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RE: Fw: pedestrian bridge

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Just to confuse the issue a little more, AASHTO Section 3.14.1.3 specifies a
live load of 85 psf for pedestrian bridges.  Where maintenance vehicles are
expected, Section 3.14.1.4 says that these should be considered separately
-- an H10 truck (1/2 of an H20) is sometimes used. Caltrans goes further and
specifies that Impact should be included for load group IH with BetaL=1.0
(this is normally 1.67) and, if you happen to have equestrians, Caltrans
specifies that the bridge be checked for an H10 truck.  So, now you have
three loads.  AASHTO/Caltrans includes an impact factor, which might account
for the difference between their 85psf and UBC's 100 psf.


> -----Original Message-----
> From:	Jill T. Shuttleworth, P.E. S.E. [SMTP:andeng(--nospam--at)televar.com]
> Sent:	Thursday, February 25, 1999 8:20 AM
> To:	seaint(--nospam--at)seaint.org
> Subject:	Re: Fw: pedestrian bridge
> 
> The 1997 UBC recommends 100 psf for pedestrian bridges Table 16-A.  In
> Table 16-B Construction walkways are 150 psf.  Does someone know why there
> is a discrepancy in these two loads? 
> 
> Jill T. Shuttleworth, P.E., S.E. 
> Sunnyside, WA 
>   
> 
> prosteel wrote: 
> 
> 	  what live load should be used for a pedestrian bridge spanningup
> to 210 ft. in some cases, light vehichles may pass rauf akbaba
>