Vehiculat Collision 2

[vooter]

...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.

 

[vooter]

Argh! It should be "vehicular" not "vehiculat"!

 

[SlideRuleEra]

I did some "Data Mining", may be some useful tips here

Design for Vehicular Impact
thread507-23317

http://www.SlideRuleEra.net

 

[JStephen]

Go to

http://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.

 

[vooter]

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.

 

[TFL]

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

 

[vooter]

Right in front of me... Thanks!

 

[MikeT14]

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.

 

[nwm94]

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.