·706 北京科技大学学报 第36卷 40 40 a (b) e El/(N.mm时 EN·mr -10 30 30 -10° 30 +-6×10 +6x109 410 +10 20 EIN·mm) 20 20 *-10° +6x10 10 10 101 6D.010.020.030.040.050.060.070.08 050100150200250300350400 3456 横向位移/m 截面弯矩/MN·m) 截面剪力MN 图6刚度与核筒内力包络线变化关系(r1=2=1.0m).(a)横向位移：(b)截面弯矩：(c)截面剪力 Fig.6 Variation relationship between bending stiffness and the corewall intemal foree envelope (==1.0m):(a)lateral displacement:(b) sectional moment:(c)sectional shear 40 4 40 (a) (b) +r=0.5m 30 30 +=1.0m 30 -=0.5m =2.0m 20 +-=l.0m 20 -=2.5m 20 -=05m +=3.0m +-=10m =2.0m +-=2.0m -=2.5m 10 10 ,-=25m +=3.0m =3.0m 0.005 0.0100.015 0.020 50 100150200250300 2 4 横向位移/m 藏面弯矩/MN·m 截面剪力/MN 图7吊杆半径与核简内力包络线变化关系(Do=3000kN·sm).(a)横向位移：(b)截面弯矩：(c)截面剪力 Fig.7 Variation relationship between suspender radius and the core-wall interal forces envelope:(Do =3000 kNsm):(a)lateral displace- ment:(b)sectional moment:(c)sectional shear 0 40 40 a D./(kN.s.m) 30 30 1000 30 D/kNsm） +-3000 D/kNs·m ·-1000 +-5000 20 20 -+-1000 +-3000 7000 20 +-3000 +-5000 +9000 +5000 10 +7000 10 -7000 +9000 +9000 00.0030.0060.0090.0120.0150.0180.021 50 100150200 250 300 123456 90 横向位移/m 藏面弯矩MN·m) 藏面剪力MN 图8阻尼系数与核筒内力包络线变化关系(r1=r2=1.0m).(a)横向位移：(b)截面弯矩：(c)截面剪力 Fig.8 Variation relationship between damping coefficient and the core-wall internal forces envelope (r=r2=1.0 m).(a)lateral displacement; (b)sectional moment:(c)sectional shear 随之增大，水平位移减小，吊杆长度、楼层阻尼器阻 能研究.建筑结构学报，1999,20(1)：23) 尼系数对筒身内力及水平位移的影响较小 2] Zhou J,Wu X B.A study of modal-frequency behavior of core- (3)楼层阻尼器的阻尼系数值对悬挂楼段层间 wall suspension structures.J Eng Mech,2005,22(1):75 (周坚，伍孝波。核简悬挂结构体系自振特性研究。工程力 位移及核筒内力存在优化值，但悬挂楼段楼层位移、 学，2005,22(1)：75) 楼层速度及楼层加速度随阻尼系数值减小而单调 B] Wang C L,Lii ZT.Dynamic behavior and parameter optimization 减小. of core-ube suspension structures.J Southcest Unie Nat Sci Ed, 2007,37(2):181 参考文献 (王春林，吕志涛.核简悬挂结构的动力特性及参数优化.东 [Wang Z M,Deng H Z,Dong J.A study of aseismic properties of 南大学学报：自然科学版，2007,37(2)：181) huge frame suspended structure in tall buildings.J Archit Struct, [4]Wang C L,Lii Z T,Wu J.Analysis of the mechanism and effi- 1999,20(1):23 ciency of vibration-absorption for semi-flexible suspension systems. (王肇民，邓洪洲，董军.高层巨型框架悬挂结构体系抗震性 J Civ Eng,2008,41(1):48北 京 科 技 大 学 学 报 第 36 卷 图 6 刚度与核筒内力包络线变化关系( r1 = r2 = 1. 0 m) ． ( a) 横向位移; ( b) 截面弯矩; ( c) 截面剪力 Fig． 6 Variation relationship between bending stiffness and the core-wall internal force envelope ( r1 = r2 = 1. 0 m) : ( a) lateral displacement; ( b) sectional moment; ( c) sectional shear 图 7 吊杆半径与核筒内力包络线变化关系( D0 = 3000 kN·s·m － 1 ) ． ( a) 横向位移; ( b) 截面弯矩; ( c) 截面剪力 Fig． 7 Variation relationship between suspender radius and the core-wall internal forces envelope: ( D0 = 3000 kN·s·m － 1 ) : ( a) lateral displace￾ment; ( b) sectional moment; ( c) sectional shear 图 8 阻尼系数与核筒内力包络线变化关系( r1 = r2 = 1. 0 m) ． ( a) 横向位移; ( b) 截面弯矩; ( c) 截面剪力 Fig． 8 Variation relationship between damping coefficient and the core-wall internal forces envelope ( r1 = r2 = 1. 0 m) ． ( a) lateral displacement; ( b) sectional moment; ( c) sectional shear 随之增大，水平位移减小，吊杆长度、楼层阻尼器阻 尼系数对筒身内力及水平位移的影响较小． ( 3) 楼层阻尼器的阻尼系数值对悬挂楼段层间 位移及核筒内力存在优化值，但悬挂楼段楼层位移、 楼层速度及楼层加速度随阻尼系数值减小而单调 减小． 参 考 文 献 ［1］ Wang Z M，Deng H Z，Dong J． A study of aseismic properties of huge frame suspended structure in tall buildings． J Archit Struct， 1999，20( 1) : 23 ( 王肇民，邓洪洲，董军． 高层巨型框架悬挂结构体系抗震性 能研究． 建筑结构学报，1999，20( 1) : 23) ［2］ Zhou J，Wu X B． A study of modal-frequency behavior of core￾wall suspension structures． J Eng Mech，2005，22( 1) : 75 ( 周坚，伍孝波． 核筒悬挂结构体系自振特性研究． 工程力 学，2005，22( 1) : 75) ［3］ Wang C L，Lü Z T． Dynamic behavior and parameter optimization of core-tube suspension structures． J Southwest Univ Nat Sci Ed， 2007，37( 2) : 181 ( 王春林，吕志涛． 核筒悬挂结构的动力特性及参数优化． 东 南大学学报: 自然科学版，2007，37( 2) : 181) ［4］ Wang C L，Lü Z T，Wu J． Analysis of the mechanism and effi￾ciency of vibration-absorption for semi-flexible suspension systems． J Civ Eng，2008，41( 1) : 48 · 607 ·