發(fā)布時間：2018-01-15 03:27

  本文關鍵詞：基于圍巖穩(wěn)定性與超前地質(zhì)預報的高鐵隧道鉆爆開挖工法轉(zhuǎn)換條件研究　出處：《中國地質(zhì)大學》2015年博士論文　論文類型：學位論文

  更多相關文章： 高速鐵路隧道 開挖工法 工法轉(zhuǎn)換 位移方向角 判定標準

【摘要】：自上個世紀60年代日本修建了世界上第一條現(xiàn)代化高速鐵路開始,世界各國掀起了修建高速鐵路的熱潮,我國在2008年順利開通時速350km/h的京津城際高速鐵路,標志著我國進入高速鐵路快速發(fā)展階段。高速鐵路的迅速鋪開,自然無法避免在山嶺區(qū)修建大量隧道,我國目前絕大多數(shù)山嶺隧道的開挖均采用鉆爆法,在采用鉆爆法施工時,單一的開挖工法已經(jīng)很難滿足隧道安全施工的要求,隨著隧道賦存地質(zhì)條件的變化,所采取的開挖工法也需隨之轉(zhuǎn)換。但是目前我國極其缺乏高速鐵路隧道鉆爆開挖工法轉(zhuǎn)換這一方面的理論研究,這就使得不同開挖工法之間的轉(zhuǎn)換具有很大的主觀性與經(jīng)驗性,選擇不當或轉(zhuǎn)換不及時,容易造成施工進度延誤甚至發(fā)生隧道塌方事故。因此,開展高速鐵路隧道鉆爆開挖工法轉(zhuǎn)換控制標準方面的研究具有重要理論價值和實踐指導意義。以隧道鉆爆開挖工法轉(zhuǎn)換控制條件為研究中心,以滬昆客運專線長昆湖南段CKTJ-IX標段23條隧道共44個工作面的實際施工工況為依托,在國內(nèi)外研究現(xiàn)狀調(diào)研分析的基礎上,首先闡述鉆爆開挖工法的地層適宜性,并對研究區(qū)內(nèi)各種鉆爆開挖工法的應用效果進行評價；然后基于統(tǒng)計分析理論,對現(xiàn)場采集不同圍巖等級、不同開挖工法下的圍巖變形數(shù)據(jù)進行分析,研究隧道圍巖變形位移、圍巖變形時間以及圍巖變形距離與圍巖等級的關系,建立圍巖-支護體系平衡穩(wěn)定的評判標準。同時,基于圍巖應力重分布的基本理論,從應力大小和應力方向的角度分析圍巖三維變形特征,提出不同鉆爆開挖工法下的圍巖三維變形模式。在此研究成果上,定義圍巖位移方向角；基于地層分界面兩側(cè)不同相對圍巖強度、不同相對分布長度以及不同地層分界面傾角建立三維仿真地質(zhì)模型,闡述隧道穿越地層分界面時圍巖位移方向角的變化規(guī)律,并建立判定掌子面前方地質(zhì)條件的標準,且提出一種預測掌子面前方地質(zhì)條件的新方法；最后基于工法轉(zhuǎn)換的前提條件,提出工法轉(zhuǎn)換的原則以及工法轉(zhuǎn)換條件的判定方法,建立工法轉(zhuǎn)換控制體系。在理論研究的同時,將上述研究成果完整的應用在滬昆客運專線長昆湖南段姚家隧道和崔家沖隧道的工法轉(zhuǎn)換實踐之中,以驗證研究成果的正確性與可行性。論文完成的主要工作包括以下幾個方面：(1)對高速隧道鉆爆開挖工法進行了全面的地層適宜性評價。依據(jù)本工程區(qū)段內(nèi)工程地質(zhì)條件,包括隧道埋深、地層巖性、地質(zhì)構(gòu)造、水文地質(zhì)等,主要選用全斷面開挖工法、上下臺階開挖工法、弧形導坑預留核心土開挖工法、三臺階七步開挖工法以及雙側(cè)壁導坑開挖工法等進行隧道的開挖掘進。首先從開挖工序、工藝特點和適用范圍三個方面對開挖工法進行了全面介紹：其次依托各種開挖工法在現(xiàn)場應用的實際情況,從開挖工法的可行性、安全性、工期可控性以及經(jīng)濟性等五個方面進行工法適宜性評價�，F(xiàn)場應用效果說明了隧道在開挖的過程中,合適的開挖工法不僅可以保障隧道的安全掘進,而且能最大限度的保證施工工期。因此,選擇適宜的開挖工法對隧道的安全、進度、效益起著至關重要作用,隧道的開挖必須綜合考慮各種因素并結(jié)合隧道的工程地質(zhì)條件選擇最優(yōu)的開挖工法。(2)基于隧道圍巖變形穩(wěn)定的判定依據(jù),結(jié)合現(xiàn)場23條隧道大量的圍巖變形監(jiān)測數(shù)據(jù),提出了圍巖變形的統(tǒng)計分析理論,并從定量的角度建立了圍巖變形與圍巖等級的關系以及時間-空間效應與圍巖等級的關系。結(jié)論表明：圍巖穩(wěn)定位移、圍巖穩(wěn)定時間以及圍巖穩(wěn)定距離均與圍巖等級近似呈線性關系,即隨著隧道圍巖等級的提高,圍巖穩(wěn)定位移不斷增大、圍巖穩(wěn)定時間和圍巖穩(wěn)定距離不斷增長。(3)以圍巖穩(wěn)定位移、圍巖穩(wěn)定時間以及圍巖穩(wěn)定距離作為判定圍巖-支護體系平衡穩(wěn)定的指標,并基于圍巖變形監(jiān)測數(shù)據(jù)的統(tǒng)計分析對各判定指標進行了量化,提出了各判定指標的建議值。然后以判定指標的建議值建立了圍巖-支護體系的穩(wěn)定基準線,并根據(jù)圍巖穩(wěn)定基準線對隧道圍巖-支護體系的穩(wěn)定性進行了判定,即當隧道圍巖穩(wěn)定判定指標量化值在基準線下方時,可判定隧道圍巖變形處于常規(guī)發(fā)展狀態(tài),可正常施工；當隧道圍巖穩(wěn)定判定指標量化值處于基準線上下限之間時,可判定隧道圍巖變形已進入基本穩(wěn)定階段,可按正常工序組織施工,必要時采取施工措施對圍巖進行加強支護,控制圍巖變形的持續(xù)發(fā)展；當隧道圍巖穩(wěn)定判定指標量化值在上限基準線上方時,可判定隧道圍巖變形還未穩(wěn)定,應立即預警并加大監(jiān)測頻率,查明原因后才能按正常程序組織施工。(4)基于圍巖應力重分布的基本理論,提出了隧道在開挖的過程中,圍巖應力分布的特征區(qū)域(穩(wěn)定區(qū)域、掌子面受影響區(qū)域和未受影響區(qū)域),并闡述了每個特征區(qū)域的圍巖變形表現(xiàn)形式；利用FLAC3D數(shù)值模擬軟件分別建立了全斷面開挖模型、上下臺階開挖模型、弧形導坑預留核心土開挖模型、三臺階七步開挖模型以及雙側(cè)壁導坑開挖模型,共5種開挖模型,然后從圍巖應力大小和應力方向的角度,分析了各種開挖工法下的隧道圍巖三維變形特征,并歸納了各種開挖工法下隧道拱部及邊墻的圍巖三維變形規(guī)律。在圍巖三維變形規(guī)律的基礎上,基于圍巖裂隙擴展機理,提出了不同開挖工法下的4種圍巖三維變形模式,分別為全斷面開挖工法產(chǎn)生的豎向旋轉(zhuǎn)至橫向圍巖變形模式、上下臺階開挖工法產(chǎn)生的縱向旋轉(zhuǎn)至豎向圍巖變形模式、弧形導坑預留核心土或者三臺階七步開挖工法產(chǎn)生的橫向旋轉(zhuǎn)至縱向圍巖變形模式以及雙側(cè)壁導坑開挖工法產(chǎn)生的三個方向旋轉(zhuǎn)變形模式。(5)采取了對隧道圍巖的豎向變形和縱向變形同步進行監(jiān)測的手段,并提出了隧道圍巖位移方向角的概念,同時闡述了隧道在開挖過程中圍巖位移方向角的變化規(guī)律,即無論掌子面處于均質(zhì)硬巖或者均質(zhì)軟質(zhì),每個斷面對應的位移方向角基本上相近,其相連而成的趨勢線近似為一水平線,此時稱之為常規(guī)狀態(tài)。當掌子面離地質(zhì)分界面較近或者即將穿越地質(zhì)分界面時,隧道圍巖的變形受到不同巖體的作用以及地質(zhì)構(gòu)造的影響,使得隧道圍巖位移方向角偏離其常規(guī)狀態(tài),從而致使位移方向角趨勢線產(chǎn)生較大的起伏,或正向或負向的變化。然后從地層分界面兩側(cè)圍巖不同相對強度、圍巖不同相對長度以及不同地層分界面傾角3個方面出發(fā),分別建立了隧道由硬巖地層向軟巖地層掘進的三維數(shù)值模型和隧道由軟巖地層向硬巖地層掘進的三維數(shù)值模型,分析隧道在穿越地層分界面時,隧道圍巖的豎向變形特征、縱向變形特征以及位移方向角變化規(guī)律,其結(jié)論可作為判定掌子面前方地質(zhì)條件的一種方法。