發(fā)布時(shí)間：2018-05-07 07:14

  本文選題：牙根水電站 + 纜機(jī)平臺��； 參考：《成都理工大學(xué)》2014年碩士論文

【摘要】：擬建的牙根二級水電站是雅礱江中游規(guī)劃的第三個梯級電站，設(shè)計(jì)重力壩最大壩高130m，纜機(jī)平臺邊坡開挖最大高度愈100m。邊坡巖體斷層、裂隙發(fā)育，尤其是纜機(jī)平臺邊坡發(fā)育一組順坡緩傾小斷層，邊坡在其控制下變形強(qiáng)烈，淺表巖體松弛拉裂，穩(wěn)定性較差，工程開挖邊坡存在安全隱患。因此，評價(jià)纜機(jī)平臺邊坡的穩(wěn)定性，并且研究相應(yīng)的支護(hù)措施，對確保工程安全施工和運(yùn)行具有重要的實(shí)際意義。 本文在查明邊坡賦存的地質(zhì)環(huán)境條件及邊坡的工程地質(zhì)特性基礎(chǔ)上，對邊坡巖體結(jié)構(gòu)及變形破裂特征進(jìn)行研究，確定了邊坡的變形破壞模式，在此基礎(chǔ)上，建立邊坡變形破壞機(jī)制的模型，采用地質(zhì)分析和剛體極限平衡法分別對邊坡穩(wěn)定性進(jìn)行定性和定量評價(jià)，采用FLAC3D對開挖后（未支護(hù)）邊坡進(jìn)行模擬，對工程邊坡的支護(hù)設(shè)計(jì)進(jìn)行研究，采用MIDAS/GTS對支護(hù)后邊坡進(jìn)行模擬，對邊坡穩(wěn)定性作出全面綜合的判斷。通過以上工作，取得了以下主要認(rèn)識： （1）纜機(jī)平臺邊坡巖體結(jié)構(gòu)發(fā)育，發(fā)育有Ⅱ、Ⅲ、Ⅳ、Ⅴ級結(jié)構(gòu)面，其中Ⅲ、Ⅳ、Ⅴ級結(jié)構(gòu)面為纜機(jī)平臺邊坡范圍內(nèi)的主要結(jié)構(gòu)面。Ⅱ級結(jié)構(gòu)面發(fā)育有兩條；Ⅲ級結(jié)構(gòu)面為地表斷層及平硐出露的部分較大規(guī)模的斷層、擠壓帶，主要有三組優(yōu)勢結(jié)構(gòu)面：①NE走向陡傾結(jié)構(gòu)面，②近EW走向陡傾結(jié)構(gòu)面，③NW走向緩傾角結(jié)構(gòu)面；Ⅳ級結(jié)構(gòu)面為平洞內(nèi)斷層和擠壓帶，大部分為陡傾角斷層；Ⅴ級結(jié)構(gòu)面以NW-NNW向?yàn)橹鳌?（2）由纜機(jī)平臺邊坡坡表及平硐變形破壞特征，，結(jié)合結(jié)構(gòu)面發(fā)育規(guī)律，分析可知邊坡控制性結(jié)構(gòu)面為一組NW走向傾NE的緩傾角結(jié)構(gòu)面，陡傾角優(yōu)勢結(jié)構(gòu)面為NWW走向結(jié)構(gòu)面，緩傾角結(jié)構(gòu)面可作為底滑面，陡傾角結(jié)構(gòu)面作為后緣拉裂面發(fā)生滑移-拉裂破壞， NE走向陡傾結(jié)構(gòu)面和近EW走向陡傾結(jié)構(gòu)面可作為邊坡變形破壞的側(cè)向控制面，故邊坡失穩(wěn)模式為滑移-拉裂破壞。需要特別說明的是F18作為陡傾角斷層，出露于纜機(jī)平臺邊坡坡表，由于其自身帶寬為12m，坡表松散物堆積，且纜機(jī)平臺邊坡坡表為Ⅴ類巖體，極有可能與緩傾角結(jié)構(gòu)面組合，沿強(qiáng)卸荷底界發(fā)生弧形滑移-拉裂破壞。 （3）邊坡穩(wěn)定性計(jì)算表明：自然邊坡在天然工況下穩(wěn)定性系數(shù)較好，邊坡整體處于穩(wěn)定狀態(tài)；在暴雨工況下，邊坡穩(wěn)定性也相應(yīng)下降，但對邊坡穩(wěn)定性影響不大，邊坡整體仍處于基本穩(wěn)定狀態(tài)；在地震工況下，邊坡穩(wěn)定性處于極限平衡狀態(tài)～基本穩(wěn)定狀態(tài)。 開挖后工程邊坡的穩(wěn)定性系數(shù)略微下降，但在天然工況下邊坡整體基本穩(wěn)定狀態(tài)；在暴雨工況下，計(jì)算結(jié)果較天然狀態(tài)下會相應(yīng)降低，但對邊坡穩(wěn)定性影響不大，邊坡整體仍處于基本穩(wěn)定狀態(tài)；在地震工況（偶然狀況）下，邊坡穩(wěn)定性處于極限平衡狀態(tài)～基本穩(wěn)定狀態(tài)。局部穩(wěn)定性較差，多處于不穩(wěn)定狀態(tài)。 （4）邊坡開挖后（未支護(hù)）數(shù)值模擬分析表明：總位移隨著開挖過程呈小幅度增加趨勢，開挖后緩傾角結(jié)構(gòu)面出露地表，剪應(yīng)變增量集中于緩傾角坡表位置，邊坡坡表上部為Ⅴ類巖體，塑性區(qū)主要集中于這一區(qū)域。 （5）通過對邊坡穩(wěn)定性的定性定量評價(jià)，邊坡支護(hù)措施設(shè)計(jì)研究如下：纜機(jī)平臺邊坡發(fā)育的一組緩傾坡外結(jié)構(gòu)面為邊坡穩(wěn)定的控制性因素，采用預(yù)應(yīng)力錨索進(jìn)行支護(hù)；F18作為陡傾角斷層，帶寬寬度較大，袋內(nèi)松散體堆積，坡表為Ⅴ類巖體，出露于纜機(jī)平臺工程邊坡，具有其特殊性，故單獨(dú)考慮采用框架錨索對其進(jìn)行支護(hù)；工程邊坡整體采用素噴混凝土措施；根據(jù)工程邊坡條件，工程邊坡外圍布置截水溝，順工程邊坡布置排水溝，每級馬道布置截水溝。 （6）通過對支護(hù)后的邊坡進(jìn)行數(shù)值模擬，分析結(jié)果表明支護(hù)措施滿足邊坡穩(wěn)定性及安全性要求。
[Abstract]:The proposed two cascade hydropower station is the third cascade hydropower station planned in the middle reaches of Yalong River. The maximum dam height of the gravity dam is 130m. The maximum height of the slope excavation of the cable platform slope is 100m., the fracture is developed, especially in the slope of the cable plane, a group of slope gently inclined small faults are developed. The slope is strongly deformed under the control of the slope, and the shallow rock mass is loose. The stability of the excavation slope has a hidden safety hazard. Therefore, it is of great practical significance to evaluate the stability of the slope of the cable platform and to study the corresponding support measures to ensure the safety of the construction and operation of the project.
On the basis of geological environment conditions and engineering geological characteristics of slope, the characteristics of rock mass structure and deformation fracture of slope are studied, and the deformation and failure mode of slope is determined. On this basis, the model of slope deformation and failure mechanism is established, and the slope stability is stabilized by the ground quality analysis and the rigid body limit equilibrium method. Qualitative and quantitative evaluation, using FLAC3D to simulate the slope after excavation (unsupported), study the support design of the slope, simulate the slope after the support with MIDAS/GTS, and make a comprehensive and comprehensive judgement on the slope stability.
