本文選題：破碎巖體　切入點(diǎn)：應(yīng)力　出處：《昆明理工大學(xué)》2016年碩士論文　論文類型：學(xué)位論文

【摘要】：隨著礦業(yè)工程的日益發(fā)展,在巷道掘進(jìn)過(guò)程中由于支護(hù)不當(dāng)而造成的安全事故不斷增加,雖然國(guó)內(nèi)外學(xué)者對(duì)此付出了大量心血,但由于工程巖體的復(fù)雜性,目前仍然沒(méi)有一種統(tǒng)一的理論可以很好的適用巖體的支護(hù)。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(duì)象,通過(guò)理論研究,現(xiàn)場(chǎng)調(diào)查,試驗(yàn)研究,數(shù)值模擬等多方面手段對(duì)云南自走鐵礦1530中段巖體的支護(hù)方案進(jìn)行研究,主要工作如下：(1)對(duì)云南自走鐵礦1530中段巖體的完整性和結(jié)構(gòu)面條件進(jìn)行現(xiàn)場(chǎng)調(diào)查,統(tǒng)計(jì)數(shù)據(jù)。運(yùn)用RMR巖體穩(wěn)定性分級(jí),我國(guó)工程巖體穩(wěn)定性分級(jí)兩種評(píng)價(jià)方法對(duì)云南自走鐵礦1530中段巖體進(jìn)行巖體穩(wěn)定性分級(jí),最終確定云南自走鐵礦1530中段局部巖體為Ⅳ巖體,較堅(jiān)硬巖,巖體較破碎-破碎。(2)通過(guò)對(duì)云南自走鐵礦1530中段巖體進(jìn)行現(xiàn)場(chǎng)取樣,將巖樣加工成試驗(yàn)試件,并對(duì)試驗(yàn)試件進(jìn)行單軸壓縮,劈裂,聲發(fā)射試驗(yàn),分析巖石在試驗(yàn)過(guò)程中的力學(xué)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(qiáng)度為72MPa,平均抗拉強(qiáng)度為6MPa。石灰?guī)r的聲發(fā)射特性為累計(jì)AE數(shù),AE累計(jì)振鈴數(shù),AE累計(jì)能量在加載初期出現(xiàn)快速增長(zhǎng),說(shuō)明石灰?guī)r內(nèi)部,外部孔隙,裂隙較多較為破碎。累計(jì)AE數(shù),AE累計(jì)振鈴數(shù),AE累計(jì)能量在加載后期出現(xiàn)高速增長(zhǎng),說(shuō)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(shí)驗(yàn)室澆筑,養(yǎng)護(hù)混凝土試塊,并通過(guò)單軸壓縮試驗(yàn)對(duì)1%,2%,兩種不同比例的鋼纖維在7d,14d,28d三個(gè)養(yǎng)護(hù)周期的單軸抗壓強(qiáng)度與素混凝土7d,14d,28d三個(gè)養(yǎng)護(hù)周期的單軸抗壓強(qiáng)度進(jìn)行對(duì)比,從而分析加入不同比例的鋼纖維在7d,14d,28d三個(gè)養(yǎng)護(hù)周期混凝土強(qiáng)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(dǎo)管注漿支護(hù),鋼纖維噴射混凝土和錨桿聯(lián)合支護(hù),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(jìn)后立即進(jìn)行鋼纖維噴射混凝土,樹(shù)脂錨桿聯(lián)合支護(hù),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(jìn)行支護(hù),此段巷道要及時(shí),加強(qiáng)支護(hù)。巷道穩(wěn)定性較好區(qū)域先采用單一臨時(shí)鋼纖維噴射混凝土支護(hù),后采用永久鋼纖維錨噴聯(lián)合支護(hù),二次支護(hù),巷道作業(yè)方式采用三八作業(yè)制,兩掘一支,一天掘進(jìn)兩個(gè)循環(huán)進(jìn)尺,一般向前掘進(jìn)4m,根據(jù)現(xiàn)場(chǎng)經(jīng)驗(yàn),在軟巖支護(hù)中控頂距一般不超過(guò)40m,而自走鐵礦1530中段石灰?guī)r屬于較堅(jiān)硬巖,不屬于軟巖,所以控頂距我選擇20m(即第二次永久支護(hù)距掘進(jìn)斷面之間的距離最大不能超過(guò)20m)也就是最晚在鋼纖維噴射混凝土臨時(shí)支護(hù)作業(yè)后的第5天就要進(jìn)行第二次鋼纖維噴射混凝土支護(hù),并且在前段掘進(jìn)過(guò)程中,觀測(cè)后段圍巖支護(hù)效果,如果后段鋼纖維噴射混凝土支護(hù)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(yùn)用MIDAS數(shù)值模擬軟件對(duì)云南自走鐵礦1530中段局部破碎,穩(wěn)定性較差的巖巷進(jìn)行掘進(jìn)后數(shù)值模擬,支護(hù)后數(shù)值模擬,最終確定采用鋼纖維錨噴支護(hù),底板澆筑混凝土聯(lián)合支護(hù)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(nèi),支護(hù)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(xué)位授予單位】：昆明理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2016
【分類號(hào)】：TD353
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本文編號(hào)：1603467