(6)采用高斯多峰擬合函數(shù)對圍巖位移方向角變化規(guī)律進行了量化處理,并提出了以高斯多峰擬合曲線的拐點處一階導函數(shù)值、峰值以及半高寬作為判定隧道掌子面前方地質(zhì)條件的指標；利用判定指標的量化值建立了判定隧道掌子面前方相對圍巖等級、相對分布長度以及地層分界面傾角的上下限基準線,即隧道在開挖的過程中,若判定指標的量化值在上下限基準線區(qū)間內(nèi),則可根據(jù)判定標準預測掌子面前方地質(zhì)條件。(7)提出了隧道開挖工法轉(zhuǎn)換的兩個基本前提條件：第一確保隧道已開挖段圍巖-支護體系的平衡穩(wěn)定；第二準確預測掌子面前方地質(zhì)條件�；趦蓚�基本前提條件,提出了隧道開挖工法轉(zhuǎn)換控制的總原則,即只有當判定指標的量化值在允許建議值的區(qū)間內(nèi),才可實施相應的工法轉(zhuǎn)換。(8)分別提出了圍巖-支護體系平衡穩(wěn)定的判定方法和隧道掌子面前方地質(zhì)條件的判定方法。針對圍巖-支護體系平衡穩(wěn)定的判定,提出了以一元非線性回歸函數(shù)建立統(tǒng)計回歸預測模型,然后利用該模型對隧道圍巖變形進行預測,最后獲取指標量化值進行判定的方法；針對掌子面前方地質(zhì)條件的判定,提出了基于離散Frechet距離的高斯曲線相似度算法,對圍巖位移方向角的高斯擬合曲線進行識別分群,然后獲取指標量化值進行判定的方法。(9)以滬昆客運專線長昆湖南段CKTJ-IX標段內(nèi)的姚家隧道和崔家沖隧道為例,采用本課題的研究成果,闡述了隧道由硬巖地層向軟巖地層掘進時的工法轉(zhuǎn)換實踐和隧道由軟巖地層向硬巖地層掘進時的工法轉(zhuǎn)換實踐；利用現(xiàn)場地質(zhì)調(diào)查結(jié)果、實時圍巖變形監(jiān)測數(shù)據(jù)、聲波測試試驗及室內(nèi)物理試驗等方法進行了工法轉(zhuǎn)換效果驗證,其結(jié)果證明了開挖工法轉(zhuǎn)換控制條件標準具有很好的可靠性與適用性。本文的創(chuàng)新成果主要有：(1)基于現(xiàn)場大量圍巖變形監(jiān)測數(shù)據(jù),采用統(tǒng)計分析理論,從定量的角度建立了隧道拱頂下沉位移與圍巖等級的關系、隧道周邊收斂位移與圍巖等級的關系、時間效應與圍巖等級的關系以及空間效應與圍巖等級的關系。提出了以圍巖穩(wěn)定位移、圍巖穩(wěn)定時間以及圍巖穩(wěn)定距離作為判定隧道圍巖-支護體系平衡穩(wěn)定的指標,并建立了圍巖-支護體系平衡穩(wěn)定的判定標準,為評價隧道圍巖穩(wěn)定性提供了一種新的手段。(2)基于圍巖三維應力變化規(guī)律,闡述了不同開挖工法下的圍巖三維變形模式。提出了圍巖位移方向角的概念,并從地層分界面兩側(cè)圍巖不同相對強度、不同相對分布長度以及不同地層分界面傾角三個方面出發(fā),展示并歸納了圍巖位移方向角的變化規(guī)律。(3)提出了以峰值函數(shù)中的高斯多峰函數(shù)對圍巖位移方向角變化規(guī)律進行量化處理,以擬合曲線的拐點處一階導函數(shù)值、峰值點以及半高寬作為判定隧道掌子面前方圍巖相對強度、相對分布長度以及地層分界面傾角的指標,并建立了掌子面前方地質(zhì)條件的判定標準,給出了各判定指標建議區(qū)間,為判定隧道掌子面前方地質(zhì)條件提供了一種新的方法。(4)提出了隧道開挖工法轉(zhuǎn)換的原則與條件,即第一確保隧道已開挖段圍巖-支護體系的平衡穩(wěn)定；第二準確預測掌子面前方地質(zhì)條件。只要上述兩個前提條件的判定指標量化值在建議區(qū)間內(nèi),則可實施工法轉(zhuǎn)換�；趪鷰r穩(wěn)定性與超前地質(zhì)預報的高鐵隧道鉆爆開挖工法轉(zhuǎn)換控制條件標準的研究成果,為隧道鉆爆開挖工法選取、轉(zhuǎn)換提供了理論支撐。
[Abstract]:Since the last century in Japan in 60s the world's first built a modern high-speed railway, the world set off the upsurge of the construction of high-speed railway in China, in 2008 the successful opening of Beijing Tianjin intercity high-speed railway speed of 350km/h, indicates that China has entered a stage of rapid development of high-speed railway. The rapid spread of high-speed railway, natural can not avoid the construction of a large number of tunnels in the mountain area, the excavation of the vast majority of our mountain tunnel by drilling and blasting method, the drilling and blasting method, single excavation method has been difficult to meet the requirements of the safety of the tunnel construction, with the change of the geological conditions of the tunnel excavation method, also need to be taken. But at present our country extremely the lack of high speed railway tunnel drilling and blasting theory research in this aspect of the conversion method of excavation, which makes the conversion between different excavation method has great and the subjective Experience, improper selection or conversion is not timely, easy to cause the construction delay and even accidents of tunnel collapse. Therefore, to carry out high-speed railway tunnel drilling has important theoretical value and practical significance of blasting excavation technique conversion control standard. The tunnel excavation method conversion control conditions for the research center, the Shanghai Kunming passenger dedicated line long Kun Hunan section CKTJ-IX section of 23 tunnels with a total of 44 working face based on the actual construction conditions, on the basis of investigation