【摘要】：隨著現(xiàn)代橋梁科學(xué)技術(shù)的飛速的發(fā)展,橋梁上部結(jié)構(gòu)自重成為阻礙其自身跨越能力的關(guān)鍵性因素,波形鋼腹板PC組合箱梁橋應(yīng)運(yùn)而生,由于其輕薄的結(jié)構(gòu)特點(diǎn)和強(qiáng)大的承載能力,近年來(lái)在全世界范圍內(nèi)得到廣泛認(rèn)可,并在橋梁界內(nèi)地位日益穩(wěn)固。為適應(yīng)波形鋼腹板PC組合箱梁橋的進(jìn)一步發(fā)展,本文對(duì)改進(jìn)型埋入式剪力鍵的靜力性能和破壞形態(tài)展開(kāi)了深入全面的分析研究,并通過(guò)試驗(yàn)研究和有限元三維仿真模擬進(jìn)行對(duì)比分析,推出具有廣泛普適性的改進(jìn)型埋入式剪力鍵的承載力計(jì)算公式。為此,本文進(jìn)行了如下幾方面的工作:①對(duì)波形鋼腹板PC組合箱梁橋的發(fā)展歷程和剪力鍵在國(guó)內(nèi)外的發(fā)展研究情況以及常用剪力鍵種類和應(yīng)用情況進(jìn)行了簡(jiǎn)要的介紹;②通過(guò)本文依托工程—花天河大橋波形鋼腹板PC組合箱梁橋連續(xù)鋼構(gòu)設(shè)計(jì)方案的工程概況的介紹引入了本文的研究對(duì)象—改進(jìn)型埋入式剪力鍵,并對(duì)其構(gòu)造形式進(jìn)行了簡(jiǎn)要的介紹;③以推出試驗(yàn)的方式對(duì)改進(jìn)型埋入式剪力鍵和被大家所熟知的S-PBL剪力鍵的靜力性能和破壞形態(tài)進(jìn)行對(duì)比試驗(yàn),并分析研究其受力破壞機(jī)理;同時(shí)設(shè)計(jì)了5組更改不同影響因素的結(jié)構(gòu)尺寸的改進(jìn)型埋入式剪力鍵,觀察并記錄其試驗(yàn)結(jié)果并與標(biāo)準(zhǔn)尺寸的改進(jìn)型埋入式剪力鍵進(jìn)行比較分析,發(fā)現(xiàn)試驗(yàn)所得改進(jìn)型埋入式剪力鍵的極限承載力約為S-PBL極限承載力的2倍。④依靠有限元基本理論,以有限元非線性計(jì)算軟件Midas/FEA對(duì)改進(jìn)型埋入式剪力鍵進(jìn)行三維實(shí)體有限元分析,并通過(guò)與試驗(yàn)所得的靜力性能和破壞形態(tài)進(jìn)行對(duì)比分析論證有限元計(jì)算結(jié)果的可靠性;⑤對(duì)慣常研究的影響剪力鍵承載能力主要影響因素進(jìn)行有限元理論分析,并將有限元所得值與實(shí)驗(yàn)值進(jìn)行對(duì)比分析,確定改進(jìn)型埋入式剪力鍵承載能力的關(guān)鍵性影響因素,并通過(guò)計(jì)算比較確定了各靜力性能影響因素的次序。⑥通過(guò)對(duì)128組有限元值和大量試驗(yàn)結(jié)果的多元回歸分析,以及已有的PBL承載力公式的經(jīng)驗(yàn)總結(jié),最后推出專適于改進(jìn)型埋入式剪力鍵的承載能力計(jì)算公式。⑦對(duì)公式的計(jì)算值與有限元值和試驗(yàn)值進(jìn)行對(duì)比分析,驗(yàn)證計(jì)算值的可靠性和精確性。該公式在實(shí)際工程中運(yùn)用具有廣泛的普適性和安全可靠性。⑧通過(guò)對(duì)改進(jìn)型埋入式剪力鍵的影響因素的具體量化分析研究,結(jié)合工程實(shí)踐,確定了改進(jìn)型埋入式剪力鍵的合理構(gòu)造參數(shù)取值范圍。通過(guò)以上各方面的研究結(jié)果,論證了改進(jìn)型埋入式剪力鍵較S-PBL和普通埋入式剪力鍵的靜力性能的優(yōu)越性,確定了各關(guān)鍵性影響因素對(duì)承載力結(jié)果的影響程度,推出了具有廣泛適用性的改進(jìn)型埋入式剪力鍵的承載力計(jì)算公式,有利于改進(jìn)型埋入式剪力鍵的進(jìn)一步推廣適用。
[Abstract]:With the rapid development of modern bridge science and technology, the weight of the superstructure of the bridge becomes the key factor that hinders its ability to span, and the PC composite box girder bridge with corrugated steel webs emerges as the times require. Due to its light structure and strong bearing capacity, it has been widely recognized in the world in recent years, and has become more and more stable in the bridge boundary. In order to adapt to the further development of PC composite box girder bridge with corrugated steel webs, the static performance and failure mode of the improved embedded shear bond are studied thoroughly and thoroughly in this paper. Through the comparison and analysis between the experimental research and the finite element three-dimensional simulation, a widely applicable formula for calculating the bearing capacity of the improved embedded shear bond is proposed. For this reason, this paper has carried on the following aspects of work: 1 the development course of the PC composite box girder bridge with corrugated steel webs, the development and research situation of the shear bond at home and abroad, the types and application of the commonly used shear bond are briefly introduced; (2) through the introduction of the engineering general situation of the