【摘要】：盾構(gòu)施工具有機(jī)械化程度高、掘進(jìn)速度快、施工安全性高、對(duì)周圍環(huán)境影響小等優(yōu)點(diǎn),廣泛應(yīng)用于城市地鐵、電力、市政等地下隧道建設(shè)中。在盾構(gòu)法隧道施工中,盾構(gòu)始發(fā)與到達(dá)施工是整個(gè)隧道施工的關(guān)鍵環(huán)節(jié)。如若施工不當(dāng),可能會(huì)發(fā)生如塌方、透水、端頭土體土體失穩(wěn)等安全問(wèn)題。為了避免在盾構(gòu)始發(fā)與到達(dá)施工過(guò)程中可能出現(xiàn)的一系列問(wèn)題,需要對(duì)端頭土體進(jìn)行加固,以確保盾構(gòu)隧道能夠順利始發(fā)與及時(shí)貫通。本文以廣州市軌道交通九號(hào)線花都廣場(chǎng)站~馬鞍山公園站(簡(jiǎn)稱花馬區(qū)間)地鐵隧道為工程背景,結(jié)合工程實(shí)際,運(yùn)用工程經(jīng)驗(yàn)、理論分析和數(shù)值模擬等方法,對(duì)地鐵隧道盾構(gòu)始發(fā)站(馬鞍山公園站)端頭土體加固的加固工法、加固理論、數(shù)值模擬進(jìn)行了分析與研究。具體工作內(nèi)容如下:(1)通過(guò)在廣州軌道交通花馬區(qū)間地鐵隧道工程的實(shí)習(xí),了解盾構(gòu)始發(fā)工程的概況以及該項(xiàng)目盾構(gòu)始發(fā)采用的加固方法與施工工藝,并在此基礎(chǔ)上來(lái)理解各種端頭加固工法的優(yōu)缺點(diǎn)及其適用條件,把握盾構(gòu)始發(fā)端頭土體施工的重點(diǎn)、難點(diǎn),藉以實(shí)現(xiàn)對(duì)地鐵隧道盾構(gòu)始發(fā)工程安全的有效控制;(2)在經(jīng)典強(qiáng)度理論的基礎(chǔ)上,通過(guò)建立端頭加固土體的力學(xué)與數(shù)學(xué)模型,運(yùn)用彈性力學(xué)、高等土力學(xué)和高等數(shù)學(xué)方法推導(dǎo)出端頭土體的縱向、橫向加固范圍的理論解,并就馬鞍山公園站的工程條件進(jìn)行實(shí)際算例分析,為工程實(shí)際施工提供理論參考;(3)采用三維有限差分?jǐn)?shù)值模擬軟件FLAC3D,在盾構(gòu)始發(fā)封門(mén)拆除最不利工況下,從位移場(chǎng)、破壞場(chǎng)、應(yīng)力場(chǎng)出發(fā),進(jìn)行端頭加固范圍數(shù)值模擬。首先保證橫向加固范圍為3m,縱向加固長(zhǎng)度依次取3m、6m、10m、15m進(jìn)行模擬,以確定合理的縱向加固數(shù)值解;其次保證合理的縱向加固范圍不變,橫向加固范圍依次取盾構(gòu)兩側(cè)1m、2m、3m、4m范圍進(jìn)行模擬,以確定合理的橫向加固范圍,進(jìn)一步為工程施工和理論研究提供參考性建議。主要研究成果如下:(1)馬鞍山公園站盾構(gòu)始發(fā)工程處于高水壓砂層、上軟下硬地層中,該地層具有滲透系數(shù)大、施工參數(shù)不好控制、地層承載能力差等特點(diǎn)。三重管高壓旋噴樁加固法適用于砂土、砂卵石、淤泥及軟弱黏性土等多種土層,形成的旋噴樁體強(qiáng)度高、耐久性好,另外其操作簡(jiǎn)單、可灌性好、材源廣闊、價(jià)格低廉等諸多優(yōu)點(diǎn),適用于馬鞍山公園站盾構(gòu)始發(fā)工程的土體加固;(2)由彈性薄板理論、土體滑移失穩(wěn)理論、土體擾動(dòng)極限平衡理論和松動(dòng)圈的相關(guān)知識(shí)及端頭加固的構(gòu)造分析,建立相應(yīng)的力學(xué)計(jì)算模型;通過(guò)彈性力學(xué)、高等土力學(xué)相關(guān)知識(shí)及高等數(shù)學(xué)的解析方法,推導(dǎo)出端頭土體加固范圍的理論解,并就馬鞍山公園站工程實(shí)例進(jìn)行算例分析,結(jié)果表明,與實(shí)際加固相比而言縱向和隧道兩側(cè)相差不大,隧道拱底砂性土及拱底炭質(zhì)灰沿土層計(jì)算有所偏差,主要原因可能是未考慮實(shí)際地質(zhì)情況及加固土體等因素的影響。(3)由數(shù)值模擬結(jié)果可知:在綜合考慮不同縱向、橫向加固范圍的位移場(chǎng)、破壞場(chǎng)和應(yīng)力場(chǎng)以及盾構(gòu)始發(fā)的止水性要求的前提下,結(jié)合實(shí)際工程地質(zhì)條件和理論研究結(jié)果,最終確定本工程盾構(gòu)始發(fā)端頭土體加固為:縱向加固長(zhǎng)度取10m,橫向加固長(zhǎng)度取3m,深度方向?yàn)樗淼理敳考庸倘?m,隧道中心以下無(wú)加固。施工中只要確保工程質(zhì)量,就可以滿足盾構(gòu)始發(fā)的強(qiáng)度和穩(wěn)定性要求。(4)本研究對(duì)于廣州地區(qū)地鐵隧道盾構(gòu)法施工或其它類似高水壓砂性土、上軟下硬地層施工條件的工程,具有一定的參考和應(yīng)用推廣價(jià)值。
[Abstract]:The shield construction has the advantages of high mechanization, fast driving speed, high construction safety and small influence on the surrounding environment. It is widely used in the construction of underground tunnels in urban subway, electric power, municipal and other underground tunnels. During the construction of shield tunneling, shield construction and construction are the key links of the whole tunnel construction. If improper construction, it may happen. In order to avoid a series of problems that may occur during the initiation and construction of the shield, it is necessary to reinforce the end soil in order to ensure the smooth start and the timely penetration of the shield tunnel. This article takes the Ma'anshan Park of Huadu Square Station in line nine of Guangzhou rail transit to Ma'anshan Park The subway tunnel is the engineering background. Combining engineering practice, engineering experience, theoretical analysis and numerical simulation, the reinforcement method, reinforcement theory and numerical simulation of metro tunnel shield starting station (Ma'anshan Park Station) end soil reinforcement are analyzed and studied. The concrete work contents are as follows: (1) through The practice of the metro tunnel project in Guangzhou rail transit is to understand the general situation of the shield construction project and the reinforcement method and construction technology adopted in this project, and to understand the advantages and disadvantages of all kinds of end reinforcement methods and their applicable conditions on this basis. The effective control of the safety of the shield construction of the subway tunnel is made. (2) on the basis of the classical strength theory, through the establishment of the mechanics and mathematical model of