and analysis of the status quo at home and abroad, firstly expounds the formation for drilling and blasting excavation method, and the research area of all kinds of drilling blasting excavation engineering application effect evaluation; then based on the theory of statistical analysis. Collection of different surrounding rock grade on the scene, analyze the deformation data of surrounding rock under different excavation methods, study the deformation of tunnel surrounding rock displacement and deformation of surrounding rock and rock time The relationship between distance and deformation of surrounding rock mass grade, the establishment of surrounding rock supporting system stability criteria. At the same time, the basic theory of rock stress distribution based on the analysis from the three-dimensional deformation characteristics of surrounding rock stress and stress direction angle, put forward different blasting excavation method under three-dimensional deformation mode. This research results on the definition of rock displacement direction angle; based on two different relative strata interface strength of surrounding rock, different length and different relative distribution of strata interface angle establish 3D simulation geological model, changes of direction angle of displacement of surrounding rock tunnel through the strata boundary surface, and establish judgment in front of tunnel face geological conditions, and puts forward a new method forecast in front of tunnel face geological conditions; finally based on the premise of conversion method, the proposed method conversion principle and method of judging the conversion condition The method to establish method of conversion control system. At the same time, the application of the research results in the complete Shanghai Kunming passenger line length Kunming Hunan section of Yaojia tunnel and cuijiachong tunnel construction method and the feasibility of conversion practice, to verify the validity of research results. The main work of this thesis includes the following aspects: (1) blasting excavation method of strata suitability evaluation of high-speed tunnel drilling. According to the engineering geological conditions of the engineering section, including tunnel depth, lithology, geological structure, hydrogeology, mainly uses the full section excavation method, up-down excavation method, arc heading reservation core soil excavation method. Three step and seven step excavation method and double side excavation method of tunnel excavation. Firstly, from the excavation process, excavation method on three aspects of process characteristics and scope of application A comprehensive introduction: secondly relying on a variety of excavation method in practical application, the feasibility, the excavation method, the safety aspects of the five period, the controllability and economy of engineering suitability evaluation. Field application shows the tunnel during excavation, excavation safety method can not only guarantee the right of the tunnel moreover, to ensure the construction period to the greatest extent. Therefore, choosing suitable excavation method of tunnel safety, progress, efficiency plays a vital role, choose the optimal excavation method, the engineering geological conditions of tunnel excavation must consider various factors and combining with the