本文選題：高層混合結(jié)構(gòu) + 水平加強(qiáng)層��； 參考：《蘭州理工大學(xué)》2013年博士論文

【摘要】：高層混合結(jié)構(gòu)是由鋼框架(或型鋼混凝土框架、鋼管混凝土框架)與鋼筋混凝土筒體(或型鋼混凝土筒體)組合而成,隨著建筑高度的增加,需設(shè)置水平加強(qiáng)層(一般為伸臂桁架),這種結(jié)構(gòu)體系在高層及超高層建筑中應(yīng)用越來越多,但是關(guān)于該種結(jié)構(gòu)體系在地震作用下的反應(yīng)研究并不夠深入,存在理論落后于實(shí)踐的問題。本文以蘭州紅樓時(shí)代廣場(典型的框架-核心筒-伸臂桁架加強(qiáng)層結(jié)構(gòu)體系)為研究背景,對該種結(jié)構(gòu)體系的抗震性能及振動(dòng)臺試驗(yàn)進(jìn)行了研究,完成的工作和取得的主要成果如下： (1)系統(tǒng)總結(jié)了國內(nèi)外關(guān)于型鋼混凝土剪力墻試驗(yàn)的結(jié)果,將型鋼混凝土剪力墻的破壞劃分為三個(gè)階段,理論推導(dǎo)的同時(shí)加以試驗(yàn)數(shù)據(jù)的回歸修正,得到了型鋼混凝土剪力墻的骨架曲線,最后結(jié)合試驗(yàn)結(jié)果提出了四折線考慮剛度退化的定點(diǎn)指向型恢復(fù)力模型。該恢復(fù)力模型計(jì)算參數(shù)物理意義明確,便于計(jì)算機(jī)的程序化,可以為鋼骨混凝土剪力墻結(jié)構(gòu)的彈塑性動(dòng)力分析提供一定的參考。采用OpenSEES中的纖維單元,并考慮剪切作用的影響,對型鋼混凝土剪力墻進(jìn)行了水平往復(fù)荷載作用下的滯回性能分析。將本文的滯回模型、纖維模型計(jì)算值與試驗(yàn)數(shù)據(jù)進(jìn)行比較,三者吻合較好,表明本文提出的恢復(fù)力模型的可靠性。 (2)從方鋼管混凝土柱的截面層次出發(fā),結(jié)合試驗(yàn)結(jié)果,將構(gòu)件的破壞分為了兩個(gè)階段,理論推導(dǎo)了構(gòu)件的骨架曲線,得出了方鋼管混凝土柱的三折線滯回模型。最后利用OpenSEES軟件中的纖維梁柱單元,對方鋼管混凝土柱進(jìn)行了水平往復(fù)荷載作用下的滯回性能分析。將本文的滯回模型、纖維模型計(jì)算值與試驗(yàn)數(shù)據(jù)進(jìn)行比較,三者吻合較好,表明本文提出的恢復(fù)力模型的可靠性。 (3)通過對伸臂桁架加強(qiáng)層受力機(jī)理的分析,將加強(qiáng)層模型簡化為懸臂式格構(gòu)鋼柱模型,以結(jié)構(gòu)頂點(diǎn)位移為控制指標(biāo),分析了伸臂梁的抗彎剛度、桁架腹桿的軸向剛度的變化對結(jié)構(gòu)側(cè)移的影響,提出了伸臂梁抗彎剛度與剪力墻抗彎剛度之比α、桁架腹桿軸向剛度與框架柱軸向剛度之比β的量化指標(biāo)。最后通過兩個(gè)工程案例,得出設(shè)置一道伸臂桁架加強(qiáng)層時(shí)線剛度比α的最優(yōu)范圍為0.25～1.0,β的最優(yōu)范圍為1.0～4.0；設(shè)置兩道伸臂桁架加強(qiáng)層時(shí)線剛度比α的最優(yōu)范圍為0.25～1.0,β的最優(yōu)范圍為1.0～3.0；對于設(shè)置兩道伸臂桁架加強(qiáng)層的結(jié)構(gòu),增加下部加強(qiáng)層伸臂梁抗彎剛度增加對結(jié)構(gòu)抗側(cè)移的效果明顯優(yōu)于增加上部加強(qiáng)層伸臂梁抗彎剛度的效果 (4)通過對靜力彈塑性分析及動(dòng)力彈塑性分析原理及方法的研究,總結(jié)了兩種分析方法目前存在的問題,并對靜力彈塑性的單一模態(tài)推覆分析做了改進(jìn),推導(dǎo)了多模態(tài)推覆分析的方法。結(jié)合本文研究背景的工程實(shí)例,分別對其進(jìn)行了靜力及動(dòng)力彈塑性分析。通過對該結(jié)構(gòu)不同加載模式的對比分析,得出不同的加載模式,結(jié)果相差較大,建議實(shí)際工程的設(shè)計(jì)分析宜采用多種加載模式進(jìn)行綜合判別；多模態(tài)推覆分析考慮了高階振型的影響結(jié)果,對于高階振型占主要作用的結(jié)構(gòu)宜采用多模態(tài)推覆分析的方法；結(jié)構(gòu)動(dòng)力彈塑性分析,能夠得到結(jié)構(gòu)在罕遇地震作用下的彈塑性變形,但受所選地震波的影響比較大,需與靜力彈塑性分析相結(jié)合,對結(jié)構(gòu)的抗震性能做出綜合判定。 (5)以蘭州紅樓時(shí)代廣場為原型,進(jìn)行了1：25比例縮尺模型的振動(dòng)臺地震模型試驗(yàn),試驗(yàn)的加速度相似比為1.6：1,模型結(jié)構(gòu)經(jīng)歷了相當(dāng)于8度小震到8度大震的單向及雙向水平地震動(dòng)輸入,得到了結(jié)構(gòu)在各強(qiáng)度地震作用下的層間位移、層間加速度、層間剪力等的分布規(guī)律。通過有限元軟件模擬與試驗(yàn)結(jié)果的對比分析,分析并總結(jié)了結(jié)構(gòu)在試驗(yàn)時(shí)各工況下的試驗(yàn)現(xiàn)象,找出各種現(xiàn)象出現(xiàn)的原因。結(jié)合軟件計(jì)算結(jié)果,綜合判斷了結(jié)構(gòu)的薄弱部位,并給出相應(yīng)的加強(qiáng)措施,可以為此類結(jié)構(gòu)體系在高烈度區(qū)的設(shè)計(jì)和應(yīng)用提供參考。
[Abstract]:The high - rise hybrid structure is composed of steel frame ( or SRC frame , steel tube concrete frame ) and reinforced concrete cylinder ( or section steel concrete cylinder ) . As the height of the building increases , the horizontal reinforcing layer ( usually extension arm truss ) needs to be provided . However , the research on seismic behavior and vibration table test of this kind of structural system has been studied .

