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I am looking for some websites to obtain design storm information such as IDF curves and precipitation depths for designing stormwater facilities. I found the website but was wondering if there are more websites like this. I do work mostly in California but also do work elsewhere in the country...

Thanks guys for all the informative answers. I was asking this as a general question because I found it curious why people normally specify mechanical restraints in-lieu of solvent welding.

So all pvc flanges are solvent cemented to the pipe? Are there any pvc flanges that are monolithic/molded with the pipe? Any websites to those? Thanks!

Does anybody know any specifications for flanged pvc pipes? How are the flanges welded on to the pvc pipe? Are the flanges solvent welded? Can you have a bell end on one side and flanged end on the other? Thanks!

So mechanical joint restraints are for above grade applications only? Also can I solvent weld a spigot end into a belled end joint for AWWA C900 or C905 pipes?

Would it be more cost effective to solvent weld a bell and spigot pvc pipe or would it be more cost effective to use mechanical restraints? Also, is it possible to remove the gasket in an AWWA PVC bell and spigot pipe and solvent weld it?

Thanks for the replies. I thought when you have a small anode and large cathode, it should be fine. For example, using stainless steel bolts in a galvanized steel frame is not much of a problem, but if you're using galvanized steel bolts in a SS assembly, you will have a huge problem. Also...

I remember reading that pinholes in the epoxy coating is all it takes to seriously corrode the underlying material and that the epoxy coating is basically useless when the coating is scratched up. I'm thinking this might be true for galvanic corrosion between two dissimilar metals in contact...

How well will an epoxy coated steel pipe work in a tank containing potable water?

I remember reading that pinholes in the epoxy coating is all it takes to seriously corrode the underlying material and that the epoxy coating is basically useless when the coating is scratched up. I'm thinking this might be true for galvanic corrosion between two dissimilar metals in contact...

So I take it that M11 is wrong? For anyone who are interested, this is in the M11 pg 86.

The AWWA M11 gives Section modulus = I/c = ? * r^2 * t However, I found in the McGraw Hill Civil Engineering Formulas textbook, Section modulus = I / c = ? (OD^4 - ID^4)/(32 * OD) The results are totally different. Has anybody done any bending moment checks on large pipes/cylinders...

thanks for the very detailed reply rconner!

Unfortunately, the unibell design manual only shows how to calculate the ring deflection but does not provide guidance on selecting a ring deflection limit.

I read that it is 5% for AWWA and 7.5% for ASTM. However I looked through the M23 and it does not give the allowable ring deflection and I also can't find the ASTM document that publish a 7.5% limit. Can someone tell me where I can cite these limits?