本文選題：橋梁工程 + 連續(xù)剛構(gòu)　； 參考：《長(zhǎng)安大學(xué)》2014年博士論文

【摘要】：隨著我國(guó)高等級(jí)公路的發(fā)展，高墩大跨的預(yù)應(yīng)力混凝土連續(xù)剛構(gòu)橋成為100～300m范圍具有明顯競(jìng)爭(zhēng)優(yōu)勢(shì)的橋型。為了解決早期所建此類橋梁的開(kāi)裂、下?lián)蠁?wèn)題，近年來(lái)出現(xiàn)了改進(jìn)型橋型----空腹式連續(xù)剛構(gòu)橋，即在普通連續(xù)剛構(gòu)橋基礎(chǔ)上將橋墩附近箱梁腹板局部挖空，形成根部空腹式結(jié)構(gòu)。本文針對(duì)空腹式連續(xù)剛構(gòu)橋進(jìn)行系統(tǒng)的靜動(dòng)力學(xué)特性研究，為其推廣應(yīng)用提供理論基礎(chǔ)。 本文以國(guó)內(nèi)某建成的實(shí)橋?yàn)橐劳�，建立了結(jié)構(gòu)空間分析模型，利用Midas/Civil有限元程序，從靜、動(dòng)力學(xué)方面分析其結(jié)構(gòu)反應(yīng)特點(diǎn)。在靜力學(xué)方面，以邊中跨比、墩梁剛度比、腹板挖空率、曲率半徑等為參數(shù)，研究?jī)?nèi)力變化規(guī)律。在動(dòng)力學(xué)方面，研究了曲率半徑、橋墩彎曲剛度、地震卓越頻率、行波效應(yīng)等因素對(duì)空腹式連續(xù)剛構(gòu)橋的動(dòng)力特性、關(guān)鍵截面水平和豎向地震響應(yīng)的影響；通過(guò)風(fēng)洞試驗(yàn)測(cè)定了空腹式箱梁的三分力系數(shù)，并與既有普通連續(xù)剛構(gòu)的試驗(yàn)數(shù)據(jù)對(duì)比，分析了寬高比、寬懸比對(duì)空腹式箱梁三分力系數(shù)的影響；通過(guò)風(fēng)洞試驗(yàn)與基于FLUENT平臺(tái)的CFD數(shù)值模擬相結(jié)合，分析了雙幅橋氣動(dòng)干擾效應(yīng)，并研討了腹板阻塞度對(duì)三分力系數(shù)的影響機(jī)理；通過(guò)最大雙懸臂施工階段的氣彈模型風(fēng)洞試驗(yàn)，給出了不同風(fēng)偏角下空腹式與普通連續(xù)剛構(gòu)施工狀態(tài)的結(jié)構(gòu)位移相響應(yīng)和加速度響應(yīng)特點(diǎn)。主要研究成果如下： （1）明晰了空腹式連續(xù)剛構(gòu)橋的內(nèi)力分布規(guī)律，指出了其與普通連續(xù)剛構(gòu)橋的異同�？崭故竭B續(xù)剛構(gòu)橋的最大負(fù)彎矩位于上下弦梁的結(jié)合處，數(shù)值上小于同跨徑普通連續(xù)剛構(gòu)；邊中跨比小于等于0.5時(shí)，各構(gòu)件內(nèi)力分布均勻，其比值基本恒定，大于0.5時(shí)則相反；建議五跨以上空腹式連續(xù)剛構(gòu)的跨徑布置自中跨逐跨遞減，跨徑比取值為1：（0.5-0.8）：（0.25-0.4）；腹板挖空率越大，內(nèi)力分布越均勻；上弦梁剛度比僅影響弦梁內(nèi)力分配，，對(duì)實(shí)腹段內(nèi)力影響較小；當(dāng)曲率半徑大于600米時(shí)，其對(duì)橋墩的扭矩影響可以忽略不計(jì)。 （2）箱梁空腹段的弦梁是抗震設(shè)計(jì)的關(guān)鍵構(gòu)件。曲率半徑對(duì)空腹式連續(xù)剛構(gòu)基頻影響較大，而對(duì)高階頻率沒(méi)有影響，橋墩的彎曲剛度變化對(duì)橋梁動(dòng)力性能影響極��；橋梁對(duì)低頻（2Hz）水平地震響應(yīng)強(qiáng)烈；箱梁空腹段的弦梁對(duì)低頻且存在行波效應(yīng)的地震波激勵(lì)響應(yīng)強(qiáng)烈，是抗震設(shè)計(jì)的關(guān)鍵部位。 （3）直腹板箱梁的三分力系數(shù)與寬高比滿足線性關(guān)系，空腹式直腹板箱梁三分力系數(shù)變化規(guī)律比普通箱梁復(fù)雜，根據(jù)試驗(yàn)結(jié)果給出的擬合公式可以用于其風(fēng)荷載的計(jì)算。雙幅并置的空腹式箱梁存在影響其周邊流場(chǎng)的巷道效應(yīng)和遮擋效應(yīng)以及干擾效應(yīng)，這些因素導(dǎo)致空腹式箱梁的三分力系數(shù)隨寬高比變化規(guī)律趨于復(fù)雜，從而探究了阻塞度與三分力系數(shù)間的相互關(guān)系。 （4）施工狀態(tài)懸臂端的風(fēng)致響應(yīng)最大值出現(xiàn)在風(fēng)向與橋梁軸線夾角約60°斜風(fēng)方向，空腹式箱梁在斜風(fēng)作用下的懸臂端最大位移響應(yīng)小于普通箱梁。
[Abstract]:With the development of high grade highway in our country, the prestressed concrete continuous rigid frame bridge with high piers and large span has become a bridge type with obvious competitive advantage in the range of 100 ~ 300m. In order to solve the problem of cracking and flex of the bridge built in the early stage, an improved bridge type - hollow continuous rigid frame bridge has appeared in recent years, that is, on the basis of the common continuous rigid frame bridge. In this paper, the static and dynamic characteristics of the hollow continuous rigid frame bridge are studied in this paper, which provides a theoretical basis for its popularization and application.
Based on a real bridge built in China, the structure space analysis model is established, and the structural response characteristics are analyzed from static and dynamic aspects by using the Midas/Civil finite element program. In the statics, the internal force changes are studied by the ratio of the side span to span, the rigidity ratio of the pier and beam, the hollowing rate of the web and the radius of curvature. The influence of the curvature radius, the pier bending stiffness, the earthquake excellent frequency and the traveling wave effect on the dynamic characteristics of the hollow continuous rigid frame bridge, the key section level and the vertical seismic response are investigated. The three force coefficient of the hollow box girder is measured by the wind tunnel test, and it is