| Citation: | CHEN Bai-lin,
LIU Jian-sheng,
ZHANG Yong-shuang,
et al.,
2010. ESTIMATION OF MAJOR EARTHQUAKE CYCLE AND FUTURE TENDENCY IN HEXI CORRIDOR AND ITS ADJACENT AREA, NW CHINACHEN. Journal of Geomechanics, 16 (2): 159-175.
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近断层大地震(如: 1994年美国North Ridge地震、1995年日本Kobe地震、1999年中国台湾集集地震、1999年土耳其Kocaeli地震、2003年伊朗Bam地震)独特的运动特征及其对工程结构的严重影响引起了地震工程界的密切关注[1~6]。Somerville等的研究表明，由于近断层地震动经常包含强烈的动态长周期脉冲和永久地面位移，其运动特征与远场地震动明显不同[1~2]。
汶川“5.12”震后调查表明:地震断裂带附近大量建筑物发生了破坏[7~13]，断层上下盘的建筑物在地震时的破坏程度不同，而且即使位于断层同一侧，由于与断层位置关系的差异，地表建筑物的破坏情况也不尽相同。因此，研究断层在地震作用下对地表建筑物的灾害效应，揭示地表破裂的致灾机理对抗震设计和灾害预防具有重要的理论意义和实用价值。
汶川“5.12”地震在汶川县水磨镇西侧斜坡上形成了产状为331°∠54°的地表破裂(断层)，同时使位于断层上盘的硅业公司主楼(距离断层约25 m)发生了差异性破坏现象，近断层一侧和远离断层一侧的破坏程度明显不同。
水磨镇硅业公司主楼走向北东—南西向，长35 m，宽12 m，高12 m，楼梯位于中部东南侧，厂房平面图见图 1，其受地震的破坏表现为西北侧的梁、柱破坏较轻，仅一个柱(图 1中18号柱)发生向东南方向错动，最大错动距离约3 cm (见图 2); 而东南侧的梁、柱破坏严重，其中4个钢筋混凝土柱(图 1中9、10、13和14号柱)受到垂向挤压破坏并发生水平剪切，钢筋弯曲(见图 3、图 4)。
本文基于对位于断层上盘的汶川县水磨镇硅业公司的实地调查，采用数值模拟方法研究了水磨镇硅业公司主楼在地震动作用下的动力响应特点，并分析了楼体破坏与断裂的关系。
汶川县水磨镇硅业公司位于龙门山构造带中南段的北端、水磨河河谷西北岸的高阶地上，其西北侧紧邻一个高度约35 m斜坡的坡脚。场地出露的地层有:泥盆系养马坝组(D2y)泥灰岩，厚度为89~137 m; 第四系冲洪积物，覆盖于养马坝组之上，厚度为0~7.3 m，由砂、砾石组成，其与基岩的接触界面倾向东南侧; 第四系残坡积物，位于厂房东南侧的陡坎下部，厚度为0~2.9 m。场地地质剖面图见图 5。
在建立模型时假设: ①平面应变状态; ②周围岩石为均匀的弹性各向同性材料; ③断裂为无厚度的接触面; ④岩石服从摩尔-库仑破坏准则，楼房梁单元为弹性。
模拟采用二维模型，模型走向为310°。根据现场实地观测，考虑到边界影响以及模拟的目的，建立地质模型见图 6。模型底部宽160 m，右侧高137 m，左侧高97 m，房高12 m，宽12 m (图中所示为楼房的侧剖面)，楼梯高2 m，距房主梁2 m。模型中断层倾角54°。
模拟分为两个阶段:特征值分析和地震动力分析。在进行特征值分析时，通过点弹簧定义弹性边界，模型的左右两侧及底部边界均为弹簧边界。对于动力分析，采用Lysmer和Wass (1972)提出的粘性边界(viscous boundary)。鉴于该模拟的目的是研究断裂在地震作用时对地表建筑物的破坏作用，模拟时只对模型加载地震波时程荷载，不施加其他应力边界条件。
本研究区的岩性为泥盆系养马坝组(D2y)泥灰岩，表层为第四系冲洪积物和残坡积物。参考《工程地质手册(1992) 》并结合前人大量的数值模拟经验，采用工程地质类比法，确定材料的力学参数如表 1。
