岩石破裂数值试验报告

研究岩石的拉伸试验一、 实验目的1、 通过学习RFPA，基本掌握RFPA的使用方法2、 通过学习RFPA，了解数值模拟试验条件和RFPA的基本功能3、 研究巴西试验不同加载方式对试验的影响二、 实验数据式样尺寸：直径为80mm；单元划分：100*100个单元；均质度：m=2.0；应力分析模式：平面应力；加载方式：点加载和线加载；加载条件：位移控制加载；加载量：每步0.002mm；弹性模量均质：50000MPa；单轴抗压强度：400MPa；最大拉应变系数：1.5；最大压应变系数200，泊松比均质：0.25；三、 实验过程1、点加载实验从岩石刚开始有裂隙到最后完全破坏，通过位移分步加载，每步加载位移量为0.002mm。实验过程图如下

下图为加载步骤、应变、加载载荷和应力数据Force应变_YForce回方］21,0^000525607.40774.S36605 我o.ooms1137.104由徊焰730■0220.00055637.116H5.0725H60.001051144.-239.11011210.00002514.950540.119033230..000575666.00935.^02622 乌0.W0751164.4859.27137920.0000544.851640.357099_J4 0.0W6695.6095.530200 440.0011116§.3959.26270130.00007574.752730.595165爰0.000625724.42505.7677^2 少0.0011251135.8749.0435S140.0001104.65380.833231■260.00065751.9内5.&06640 原0.00115neo.-^ss9.'24^3650.000125134.55491.071297呸口270.00067570CL96406.^17072 皆0.001175■399.91563.1B404160.00015164.4561.309363?hnnnn7闩1 只41ri4-i=i,■: ao0.0012406.91913忌沸0270.000175194.35711.547429.29,9.000725畔"铸6.630373 我0.001225；397._99563.16875580.0002224.25821.78549590.000225254.15942.0235628UU.UUUYbobi. 5.既之此冬 gg0.0012S405.91653.23182100.00025284.06042.26162731__0.0007^5^89.顽耳箜如WQ日 可0.W&5414.1160阵踣7科战110.000275313.96152.49969382, p：,QW8_916.5017.gB6982 泌0.0013369,^.2572.940492120.0003343.86252.737759_箜皇四追宓汐坦•1.2057.50S762 530.&325362,28052.884399130.000325373.76372.975826340.000S5969.97537.722733 54Q.Q0IS5f369.12352.9^8082140.00035403.66483.2138913S0.000S75994.96477.；?21&93 550.001375376.02292.993B13150.000375433.56593.45195836 1020.39S8.1241S7 560.0014：^S1.16383.i034743160.0004463.16573.687625370.0009251016.322&33059 570.001425.388.0314；3.^B9422170.000425492.47573.920985~380.OtSsHS.IsS47^435 50-Q.00145394.B6B4窑14盘浒180.00045522.32284.158621390..0009751087,^77S.656666 59O.%475401'7351葵5匝日190.000475551.47154.3906970.001540邑EONS^7253205.200.0005579.68294.6153094U 0.U01lllU.iib8.H4.j75o bU由数据绘制的应力一应变曲线如下应力应变曲线0.00050.0010.00150.0020.00050.0010.00150.002应变由数据和图可知岩石圆盘的最大拉应力为9.27MPa2、线加载过程线加载就是把圆盘与压板接触的地方改为线接触，其他数据都不变，过程图如下下图为加载步骤、应变、加载载荷和应力数据Force应变YForceForce应变YForce、财.010.00002522.677340.18055220.0000568.031990.54165630.000075113.38670.9027640.0001158.74141.263864苜0.000125204.09611.62496960.00015249.45071.98607370.000175294.80552.34717880.0002340.162.7082890.000225385.51473.069384100.00025430.86953.430489110.000275476.22423.791594120.0003521.57874.152697130.000325566.93344.513801140.00035612.28824.874906150.000375657.41335.234183160.0004700.79195.579553170.000425744.54225.927884180.00045788.60926.278736190.000475833.37956.635187200.0005876.55966.97897820'&■0005076.55%6.970970M0052576447.32296522与顽肩S962^7097.§6逐3230.0G0575W6.B47S.0163012.400061048^7S.34575925。•亟豪1091.B0^日•曲1筮］260~^65023436270.0006751174.4359.3^0595~~：&~0007121E775^655015290^007251254.6B9^989565303j；^751297.45710^3)07310.0007751335.29210.6313132000B1377.也SW.96756330.1416.B6711.20079340族S14瓦4111.6195350.003b751域2豆211.0&24336'G■.况滴1525.^9312.14：4：0637^0Q9251241.4^SSS7562fs33§0951^17.^789?692503390.'00^975您敏7269,9500540..^001逐七1191M6464400.0011264.11910.06464410.0010251296.07910.3191420.001051328.07910.57388430.0010751348.56310.73697440.00111379.13610.98038450.001125141.0.79911.2薮47460.001151440.37611.46796470.0011751471.7111.71744480.00121495.86411.90975490.0012251498.82111.93329500.001251525.94812.14927510.0012751553.5912.36935520.00131563.28612.44654530.0013251565.87212.46713540.001351592.61912.68009550.0013751579.99612.57950560.00141494.02311.89508570.0014251520.89912.10907580.001451538.34212.24795590.0014751565.00612.46024600.0015.1567.333,12.47876.由数据绘制的应力一应变曲线如下O42086420111应力应变曲线0.0005 0.001 0.0015O42086420111应力应变曲线0.0005 0.001 0.00150.002应变由数据和图可知，圆盘的最大抗拉强度为12.68MPa。3、实验结果从点加载和线加载实验可以看出，岩石圆盘与压板线接触比点接触时的最大抗拉强度大。四、 实验分析巴西圆盘实验进行的拉伸试验减少了实际中需要花费的人力、物力和时间，但这并不是沿着平行于轴线的一条直线加到试件上的，那样会造成加载不均匀。压板和圆盘不可能保持全线紧密接触，并且线加载还会造成圆盘表面破坏，实际的加载载荷是沿着一条弧线加上去的。从实验图可以看出，岩石是由中心附近开始破坏，在压板与岩石接触的部位，岩石受到的是压应力，而在离开边缘后，沿各个方向的压应力都在减小。在沿X方向虽然岩石受的拉应力比压应力小，但岩石的抗