二然 able 8.8 Width-thickness ratio of links and the beams in the same b her he s while p(4/4)<03.a<1.6M/V (5)The ne hale p(A./4)203 a5[15-0.5p(A//V of the li 8.2.6 Seismic check and detailing requirements of joint and connection y(M1+M)/Y≤(4/3)am 10 To the brace in EBF, the slenderness ratio shall not be greater than 120 , and the width-thickness ratio shall follow the provision of the code for design of steel structures. ay 235 / f 4、 Link （1） Due to high dissipating ability is desired, the high strength steel which does not possess good yielding deformation shall not be used as the link. By the experience until now, the link had better use the steel which yield stress is not greater than 345 MPa. ay 235/ f （2） The width-thickness ratio of the link as well as the beam segments in the same bay of the link shall not greater than the limitation of Table 8.8, while when the steel other than Q235 is used the factor of should be multiplied . while N / Af £ 0.14 while N / Af > 0.14 90[1-1.65 / N Af ] 33[2.3 / - N Af ] Table 8.8 Width-thickness ratio of links and the beams in the same bay web outstanding flange 8 Plates limitation （3）Since the brace produces axial force in the link, the length of the link shall be limited by Equ. (8.10) to keep the necessary energy consuming ability if the axial force in the link is greater than 0.16 times of the design axial capacity. w w p hile ( / ) 0.3 1.6 / A A l l r < < ，a M V w w w p hile ( / ) 0.3 [1.15 0.5 ( / )]1.6 / A A l l r r ³ ，a £ - A A M V (8.10a) (8.10b) Where， a －the length of the link, referred to Figure 8.10; r － the proportion of the design axial force and design shear of the link. （4）The web of the link can neither be strengthened by welding a parallel plate nor be holed. The former will be obstacle to develop plastic deformation while the latter will weaken the dissipating ability. （5）The necessary rib should be welded to the link to transfer the shear force and prevent from local buckling. Furthermore, at the both ends of the link the braces should be set on both of the upper and lower flanges to keep the twist of the link. The detailing requirement can refer to the corresponding provisions in the code. thecrosspointof braceandthelink shallbeattheendor insideofthelink ribs beamsegmentsinthe samefloorofthelink brace gusset themiddleribsinthe weboflink thelengthofthelink,a profiledbarwith wideflange thecrosspointof braceandthelink shallbeattheendor insideofthelink beamsegmentsinthe samefloorofthelink thelengthofthelink,a ribs themiddleribsinthe weboflink Figure 8.17 The detailing of link 1、Beam-to-column rigid joint Equ. (8.11) shall be used for the seismic check of the joint to make the yield capacity keeping reasonable. pb1 pb2 p v y(M + £ M )/V f (4 / 3) To H shaped column, Vp b c w = h h t To box column, Vp = 1.8hb h tc w （8.11） （8.12a） （8.12b） Equ. (8.13) shall also be checked w b c t ³ + (h h )/ 90 b1 b2 v RE ( )/ (4/ 3) / M M V f p + £ g （8.13a） （8.13b） 8.2.6 Seismic check and detailing requirements of joint and connection Volume