horizontal moment for vertical cantilever

huangyhg

horizontal moment for vertical cantilever
can anyone recommed a book or design guide to calculate by hand the horizontal moment and shear induced at the corners or a rectangular concrete tank with walls designed as vertical cantilevers?
i have "reinforced concrete reservoirs and tanks" by g.p manning with a graph of the shear and moment at the corners of a vertical cantilever wall but no explanation as to how the values were calculated.
thanks in advance.
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thanks.
i was thinking about doing that, but the frame analysis did not seem to apply because the wall is bending vertically and horizontally where a 2-d frame is one directional
i don't believe there is a formulation published.  atleast, i haven't come across one.  portland cement associations's rectangular concrete tanks has tables with coefficients.  the coefficients are based on finite element analysis of tanks.
i also have the pca book, but the coefficients don't apply due to the size of the tank.  i read an older thread that said design as vertical cantilever and use max horizontal coefficients.
i was just looking for a method to calculate the reqd. horizontal steel.
use any monograph for plate analysis with 3 sides fixed.
(check bureau of reclamation publications)
"roark's formulas for stress and strain" by young & budynos.
if you have an open top reservoir (no roof), and want to design by hand cal. i would analyze and design the wall as fixed at bottom, and pinned on top (on an imiginary beam) with full loads. then perform moment distribution for the imiginary beam, and design an embed beam to take its share.   
thanks again for all of the responses.
i am going to try kslee1000's suggestion.  the wall is 212 ft long by 25 ft tall, so the plate formulas do not apply.  that is why i want to design as a vertical cantilever, but did not know how to calculate the induced moment and shear at the corners due to the restrained effect.
for such long wall, you may need to add intermediate supports, otherwise, the embed beam approach may not be practical (watchout - deflection could be huge).