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Vehiculat Collision
2

Vehiculat Collision

Vehiculat Collision

(OP)
...which I have confused with impact loading.

I'm looking for an "equivalent static load" method to determine a load on a wall due to collision with a car, truck or other motorized land vehicle. There's a good method that FHWA/AASHTO has for *vessel* collisions with bridge piers, but I'm interested in coming up with a load that I could apply to the rear wall of a garage or a house near a highway or similar. The AASHTO LRFD manual has some information on "vehicular collision forces" (as opposed to "impact loads") but I couldn't use what they had since it seemed to apply mostly to railings.

Any assistance will be rewarded with my gratitude.

RE: Vehiculat Collision

(OP)
Argh! It should be "vehicular" not "vehiculat"!

RE: Vehiculat Collision

Go to www.jmworks.com, click past the first page and look for "Adler Anti-Ram Wall" at the lower left.  Click on it, and you get a nice video showing how to stop a 65,000 lb truck traveling at 50mph.  It's impressive.

RE: Vehiculat Collision

(OP)
My friends,

Look what I found...

http://www.ndsu.nodak.edu/ndsu/ugpti/MPC_Pubs/html/MPC03-143/index.html

The final Google search string was ""impact duration" vehicle."

The road I went down (pun intended) prior to this amazing find, was to compute the kinetic energy of a vehicle at a low velocity (5 mph). I equated this to the strain energy, 1/2 F X delta, etc.  I really didn't like the approach since I didn't feel comfortable about elastic deformations related to concrete resiliance, etc. (visions of concrete chips flying off the wall are playing in my head - how do I estimate, accurately, reasonably, the chipping forces? Is it really necessary?) I've had a little bit of blast analysis (enough to be dangerous, but not enough need to use it and hence I don't have the edge I need), but since the low-velocity collision isn't "instantaneous," I kept thinking that I was overdoing things.

I also found that AISC Design Guide 18 "Steel-Framed Open-Deck Parking Structures" cites the National Parking Association's recommendation of applying a 10 kip concentrated load 18 inches above the riding surface.

RE: Vehiculat Collision


ASCE 7-02 UNDER LIVE LOADS LISTS 6 KIPS AT 1'-6" WHICH I THINK HAS TO BE FACTORED WITH AN IMPACT FACTOR

RE: Vehiculat Collision

(OP)
Right in front of me... Thanks!

RE: Vehiculat Collision

I agree with TFL.  We've used the 6k @ 18" to design the vehicle barriers on several garages.  I believe that when factored up it equals the AISC's 10k load.

RE: Vehiculat Collision

ASCE7-02 lists the correct design load to use.  However, I recently came across this calculator which allows you to manipulate some variables to arrive at a vehicle collision load.  

http://hyperphysics.phy-astr.gsu.edu/hbase/carcr.html#cc3


I realize this is thread is a few months old, but I hope this helps someone.

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