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I have a book called "Concrete Dome Roofs" by C. B. Wilby. Does anyone else have this book? I am wondering if there have been any errata published for it. Also, does anyone have any reccomendations for a similar book? I am not very happy with the information in this one or the way it is presented.

The wall is reinforced and is used to take some of the lateral loads from the bents of a metal building in one direction (shear wall), and is a seismic load on the bents in the other. It is an architectural wall, so cracking and out of plane movement are the concrens. In other words, how much...

My wall is 12' tall, if double it and use the limit of 0.007h, the limit becomes about 2". Does this seem reasonable? It seem large to me, but I am not very experienced with masonry.

I have checked these and I see only recommendations for simple span situations. I have a cantilever and need some advice for that situation.

Does anyone know of a good source for suggested deflection limits for masonry? In particular I am looking at limits for a cantilevered wall.

Thank you for the reply. I ended up finding what I needed in ACI 350.3-01 "Seismic Design of Liquid Containing concrete Structures". It was also much cheaper. Maybe it will help you as well.

I am looking for TID-7024, "Dynamic Pressure on Fluid Containers of Nuclear Reactors and Earthquakes" Does anyone know where I can find one? I currently have an email into NTIS but have not heard from them as yet. Thanks for your help

Thank all of you for your replies, this gives me exactly what I needeed. DHeigher

Can someone help me out with a simple procedure for calculating the additional pressure on a retaining wall from HS20 loading. Can HS20 be converted to an equivilant surcharge? The "retaining wall" is actually the wall of an open top underground tank and it is about 22' tall. Thank You