本文選題：破碎巖體　切入點：應力　出處：《昆明理工大學》2016年碩士論文　論文類型：學位論文

【摘要】：隨著礦業(yè)工程的日益發(fā)展,在巷道掘進過程中由于支護不當而造成的安全事故不斷增加,雖然國內外學者對此付出了大量心血,但由于工程巖體的復雜性,目前仍然沒有一種統(tǒng)一的理論可以很好的適用巖體的支護。本文以云南自走鐵礦1530中段局部破碎巖體,穩(wěn)定性較差的巖體為主要研究對象,通過理論研究,現(xiàn)場調查,試驗研究,數(shù)值模擬等多方面手段對云南自走鐵礦1530中段巖體的支護方案進行研究,主要工作如下：(1)對云南自走鐵礦1530中段巖體的完整性和結構面條件進行現(xiàn)場調查,統(tǒng)計數(shù)據(jù)。運用RMR巖體穩(wěn)定性分級,我國工程巖體穩(wěn)定性分級兩種評價方法對云南自走鐵礦1530中段巖體進行巖體穩(wěn)定性分級,最終確定云南自走鐵礦1530中段局部巖體為Ⅳ巖體,較堅硬巖,巖體較破碎-破碎。(2)通過對云南自走鐵礦1530中段巖體進行現(xiàn)場取樣,將巖樣加工成試驗試件,并對試驗試件進行單軸壓縮,劈裂,聲發(fā)射試驗,分析巖石在試驗過程中的力學性能和聲發(fā)射特性。最后得出1530中段石灰?guī)r的平均單軸抗壓強度為72MPa,平均抗拉強度為6MPa。石灰?guī)r的聲發(fā)射特性為累計AE數(shù),AE累計振鈴數(shù),AE累計能量在加載初期出現(xiàn)快速增長,說明石灰?guī)r內部,外部孔隙,裂隙較多較為破碎。累計AE數(shù),AE累計振鈴數(shù),AE累計能量在加載后期出現(xiàn)高速增長,說明石灰?guī)r發(fā)生塑性變形直至破壞。(3)根據(jù)確定的混凝土配合比,實驗室澆筑,養(yǎng)護混凝土試塊,并通過單軸壓縮試驗對1%,2%,兩種不同比例的鋼纖維在7d,14d,28d三個養(yǎng)護周期的單軸抗壓強度與素混凝土7d,14d,28d三個養(yǎng)護周期的單軸抗壓強度進行對比,從而分析加入不同比例的鋼纖維在7d,14d,28d三個養(yǎng)護周期混凝土強度的變化規(guī)律。(4)云南自走鐵礦1530中段局部較為破碎,穩(wěn)定性較差部位采用超前小導管注漿支護,鋼纖維噴射混凝土和錨桿聯(lián)合支護,巷道施工作業(yè)方式采用三八作業(yè)制,一掘一支,巷道掘進后立即進行鋼纖維噴射混凝土,樹脂錨桿聯(lián)合支護,巷道局部地壓較大,變形較大部位采用拱形工字鋼支架,立模板澆筑混凝土進行支護,此段巷道要及時,加強支護。巷道穩(wěn)定性較好區(qū)域先采用單一臨時鋼纖維噴射混凝土支護,后采用永久鋼纖維錨噴聯(lián)合支護,二次支護,巷道作業(yè)方式采用三八作業(yè)制,兩掘一支,一天掘進兩個循環(huán)進尺,一般向前掘進4m,根據(jù)現(xiàn)場經(jīng)驗,在軟巖支護中控頂距一般不超過40m,而自走鐵礦1530中段石灰?guī)r屬于較堅硬巖,不屬于軟巖,所以控頂距我選擇20m(即第二次永久支護距掘進斷面之間的距離最大不能超過20m)也就是最晚在鋼纖維噴射混凝土臨時支護作業(yè)后的第5天就要進行第二次鋼纖維噴射混凝土支護,并且在前段掘進過程中,觀測后段圍巖支護效果,如果后段鋼纖維噴射混凝土支護效果不好,再縮短控頂距。由于此段巷道穩(wěn)定性較好,所以要充分發(fā)揮圍巖自身的穩(wěn)定性,做到先柔后讓。(5)運用MIDAS數(shù)值模擬軟件對云南自走鐵礦1530中段局部破碎,穩(wěn)定性較差的巖巷進行掘進后數(shù)值模擬,支護后數(shù)值模擬,最終確定采用鋼纖維錨噴支護,底板澆筑混凝土聯(lián)合支護后巷道圍巖頂板位移為0.006m,底板位移為0.007m,兩幫位移為0.003m,巷道圍巖變形控制在允許范圍內,支護效果較好。
[Abstract]:With the increasing development of mining engineering, safety accidents in tunnel excavation process due to improper support increasing, although domestic and foreign scholars have paid a lot of effort, but because of the complexity of engineering rock mass, for rock mass is still not a unified theory can be a very good support. This paper takes Yunnan self walking the middle of the 1530 local iron ore rock mass and rock mass stability as the main object of study, experimental research through theoretical research, field investigation, numerical simulation, many methods to study in Yunnan since the middle of 1530 iron go rock supporting scheme, the main work is as follows: (1) the on-site survey, the integrity and structure of Yunnan since iron ore 1530 middle rock surface conditions using statistical data. The stability of rock mass classification of engineering rock mass RMR, the stability of China's classification of two kinds of evaluation methods of Yunnan since iron ore 1530 Some rock rock classification, and ultimately determine the Yunnan auto iron 1530 middle local rock mass in fourth rock, hard rock, rock is broken broken. (2) in Yunnan since 1530 middle iron ore rock scene will be sampling, specimen test, and the test specimen subjected to uniaxial compression, fracturing, acoustic emission test, and the mechanical properties of rock in the process of test of emission characteristics analysis. Finally the 1530 middle limestone average uniaxial compressive strength is 72MPa, the average tensile