I figured as the load was moved along the length of the rail or began swinging perpendicular to the rail then tractive and/or thrust forces would be generated (albeit small ones).
BA: got the impact factors.
Dave: Nope. I was given the configuration, trolley and hoist dimensions specs and...
Checking my first jib crane setup. Single four-wheel trolley with a hoist rated for 1-ton. Should I apply tractive and side thrust forces along with the vertical load or are those forces (tractive and side thrust) more applicable to heavier bridge crane setups?
Dayton Superior (and others) make good couplers and they are easy to install. Then you don't have to mess with spec'ing A706 for the rebar and deal with the contractor getting A615 "by mistake". Plus worrying about weld quality. If you are dealing with high loads and it sounds like you are...
I had a wall just like this earlier this year, except the cracking had progressed to 3/4" in some locations. I recommended that they demo and rebuild the wall and provided details for that.
a2mfk: I'll bet dollars to dirt that the wall isn't reinforced or even grouted. I definately agree...
chrislaope:
I'd say you are dead on and that is the approach that I settled with...
In my rush to get the thing done I took the ASCE text at face value...reading "largest value" and moving on. I simply hadn't considered the intent of the code.
I agree with slickdeals. You'll probably need to rework at least stiffeners (and maybe the baseplate too) for each column. I would imagine at least as many post-installed anchors as there are anchor rods and you may need to run plates down the sides of the pier with additional post-installed...
Our firm has not performed special inspection services before but we have worked with third-party inspectors before on the projects that we have designed. We do perform regular site visits to follow progress, answer contractor questions and address constructability concerns.
I will say that...
Well, in 15.4.1.1 of ASCE7-05 you get three options for the importance factor and have to choose the highest from the following:
1. Applicable reference document listed in Ch 23.
2. The largest value as selected from Table 11.5-1.
3. As specified elsewhere in chapter 15.
I didn't have any luck...
Yep. It is a loadout bin above a railway. Basically loading coal into rail cars. The more I look at this thing the more I'm thinking of going with nonbuilding NOT similar to a building and looking at Elevated bin/hopper. R=2 and a 1.5 importance factor...should be interesting.
I have a nonbuilding structure that is similar to a bldg. As I look at ASCE7-05 in Table 15.4-1 at the Ordinary steel concentric braced frames I am limited in height to 35' for SDC=D. Just below I note "With permitted height increase" with lower R, Omega and Cd and a height limit of 160ft. My...
Steellion: Indeed, they should be designed by an engineer...just not me necessarily.
JAE: You got me on the CoSP. Its the first place I thought to look since the building is steel framed.
The responsibilty for the design CF studs should be clearly defined in the project agreement (and the...
Well, I guess I've looked at studs that are strictly infill as non-structural components and so they do not fall under our typical scope of work with the Arch. I also read the Code of Standard Practice that way as well, i.e. I don't have to call out stuff that may connect to "my" steel if it is...
Let's say that I've designed a steel framed structure that the Architect has chosen to clad with aluminum panels backed up by cold-formed studs. The structural steel is clearly my responibilty but what about the studs for the cladding? Who's responsibility is it to design the cold-formed stuff...
