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� <br /> 1 <br /> MMMMPIA!MMMTIMMMMMMMMMMAlMP1A71'tNMA1MMP!MP!MMMMMAIMMMMMMMMMMMMMMMPlMMMMMMMMMh?PtMMMMMMMP1MAfM; <br /> Analysis of Doubly Reinforced Rectanyular Beam Sections ' <br /> MMMMMMMMMPIMMMMMMMMMMMMMMMMMMMMMMMMMMMC2M."lMMMMMMMMMMMMMMMMMMMMPfMMMMMMMMMMMMMMMM� <br /> 3 • <br /> Ma:i . rei�f. ratio = 0.��1604 3Stee1 yield stress, Fy = 60.00 k.si F1 <br /> reinf, ratio = 0.00417 3 = <br /> Min, reinf. ratio = 0.00333 3Concrete Strength, Fc ' _ �•��> k.si F� <br /> 3 • <br /> 3 12.00 in. F� <br /> 3 EDDDDDDDDDDE - <br /> Nominal moment = 410,824 in. lb 3 E �DDDDDDDDDD^ 3.00�J in F7 <br /> = 34,2:,5 ft. lb 3 3 3 1 \ 1 \ \ 1--E-- 0.6��� sq. in.FB <br /> 3 3 3 3 - <br /> Design moment = 369,741 in. lh 3 3 3 3 � <br /> = 30,81= ft . lb 3 1�.OU 3 3 3 F4 <br /> 3 in. 3 3 3 • <br /> _ _. 3 3 3 - 3 . - <br /> Comp. steel stress = �.0��0 Ksi 3 3 3 3 . <br /> 3 3 3 3 . <br /> 3 E 3 tfCCCL--E-- O.b��U sq. in.FS <br /> 3 @nDDDDDnDDDY . <br /> 3 - <br /> 3F6 Table of steel areas Erit Esc <br /> lMMMMMlYMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMQMMMMMMMMMMMMMMMMMMMMMMMMM.MMMMMM,MMMMMMI7M�' <br /> 7Press 4:ey" <br /> ys <br /> S6# 96-07`�-lO0 <br /> S�t'� � 7 0 � � <br />