strength of 6MPa. limestone acoustic emission characteristics for the cumulative number of AE, AE accumulated counts, AE accumulated in the early stage of loading the rapid growth of energy that, the internal and external pore fractured limestone, and more is broken. The cumulative number of AE, AE accumulative number, AE cumulative energy in the loading stage the fast growth, indicating the limestone plastic deformation and failure of root (3). According to the concrete mix, pouring concrete laboratory, maintenance, and through uniaxial compression tests on 1%, 2%, two different proportions of steel fiber in 7d, 14d, uniaxial compressive strength 28d three maintenance cycle and plain concrete 7d, 14d, comparing the uniaxial compressive strength of three 28d the maintenance cycle, so as to analyze the steel fiber with different proportions in 7d, 14d, 28d changes three curing period of concrete strength. (4) in Yunnan since the 1530 local middle go iron ore is broken, poor stability of parts of the use of advanced small pipe grouting support, steel fiber shotcrete and bolt support, the way of roadway construction operation with 38 operating system, a dig a tunnel, immediately after the steel fiber sprayed concrete, resin bolt support roadway, local pressure large, large deformation parts adopt arched steel support formwork, pouring concrete Soil supporting, the tunnel should be timely, strengthen the supporting roadway stability is better. The regional single temporary steel fiber shotcrete, the permanent steel fiber shotcrete combined support, two support, tunnel operation using 38 operating system, two driving a day, driving two the general circulation footage, driving 4m, according to the experience, in support of soft rock in roof control distance is generally not more than 40m, and since the middle of 1530 iron limestone belongs to go hard rock, do not belong to the soft rock, so the roof distance I choose 20M (i.e. second permanent support from the heading section the maximum distance between the not more than 20m) is the latest in steel fiber shotcrete temporary supporting operation after fifth days to second times of steel fiber shotcrete, and in front of the tunneling process, after the observation section of surrounding rock supporting effect, if the rear section of the steel fiber sprayed concrete Soil retaining effect is not good, then shorten the roof distance. Because of the stability of roadway is better, so we should give full play to the stability of the surrounding rock itself, so that the first soft after. (5) using MIDAS numerical simulation software of Yunnan iron ore in the middle 1530 local self broken, poor stability in the numerical simulation of rock roadway excavation a numerical simulation, support, and ultimately determine the use of steel fiber shotcrete, concrete pouring floor joint after supporting roof surrounding rock displacement of roadway is 0.006m, the floor displacement was 0.007m, two for displacement is 0.003m controlled within the allowable range of deformation of roadway, the supporting effect is good.

【學位授予單位】：昆明理工大學
【學位級別】：碩士
【學位授予年份】：2016
【分類號】：TD353
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本文編號：1603467