tunnel. (2) the stability criterion of tunnel surrounding rock deformation based on combination the field monitoring data of surrounding rock deformation of 23 tunnels, proposes a statistical analysis theory of the deformation of surrounding rock, and the establishment of the surrounding rock deformation and rock from the quantitative point of view The relation and the relationship between the time - space effect and surrounding rock mass grade. Conclusion: stable displacement of surrounding rock, the surrounding rock stability time and the stability of surrounding rock and the surrounding rock grade distances are approximate linear relationship with the level of surrounding rock increases, the stable displacement of surrounding rock increases, the stability of the surrounding rock and the surrounding rock stability time of the growing distance (3). In order to stabilize the displacement of surrounding rock, the surrounding rock and the stability of surrounding rock stability time distance as the judgment of surrounding rock supporting system stability index, and based on the analysis of the index of quantitative statistics of monitoring data of surrounding rock deformation, the indexes of the recommended value. Then establish the stability of surrounding rock supporting system to determine the baseline index of the recommended values, and according to the reference line on the stability of surrounding rock stability of tunnel surrounding rock supporting system is determined, namely when the tunnel surrounding rock stability index quantization The value below the reference line, can determine the deformation of tunnel surrounding rock in the normal development of the state, the normal construction; when the tunnel surrounding rock stability index to quantify the value is between the reference line can determine the limit, has entered the stable stage of deformation of tunnel surrounding rock, according to the normal procedure organization construction, take necessary measures for construction of surrounding rock strengthening supporting sustainable development, control the deformation of surrounding rock; when the tunnel surrounding rock stability index to quantify the value of above in the upper reference line, can determine the deformation of tunnel surrounding rock is not stable, immediately warning and increase the frequency of monitoring, to identify the reasons according to the normal procedure of construction. (4) the basic theory of rock stress redistribution based on and put forward in the process of tunnel excavation, the surrounding rock stress distribution characteristics of the regional (stable region, face the affected and unaffected areas), and expounds the characteristics of each region Form the surrounding rock deformation domain; numerical simulation using FLAC3D software to establish the model of full section excavation, next step excavation model, arc heading reservation core soil excavation model, three step and seven step excavation model and double side excavation model, a total of 5 kinds of excavation model, then the stress and stress direction from the point of view the surrounding rock, analyzes various excavation of tunnel surrounding rock deformation characteristics under three-dimensional method, and summed up the excavation method under the arch of the tunnel and the side wall of the surrounding rock