台山核电站边坡爆破振动监测及数值模拟研究
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摘要
台山核电站场平一期边坡的稳定性直接关系到电站的顺利建设及核电站运营期间的安全。通过现场爆破振动监测,分析了爆破开挖时边坡的振动速度衰减规律,发现爆区上方马道内侧质点振动速度随高程增加存在放大效应,并且这种放大效应在水平径向比垂直向更为显著;另外,在爆区上方第1级马道内侧,质点垂直向振动速度一般比水平径向振动速度大,平均为其1.5倍左右,而后随着应力波向坡体传播,垂直向速度迅速衰减,而水平径向速度衰减相对较慢,到第3级马道内侧,质点水平径向速度已和垂直向持平或略大。同时,结合三维离散元数值软件(3DEC)进行数值模拟,对边坡在爆破荷载作用下质点振动速度、位移以及塑性区状态进行分析,并与现场监测结果进行比较。结果表明,数值计算值与实测值误差在15%以内;在爆破荷载作用下边坡各级马道外侧顶点产生永久位移,但均较小,且趋于稳定;塑性区仅限于爆区周围,边坡整体是稳定的。
The stability of slope in Taishan Nuclear Power Station has direct effect on the construction of project and the safety in operating period.The attenuation laws of vibration velocity induced by slope blasting are obtained through in-situ vibration test.The amplification effect in the particle vibration velocity of upper slope steps accompanied by altitude increasing is verified;and this effect is more explicit in horizontal direction.Additionally,the vertical peak velocity of inside particle of the first step above blasting area is generally larger than that in horizontal direction;and the ratio is 1.5 on average.But the vertical velocity attenuates more quickly with the transmission of stress wave.The horizontal peak velocity is the same as vertical direction or a little bigger till the third step.Then,vibration speed,displacement of the slope particle and plastic area under explosion are simulated by three dimensional distinct element code(3DEC).The results obtained are compared with that from site monitoring.It is shown that the both are in a good agreement.Under explosion load,the slope top of each level appears permanent displacement but value is small;while the plastic area just locates around the blasting area,so the whole slope is stable.
The stability of slope in Taishan Nuclear Power Station has direct effect on the construction of project and the safety in operating period.The attenuation laws of vibration velocity induced by slope blasting are obtained through in-situ vibration test.The amplification effect in the particle vibration velocity of upper slope steps accompanied by altitude increasing is verified;and this effect is more explicit in horizontal direction.Additionally,the vertical peak velocity of inside particle of the first step above blasting area is generally larger than that in horizontal direction;and the ratio is 1.5 on average.But the vertical velocity attenuates more quickly with the transmission of stress wave.The horizontal peak velocity is the same as vertical direction or a little bigger till the third step.Then,vibration speed,displacement of the slope particle and plastic area under explosion are simulated by three dimensional distinct element code(3DEC).The results obtained are compared with that from site monitoring.It is shown that the both are in a good agreement.Under explosion load,the slope top of each level appears permanent displacement but value is small;while the plastic area just locates around the blasting area,so the whole slope is stable.
引文
[1]莫晓聪.三峡永久船闸爆破振动安全监控[C]//第六届全国岩石力学与工程大会论文集.北京:中国科技文献出版社,2000.
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[3]宋光明,陈寿如,史秀志,等.露天矿边坡爆破振动监测与评价方法的研究[J].有色金属(矿山部分),2000,4:24-27.
[4]钟冬望,吴亮,陈浩.爆炸荷载下岩质边坡动力特性试验及数值分析研究[J].岩石力学与工程学报,2010,29(增刊1):2964-2971.ZHONG Dong-wang,WU Liang,CHEN Hao.Model testand numerical simulation study of dynamic characteristicsof rock slope under blast loading[J].Chinese Journal ofRock Mechanics and Engineering,2010,29(Supp.1):2964-2971.
[5]何蕴龙.岩质边坡施工爆破振动加速度近似计算方法[J].岩石力学与工程学报,1996,15(1):19-25.HE Yun-long.An approximate calculation method for theaccelerations in the rock slope under blastingconstruction[J].Chinese Journal of Rock Mechanicsand Engineering,1996,15(1):19–25.
