<html><head></head><body><div class="ydp151899e0yahoo-style-wrap" style="font-family:Arial, Helvetica, sans-serif;font-size:16px;"><div><div dir="ltr" data-setdir="false">Maybe he read it wrong and it was 200 not 20???<br></div><div><br></div><div class="ydp151899e0signature"><i><b>Don Earl<br></b>etcp rigger arena & theatre #43 & electrician #206 <b><br></b></i>609 965-6900 X11<i><b>4<br>EGI Productions<br></b>1648 White Horse Pike, Egg Harbor City, NJ 08215<b><br></b>www.egipro.com<b><br></b></i></div></div>
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On Monday, June 2, 2025 at 03:10:41 PM EDT, Bill Conner via Stagecraft <stagecraft@theatrical.net> wrote:
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<div><div id="ydpec900ebbyiv6466577232"><div><div dir="ltr">On projects I consult on, I provide loading to the structural engineer - loading bridge, loft and head block steel, etc. I usually base it on every arbor that will fit being installed and the max weight - all arbors full. Recent HS project with 33 sets that was around 45,000 pounds or just under 200 psf. (I like wide loading bridges.)<div><br clear="none"></div><div>It's definitely a problem when people designing theatres don't know crap about them.</div><div><br clear="none"></div><div>But I'm a little shocked by 20 psf when a lighting catwalk is usually designed for 40 psf. I don't see how someone can be allowed to walk on it. Doesn't make sense.</div><div><br clear="none"></div><div>Got a picture? Span from proscenium wall to upstage wall or hung from roof steel?</div><div><br clear="none"></div><div>In my experience, asking an engineer if it will hold X amount of weight is usually more successful than asking how much it will hold. Of course then if no, ask what to do to get it there.</div><div><br clear="none"></div><div>Generally codes have not provided design loads for equipment of any sort, rigging or otherwise. Too much variability. It really should be designed for the project. If you write the codes for know nothings, it just gets harder for those that do know.</div><div><br clear="none"></div><div>Bill </div><div><br clear="none"></div><div><br clear="none"></div></div><br clear="none"><div class="ydpec900ebbyiv6466577232gmail_quote ydpec900ebbyiv6466577232gmail_quote_container"><div id="ydpec900ebbyiv6466577232yqt80342" class="ydpec900ebbyiv6466577232yqt0680962408"><div dir="ltr" class="ydpec900ebbyiv6466577232gmail_attr">On Mon, Jun 2, 2025 at 1:09 PM Will Leonard via Stagecraft <<a shape="rect" href="mailto:stagecraft@theatrical.net" rel="nofollow" target="_blank">stagecraft@theatrical.net</a>> wrote:<br clear="none"></div><blockquote style="margin:0px 0px 0px 0.8ex;border-left:1px solid rgb(204,204,204);padding-left:1ex;" class="ydpec900ebbyiv6466577232gmail_quote"><div dir="ltr"><div>Howdy,</div><div><br clear="none"></div><div>We are doing an install on a building that was built in 1976 & I need some information from the experts on the List:</div><div><br clear="none"></div><div> With this project, we are having to work with an Architectural Firm who has no theater experience. We are having to explain to them how things are actually work/are used, which is not a problem because this is very common as we deal with remodels, etc.</div><div><br clear="none"></div><div>However, they are trying to tell us that the loading bridge is only designed for a Live Load of 20psf. This means that 1- we cannot build a scaffolding to reinforce the head steel (as they are requiring) but also that 2- the bridge cannot have the stage weights stacked on it as it was (& has been since the building first opened). </div><div><br clear="none"></div><div>What I am looking for is if someone can quote (or direct me to where I can find) documentation that the building codes of the 1970s required Live Load ratings (150 psf? like the stage floor). I don't want the client to not be able to use their newly installed counterweight system because of incorrect information, so I reach out to the group to see if I am crazy.</div><div><br clear="none"></div><div>Let me know what you think (dangerous request I know) ;) </div><div><div dir="ltr" class="ydpec900ebbyiv6466577232gmail_signature"><div dir="ltr">- Will Leonard<div>Design Manager<br clear="none"><div><div>C: 281-752-1060</div><div><br clear="none"></div></div></div></div></div></div><div title="User signature"><table style="font-family:Helvetica, Arial, sans-serif;line-height:0px;font-size:1px;padding:0px;border-spacing:0px;margin:0px;border-collapse:collapse;text-align:left;" cellspacing="0" cellpadding="0" border="0"><tbody></tbody></table> </div><br clear="none"><br clear="none"></div>
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</blockquote></div></div><div><br clear="all"></div><div><br clear="none"></div><span class="ydpec900ebbyiv6466577232gmail_signature_prefix">-- </span><br clear="none"><div dir="ltr" class="ydpec900ebbyiv6466577232gmail_signature">Bill Conner Fellow of the ASTC</div>
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