continuous steel structure design scheme of the PC composite box girder bridge with corrugated steel webs based on the project of Huatianhe Bridge in this paper, the research object of this paper, the modified embedded shear key, is introduced. A brief introduction to its structural form is also given. (3) the static performance and failure mode of the improved embedded shear bond and the S-PBL shear bond, which is well known to everyone, are tested by means of push-out test, and the failure mechanism of the modified embedded shear bond is analyzed and studied. At the same time, five groups of modified embedded shear keys with different influence factors are designed, and the experimental results are observed and recorded, and compared with the standard size of the modified embedded shear keys. It is found that the ultimate bearing capacity of the improved embedded shear bond is about 2 times that of S-PBL. The 3D solid finite element analysis of the improved embedded shear bond is carried out by using the finite element nonlinear calculation software Midas/FEA, and the reliability of the finite element calculation result is proved by comparing the static performance and the failure pattern with the experimental results. (5) the main influencing factors of shear bond bearing capacity are analyzed by finite element theory, and compared with the experimental value, the key factors influencing the load capacity of the improved embedded shear bond are determined. The order of influencing factors of static performance is determined by calculation and comparison. (6) based on the multivariate regression analysis of 128-group finite element values and a large number of experimental results, and the experience of the existing PBL bearing capacity formula, Finally, a formula for calculating the load-carrying capacity of the modified embedded shear bond is presented. 7 the calculation value of the formula is compared with the finite element value and the experimental value, and the reliability and accuracy of the calculated value are verified. The formula is widely used in practical engineering with universal applicability and safety reliability. 8 through the quantitative analysis of the influence factors of the improved embedded shear key, combined with the engineering practice, The reasonable value range of the structural parameters of the improved embedded shear key is determined. Through the above research results, the superiority of the improved embedded shear bond over the static performance of the S-PBL and the common embedded shear bond is demonstrated, and the influence degree of the key factors on the bearing capacity results is determined. A formula for calculating the bearing capacity of the modified embedded shear bond is presented, which is beneficial to the further popularization and application of the improved embedded shear bond.
【學(xué)位授予單位】：重慶交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：U441;U448.216

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本文編號(hào)：2344752