Hello all:
We have an argument on Abaqus CAE software, whether it is suitable for structural design/analysis or not.
Basically, we found, for example in a bolt connection, when we design base on AISI standard, the other party using Abaqus CAE software to check will reject the design because...
I would like to get an answer from those who used AWWA code (Factory-Coated Bolted Carbon Steel Tanks for Water Storage) before.
in page 15 of this code, it says:
r = force transmitted by bolt or bolts at the section considered, divided by the tensile force in the member at that section.
My...
There is an argument in our office regarding whether P-Delta analysis is needed. One of my colleague engineer always applies P-Delta analysis in roof beam design, I told him that his conception is wrong, P-Delta analysis is for column/post design, usually under seismic or wind action, not for...
Good morning, Everybody:
Does anybody happen to Possess AWWA Standard or know the water density required for structural design by AWWA Standard? I know it varies with temperature but will not exceed 62.5 pcf and we usually base on 65pcf to design water tank structure. However this water...
Hello everybody,
does any one know the snow rating for Zipcode 28803, Asheville, NC? in my MBS software, ground snow Pg shows 999psf which means need to contact local building official to get the snow rating Pg. However I contacted the local building department and still can not get the snow...
Good morning,
I have a question regarding stamping on drawings of a structural product which will built in another state which I am not registered. The city (the structural product will be built) building official says they accept out of state engineer's stamp, therefore the customer asks me to...
Hi, ladies and gentlemen,
I am trying to figure out how much amount of thickness of a steel sheet will be worn-out by sliding through corn (or Soybean) under certain pressure in an unit time period. For example, a 12g HSS steel sheet withstand continual sliding through corn at 10psi pressure...
I know this topic had been discussed before in this forum by others, but I can not find the original discussed post, so I would rather post my question again.
Please see attached pdf file assuming all ends are pined ends, basically I am trying to find if there is a quick approximate method to...
Good morning everybody,
In wind load calculation for a square trussed tower which supporting a tall casing like structure, when calculating the solid area to gross area ratio (ASCE7 -05 Figure 6-23), do you take the solid area of the casing into account or just consider trussed tower solid...
Hello, everybody.
I am checking some wood floor load capacity and would like to know the properties of I joist.
the mark on the I joist showes:
"Bolsa Casa???? Alexandri 6500S 1.8 Joist ICC ES ESR 1336 CCM 13,300 R BM EWP .007"
the joist is 9.5" depth with tw=3/8", 2.5" Flange with tf=1.25"...
I am still using ASCE7-05, but am trying to begin to shift to ASCE7-10. today I just tested to use ASCE7-10 to calculate wind load on a Risk Category-1 structure. What makes me confused is I found using ASCE7-10 result in a much larger wind load because I have to use ultimate design wind speed...
I am designing a structural steel frame (AISC C Channel Fy=36ksi) which will work under 400---500 F degree. I am trying to find how much yield strength will be reduced under this temperature. Can anybody shed some light on it?
many thanks.
Hi, Gentlemen:
Here is the scenario:
Company "A" sold a structural product to Client "B". Client "B" hired an Eng. firm "C" to design the foundation for this structural product, somehow for some reason, Eng. firm "C" made some mistakes in dimension measurement that the column is now seated on...
Hi, gentleman,
I am a registerd PE in IA, Mn and Mo, and I have NCEES record established, and now my company need me to apply for Ontario, Canada P.Eng. Could anybody please tell me what kind of procedure should I go through? Do I need to take Ontario PE exam? or just send application form and...
I have always had an impression that for a specific project, no matter what Code you are using, the final result designed by the two different Code should not off too far. However recently I am working on a non-building structure design that are not similar to building. I found a surprisingly...
Hi Guys:
I have a short question.
In Foundation Anchor bolt pull out design in seismic zone 0--2B in UBC Code, is it a must that we should use 0.9D-1.0Em, or can we still use 0.9D-1.0E?
Thanks.
Hello guys, I have a simple question for field engineers:
How does concrete people accomplish slab saw cutting in field (such as 10'x10' slab saw cutting specified on drawing)? Do they leave rebar in slab continuous, or the rebar will actually become discontinuous?
We hope the rebar...
For a monument with 3 layers of round plate on top of a column as shown in figure (a) of attached document, when considerring unbalanced snow load, which case do you consider as appropriate? case (b), or case (c)?
i.e. do you consider the unbalanced snow load only on top first layer of the...
I have a question on Base plate Slot Size Limitation for Anchor Bolts.
say for a 1" anchor bolt, AISC-13th, table 14-2 gives a maximum base plate hole diameter= 1 13/16". How about if it is a slot say phi-1.5" by 3", that in short direction it is within the 1 13/16" limitation, but in long...
I have recently done some research and analysis on metal building rigid frame under snow load. I found there are 2 issues which I would like to bring here to discuss with you guys:
1. I understand that AISC-13th does not explicitely require to check the I-Beam web buckling or crippling strength...