deformation. Based on three-dimensional 3D deformation of surrounding rock, the surrounding rock crack propagation mechanism based on the proposed 4 dimensional deformation pattern of different surrounding rock under excavation method, respectively. As a model of vertical deformation of surrounding rock is rotated to the transverse full section excavation method of longitudinal deformation pattern is rotated to the vertical rock excavation method produced on the next step, arc heading prepared The core soil or three step and seven step excavation mode and direction of the three side heading excavation method produces rotation deformation model method with deformation generated by lateral rotation to the vertical rock. (5) take the vertical to the tunnel surrounding rock deformation and longitudinal deformation of synchronous monitoring methods, and put forward the concept of tunnel surrounding rock displacement direction angle. The variation of tunnel surrounding rock in the excavation process of displacement direction angle, namely whether the face of hard rock in homogeneous or homogeneous soft, the direction of displacement in each section corresponds to the angle of basically similar, which is connected to the trend line is approximately a horizontal line, now called the conventional state. When the tunnel face off the interface is close to or is about to cross the geological geological interface, the deformation of the tunnel surrounding rock affected by different rock mass and geological structure, the tunnel surrounding rock displacement angle from the direction of The conventional state, resulting in greater fluctuation of displacement angle change trend line, or positive or negative. From then on both sides of the relative strength of different rock strata interface, surrounding rock with different relative length and different strata interface angle of 3 aspects, a 3D numerical model of tunnel by hard rock strata to the three-dimensional numerical model and tunnel excavation soft rock strata by soft rock strata to hard rock are established. The analysis of tunnel across strata interface, vertical deformation characteristics of surrounding rock of tunnel, longitudinal deformation characteristics and displacement direction angle change rule, the conclusion can be used as a method to determine the geological conditions in front of the face. (6) by Gauss the peak fitting function is used to quantify the regularity of surrounding rock displacement direction angle, and put forward the inflection point of Gauss multi peak fitting curve at the first derivative values, and the half width of peak As a judge in front of tunnel face geological conditions index; using quantitative index to judge the value of this paper in front of tunnel face relative grade of surrounding rock and relative distribution of length and angle of the upper and lower strata interface reference line, namely tunnel excavation process, if the index value of the quantization interval in the upper and lower reference line, then according to the criteria of prediction in front of tunnel face geological conditions. (7) proposed two basic conditions: the first method conversion of tunnel excavation to ensure tunnel has excavated section of surrounding rock supports stable supporting system; second accurate prediction in front of tunnel face geological