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  1. WBUW

    RISA Mass Node changes

    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...
  2. WBUW

    Base Plate no grout - method of failure

    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...
  3. WBUW

    Base Plate no grout - method of failure

    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...
  4. WBUW

    RISA Common Errors...

    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...
  5. WBUW

    RISA Common Errors...

    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
  6. WBUW

    RISA Common Errors...

    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...
  7. WBUW

    Retaining Wall Surcharge Loading

    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...
  8. WBUW

    Retaining Wall Surcharge Loading

    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...
  9. WBUW

    ACI 318-08 21.6.4.4

    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...
  10. WBUW

    ACI 318-08 21.6.4.4

    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...
  11. WBUW

    ACI 318-08 21.6.4.4

    ...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 Ps = 0.2 inches^2 * 131.88 inches = 26.38 << 66.5 hence NG At 4" OC and #5 ties... So with a #5...
  12. WBUW

    ACI 318-08 21.6.4.4

    ...make sure I'm doing it correctly. For background Shaft is 48" diameter Ties are 60 ksi #4 Verts are 60 ksi #10 So eqn 21-3 specifies: Ps = 0.12*f'c/fyt Ps = 0.008 Ps is defined as the ratio of volume of spiral reinforcement to total volume of core confined by the spiral (21.6.4.4 a calls...
  13. WBUW

    Concrete Placement

    ...possibly? Anyway that seemed to stiffen the mix up a little bit then they re-tested again...slumped at 9" and air content was around 7.5%. I *think* they then proceeded to call the engineer and tell them the results...I don't know if they told them about stopping the agitator on the truck...
  14. WBUW

    Questionable Concrete

    ...possibly? Anyway that seemed to stiffen the mix up a little bit then they re-tested again...slumped at 9" and air content was around 7.5%. I *think* they then proceeded to call the engineer and tell them the results...I don't know if they told them about stopping the agitator on the...
  15. WBUW

    How do I determine if a footing is reinforced?

    Also a pachometer, ground penetrating radar or x-ray...if you are still thinking about it. pachometer is the cheapest
  16. WBUW

    Calculating Seismic NonBuilding Component-ASCE 7-02, 9.14

    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...
  17. WBUW

    ASCE7-05 Gust effect

    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...
  18. WBUW

    ASCE7-05 Gust effect

    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.
  19. WBUW

    ASCE7-05 Gust effect

    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...
  20. WBUW

    ASCE7-05 Gust effect

    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...

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