the end reinforcement soil, the theoretical solution of the longitudinal and transverse reinforcement range of the end soil body is derived by using the elastic mechanics, the higher soil mechanics and the higher mathematics method, and the work of the Ma'anshan Park station is worked out. The practical case analysis is carried out to provide theoretical reference for the actual construction of the project. (3) using the three-dimensional finite difference numerical simulation software FLAC3D, the numerical simulation of the end reinforcement range is carried out from the displacement field, the failure field and the stress field under the most unfavorable conditions of the shield opening door. First, the lateral reinforcement scope is guaranteed to be 3M, and the longitudinal reinforcement is long. The degree of 3M, 6m, 10m, 15m is simulated in order to determine the reasonable numerical solution of the longitudinal reinforcement. Secondly, the reasonable longitudinal reinforcement range is guaranteed. The lateral reinforcement range is taken in order to simulate the range of 1m, 2m, 3M and 4m on both sides of the shield, so as to determine the reasonable lateral reinforcement scope, and provide some reference suggestions for the engineering construction and the theoretical research. The research results are as follows: (1) the shield construction project in Ma'anshan Park station is in the high water pressure sand layer, in the upper soft and hard stratum, the stratum has the characteristics of large permeability coefficient, poor construction parameter control, poor bearing capacity of the formation and so on. The three heavy pipe high pressure jet grouting pile reinforcement method is suitable for sand soil, sand gravel, silt and soft clay soil and so on. The rotary jet pile has high strength, good durability, simple operation, good irrigability, wide material source, low price and so on. It is suitable for soil reinforcement of the shield construction project of Ma'anshan Park station. (2) the theory of elastic thin plate, the theory of soil slip instability, the related knowledge of the limit equilibrium theory of soil disturbance and the reinforcement of the end of the loose circle By structural analysis, the corresponding mechanical calculation model is set up, and the theoretical solution of the reinforcement range of the end soil is derived through the elastic mechanics, the knowledge of higher soil mechanics and the analytical method of higher mathematics, and the example of the Ma'anshan Park Station project is analyzed. The results show that the difference between the longitudinal and the two sides of the tunnel is small, compared with the actual reinforcement. There is a deviation in the calculation of the sandy soil and the carbonaceous ash at the bottom of the arch at the bottom of the tunnel. The main reason may be that there is no consideration of the actual geological conditions and the influence of the soil reinforcement. (3) it is known from the numerical simulation results that the displacement field, the broken field and stress field, and the water stop requirements of the shield originating from the different longitudinal and transverse reinforcement range are considered comprehensively. Under the premise, combined with the actual engineering geological conditions and theoretical research results, it is finally determined that the soil reinforcement at the beginning end of the shield is 10m, the length of lateral reinforcement is 3M, the depth direction is reinforced at the top of the tunnel, and 5m is reinforced at the top of the tunnel. The construction quality can be satisfied as long as the quality of the project is ensured. Strength and stability requirements. (4) this study has a certain reference and application value for the shield construction of subway tunnels in Guangzhou or other similar high water pressure sand soil, soft and hard stratum construction conditions.
【學(xué)位授予單位】：蘭州交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：U231.3;U455.43