( 1 ) The system summarizes the results of the test of SRC shear wall at home and abroad , and divides the damage of SRC shear wall into three stages . At the same time , the skeleton curve of SRC shear wall is obtained . Finally , the hysteretic behavior of SRC shear wall is analyzed by using the fiber unit in OpenSEES . The hysteretic model and the calculated value of the fiber model are compared with the test data .

( 2 ) Based on the cross - sectional level of the square - filled steel tube concrete column , the damage of the component is divided into two stages according to the experimental results , the skeleton curve of the component is deduced , and the hysteretic behavior of the square - filled steel tube concrete column is obtained . Finally , the hysteretic model is made by using the fiber beam - column unit in the OpenSEES software , the calculated value of the fiber model is compared with the test data , and the three are in good agreement with each other , indicating the reliability of the restoring force model proposed herein .

( 3 ) The reinforcement layer model is simplified into cantilever type lattice steel column model by analyzing the stress mechanism of reinforcing layer of extension arm truss .
the optimal range of the linear stiffness ratio is 0.25 - 1.0 and the optimal range of beta is 1.0 - 3.0 ;
For the structure of the reinforced layer with two extension arms , the effect of increasing the bending stiffness of the lower reinforcing layer extension arm beam on the lateral displacement of the structure is obviously better than the effect of increasing the bending stiffness of the upper reinforcing layer extending arm beam .

( 4 ) Through the research on the theory and method of elastic - plastic analysis and dynamic elastic - plastic analysis of static force , the problems existing in two methods are summarized , and the method of multi - modal push - over analysis is deduced .
The multi - modal push - over analysis takes into account the influence of higher - order modes , and the multi - modal push - over analysis method is suitable for the structure of higher - order modes .
The elastic - plastic deformation of the structure can be obtained by the elastic - plastic analysis of the structure , but the elastic - plastic deformation under the action of the earthquake can be obtained , but the influence of the selected seismic wave is relatively large , and the seismic performance of the structure is comprehensively determined by combining with the static elastic - plastic analysis .

( 5 ) Based on the prototype of the Times Square of Honglou , Lanzhou , the seismic model test of 1 鈭，

本文編號：1731284