compared with the experimental data of the common continuous rigid frame. The effect of high ratio and wide suspension ratio on the triple force coefficient of the hollow box girder is obtained. Through the wind tunnel test and the CFD numerical simulation based on the FLUENT platform, the aerodynamic interference effect of the double amplitude bridge is analyzed, and the influence mechanism of the web block on the three force coefficient is discussed, and the aerodynamic model wind tunnel test of the maximum double cantilever construction stage is given. The structural displacement phase response and acceleration response characteristics of open and ordinary continuous rigid frame structures under different wind deflections are summarized.
(1) the internal force distribution of the hollow continuous rigid frame bridge is clarified, and the difference of the maximum negative moment of the continuous rigid frame bridge is pointed out. The maximum negative moment of the hollow continuous rigid frame bridge is located in the combination of the upper and lower chord beams. The numerical value is less than the common continuous rigid frame with the same span, and the internal forces of each component are evenly distributed and the ratio is basically constant when the side span ratio is less than or equal to 0.5. It is the opposite; it is suggested that the span layout of the five span hollow continuous rigid frame is reduced from middle to span, and the span ratio is 1: (0.5-0.8) (0.25-0.4); the greater the hollowing rate is, the more uniform the internal force distribution is, the rigidity ratio of the upper chord beam is only influenced by the internal force distribution of the string beam, and the internal force of the real abdomen is less; when the radius of curvature is greater than 60 The torque impact on the pier can be negligible at 0 meters.
(2) the chord beam of the empty section of the box girder is the key component of the seismic design. The curvature radius has great influence on the basic frequency of the hollow continuous rigid frame, but has no influence on the high order frequency. The change of the flexural rigidity of the pier has little effect on the dynamic performance of the bridge; the bridge should be strong for the low frequency (2Hz) horizontal earthquake, and the chord beam of the box beam to the hollow section of the box girder has a line to the low frequency. The seismic response of wave effect is strong, and it is the key part of aseismic design.
(3) the three force coefficient of the straight web box girder has a linear relationship with the width to height ratio. The variation law of the triple force coefficient of the empty belly straight web box girder is more complex than that of the ordinary box girder. The fitting formula given according to the test results can be used to calculate the wind load. These factors lead to the complexity of the three force coefficient of the hollow box girder with the variation of the width to height ratio, thus exploring the relationship between the blocking degree and the three force coefficient.
(4) the maximum wind-induced response of the cantilever end of the construction occurs in the direction of the wind direction and the axis of the bridge about 60 degrees of wind, and the maximum displacement response of the cantilever end of the hollow box girder is less than that of the ordinary box girder under the effect of the wind.

【學(xué)位授予單位】：長(zhǎng)安大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類號(hào)】：U441.3;U448.23

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