6gminaahotdosigninnerforceot cano d as Equ.(8.I =(the amplirication Tactor) ·厂sethe shear eapacy of link, is the shear 8.2.4 Seismic check for member and section .ofbrace mombor (1-2010) Where. S≤R/YRE S=YGSGE+YESEM+YSE 2设ga9ea49a8awaa。 ers,the co cets0,75 When bending abouts hi1eNIN≤L/AM=AM Tn, whole .-web area and the gross area of the whole section. >7 5. Provisions about design inner force of beam and column 1） The design end moment of beams can use the moment at the edge of column. moment at the node by analysis beam axis of beam column axis of column Design moment at the beam ends Figure 8.16 Design moment at the beam ends 2） For prevention of the early damage of the beam segment adjacent to link in EBF structures, the design moment of the beam segment should multiply an amplification factor not less than 1.5 in region VIII, or 1.6 in region IX. Thus the design moment is computed as Equ. (8.1). （8.1） c 0 ( ) M M V V lc V ´ ´ or ＝(the amplification factor) In EBF structures, the inner force of column shall be considered to be amplified as Eq. (8.1). 0 M is the computed moment of the beam. c rc are the shear capacity of link V V l 、 ； V is the shear of link； 6. Inner force of brace member (GB50011-2010) The boundary condition of brace in analysis is usually supposed as pin connection. To the brace connecting to link in EBF structure, the design axial force of the brace shall take an amplified factor which is no less than 1.4 for grade 1;1.3 for grade 2 and 1.2 for grade 3 frames. RE S R £ /g 1、Beam and column the load combination in which earthquake action shall be combined S － ； R － the design strength of steel； RE adjusting coefficient for load bearing To beam and column members, the coefficient is 0.75. g － ； 8.2.4 Seismic check for member and section capacity Where, G GE Eh Ehk Ev Evk S = g S + + g g S S （1）The bending capacity of beam and column To I and H shape steel, when bending around its strong section axis ： wh y pc ile N / N £ = 0.13，M M （8.2） whil y pc y p e N / N > 0.13，M = - 1.15(1 N / ) N M （8.3） A A w、 －web area and the gross area of the whole section. n A － net area of the section； p pc ull plasticmoment without axial force and the ultimate moment with axial force existing; M M、 －f y y n ay N、N －design axial force and axial yielding capacity, respectively， ； N = A f Where An－ net area of the section； A A w、 －web area and the gross area of the whole section. p pc ull plastic moment without axial force and the ultimate moment with axial force existing; M M、 －f When bending about its weak axis： y w pc while N / / N £ = A A，M M 2 y w pc w ay y w ay p while N / N > A / A，M = {1-[(N - - A f )/(N A f M )] } （8.4） （8.5） y y n ay N、N －design axial force and axial yielding capacity, respectively， ； N = A f