## Mkbmin

In equation (D5.13a) j denotes the other end of the beam (i.e. if i = 1, then j = 2); the capacity of the beam MRd b is taken for negative (hogging) bending at end i and in positive (sagging) bending at the opposite end j. All moments and shears in equation (D5.13a) have positive sign. The sense of action of b), on the joint is the same as that of MRd b;, while that of

(XMRd c)i is opposite (the same at end /). Factor 7Rd accounts again for possible overstrength due to steel strain hardening, and is taken equal to 7Rd = 1 for beams of DCM and to 7Rd = 1.2 for beams of DCH. ld is the clear length of the beam between the end sections, and Vg+4a% n(x) is the shear force at cross-section x due to the vertical loads in the seismic design situation, g + ipjCj, with the beam considered as simply supported (index: o). Vg+il2q0(x) may be conveniently computed (especially if the loads g + ip2q are not uniformly distributed along the length of the beam) from the results of the analysis of the structure for the vertical loads, r + i\)2q, alone, as the shear force V„+,i;2q_ 0(x) at cross-section x in the full structure, corrected for the shear force (Mg+^ 1 - Mg+i>2%2

at the end sections 1 and 2 of the beam in the full structure. With Vg+^2q,0(x) taken as positive at sections x: in the part of the beam closer to end i, the minimum shear in that section is

I Mf

E/wR1

SMRb<X/MHc 7Rd(I/MRb/SMRc)MRl

Fig. 5.4. Determination of the capacity design shear force in columns

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