本文選題：SRHSC框架結(jié)構(gòu) + 受力機(jī)理�。� 參考：《西安建筑科技大學(xué)》2013年博士論文

【摘要】：型鋼混凝土組合結(jié)構(gòu)以其剛度大、承載能力高、抗震性能優(yōu)越等優(yōu)點(diǎn)，成為高烈度設(shè)防地區(qū)高層、大跨、重載及高聳結(jié)構(gòu)的首選結(jié)構(gòu)形式。將高強(qiáng)混凝土用于型鋼混凝土組合結(jié)構(gòu)中，可實(shí)現(xiàn)兩種材料間更好的協(xié)同工作，迎合了結(jié)構(gòu)在垂直方向和水平方向的發(fā)展趨勢，促成了優(yōu)異的結(jié)構(gòu)性能和良好的經(jīng)濟(jì)效益，但隨之而來的是原有理論的局限性和不適用性，加之全球大震、巨震頻發(fā)期的到來，對型鋼高強(qiáng)混凝土（SRHSC）框架結(jié)構(gòu)多尺度力學(xué)性能評價與震害損失期望分析迫在眉睫。 論文以SRHSC框架結(jié)構(gòu)為研究對象，采用物理模型試驗(yàn)、理論分析及數(shù)值模擬相結(jié)合的研究手段，探究了構(gòu)件尺度的關(guān)鍵力學(xué)問題，揭示了地震損傷在諸尺度間的遷移規(guī)律，并建立了宏觀尺度的地震損傷模型，實(shí)現(xiàn)了單體建筑震害損失期望分析。主要研究工作和研究結(jié)論有： （1）基于19榀SRHSC簡支梁的力學(xué)性能試驗(yàn)，觀察了諸試件的裂縫開展模式及破壞形態(tài)，揭示了影響梁力學(xué)性能的主要因素，探討了混凝土強(qiáng)度、含鋼率、剪跨比、荷載類型、剪切連接方式及翼緣寬度比對梁力學(xué)性能的影響規(guī)律，給出了不同連接方式下型鋼與混凝土界面間的剪切計算方法，提出了短期荷載效應(yīng)下梁構(gòu)件抗彎剛度的建議公式，最終建立了適用于SRHSC梁的正截面抗彎、斜截面抗剪承載能力計算模型與計算公式。 （2）基于16榀SRHSC框架柱的抗震性能試驗(yàn)，觀察了諸試件的裂縫開展模式及破壞形態(tài)，對典型破壞形態(tài)進(jìn)行了機(jī)理分析，得到了評價框架柱抗震性能的諸項(xiàng)指標(biāo)，探討了影響柱抗震性能的主要因素，揭示了混凝土強(qiáng)度、剪跨比、軸壓比及體積配箍率對SRHSC柱抗震性能（材料應(yīng)變分布、恢復(fù)力特性、變形能力及滯回耗能能力）的影響規(guī)律。 （3）權(quán)衡計算精度與計算成本后，論文分別提出了基于ABAQUS軟件平臺的構(gòu)件尺度數(shù)值建模理論和基于OpenSees軟件平臺的結(jié)構(gòu)尺度數(shù)值建模理論，內(nèi)容涉及材料本構(gòu)模型及單元的選取、內(nèi)嵌型鋼與混凝土間粘結(jié)滑移在數(shù)值建模中的實(shí)現(xiàn)、添加新材料和新單元子類的技術(shù)手段、建模理論的可靠性驗(yàn)證，等。 （4）基于梁、柱及樓層典型力學(xué)性能指標(biāo)建立各自震害指數(shù)計算模型，分別利用試驗(yàn)方法和數(shù)值方法對構(gòu)件、樓層尺度主要設(shè)計參數(shù)進(jìn)行損傷敏感性分析，揭示了損傷在梁、柱構(gòu)件與樓層間的遷移規(guī)律，并探究了框架梁等效翼緣寬度、框架柱軸壓比等性能參數(shù)對樓層損傷的影響，最終建立了循環(huán)荷載作用下SRHSC框架結(jié)構(gòu)樓層損傷模型。 （5）根據(jù)給出的框架梁和框架柱端部屈服轉(zhuǎn)角及極限轉(zhuǎn)角和樓層尺度層間最大位移角的計算公式，明確了SRHSC框架結(jié)構(gòu)損傷模式的判定準(zhǔn)則，并基于結(jié)構(gòu)第一自振周期和結(jié)構(gòu)頂點(diǎn)最大位移的變化以量化建筑結(jié)構(gòu)損傷，揭示了地震動強(qiáng)度、地震波屬性及結(jié)構(gòu)高寬比對整體結(jié)構(gòu)抗震性能的影響規(guī)律，在充分考慮損傷樓層位置、數(shù)量及損傷程度對整體結(jié)構(gòu)力學(xué)性能的影響后，提出樓層“損傷權(quán)值系數(shù)”的確定方法，最終建立適用于SRHSC框架結(jié)構(gòu)整體結(jié)構(gòu)的地震損傷模型。 （6）基于提出的不同設(shè)防烈度下場地指定烈度超越概率計算公式，給出了不同設(shè)防烈度下建設(shè)場地的地震危險性曲線，建立了最大層間位移角與結(jié)構(gòu)輸入地震動強(qiáng)度間的回歸公式，揭示了輸入地震動強(qiáng)度對不同設(shè)防烈度下SRHSC框架結(jié)構(gòu)最大層間位移角的影響規(guī)律，得到了不同設(shè)防烈度下建筑結(jié)構(gòu)遭受各級破壞的失效概率，，分別從直接經(jīng)濟(jì)損失、間接經(jīng)濟(jì)損失和人員傷亡損失等方面完成單體建筑地震災(zāi)害損失評估，最終實(shí)現(xiàn)了型鋼高強(qiáng)混凝土框架結(jié)構(gòu)單體建筑震害損失期望分析。
[Abstract]:With the advantages of high stiffness, high bearing capacity and superior seismic performance, the steel reinforced concrete composite structure has become the first structure of high level, large span, heavy load and high towering structure in high intensity fortification areas. The use of high strength concrete in the composite structure of steel concrete can achieve better cooperative work among the two materials and cater for the structure in the vertical side. The development trend of the direction and horizontal direction has contributed to the excellent structural performance and good economic benefits, but the following are the limitations and imapplicability of the original theory, and the arrival of the global big earthquake, the arrival of the huge earthquake frequency, the multiscale mechanical performance evaluation of the SRHSC frame structure and the expectation analysis of the damage loss. Imminent.
Taking the SRHSC framework as the research object, the key mechanical problems of the component scale are explored by means of physical model test, theoretical analysis and numerical simulation, and the migration law of earthquake damage in various scales is revealed, and a macroscopic scale earthquake damage model is established to realize the expectation of the damage loss of the single building. The main research work and research conclusions are as follows:
(1) based on the mechanical performance test of the 19 SRHSC simple supported beam, the fracture mode and failure form of the specimens were observed and the main factors affecting the mechanical properties of the beams were revealed. The influence of concrete strength, steel ratio, shear span ratio, load type, shear connection mode and flange width ratio on the mechanical properties of the beam were discussed, and different connections were given. The shear calculation method between the steel and concrete interface under the connection mode is proposed. The proposed formula for bending stiffness of the beam structure under the short-term load effect is proposed. Finally, the calculation model and calculation formula for the bending resistance and shear bearing capacity of the cross section for the SRHSC beam are established.
