Thanks for the quick reply.
1. Okay i got it. That's why i'm a bit in doubt with the design example in question because it divide the load equally to every wheel point of the crane (that's 2 x 2, 2 wheels on each end). I agree with your "100%" take as a conservative approach.
2. I'm aware the...
Hi,
I Initially searched for a topic related to my question (this exact question has been asked before), but it is closed now. So, i decided to create a new one.
Here's the question. In AISC Design guide 7 Industrial Building Design 3rd edition, about design of crane runway girder example...
@1503-44
And? I'm aware of this. Why i said linear comes from the result from Mononobe theory itself. Please read again this passage
"if this rain extend for 24 hour then the amount of rain is 0.042 x 24 = ~ 1".
If 0.042 is a peak value, then the R24 can't be unity (1), it'll fall below that...
HI!
This is probably just a simple question.
I have a question, i hope someone has the answer quickly
in mononobe rain intensity equation, we have I = R24/24 x (24/t)^ (2/3)
if i take R24= 1 unity, i have an intensity of 0.347 R24 if duration of rain is 1 hour and 0.042 if duration of rain is...
Hi,
I am simply thinking of the factor ns in the calculation of resistance limit in AISC J.3.8 slip-critical bolt for high strength bolts.
As one of the factor for determining the value R, ns or number of slip planes (in some articles it is mentioned as equal to shear planes), is a significant...
Aeolian,
Really late response. But thanks for the explanation. I didn't see the positive negative sign before. So the limitation is -30 degree. For bigger negative slope, it is considered near flat so no need to calculate for thickness of wall (if wall is even required).
thread507-297453
Hi,
I'm referring to the old there above,
Still referring to ACI 318-05 appendix D. Sure there's a new one, but let's just say i can not access the 08 version (or even newer one, if it does exist).
So i'm still confuse with the formula in ACI D.5.4.2, which says, as below...
Aeolian,
Thanks!
I have found your recommendation, and at a glance it's quite a handy complete handbook. Lots of graphics etc.
Anyway, i still can't find the graphic for sloping wall surface lateral pressure. There are some, but the slope is in reverse side, rather than the slope that i want...
Hi,
I'm curious about soil pressure design for V-ditches.
What i have been thinking is that there must be a difference for lateral soil pressure if the surface is sloped than when it is vertical (no slope).
This thinking of V-ditches should not be a concern if you are imagining sideway ditches...
SteelPE,
no, no, i already remembered about the sudden change (it's a point moment, point force hence sudden drop). How the heck could i miss that? Of course your diagram is true. I don't do much of this kind of thing anymore since university. By the way, the new diagram is not new. I only scan...
Now if the combined moment shape should look like the one that you sent, that means in my previous attached drawing (re-attach below for scanned, better quality drawing), my assumption of normal condition (normal operation vertical load) is false. Because if it is true, then the combined moment...
Thanks SteelPE :D
Now i see why it is being called bow-tie. But its different from what i am expecting. Actually my diagram is not far from what you shown, but mine didn't have sudden drop (change of sign) at the point of application of conc moment (it's like the drop in shear diagram?). Maybe...
Wait a minute. How to merge or edit a post?? Im new to this forum, so pardon me for multiple reply.
Sorry, i misinterpret the bow-tie shape. Now i think it is different with my understanding of moment diagram, but i still think that my assumption is the correct one. How could the moment at the...
To further explaining, actually my objective here is to know in what part of section should rebar lap splice be placed. So it would not be placed at the section with maximum tension but at minimum tension.
Sorry, perhaps i wrote it falsely.
Of course in one section when there is negative moment at one side (whether it is top or bottom), there is always going to be positive moment at the other side, and so does the opposite.
But from what i learned is that moment diagram only show the tension...
