The Bluebeam "REVU eXtreme" version does multiple page or multiple document digital signatures, and can also apply the PE stamp/date to each sheet, flatten, and then apply the dig sig at one time - its set up for this. Batch > Sign&Seal. I haven't wet stamped anything in a couple years now...
Thank you Ingenuity and SRE, that is an excellent reference and will go on my bookshelf.
For this problem, I neglected to add that these are very long runways, total crane runway lengths exceed 1000ft. So I cannot account for any torsional resistance at the extreme ends, as it would be...
I am having trouble determining the proper unbraced length to use for a bottom running crane runway.
I am looking at basically two types: continuous runway with top flange hanger supports at 25ft oc, and 50ft runways (2 span continuous) with top flange hanger supports at 25ft.
Runways are...
WOW.
So I'm not the only one.
Logged in to transmit a record to a new state 7 weeks ago and found they had made a few changes :)
Went through the process of transferring the info from my legacy record. Waited, logged in three weeks later and it all looked good. Looked like everything was up...
I'm designing pile fdns for a large conveyor system (150'-175' high towers by others). Soil site class F, high seismic area. In reviewing ASCE 7, I am not sure if the towers need to be designed with dynamic modeling, or can ELF be used? The period is less than 3.5Ts, but given that the towers...
Have you looked at the ICC report? The report for the RE-500 SD lists addresses concrete breakout.
Also, can you use RE-500 and not RE-500 SD under your building code?
Yes. Another thing, as I understand it, some of the SE3 stuff from the CA and WA exams will be included. Has to be if the states are going to accept the new exams in lieu of the SE2 and SE3.
So I would imagine they are new and more difficult. We will see, I will be sitting for them next april.
WillisV- thanks for the clarification, good catch. I went to a seminar a few months ago on the changes (before the announcment came out) and though it was different.
I wonder what OR and CA will do.....
ToadJones,
You can get concrete bending and shear stresses directly from staad. Report - plate results - plate stresses. On simple mats or footings you can do a quick hand check pretty easily on some stuff to see if it makes sense. On large combined mats it's really hard to determine the...
cileng - I'm not sure, the numbers come from the geotech.
Fattdad, If you can find the citation, I would appreciate it.
I finished the project, and basicly just checked the bearing pressure under the ringwall at full water condition, and compared it to the pressure under the tank. It was...
to clarify. The SE3 is going away in WA. Next year there will only be the (new and different) SE1 and SE2. So you wont be able to try the SE3 the next year, and you have to re-take the SE2.
I do all the load combs in staad, thats the beauty of it, its so easy to just run them all. You can print out pictures with the base pressures to include in your calcs. Once you get used to it, I think staad is pretty good for mat fdn design, and I prefer it over PCA mats or similar.
I do an...
Here is an example from a past project. My primary lateral load cases did not include dead loads. all primary load cases converge.
SUPPORTS
xx TO xx PLATE MAT DIRECT Y SUBGRADE xx PRINT COMPRESSION
LOAD 1 LOADTYPE Dead TITLE DEAD LOAD
MEMBER LOAD
(enter all primary load cases)
PERFORM...
IF your primary load cases dont converge you have a problem, and your fdn is not stable. Not enough DL, or not big enough?
Generally, to run load cases for a fdn with springs, you cannot use load combs. You will have different nodes going into tension (or zero force) for each primary load...
The refresher course introduction generally gives the format. My 2006 notes say the SEIII has three questions each session, one bridge and two building, you can answer any two.
Force distribution- Irregularites, deformation compatibilites, basic dymanics.
Site Effects - Soil structure...
It might not be converging if you have the load combs set up wrong.
Are you using repeat load for the load cases instead of
load combinations?
If you havent already, try a "perform analysis" "change" and "spring compression xx to xx kfy" command directly before you start the repeat load cases.
I was asked to look at something similar recently. I found, with minimal deflections of the top rope (chain in my case), and the #200 point load, the tensile force in the rope and end reaction on the post gets really really big. Maybe you would have enough slack to minimize the force...
