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（1 同濟(jì)大學(xué)建筑工程系  上海  200092； 2 汕頭大學(xué)土木工程系  515063）|
［提要］推導(dǎo)了考慮連接柔性和幾何非線性的局部坐標(biāo)下的單元剛度矩陣，并對半剛性連接單元的固端力進(jìn)行了修正；采用增量加載法中的修正NewtonRaphson法，給出了考慮連接柔性、框架的幾何非線性和單元內(nèi)力與連接之間耦合效應(yīng)的半剛性鋼框架結(jié)構(gòu)分析計(jì)算機(jī)流程。采用Frye和Morris的奇次方多項(xiàng)式模型來模擬連接的Ｍ-θ曲線。最后根據(jù)算例對有側(cè)移和無側(cè)移半剛性鋼框架的性能做了初步的探討，結(jié)果表明：1）半剛性連接會明顯加大有側(cè)移鋼框架的側(cè)向位移和結(jié)構(gòu)的二階效應(yīng)；2）半剛接對梁柱的軸力和剪力影響都不大，但對梁柱的彎矩影響則較大，半剛性連接會減小無側(cè)移鋼框架的柱腳彎矩而增大有側(cè)移鋼框架的柱腳彎矩，但無論是無側(cè)移還是有側(cè)移鋼框架，半剛性連接都會增大梁的跨中彎矩；3)當(dāng)連接轉(zhuǎn)動剛度Rk在10×１０8～10×１０11(N·mm/rad，以下同)之間時，連接呈現(xiàn)出較為明顯的半剛性特性，而當(dāng)Rk<10×１０8或Rk>10×１０11時，連接的半剛性特性并不明顯，可直接將其看作鉸接或剛接以簡化計(jì)算。
［關(guān)鍵詞］ 半剛性 鋼框架 單元剛度矩陣 二階效應(yīng) 轉(zhuǎn)動剛度
Analysis and Behaviour Research of Connections of  Semi rigid Steel Frame/
Huang Jizhuo1， Wang Zhan2， Ma Renle1(1 Department of Building Engineering, Tongji University,Shanghai  200092,China; 2 Department of Civil Engineering，Shantou University, Shantou  515063,China)
Abstract:Element stiffness matrix in local coordinate system is derived, which takes the effects of the flexibility of the connections and the geometric nonlinearity of the members into account, and then fixedend forces with semirigid connections are modified. A computerbased procedure with incremental loading method is presented for the analysis of semirigid steel frames, which accounts for the effects of the nonlinear behaviour of the connections and P-Δ as well as the coupling effect of element forces and connections. The Frye and Morris polynomial model is adopted for modeling the semirigid connections. Frames with and without displacements are presented to demonstrate the validity and effectiveness of the analysis procedure for semirigid steel frames, and to reveal the internal law of semirigid steel frames comparing with fullyrigid or ideallypinned steel frames.Semirigid connections will increase the lateral drifts of steel frames distinctly and magnify the P-Δ effect.Semirigid connections have little effect on memberend axial and shear forces, but have considerable influence on memberend moments. Connections with rotational stiffness ranging from 10×108 to 10×1011(N·mm/rad) exhibit the obvious semirigid behaviour, and it is suitable and convenient for calculation to treat connections with rotational stiffness out of the above range as fullyrigid or ideallypinned connections.
Keywords:semirigid;steel frame;element stiffness matrix;secondorder effect;rotational stiffness