibit prying behavior it takes the worst case prying force...
Here's how I'm looking at this... I'm going to break it down into steps...
first lets look at the basic tee condition presented in AISC (assumes the tee is prying against a rigid wall or member...)
Every force has to have an equal and opposite reaction for equilibrium, so let's break this up...
Wow, very thankful for the responses, I do appreciate the input. It's seems there are a wide variety of opinions on the matter.
Maybe I can simplify this question. Let's assume there's no moment being transferred. Both beams are the same size and have the same bolt gage. I want to calculate...
Lets say you have two intersecting beams bolted flange to flange, where the upper beam is supporting the lower beam. You check prying for both beams, and both have resulting prying forces due to their thin flanges... Would the prying forces for both beams be additive to bolt tension? Or would...
My employer wants to support a catwalk end with a caged ladder.
On past projects requiring ladders for maintenance access, I have always independently supported catwalks/platforms and attached the ladder to the catwalk such that the ladder itself is not supporting the catwalk or platform.
In...
Thanks again ProgrammingPE, that is how I have always done these checks based on examples from a more experienced engineer, but I never could quite pin down all of the reasons and code references. That's what had me going thru all of the pertaining sections of the code yesterday and getting...
Thanks ProgrammingPE, that's helpful.
So for infinite fatigue life... the threshold stress range specified in appendix 3 (7 ksi) is the allowable stress range for Cyclic Stress, while the stress listed in RCSC Table 5.2 (31 ksi for 500,000 cycles or more) is the max stress allowed from total...
Application: Fully Pre-tensioned Bolts subject to tensile cyclical loads. I am looking specifically at AISC 360-10 today since that is the edition I have at the office (I have 360-15 at home), although I think 360-15 is similar.
Appendix 3, section 3.4, states "For joints in which the...
Further to this topic, do you include shear lag when calculating fatigue capacity of a bolted tensile member? Per section 2.2 and 2.3 in Table A-3.1, it just refers to net section, not effective net section. Obviously in the case of section 2.1, you are simply looking at gross cross section.
I'm looking for opinions on whether or not bolted tension members that see cyclic load can use snug tight bolts (bearing type connection). In this case, lets consider an angle tension hanger with a bolted connection (bolts in shear) that supports a piece of equipment that sees some cyclic load...
BlueBeam is hands down the best I've used. I only used it for about 7 months, but all of the quick commands are great. You can almost draw in it like autocad. Typing "L" starts the line tool, "R" starts a rectangle, etc.... there is a snapshot tool that snapshots anything in your pdf and you...
And here is an actual picture of the connectionhttps://files.engineering.com/getfile.aspx?folder=c0863933-479d-471a-898a-dd2bdc2ec549&file=IMG_20190609_152301285.jpg
Attached is a screen shot of the connection at the top of the posthttps://files.engineering.com/getfile.aspx?folder=7dce5cfb-6caf-4af4-9dd1-15134da66152&file=Connection.JPG
I have a situation where I am being asked to remove (or relocate) several column posts from a mezzanine in an industrial plant setting. The mezzanine is made up of posts from the floor at about 25 foot spacing in both directions. The Building Columns are at 50 foot spacing in both directions...
In the automotive assembly world, it's pretty (very) common to install mezzanine columns on slab on grade, although it is typically reinforced. That being said, the live load is generally far less than 125 psf. Maybe you can design the structure and provide the reactions for the columns. And...
There may be some useful guidelines for open bottom tank foundation design in API 650 or AWWA D100.
Are you using some kind of liner? How is the tank wall sealed where it meets the foundation? You should probably consider water stop at the turned up perimeter (I'm assuming the base slab...
I'm not sure the reason you are needing preliminary member sizes, but a lot of PEMB manufacturers don't give that much detailed information with their bids, especially if it is at a preliminary/budgetary level, and not a bid for a real project. They will however usually give you a price to...
Here's another reference. This is a powerpoint presentation from a seminar I went to. If you read through it, they give some rules of thumb for weight and dimensions.https://files.engineering.com/getfile.aspx?folder=6cc7df2f-ded9-4daa-82bd-90f103fa83c4&file=Dynamic_Foundations_presentation.pdf
