Tilt Panel Point load
Tilt Panel Point load
(OP)
I’m designing some tilt up wall panels using design charts (recommended practice design of tilt up concrete wall panels by concrete institute of Australia). The wall panel is shown on the diagram.
The panel is not supported by a footing along its whole length because of protruding pads from the neighbouring building (the client owns the neighbouring building also).
My question is would the load distribution at panel mid height from the point load be either AC or just BC (on the diagram). I’ve been debating this and my feeling is that it is AC. But I’m up to any comments on this.
The panel is not supported by a footing along its whole length because of protruding pads from the neighbouring building (the client owns the neighbouring building also).
My question is would the load distribution at panel mid height from the point load be either AC or just BC (on the diagram). I’ve been debating this and my feeling is that it is AC. But I’m up to any comments on this.






RE: Tilt Panel Point load
My suggestion to you is..."stop using abbreviations which nobody but you understands".
BA
RE: Tilt Panel Point load
The point load is distributed at an angle in accordance with the dashed lines to either AC or BC so that a force per unit width can be evaluated.
I dont see this as being all that hard to follow. If you do not have any constructive comments then I suggest you skip this post.
RE: Tilt Panel Point load
I did look at the diagram attached, but I missed the letters because they were written in text a little smaller than my eyesight is accustomed to reading. Now that I see the text, I am wondering why you would even consider the point load spread over the length BC or, for that matter AC, because there is clearly an eccentricity involved.
I find your last comment truly offensive. My only constructive comment to you is that if you want an answer to your question, try applying simple statics.
BA
RE: Tilt Panel Point load
before we can establish distribution we need to figure out how this is working.
i see a few options.
1. connect the walls sufficently such that they form a beam that spans the footing.
2. the tilt panel is connected sufficently to the footing such that it can handle the both the tension and compression created by the eccentricty.
i would prefer bc for option 2.
http://www.nceng.com.au/
"Programming today is a race between software engineers striving to build bigger and better idiot-proof programs, and the Universe trying to produce bigger and better idiots. So far, the Universe is winning."
RE: Tilt Panel Point load
I do have alot of respect for most comments you make in these posts but I was surprised by your comment to this one.
I was also very offended by your first response and my reaction was spontanious.
The dotted lines shown on the panels are assumed load dispertion (or distribution)lines of the point load from one end of the panel to the base. If the panel was supported by the strip footing along its entire length then the dispertion lines would be such that the load/unit length would be calculated from length AC.
However the panel is not supported along its entire length as there is a gap because of a protruding pad footing from the building adjacent. So the dispertion line of the point load may not intersect the panel at mid height for the length AC maybe it would be BC. If it is BC then load/unit length is greater than for distance AC.
WHY WOULD YOU THINK SIMPLE STATICS WOULD GIVE AN ANSWER, WHEN THE PROBLEM IS HIGHLY STATICALLY INDETERMINATE ?
RE: Tilt Panel Point load
http://www.nceng.com.au/
"Programming today is a race between software engineers striving to build bigger and better idiot-proof programs, and the Universe trying to produce bigger and better idiots. So far, the Universe is winning."
RE: Tilt Panel Point load
RE: Tilt Panel Point load
http://www.nceng.com.au/
"Programming today is a race between software engineers striving to build bigger and better idiot-proof programs, and the Universe trying to produce bigger and better idiots. So far, the Universe is winning."
RE: Tilt Panel Point load
Its all compression.
RE: Tilt Panel Point load
My comment yesterday was off base. I apologize.
BA
RE: Tilt Panel Point load
RE: Tilt Panel Point load
RE: Tilt Panel Point load
Apology accepted. Please accept my counter apology.
Your comments are always welcomed.
RE: Tilt Panel Point load
Regardless of the math working, I feel like I'd want good restraint at a panel corner/edge if at all possible.
RE: Tilt Panel Point load
Thanks. I am not familiar with this method of analyzing wall panels, so I think I will just fold my tent and gently steal away.
BA
RE: Tilt Panel Point load
RE: Tilt Panel Point load
RE: Tilt Panel Point load
The design method I’m adopting is Titled Recommended Practice Design of Tilt up concrete Wall panels by Concrete Institute of Australia. The method involves calculating the effective width of the panel for beam point load by dispersing from the point load at 30 degrees on both sides and finding the intersection points with a horizontal line at mid height of the panel.
When the width is calculated then work out the load /unit width and Moment/unit width due to eccentricity of the beam reaction and go to charts to check thickness and reinforcement.
See typical diagram and charts in illustration.
Ztengguy I think you know what I’m talking about and I like your answer which was sort of what I had in mind since the reaction at the base would be at a 30 degree angle outwards also.
TLHS the bridging beam is a good idea but I don’t know If I have enough depth.
Does anyone use this method ? Does anyone have any other references or methods ?
RE: Tilt Panel Point load
RE: Tilt Panel Point load
Yes the bending moment is traverse to the plane of the wall and its the moment due to the load eccentricity acting on the effective width of the panel.
As far as I can see the charts are only good for downward (DL & LL) case.
Have you come across this publication ?
RE: Tilt Panel Point load