發(fā)布時(shí)間：2018-08-03 20:14

【摘要】：鉆爆法是我國(guó)修建交通隧道時(shí)最常用的方法,隧道掘進(jìn)爆破是鉆爆法最為關(guān)鍵的一個(gè)環(huán)節(jié)。然而目前關(guān)于巖體在炸藥爆炸作用下的破碎過(guò)程和效果的研究較少。隧道爆破基本按工程經(jīng)驗(yàn)和工程類(lèi)比來(lái)進(jìn)行設(shè)計(jì),主觀性太強(qiáng)。本文針對(duì)隧道爆破工程不同類(lèi)型的炮孔做了系統(tǒng)性的研究,取得以下成果:(1)在掌握國(guó)內(nèi)外巖石爆破理論和數(shù)值模擬軟件LS-DYNA計(jì)算原理的基礎(chǔ)上,選定了巖體破壞準(zhǔn)則。以營(yíng)盤(pán)山單線鐵路隧道爆破工程為依托工程,通過(guò)在軟件中定義單元失效準(zhǔn)則的方式實(shí)現(xiàn)巖體破碎過(guò)程的可視化。(2)建立單孔柱狀裝藥爆破數(shù)值模型,分析炮孔不同的不耦合系數(shù)下巖體的破碎過(guò)程和效果。得出巖體的壓碎區(qū)、裂隙區(qū)半徑隨不耦合系數(shù)增大而減小,炸藥在不耦合系數(shù)為1.5時(shí)的利用率最高等結(jié)論。(3)首先從理論上分析了掏槽眼爆破的特點(diǎn),然后根據(jù)依托工程掏槽眼設(shè)計(jì)參數(shù)建立了掏槽眼爆破數(shù)值模型,分析不同掏槽眼夾角的爆破效果,計(jì)算后發(fā)現(xiàn)參數(shù)不合理。接著減小了掏槽眼孔底距離,增大了裝藥系數(shù),重新分析不同掏槽眼夾角的爆破效果。計(jì)算結(jié)果表明,掏槽眼夾角越大,掏槽區(qū)域巖體越破碎。建議掏槽眼夾角設(shè)置為55°～65°,裝藥系數(shù)在0.85左右,孔底距離在70cm以內(nèi)。(4)首先從理論上分析了輔助眼爆破的特點(diǎn),然后根據(jù)依托工程輔助眼設(shè)計(jì)參數(shù),建立了輔助眼爆破數(shù)值模型,根據(jù)炮孔間距和炮孔排距的不同設(shè)置了 6個(gè)工況。根據(jù)各工況巖體的破碎情況,建議輔助眼炮孔間距設(shè)置為100cm、排距設(shè)置為70cm,內(nèi)圈眼炮孔間距設(shè)置為80cm,炮孔排距設(shè)置為60cm～70cm。(5)建立光面爆破數(shù)值模型,計(jì)算后發(fā)現(xiàn)會(huì)出現(xiàn)超挖,平均線性超挖大約為22cm。通過(guò)調(diào)整最小抵抗線(光爆層厚度)和周邊眼與輪廓線的距離,重新建立模型進(jìn)行計(jì)算分析。光爆層厚度的增加無(wú)法減少超挖,只是會(huì)使得光爆層巖體破碎程度迅速下降。增大炮孔到設(shè)計(jì)開(kāi)挖輪廓線上的距離可以有效控制超挖。建議依托工程光面爆破的炮孔向設(shè)計(jì)開(kāi)挖輪廓線內(nèi)移動(dòng)20cm,最小抵抗線改為70cm。
[Abstract]:Drilling and blasting method is the most commonly used method in the construction of traffic tunnel in our country. Tunneling blasting is the most important link of drilling and blasting method. However, there are few researches on the fragmentation process and effect of rock mass under explosive explosion. Tunnel blasting is designed according to engineering experience and engineering analogy, which is too subjective. In this paper, systematic research on different types of blasting holes in tunnel blasting engineering has been done, and the following results have been obtained: (1) on the basis of mastering the theory of rock blasting at home and abroad and the calculation principle of numerical simulation software LS-DYNA, rock mass failure criteria have been selected. Based on the blasting engineering of Yingpanshan single track railway tunnel, the fracture process of rock mass is visualized by defining the failure criterion of unit in the software. (2) the numerical model of single hole cylindrical charge blasting is established. The fracture process and effect of rock mass with different decoupling coefficients of the bore are analyzed. It is concluded that the radius of fracture region decreases with the increase of uncoupling coefficient in the crushing area of rock mass, and the highest utilization ratio of explosive is obtained when the uncoupling coefficient is 1.5. (3) the characteristics of cutting hole blasting are analyzed theoretically. Then, according to the design parameters of cutting hole, the numerical model of cutting hole blasting is established, and the blasting effect of different cut hole angle is analyzed. The calculation results show that the parameters are unreasonable. Then, the distance between the hole bottom of the cut hole is reduced, the charge coefficient is increased, and the blasting effect of different cut hole angle is analyzed again. The results show that the larger the angle of the cut hole, the more broken the rock mass in the cutting area. It is suggested that the angle of cut hole is 55 擄/ 65 擄, the charge coefficient is about 0. 85, and the distance between hole and bottom is within 70cm. (4) the characteristics of auxiliary hole blasting are analyzed theoretically, and then according to the parameters of supporting eye design, the characteristics of auxiliary hole blasting are analyzed theoretically. A numerical model of auxiliary hole blasting was established and six conditions were set up according to the distance between the holes and the distance between the holes. According to the breakage of rock mass under various working conditions, it is suggested that the hole spacing of auxiliary eye should be set at 100 cm, the distance between the holes of the inner ring and the inner ring should be set at 80 cm, and the distance between the holes should be set up to be 60 cm / 70 cm. (5) the numerical model of smooth blasting is established, and it is found that overdigging will occur after calculation. The average linear overcut is about 22 cm. By adjusting the minimum resistance line (the thickness of the photoexplosive layer) and the distance between the peripheral eye and the contour line, the model is re-established for calculation and analysis. The increase of the thickness of the photoexplosive layer can not reduce the over-excavation, but it will make the rock mass breakage decrease rapidly. Overdigging can be effectively controlled by increasing the distance from the hole to the outline of the design excavation. It is suggested that the hole of smooth blasting should move 20 cm into the outline of design excavation, and the minimum resistance line should be changed to 70 cm.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類(lèi)號(hào)】：U455.6

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