Roof Ponding
Roof Ponding
(OP)
This question has probably been asked before.
I have a roof pitch of 2 degrees.
Roof beam span about 15.6m (48 ft)
Not to keen on camber (as it is very expensive here in Australia !)
Have seen a deflection limit of L/500 to L/600 for a load of Wd + Wwl (where Wwl is load due to water layer L/250 deep)
(Gorenc and Tinyou 5th edition) This is a mighty old textbook still using working stress, but the only guide I can see.
This gives me a pretty big beam.
Anyone have comments or other recent deflection limits for near flat roofs ?
I have a roof pitch of 2 degrees.
Roof beam span about 15.6m (48 ft)
Not to keen on camber (as it is very expensive here in Australia !)
Have seen a deflection limit of L/500 to L/600 for a load of Wd + Wwl (where Wwl is load due to water layer L/250 deep)
(Gorenc and Tinyou 5th edition) This is a mighty old textbook still using working stress, but the only guide I can see.
This gives me a pretty big beam.
Anyone have comments or other recent deflection limits for near flat roofs ?






RE: Roof Ponding
20-30m wide. Also why is ponding considered with Wd (I assume Wd is wind down)? It seems unlikely that wind will "push" the roof down creating a pond and more likely pull the roof up in uplift.
RE: Roof Ponding
As for deflection, stick with typical serviceability based on what is below the roof (ceiling type). L/500 is, in my opinion, much too conservative for roof deflection.
RE: Roof Ponding
http://www.nceng.com.au/
"Programming today is a race between software engineers striving to build bigger and better idiot-proof programs, and the Universe trying to produce bigger and better idiots. So far, the Universe is winning."
RE: Roof Ponding
Roofing penetrations: there will be some dont know how many (try to keep to minimum)
100 year rainfall intensity (with a time of concentration of 10 minutes)for area is 85mm/hour.
Wd is dead load down
Wwl is the load of water layer in this case about 62mm not wind
Reference is Gorenc and Tinyou an old edition with deflection limits.
Couldn't find any other references.
RE: Roof Ponding
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
AITC = American Institute of Timber Construction ?
RE: Roof Ponding
60mm water layer sounds wrong and looks wrong for a 42mm high sheeting, probably tastes wrong as well.
at 85mm/hr (should be a 5min event so maybe 90mm/hr) I would expect a thinner water layer more like 5-10 mm??? and this is at the gutter end.
without doing any calcs I would be thinking a 410 (or a 360) (span/40) for a simple beam situation, what have you got worked out?.
http://www.nceng.com.au/
"Programming today is a race between software engineers striving to build bigger and better idiot-proof programs, and the Universe trying to produce bigger and better idiots. So far, the Universe is winning."
RE: Roof Ponding
I came up with a 410UB 59.7 a total DL def of 29mm span/538 DL + LL Def of 63 span/250
I think its a reasonable deflection.
RE: Roof Ponding
It did have one statement that "When flat roofs have insufficient slope for drainage (less than 1/4"/ft), the stiffness of the supporting members shopuld be such that a 5 psf load will cause no more than a 1/2" de3flection. (See "Engineers Notebook", Civil Engineering Magazine, October, 1962.)
It al;so seemed to prefer cambering to control the ponding, apparently not what you want to do.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
RE: Roof Ponding
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Roof Ponding
RE: Roof Ponding
RE: Roof Ponding
RE: Roof Ponding
I was having a difficult time finding any place in the US with less than 140 mm/hour other than Bakersfield
RE: Roof Ponding
The 1/4"/ft slope value often given as the point in which ponding can be safely ignored can be misleading and sometimes still leads to problems. If I am really worried about it I generally just do an iterative analysis on the bay using the weight of water up to the emergency scuppers plus the head as the initial load, checking the deflected shape, calculating the additional load due to the deflected shape, adding the additional load to the model and re-running the model, etc etc. until it either converges at a safe load level or fails.
RE: Roof Ponding
2 degrees is between 1/4 and 1/2 inch slope per foot (i.e. 0.25:12, 0.5:12). Take maximum slope that you coordinated with architect, in this case 1/2 per foot and use 62.4 pcf and calculate surface loading due to ponding and add it to your roof live load (uniformly or taper the load as you see fit). Don't forget, roof drains clog frequently!