【相似文獻(xiàn)】

相關(guān)期刊論文 前10條

1 劉潯;范云中;豐土根;陸躍;;無(wú)錫地鐵盾構(gòu)始發(fā)風(fēng)險(xiǎn)分析[J];水利與建筑工程學(xué)報(bào);2013年03期

2 翟志國(guó);;城市大直徑泥水盾構(gòu)始發(fā)技術(shù)淺談[J];科技資訊;2009年04期

3 于建軍;;地鐵盾構(gòu)始發(fā)負(fù)環(huán)管片組裝及拆除施工技術(shù)[J];鐵道技術(shù)監(jiān)督;2010年03期

4 馮義;陳壽根;王稼祥;;深圳地鐵五號(hào)線盾構(gòu)始發(fā)掘進(jìn)技術(shù)研究[J];建筑機(jī)械化;2010年08期

5 呂傳田;翟志國(guó);蘇清貴;;北京鐵路地下直徑線盾構(gòu)始發(fā)技術(shù)[J];中國(guó)工程科學(xué);2010年12期

6 丁烈云;李煒明;陳曉陽(yáng);;武漢地鐵盾構(gòu)始發(fā)數(shù)值計(jì)算與監(jiān)測(cè)分析[J];鐵道工程學(xué)報(bào);2011年03期

7 滕長(zhǎng)浪;;盾構(gòu)始發(fā)與到達(dá)風(fēng)險(xiǎn)分析[J];科技資訊;2011年09期

8 杜建林;魏鑫;;盾構(gòu)始發(fā)端頭連續(xù)墻成槽過(guò)程卡錘事故的處理[J];廣州建筑;2011年01期

9 潘遠(yuǎn)麗;;淺埋全斷面動(dòng)水砂層盾構(gòu)始發(fā)方法探討[J];甘肅水利水電技術(shù);2011年05期

10 齊敦典;;無(wú)后置出土口的盾構(gòu)始發(fā)方案[J];建筑技術(shù);2012年02期

相關(guān)會(huì)議論文 前10條

1 欒文偉;肖宗莉;吳亮;;盾構(gòu)始發(fā)過(guò)程中對(duì)徑向土體擾動(dòng)范圍的研究[A];2011中國(guó)盾構(gòu)技術(shù)學(xué)術(shù)研討會(huì)論文集[C];2011年

2 趙運(yùn)臣;;盾構(gòu)始發(fā)與到達(dá)方法綜述[A];中國(guó)土木工程學(xué)會(huì)第十三屆年會(huì)暨隧道及地下工程分會(huì)第十五屆年會(huì)論文集[C];2008年

3 陶芳良;;盾構(gòu)始發(fā)受阻及處理技術(shù)[A];第二屆隧道掘進(jìn)機(jī)（盾構(gòu)、TBM）專業(yè)委員會(huì)第一次學(xué)術(shù)研討會(huì)暨中鐵隧道集團(tuán)城市盾構(gòu)項(xiàng)目管理、施工技術(shù)、設(shè)備維保交流會(huì)論文集[C];2011年

4 胡俊;;盾構(gòu)始發(fā)端頭化學(xué)加固范圍的數(shù)值模擬研究[A];第十二屆海峽兩岸隧道與地下工程學(xué)術(shù)與技術(shù)研討會(huì)論文集[C];2013年