(2) based on the aseismic performance test of the 16 SRHSC frame columns, the fracture modes and failure modes of the specimens are observed, the typical failure modes are analyzed, and the various indexes for evaluating the seismic performance of the frame columns are obtained, and the main factors affecting the seismic performance of the columns are discussed, and the concrete strength, shear span ratio, axial pressure ratio and volume are revealed. The influence of stirrup ratio on seismic performance (material strain distribution, restoring force, deformation capacity and hysteretic energy dissipation capacity) of SRHSC columns is studied.
(3) after weighing the calculation precision and calculation cost, the paper puts forward the theory of component scale numerical modeling based on the ABAQUS software platform and the structure scale numerical modeling theory based on the OpenSees software platform. The content involves the material constitutive model and the selection of the element, and the realization of the bond slip between the embedded steel and the concrete in the numerical modeling. The technical means of adding new materials and new sub units, reliability verification of modeling theory, etc.
(4) based on the typical mechanical performance index of beam, column and floor, the calculation model of seismic damage index is set up. The damage sensitivity analysis is carried out on the main design parameters of the component and floor scale by the test method and numerical method, and the migration law of the damage in the beam, the column member and the floor is revealed, and the width of the equivalent flange of the frame beam is explored. The influence of column axial compression ratio and other performance parameters on floor damage is established. Finally, a damage model of SRHSC frame structure under cyclic loading is established.
(5) according to the calculated formula of the yield rotation angle of the frame beam and the end of frame column and the maximum displacement angle between the floor scale and the floor scale, the criterion of the damage model of the SRHSC frame structure is clarified, and the damage of the structural structure is quantified based on the first self vibration period of the structure and the maximum displacement of the structure vertex, and the ground motion intensity is revealed. After the effect of seismic wave properties and structure height width ratio on the seismic performance of the whole structure, the method of determining the damage weight coefficient of the floor is put forward after taking full account of the influence of the damaged floor position, the quantity and the damage degree on the mechanical properties of the whole structure, and the earthquake damage model suitable for the whole structure of the SRHSC frame structure is finally established.
(6) based on the proposed formula of the site specified intensity transcendental probability under different fortification intensity, the seismic risk curve of the construction site under different fortification intensity is given, the regression formula between the maximum interlayer displacement angle and the structure input ground motion intensity is established, and the SRHSC frame structure under the different fortification intensity of the input ground motion intensity is revealed. The influence law of the maximum interlayer displacement angle is obtained, and the failure probability of the structural damage at various levels under different fortification intensity is obtained. The earthquake disaster loss of the single building is evaluated from the direct economic loss, the indirect economic loss and the loss of casualties, and the earthquake damage of the single building structure of the steel high strength concrete frame structure is finally realized. Loss expectation analysis.
【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2013
【分類號】：TU398.9

