What shall be the slenderness ratio for the bracing members under Specially Concentric Brace frames? As per clause 12.7.2, slenderness ratio is 12 for !CB". Clause 12.#.$.1 % Bracing end connections shall be designed to &ithstand the minimum of 1.1'f'Ag and ma(imum force that can be transferred to the brace by the system. ) feel, 1.1'f'Ag &ill al&ays be higher. )n that case, &hy ha*e they mentioned this as minimum? +hough the ne& Code does not rule out Woring Stress -esign, Section 12 is more specific to limit state design. o& to emphasi/e the member si/es for the &oring stress design based on the classification of &idth to thicness limitations 0as p er +able 2 to achie*e ductility. 0Classification of members as lastic as re3uired for Special 4oment "rames. Can one still continue the design of members under Woring Stress -esign and design the connections alone as per Section 12? )n that case, should one still select only the lastic 4embers based on the &idth or depth to +hicness ratio 0as per +able 2? )s it also mandatory to ha*e the column stiffness 1.2 times more than the beam under Woring Stress -esign approach? +here seems to be fe& errors in the Code. +he list is also a*ailable in the internet. When can &e ha*e amendment on these? When Column design is go*erned by deflection 0ser*iceability criteria, and if the stresses are &ithin the elastic limit, is it mandatory to design base5plate for 1.2 times plastic moment capacity according to )S #%27? 6efer to Clause 12.11.2.2. +o calculate the shear due to 1.2 time 4p, by applying Mp in the same direction at each end . eed clarification on this. o& to calculate the shear on the beam due to this 4p acting in the same direction. ) do not understand. Section $.1.2.2 says Woring stress method of design may be used, &hen 8imitstate method can not be adopted con*eniently. What is the meaning of this? What is the difference bet&een Woring stress method of design &ith )S #519#: and )S #527? Can&e follo& WS4 as per )S#519#: and ductile detailing as per Section 12 of )S#527. Clause 1.7 of the )S#%27states the shear force of at least .1; times the member design shear capacity or :, &hiche*er is < lesser <. Should this not be
Response
6efer to Anne( 5 -10b5 =ffecti*e length of columns for S&ay "rames 5 We need to understand the procedure for calculating the Column and Beam Stiffness, > c and >b? +he correction factor