[6]刘亚群,李海波,李俊如,等.爆破荷载作用下黄麦岭磷矿岩体边坡动态响应的UDEC模拟研究[J].岩石力学与工程学报,2004,23(21):3659-3663.LIU Ya-qun,LI Hai-bo,LI Jun-ru,et al.UDECsimulation of dynamic response of rock slope ofHuangmailing Phosphorite mine under explosion[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(21):3659-3663.
[7]陈占军,朱传云,周小恒.爆破荷载作用下岩石边坡动态响应的FLAC3D模拟研究[J].爆破,2005,22(4):8-13.CHEN Zhan-jun,ZHU Chuan-yun,ZHOU Xiao-heng.FLAC3D simulation for dynamic response of rock slopeunder explosion[J].Blasting,2005,22(4):8-13.
[8]肖正学,郭学彬,张继春,等.含软弱夹层顺倾边坡爆破层裂效应的数值模拟与试验研究[J].岩土力学,2009,30(增刊1):15-23.XIAO Zheng-xue,GUO Xue-bin,ZHANG Ji-chun,et al.Numerical simulation and test of lamination effect causedby blasting in layered rock slope with weak intercalatedlayer[J].Rock and Soil Mechanics,2009,30(Supp.1):15-23.
[9]李启月,李夕兵,顾春宏,等.爆破载荷作用下高陡节理岩质边坡动态响应的3DEC模拟[J].矿冶工程,2008,28(5):18-22.LI Qi-yue,LI Xi-bing,GU Chun-hong,et al.3DECsimulation of dynamic response of high-steep jointed rockslope under blast load[J].Mining and MetallurgicalEngineering,2008,28(5):18-22.
[10]SINGH V K,SINGH D P.Controlled blasting in anopen-pit mine for improved slope stability[J].Geotechnical and Geological Engineering,1995,13(1):51-57.
[11]SCHNEIDER L C.A survey of blasting vibrationregulation[J].Fragblast,2001,5(3):133-156.
[12]CRAVERO M,IABICHINO G,MANCINI R.The effectsof the rock blasting with explosive on the stability of arock face[C]//Proceedings of the Sixth InternationalConference on Numerical Methods in Geomechanics.Innsbruck,Austria:Balkema A.A.,1988:1697-1706.
[13]中国科学院武汉岩土力学研究所.台山核电土石方及负挖工程监测总结报告[R].武汉:中国科学院武汉岩土力学研究所,2010.
[14]朱传统,刘宏根,梅锦煜.地震波参数沿边坡坡面传播规律公式的选择[J].爆破,1988,10(2):30-31.ZHU Chuan-tong,LIU Hong-gen,MEI Jin-yu.Equationselection of the transmission rule of seismic waveparameters along slope surface[J].Blasting,1988,10(2):30–31.
[15]中国电力企业联合会.DL/T5389—2007水工建筑物岩石基础开挖工程施工技术规范[S].北京:水利电力出版社,2007.
[16]王卫华,李夕兵,胡盛斌.模型参数对3DEC动态建模的影响[J].岩石力学与工程学报,2005,24(增刊1):4790-4797.WANG Wei-hua,LI Xi-bing,HU Sheng-bin.Effect ofmodel parameters on 3DEC dynamic modeling[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(Supp.1):4790-4797.
[17]刘亚群.动荷载作用下层状结构岩体边坡变形破坏机理与安全研究[D].武汉:中国科学院武汉岩土力学研究所,2009.
[18]LYSMER J,KUHLEMEYER R L.Finite dynamic modelfor infinite media[J].ASCE Journal of the EngineeringMechanics Division,1969,95(EM4):869―877.
[19]Itasca Consulting Group,Inc.3DEC(3 DimensionalDistinct Element Code)user’s manual version 3.0[M].Minneapolis:Itasca Consulting Group,Inc.,2003.
[2]郭学彬,肖正学,张志呈.爆破振动作用的坡面效应[J].岩石力学与工程学报,2001,20(1):83-87.GUO Xue-bin,XIAO Zheng-xue,ZHANG Zhi-cheng.Slope effect of blasting vibration[J].Chinese Journal ofRock Mechanics and Engineering,2001,20(1):83-87.
[3]宋光明,陈寿如,史秀志,等.露天矿边坡爆破振动监测与评价方法的研究[J].有色金属(矿山部分),2000,4:24-27.
[4]钟冬望,吴亮,陈浩.爆炸荷载下岩质边坡动力特性试验及数值分析研究[J].岩石力学与工程学报,2010,29(增刊1):2964-2971.ZHONG Dong-wang,WU Liang,CHEN Hao.Model testand numerical simulation study of dynamic characteristicsof rock slope under blast loading[J].Chinese Journal ofRock Mechanics and Engineering,2010,29(Supp.1):2964-2971.
