I modeled a 5x5 tubular column as plates. I'd like to change it to a 6x6. Is there a fast way to do this without having to change each and every node? Theres alot of nodes...
Agree, I think thats a reasonable conservative way to approach the situation. Thanks for the tip. Won't have much capacity that way but I can't think of a better way to approach it.
Leads me to wonder if it'd be possible to use some #6 bar, thread the top few inches and see if it can be...
Hi all,
Realize this has been discussed before, I reviewed the threads and can't seem to find a clear answer to this question.
In the case where one has a base plate supported by anchor bolts and leveling nuts lets say the assembly is sitting on an 18" thick footing. Anchor bolts are...
Thanks Josh and JAE.
Actually, now that I think about it thats kind of funny...finite element analysis by using large elements! It does seem a little incompatable.
I made the changes, an updated model is attached.
X and Z reactions I get since there are forces and moments applied that would...
There we go, just missed the final click looks like...http://files.engineering.com/getfile.aspx?folder=6f1c0db5-bcfb-418f-8839-96d13d330fd4&file=D-3052_Single_Pedestal_Bus_Support-plates.r3d
I've got a RISA 3d model built up. Used plates, its a pretty simple little support I probably missing something simple.
All the forces are in the X direction, vertical axis is the Z axis.
I have what is basically a column sitting on a plate with 4 pin nodes. I was expecting to see equal (or...
Thanks for the replies.
Regarding an H20 truck jumping the sidewalk...the 300 psf load is based on a fixed distance of 6' between the tires and the wall.
If a 16 kip point load is placed 1' away from the wall the load goes up pretty substantially. The 300 psf surcharge will not account for...
Hello all,
I've got a 12' retaining wall that I'm working on for a subdevelopment. There will be sidewalk right next to it along with curb and gutter and then a road.
For H20 loading at a 6' distance if one goes through the California Trench and Shore manual, analysis as point loads comes out...
Hi Chip,
I think so....It looks similar to the numbers I'd run, only a little slicker where you solved for As directly where I was doing iteration type stuff.
Seems to confirm the requirement, pretty darn tight spacing!
Thanks really appreciate the reply, helps me feel better about the end...
JAE, much appreciate the reply.
It is an oddball sort of thing since seems to me its about 90% geotechnical and 10% structrual.
I think you are probably referring to ACI 336.3R-93, I grabbed a copy of that a while ago. Its somewhat helpful but more of a pointer than a guide.
Under...
So I think I took another step in figuring this out...
Its a volumetric comparison so you have to assume something for the length of the shaft as well...so cut and pasting from above...
A = 1385
V = 8312.4
Ps = 0.008
Steel Area req'd = 66.5
So with a #4...
C=pi*d=3.14*42=131.88
Area #4 = 0.2...
I'm attempting to wrap up my design on a drilled shaft in an SDC D design area.
Its a 48" diameter shaft pretty much everything is done aside from fishing through Ch 21...I'm finding this section a little difficult to interpret so I want to make sure I'm doing it correctly.
For background...
Think I posted this in the wrong forum the first time...maybe someone here has some comments?
I had a question regarding the placement of some questionable concrete.
I was on a jobsite in the middle of a slough where the contractor was placing a pedestal that sits on top of a pile cap...
Hello all,
I had a question regarding the placement of some questionable concrete.
I was on a jobsite in the middle of a slough where the contractor was placing a pedestal that sits on top of a pile cap.
The concrete mix was delivered on site around 11:00. The specs stated the slump was...
I've done some of this non-building structure stuff only from the civil-structural side though.
Are you designing the mechanical components to meet a wind/seismic event? Or is this intended for anchorage?
I only have the 7-05 on me but I'd guess seismic coeff for mechanical/electrical...
Yeah, I agree. Its best to use the most applicable design within the code. However, sometimes this is not very clear on which direction one should take.
I actually re-ran the numbers using the free standing wall from ASCE. The applied load actually came out lower than the other two. 876 lbs...
Sounds more accurate, where do I look for a reference to find the period based on a uniformly distributed load for a cantilever?
I could use 6-20. I'd have to use 6.5.14 in lieu of 6.5.15 but thats doable too.
Rather G = 0.85...Cf I still need to figure out.
ASCE states to use figs 6-21 through 6-23 for Cf. This is a slatted fence.
To be an open sign at least 30% of the area should be open, in a slatted fence its more like 90% is not open. So I would say 6-22 is no good.
A fence is most...
Okay...so to get the period, I see ASCE 12.8.2.1 for an approximate period.
So...Ta = Ct*Hn^x = 0.02*7^0.75 = 0.086
then v = 1/T = 1/0.086 = 11.63 Hz
So, looking at that (I misspoke earlier per ASCE 6.2 of its greater than 1 Hz you can consider it rigid) I agree with UcfSE that for GCf just...