(1) the rock mass structure of the slope of the cable machine platform is developed, and there are II, III, IV and V level structural planes. Among them, the structure surface of grade III, IV and V is the main structure in the slope range of the cable platform. There are two development of the second grade structure surface, and the third grade structure surface is the surface fault and the large scale fault in the adit and the extrusion zone, mainly with three groups of advantages junctions. Construction surface: (1) NE to steeply dipping structural surface, (2) nearly EW to steeply dipping structural surface, (3) NW to slow dip angle structural plane, and grade IV structure surface is flat hole and extrusion zone, most of which are steep dip faults, and grade V structure surface is dominated by NW-NNW direction.
(2) according to the deformation and failure characteristics of the slope slope and the adit of the cable platform and the development law of the structure surface, it is concluded that the controlled structural face of the slope is a group of slow dip angle structures with NW heading to NE, and the steep inclination advantage structure is NWW to the structure surface, and the gentle dip angle structure can be used as the bottom sliding surface and the steep angle structure is slippery as the trailing edge of the rear edge. It is necessary to explain that F18 is a steep dip fault, which shows that F18 is a steep dip fault, which is exposed to the slope of the slope of the cable platform, which is 12m in its own bandwidth and loose in the slope, and cable. The slope surface of the platform slope is a class V rock mass, which is most likely to be combined with the gently inclined structural plane.
(3) the calculation of slope stability shows that the stability coefficient of natural slope is better under natural condition, the whole slope is in stable state, and the slope stability is also reduced under the heavy rain condition, but it has little influence on the slope stability, the whole slope is still in the basic stable state, and the slope stability is in the limit equilibrium under the condition of earthquake. State to basic stable state.
The stability coefficient of the slope is slightly decreased after the excavation, but the whole slope is basically stable under the natural condition. Under the heavy rain condition, the calculation results will be lower than the natural condition, but the slope stability has little influence, the slope is still in the basic stable state; under the earthquake condition (accidental condition), the slope stability place In the limit equilibrium state to the basic stable state. The local stability is poor, and most of them are unstable.
(4) the numerical simulation analysis of the slope after excavation (unsupported) shows that the total displacement increases with the excavation process, the surface of the slow dip structure is exposed and the shear strain increment concentrates on the position of the gentle dip slope surface. The upper part of the Bian Popo table is type V rock mass, and the plastic zone is mainly concentrated in this area.
(5) through the qualitative and quantitative evaluation of slope stability, the design and study of slope support measures are as follows: a group of gentle slope outside structural surfaces developed on the slope of the cable platform is the control factor of the slope stability, the prestressed anchor cable is used to support the slope, and F18 as a steep dip fault, the width of the bandwidth is larger, the loose bulk in the bag is accumulated and the slope table is type V rock mass. When the slope is exposed to the cable platform engineering slope, it has its special characteristics, so the frame anchorage cable is used to support the slope. The engineering slope is composed of plain spraying concrete measures, the cutting ditch is arranged in the periphery of the engineering slope, the drainage ditch is arranged in the slope of the engineering slope, and the trench is arranged at each grade horse road.
(6) through the numerical simulation of the slope after supporting, the analysis results show that the supporting measures meet the stability and safety requirements of the slope.

【學(xué)位授予單位】：成都理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TV223

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