5 高家瑞;賈建兵;;長(zhǎng)沙地鐵隧道小曲線盾構(gòu)始發(fā)技術(shù)[A];第二屆隧道掘進(jìn)機(jī)（盾構(gòu)、TBM）專業(yè)委員會(huì)第一次學(xué)術(shù)研討會(huì)暨中鐵隧道集團(tuán)城市盾構(gòu)項(xiàng)目管理、施工技術(shù)、設(shè)備維保交流會(huì)論文集[C];2011年

6 楊瓊鵬;;軟弱地層盾構(gòu)始發(fā)及到達(dá)施工技術(shù)[A];第二屆隧道掘進(jìn)機(jī)（盾構(gòu)、TBM）專業(yè)委員會(huì)第一次學(xué)術(shù)研討會(huì)暨中鐵隧道集團(tuán)城市盾構(gòu)項(xiàng)目管理、施工技術(shù)、設(shè)備維保交流會(huì)論文集[C];2011年

7 翟志國(guó);黃學(xué)軍;;城市大直徑泥水盾構(gòu)始發(fā)關(guān)鍵技術(shù)[A];第二屆隧道掘進(jìn)機(jī)（盾構(gòu)、TBM）專業(yè)委員會(huì)第一次學(xué)術(shù)研討會(huì)暨中鐵隧道集團(tuán)城市盾構(gòu)項(xiàng)目管理、施工技術(shù)、設(shè)備維保交流會(huì)論文集[C];2011年

8 李治國(guó);周明發(fā);王海;王書(shū)雄;李明;;海河共同溝隧道盾構(gòu)始發(fā)段注漿技術(shù)[A];自主創(chuàng)新與持續(xù)增長(zhǎng)第十一屆中國(guó)科協(xié)年會(huì)論文集（2）[C];2009年

9 張則忠;張自太;;廣州軌道交通6號(hào)線某區(qū)間全斷面砂層泥水加壓平衡盾構(gòu)始發(fā)技術(shù)[A];2011中國(guó)盾構(gòu)技術(shù)學(xué)術(shù)研討會(huì)論文集[C];2011年

10 路剛;;盾構(gòu)始發(fā)端頭土體加固施工技術(shù)[A];城市地下空間開(kāi)發(fā)與地下工程施工技術(shù)高層論壇論文集[C];2004年

相關(guān)重要報(bào)紙文章 前3條

1 王馨 記者 趙丹 王小剛;地鐵一號(hào)線首臺(tái)過(guò)江盾構(gòu)始發(fā)[N];南昌日?qǐng)?bào);2012年

2 通訊員 邱開(kāi)禎 李欣潔;廈門(mén)市軌道交通首臺(tái)盾構(gòu)始發(fā)[N];中國(guó)鐵道建筑報(bào);2014年

3 趙永生;盾構(gòu)始發(fā)側(cè)壁支護(hù)體系創(chuàng)新[N];中國(guó)建設(shè)報(bào);2014年

相關(guān)博士學(xué)位論文 前2條

1 趙寶虎;沖擊問(wèn)題實(shí)驗(yàn)應(yīng)力分析與盾構(gòu)始發(fā)反力架監(jiān)測(cè)[D];天津大學(xué);2009年

2 胡俊;高水壓砂性土層地鐵大直徑盾構(gòu)始發(fā)端頭加固方式研究[D];南京林業(yè)大學(xué);2012年

相關(guān)碩士學(xué)位論文 前6條

1 宋旱云;深埋盾構(gòu)始發(fā)洞口土體穩(wěn)定性及施工方法研究[D];北京建筑大學(xué);2015年

2 柳林;圍護(hù)結(jié)構(gòu)及土層在盾構(gòu)始發(fā)過(guò)程中的力學(xué)行為研究[D];石家莊鐵道大學(xué);2015年

3 夏洋洋;廣州地鐵盾構(gòu)施工端頭預(yù)加固合理范圍研究及應(yīng)用[D];蘭州交通大學(xué);2015年

4 李博;盾構(gòu)始發(fā)對(duì)圍巖穩(wěn)定性影響分析[D];安徽建筑大學(xué);2014年

5 殷黎明;砂卵石地層盾構(gòu)始發(fā)端頭土體加固研究[D];中南大學(xué);2013年

6 石研玉;小斷面泥水越江盾構(gòu)始發(fā)與接收關(guān)鍵技術(shù)研究[D];西南交通大學(xué);2014年

，

本文編號(hào)：2161997