conditions. Two basic conditions based on the proposed total tunnel excavation the principle of switching control method, that only when the index quantization value in the interval allowed value, can implement the corresponding conversion method. (8) are respectively proposed surrounding rock support Determination method of supporting decision method and in front of tunnel face geological conditions. According to the system balance and stability of surrounding rock and support decision support system stability, put forward to a linear regression function to establish the statistical regression model, and then to predict the deformation of tunnel surrounding rock by using the model, finally obtains the index quantization value judging method in front of the face; to determine the geological conditions, put forward the Gauss curve similarity algorithm based on the discrete Frechet distance, clustering recognition of Gauss curve displacement direction angle, and then get the method to determine the value of quantitative indicators. (9) to the Shanghai Kunming passenger line length Kunming Hunan section in CKTJ-IX section of Yaojia tunnel and the cuijiachong tunnel as an example, using the research results of this paper, elaborated the tunnel by hard rock excavation in soft rock strata to the engineering practice and the tunnel by soft switching Practice of the transformation of rock to hard rock strata of the excavation method; using the results of field geological investigation, rock deformation monitoring data real-time test and acoustic test, indoor physical test method to verify the effect of the conversion, the results show that the excavation method conversion control standard has good reliability and applicability. The innovation of this paper mainly include: (1) a large number of surrounding rock deformation monitoring data field based on the statistical analysis using the theory of relationship between tunnel and surrounding rock displacement level from a quantitative point of view is established, the convergence of the tunnel surrounding rock grade and displacement relationship, the relationship between time and effect and spatial effect of the rock grade and grade of rock mass was put forward. In order to stabilize the displacement of surrounding rock, the surrounding rock and the stability of surrounding rock stability time distance as determine the tunnel surrounding rock supporting system stability index, and the establishment of Wai Criteria of rock bolting system balance and stability, and provides a new method for the stability of tunnel surrounding rock evaluation. (2) rock 3D stress variation based on the exposition of the surrounding rock deformation mode under different 3D excavation method. Put forward the concept of the direction of displacement of surrounding rock angle, and from both sides of the rock strata interface, different relative the relative strength of different length and different distribution of the three aspects of dip strata interface, and summarizes the changes, showing the direction of displacement of surrounding rock angle. (3) proposed to peak function Gauss multi peak function rule of surrounding rock displacement direction angle is quantified, by fitting curve

【學位授予單位】：中國地質(zhì)大學
【學位級別】：博士
【學位授予年份】：2015
【分類號】：U455.4

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本文編號：1426607