巖石破裂數(shù)值試驗報告

研究巖石的拉伸試驗一、 實驗?zāi)康?、 通過學(xué)習(xí)RFPA，基本掌握RFPA的使用方法2、 通過學(xué)習(xí)RFPA，了解數(shù)值模擬試驗條件和RFPA的基本功能3、 研究巴西試驗不同加載方式對試驗的影響二、 實驗數(shù)據(jù)式樣尺寸：直徑為80mm；單元劃分：100*100個單元；均質(zhì)度：m=2.0；應(yīng)力分析模式：平面應(yīng)力；加載方式：點加載和線加載；加載條件：位移控制加載；加載量：每步0.002mm；彈性模量均質(zhì)：50000MPa；單軸抗壓強度：400MPa；最大拉應(yīng)變系數(shù)：1.5；最大壓應(yīng)變系數(shù)200，泊松比均質(zhì)：0.25；三、 實驗過程1、點加載實驗從巖石剛開始有裂隙到最后完全破壞，通過位移分步加載，每步加載位移量為0.002mm。實驗過程圖如下

下圖為加載步驟、應(yīng)變、加載載荷和應(yīng)力數(shù)據(jù)Force應(yīng)變_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 烏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內(nèi)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閂1 只41ri4-i=i,■: ao0.0012406.91913忌沸0270.000175194.35711.547429.29,9.000725畔"鑄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.頑耳箜如WQ日 可0.W&5414.1160陣踣7科戰(zhàn)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窯14盤滸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由數(shù)據(jù)繪制的應(yīng)力一應(yīng)變曲線如下應(yīng)力應(yīng)變曲線0.00050.0010.00150.0020.00050.0010.00150.002應(yīng)變由數(shù)據(jù)和圖可知巖石圓盤的最大拉應(yīng)力為9.27MPa2、線加載過程線加載就是把圓盤與壓板接觸的地方改為線接觸，其他數(shù)據(jù)都不變，過程圖如下下圖為加載步驟、應(yīng)變、加載載荷和應(yīng)力數(shù)據(jù)Force應(yīng)變YForceForce應(yīng)變YForce、財.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與頑肩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■.況滴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藪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.由數(shù)據(jù)繪制的應(yīng)力一應(yīng)變曲線如下O42086420111應(yīng)力應(yīng)變曲線0.0005 0.001 0.0015O42086420111應(yīng)力應(yīng)變曲線0.0005 0.001 0.00150.002應(yīng)變由數(shù)據(jù)和圖可知，圓盤的最大抗拉強度為12.68MPa。3、實驗結(jié)果從點加載和線加載實驗可以看出，巖石圓盤與壓板線接觸比點接觸時的最大抗拉強度大。四、 實驗分析巴西圓盤實驗進(jìn)行的拉伸試驗減少了實際中需要花費的人力、物力和時間，但這并不是沿著平行于軸線的一條直線加到試件上的，那樣會造成加載不均勻。壓板和圓盤不可能保持全線緊密接觸，并且線加載還會造成圓盤表面破壞，實際的加載載荷是沿著一條弧線加上去的。從實驗圖可以看出，巖石是由中心附近開始破壞，在壓板與巖石接觸的部位，巖石受到的是壓應(yīng)力，而在離開邊緣后，沿各個方向的壓應(yīng)力都在減小。在沿X方向雖然巖石受的拉應(yīng)力比壓應(yīng)力小，但巖石的抗