循环荷载作用下层状节理岩体锚固效果的物理模拟研究
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摘要
运用物理模拟方法,研究了在循环荷载作用下层状节理岩体非锚固与锚固模型的弹性模量E随岩体分层厚度h和块度a(岩块体积的立方根)的变化规律。试验的16个模型是层状和层状节理岩体非锚固与锚固模型各4个。得出的结论是:层状与层状节理岩体非锚固模型的E随h或 a 呈指数规律变化。层状与层状节理岩体,在第1加载循环时E随h或a呈对数规律变化;在循环加载时E随h或 a 呈线性规律变化。在非锚固条件下,岩体发生由表及里的层裂破坏,而锚固使层裂破坏得到了有效控制,模型破裂后仍具有良好的整体承载性能。岩体的h和a越小,锚固效果越好。高应力条件下对层状与层状节理岩体的锚固必须强调各锚固件的强度和锚杆的预紧力。
Using physical simulation method,the variety laws of elastic modulus E with the rock-layer thickness h and the fragmentation degree a,the cube root of rock block volume,of the layered and jointed rock masses under cyclic load with and without bolt support are studied in detail. The four non-bolted models and four bolted models of layered rock masses,and four non-bolted models and four bolted models of layered and jointed rock masses are adopted for testing. The thicknesses of layered rock masses are 540,270,135 and 67.5 mm, respectively. The corresponding joint intervals are 540,450,385.7 and 337.5 mm, respectively,in the layered and jointed rock masses. The fragmentation degrees of the layered and jointed rock masses are 540,380,272 and 197 mm, respectively. It is shown from the test that (1) the variety law of E with h or a of non-bolted models in layered and jointed rock masses is of exponential regularity,(2) the variety law of E with h or a of bolted models in layered and jointed rock masses is of logarithm regularity under the first loading, and linear one under cyclic loadings,(3) under non-bolted condition,the layered failure takes place in layered and jointed rock masses and (4) under bolted condition,the layered failure is effectively controlled,so that the broken models are still of good loading-bearing capacity.
Using physical simulation method,the variety laws of elastic modulus E with the rock-layer thickness h and the fragmentation degree a,the cube root of rock block volume,of the layered and jointed rock masses under cyclic load with and without bolt support are studied in detail. The four non-bolted models and four bolted models of layered rock masses,and four non-bolted models and four bolted models of layered and jointed rock masses are adopted for testing. The thicknesses of layered rock masses are 540,270,135 and 67.5 mm, respectively. The corresponding joint intervals are 540,450,385.7 and 337.5 mm, respectively,in the layered and jointed rock masses. The fragmentation degrees of the layered and jointed rock masses are 540,380,272 and 197 mm, respectively. It is shown from the test that (1) the variety law of E with h or a of non-bolted models in layered and jointed rock masses is of exponential regularity,(2) the variety law of E with h or a of bolted models in layered and jointed rock masses is of logarithm regularity under the first loading, and linear one under cyclic loadings,(3) under non-bolted condition,the layered failure takes place in layered and jointed rock masses and (4) under bolted condition,the layered failure is effectively controlled,so that the broken models are still of good loading-bearing capacity.
引文
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23侯朝炯,勾攀峰.巷道锚杆支护围岩强度强化机理研究[J].岩石力学与工程学报,2000,19(3):342～345
24林韵梅.实验岩石力学——模拟研究[M].北京:煤炭工业出版社,1984,45～46
2赵平劳.层状岩石抗压强度围压效应各向异性研究[J].兰州大学学报,1993,29(1):7～12
3赵平劳.层状结构岩石抗剪强度各向异性试验研究[J].兰州大学学报,1990,26(4):135～139
4刘卡丁,张玉军.层状岩体剪切破坏面方向的影响因素[J].岩石力学与工程学报,2002,21(3):335～339
5张玉军,刘谊平.层状岩体抗剪强度的方向性及剪切破坏免得确定[J].岩土力学,2001,22(3):254～257
6洪赓武.结构面方向对岩体强度的影响[J].中国矿业学院学报,1981,(3):84～93
7赵平劳.层状岩体抗弯刚度及其软弱夹层效应[J].兰州大学学报,1992,28(3):150～155
8HoekE,Br ownE.Emp iricalstr eng thcr iterionforrockmasses[J].J.Geotech.Engng.Div.,ASCE,1980,106:128～135
9HoekE.Estima tingMohr- Cou lombfric ationa ndco hesionvaluesf romtheH oek-Brownfailurecriterion[J].Int.J.RockMech.Sci.Geomech.Abstr.,1990,27(3):227～ 229
10Sh eoreyS. Anempiric alf ailur ecr iterion forr ocksandjointedrockmass[J].EngineeringGeoloy.,1989,26(2):402～40 6
11Lajtai.Str ength of discon tinuousrocksindirectshear[J].Geotechique,1969,19( 2):608～615
12BartonNR.Eng in eeri ngclas sif ica tionof ro ckmass esforthedesignoftunnelsupport[J].RockMech.,1974,6(4):902～909
13林崇德.层状岩石顶板破坏机理数值模拟过程分析[J].岩石力学与工程学报,1999,18(4):392～396
14康红普.回采巷道锚杆支护影响因素的FLAC分析[J].岩石力学与工程学报,1999,18( 5):534～537
15莫塔赫德P,严JQ.层状岩石节理状顶板依据楔块梁机理的设计[J].国外金属矿山,1996,(9): 14 ～21
16Ger rardC.R ockboltingintheory? 猘keynotelec ture[A].In:Proc.oftheInt.Symp.onRockBolting[C].Stockholm:A.A.Balkema,1983,128～132
17杨延毅.加锚层状岩体的变形破坏过程与加固效果分析模型[J].岩石力学与工程学报,1994,13(4):309～317
18杨松林,朱焕春,刘祖德.加锚层状岩体的本构模型[J].岩土工程学报,2001,23(4):427～430
19李术才,朱维申.加锚断续节理岩体力学特性的研究及其应用[J].煤炭学报,1997,22(5):490～494
20郭映龙,叶金汉.节理岩体锚固效应研究[J].水利水电技术,1992,(1):41～44
21葛修润,刘建武.加锚节理面抗剪性能研究[J].岩土工程学报,1988,10(1):8～19
22朱维申,任伟中,张玉军.开挖条件下节理围岩锚固效应的模型试验研究[J].岩土力学,1997,18(1):1～7
23侯朝炯,勾攀峰.巷道锚杆支护围岩强度强化机理研究[J].岩石力学与工程学报,2000,19(3):342～345
24林韵梅.实验岩石力学——模拟研究[M].北京:煤炭工业出版社,1984,45～46
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