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 周楊;黃宏偉;胡群芳;;基于LQI的隧道工程人員安全風(fēng)險控制決策模型[J];地下空間與工程學(xué)報;2007年05期

2 支運(yùn)芳;邱陽;陳子靜;;型鋼高強(qiáng)混凝土柱合理含鋼量試驗(yàn)[J];重慶工學(xué)院學(xué)報(自然科學(xué)版);2008年05期

3 蔣東紅,王連廣,孫逸增,劉之洋;高強(qiáng)鋼骨混凝土柱的抗剪承載力計算[J];東北大學(xué)學(xué)報;2001年05期

4 王連廣，劉之洋;型鋼混凝土結(jié)構(gòu)在國內(nèi)外應(yīng)用和研究的進(jìn)展[J];東北大學(xué)學(xué)報;1995年03期

5 章在墉,陳達(dá)生;二灘水電站壩區(qū)場地地震危險性分析[J];地震工程與工程振動;1982年03期

6 陶夏新;對“地震危險性分析中貝葉斯模型的意義及其應(yīng)用”一文的討論[J];地震工程與工程振動;1983年03期

7 高小旺,鮑靄斌;地震作用的概率模型及其統(tǒng)計參數(shù)[J];地震工程與工程振動;1985年01期

8 劉錫薈,李荷,何進(jìn);地震損失估計和經(jīng)濟(jì)決策模型[J];地震工程與工程振動;1985年04期

9 郭子雄,劉陽,楊勇;結(jié)構(gòu)震害指數(shù)研究評述[J];地震工程與工程振動;2004年05期

10 張國軍,呂西林;高強(qiáng)混凝土框架柱的地震損傷模型[J];地震工程與工程振動;2005年02期

相關(guān)博士學(xué)位論文 前2條

1 李磊;混合結(jié)構(gòu)的數(shù)值建模理論及在地震工程中的應(yīng)用[D];西安建筑科技大學(xué);2011年

2 王斌;型鋼高強(qiáng)高性能混凝土構(gòu)件及其框架結(jié)構(gòu)的地震損傷研究[D];西安建筑科技大學(xué);2010年

本文編號：1968861