[5]何蕴龙.岩质边坡施工爆破振动加速度近似计算方法[J].岩石力学与工程学报,1996,15(1):19-25.HE Yun-long.An approximate calculation method for theaccelerations in the rock slope under blastingconstruction[J].Chinese Journal of Rock Mechanicsand Engineering,1996,15(1):19–25.
[6]刘亚群,李海波,李俊如,等.爆破荷载作用下黄麦岭磷矿岩体边坡动态响应的UDEC模拟研究[J].岩石力学与工程学报,2004,23(21):3659-3663.LIU Ya-qun,LI Hai-bo,LI Jun-ru,et al.UDECsimulation of dynamic response of rock slope ofHuangmailing Phosphorite mine under explosion[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(21):3659-3663.
[7]陈占军,朱传云,周小恒.爆破荷载作用下岩石边坡动态响应的FLAC3D模拟研究[J].爆破,2005,22(4):8-13.CHEN Zhan-jun,ZHU Chuan-yun,ZHOU Xiao-heng.FLAC3D simulation for dynamic response of rock slopeunder explosion[J].Blasting,2005,22(4):8-13.
[8]肖正学,郭学彬,张继春,等.含软弱夹层顺倾边坡爆破层裂效应的数值模拟与试验研究[J].岩土力学,2009,30(增刊1):15-23.XIAO Zheng-xue,GUO Xue-bin,ZHANG Ji-chun,et al.Numerical simulation and test of lamination effect causedby blasting in layered rock slope with weak intercalatedlayer[J].Rock and Soil Mechanics,2009,30(Supp.1):15-23.
[9]李启月,李夕兵,顾春宏,等.爆破载荷作用下高陡节理岩质边坡动态响应的3DEC模拟[J].矿冶工程,2008,28(5):18-22.LI Qi-yue,LI Xi-bing,GU Chun-hong,et al.3DECsimulation of dynamic response of high-steep jointed rockslope under blast load[J].Mining and MetallurgicalEngineering,2008,28(5):18-22.
[10]SINGH V K,SINGH D P.Controlled blasting in anopen-pit mine for improved slope stability[J].Geotechnical and Geological Engineering,1995,13(1):51-57.
[11]SCHNEIDER L C.A survey of blasting vibrationregulation[J].Fragblast,2001,5(3):133-156.
[12]CRAVERO M,IABICHINO G,MANCINI R.The effectsof the rock blasting with explosive on the stability of arock face[C]//Proceedings of the Sixth InternationalConference on Numerical Methods in Geomechanics.Innsbruck,Austria:Balkema A.A.,1988:1697-1706.
[13]中国科学院武汉岩土力学研究所.台山核电土石方及负挖工程监测总结报告[R].武汉:中国科学院武汉岩土力学研究所,2010.
[14]朱传统,刘宏根,梅锦煜.地震波参数沿边坡坡面传播规律公式的选择[J].爆破,1988,10(2):30-31.ZHU Chuan-tong,LIU Hong-gen,MEI Jin-yu.Equationselection of the transmission rule of seismic waveparameters along slope surface[J].Blasting,1988,10(2):30–31.
[15]中国电力企业联合会.DL/T5389—2007水工建筑物岩石基础开挖工程施工技术规范[S].北京:水利电力出版社,2007.
[16]王卫华,李夕兵,胡盛斌.模型参数对3DEC动态建模的影响[J].岩石力学与工程学报,2005,24(增刊1):4790-4797.WANG Wei-hua,LI Xi-bing,HU Sheng-bin.Effect ofmodel parameters on 3DEC dynamic modeling[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(Supp.1):4790-4797.
[17]刘亚群.动荷载作用下层状结构岩体边坡变形破坏机理与安全研究[D].武汉:中国科学院武汉岩土力学研究所,2009.
[18]LYSMER J,KUHLEMEYER R L.Finite dynamic modelfor infinite media[J].ASCE Journal of the EngineeringMechanics Division,1969,95(EM4):869―877.
[19]Itasca Consulting Group,Inc.3DEC(3 DimensionalDistinct Element Code)user’s manual version 3.0[M].Minneapolis:Itasca Consulting Group,Inc.,2003.
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