Return to index: [Subject] [Thread] [Date] [Author]

Re: elevator hoist beam

[Subject Prev][Subject Next][Thread Prev][Thread Next]
I have the same question before, here are the response that I got from the
elevator contractor:
You need two reaction force at the elevator pit: the R5(cage site
reaction),R6(CWT side reaction)

Cage Weight,Wc & Load Weight,Wl
People                         6     8      9  10   11   12   13     15
17
      Cage Weight (kg) 750 780 800 840 870 900 930 1040 1300
      Load Weight (kg) 450 550 600 700 750 800 900 1000 1150

Buffer Ramp,S
      Speed (m/min)  60   90-105   120      150     180      210     240
      Ramp(m)   0.102     0.212  0.27   0.425  0.608   0.828  1.081


This is my calculation example:
Reaction force
2.1 Reaction design data
     Buffer Type:Actuator
     Cage Weifht, Wc=   1300 kg
     Load Weight, Wl=   1150 kg
     Buffer Ramp,S=   0.212 m
     V=1.4Vd=    2.45  m/sec   ,Vd=design speed
2.2 Cage Side Reaction, R5
     W=Wc+Wl=    2450  kg
     R5=2W(1+V^2/(2gS))=   11978  kg, g=9.8m/sec2
2.3 CWT Side Reaction, R6
     W=Wc+Wl/2=    1875  kg
     R6=2W(1+V^2/(2gS))=   9167  kg, g=9.8m/sec2

Hope this will help.

Jeng-Wei Li,SE


----- Original Message -----
From: "Daryl Richardson" <h.d.richardson(--nospam--at)shaw.ca>
To: <seaint(--nospam--at)seaint.org>
Sent: Friday, February 01, 2002 12:50 AM
Subject: Re: elevator hoist beam


> David,
>
> You had better talk to the elevator supplier.  5 kips might be a bit
> light for some elevators.
>
> Regards,
>
> H. Daryl Richardson
>
> David Adie wrote:
> >
> > does anyone know of a good design reference for elevator hoist beams?
> >
> > my superior told me to load a simple span beam with a 5 kip point load
> > applied at the middle.  is that about it or is there more involved?
> >
> > tia
> >
> > ******* ****** ******* ******** ******* ******* ******* ***
> > *   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
> > *
> > *   This email was sent to you via Structural Engineers
> > *   Association of Southern California (SEAOSC) server. To
> > *   subscribe (no fee) or UnSubscribe, please go to:
> > *
> > *   http://www.seaint.org/sealist1.asp
> > *
> > *   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
> > *   send to the list is public domain and may be re-posted
> > *   without your permission. Make sure you visit our web
> > *   site at: http://www.seaint.org
> > ******* ****** ****** ****** ******* ****** ****** ********
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
> *
> *   This email was sent to you via Structural Engineers
> *   Association of Southern California (SEAOSC) server. To
> *   subscribe (no fee) or UnSubscribe, please go to:
> *
> *   http://www.seaint.org/sealist1.asp
> *
> *   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
> *   send to the list is public domain and may be re-posted
> *   without your permission. Make sure you visit our web
> *   site at: http://www.seaint.org
> ******* ****** ****** ****** ******* ****** ****** ********




******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted
*   without your permission. Make sure you visit our web
*   site at: http://www.seaint.org
******* ****** ****** ****** ******* ****** ****** ********