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地震动的数值模拟是通过输入地震记录(加速度时程记录)来实现的。该区选择距离最近的卧龙地震台在龙门山发生地震时的监测资料进行动力模拟。地震作用全过程历时135 s。
模拟结果表明:最大主应力值沿断层自下而上逐渐降低，但在断层上盘，厂房下伏的基岩(泥质灰岩)中出现增大的现象。而在厂房下地基(第四系冲洪积物)中应力值出现明显的减小趋势，这是由于第四系冲洪积物与基岩泥质灰岩的材料参数相差很大，在地震时有减震的作用。
厂房左侧(靠近断层一侧)梁底部平面应变单元节点的最大主应力值大于右侧，左侧为83.9 MPa，右侧为71.4 MPa，两者数值相差12.5 MPa (见图 7)。
但是在房屋左侧(靠近断层一侧)第四系冲洪积物的厚度为4.6209 m，右侧(远离断层一侧)第四系冲洪积物厚度为4.5364 m。按照抗震设计理论，左侧梁单元受到的主应力值应该小于右侧，但是模拟结果却相反。这是因为房屋左侧梁与断层的垂直距离为24.8556 m，右侧梁与断层的垂直距离为84.4065 m，这也就解释了左侧梁单元的主应力大于右侧梁单元主应力值的原因。
断层上盘剪应力值大于下盘，远离断层，剪应力值逐渐减小。
地基中，厂房左侧(靠近断层一侧)的剪应力值大于右侧，左侧为18.626 MPa，右侧为17.629 MPa (见图 8)。
从梁单元轴向应力曲线图(见图 9)可以看出，梁单元(图中梁单元由下至上编号，每楼层分为4个单元，下同)底部所受的轴向应力最大，且梁单元的轴向应力自下而上减小，到第二层上部时已经减小到底部的约二分之一，这与厂房底部柱体发生挤压破坏(见图 3、图 4)、而上部柱体没有破坏的特征相对应。
从梁单元剪应力曲线图(见图 10)可以看出，左侧梁单元剪应力最大值出现在楼梯与主体梁相交处(3号梁单元处)，由12.008 MPa急剧增大到12.769 MPa，向上至第一层顶部(4号梁单元处)时又急剧减小到11.905 MPa。梁单元剪应力的这种变化规律与图 3显示的破坏特征一致。同时，可以看出，剪应力均为正值，反映其剪切方向为顺时针转动，与图 2-图 4显示的柱体剪切破坏特征相对应。根据梁单元轴向应力和剪应力特征及变化趋势，地震时楼体主梁的破坏是轴向应力和剪应力同时作用造成的。
断层附近剪应变发生较为复杂的变化，断层上盘和下盘的剪应变值有明显的差别，从地面上剪应变的分布看，厂房区域剪应变值较大。
从厂房底部的最大剪应变图(见图 11)可以看出，在梁的底部出现应变集中区，而且左侧(靠近断层一侧)大于右侧，左侧为0.03728，右侧为0.03079。
断层带上节点水平向加速度值在断层底部最小(-4.457 cm/s2)，由底部向上增大，增大的幅度逐渐减小。断层位置的加速度明显增大，断层顶部的加速度最大值达638.7 m/s2 (卧龙台记录到的最大水平加速度为949.979 cm/s2)。
泥灰岩中一节点的最大水平加速度值为313.2 m/s2，冲洪积层中一节点最大水平加速度值为472.6 m/s2，残坡积物中一节点最大水平加速度值为637.8 m/s2，表明在软岩中，加速度明显增大。
(1) 位于断层上盘的厂房，靠近断层一侧的最大主应力值大于远离断层一侧。
(2) 断层上盘剪应力值大于下盘，远离断层，剪应力值逐渐减小; 厂房左侧(靠近断层一侧)的剪应力值大于右侧。
(3) 断层附近剪应变发生较为复杂的变化，断层上盘和下盘的剪应变值有明显的差别，厂房底部出现应变集中区，而且左侧(靠近断层一侧)大于右侧。
(4) 加速度值在断层底部最小，由底部向上增加。断层位置的加速度明显增大，断层顶部的加速度最大值达637.8 m/s2。在软岩中，加速度有明显的放大。
(5) 厂房所受的轴向应力在底部最大，向上逐渐减小，与厂房底部柱体发生挤压破坏的特征相对应; 厂房所受的剪应力值和剪切方向与柱体剪切破坏特征相对应。
(6) 断层的形成改变了局部的应力场条件和加速度特征，从而使位于断层上盘的楼房发生差异性破坏，紧邻断层一侧破坏强烈。地震时楼体主梁的破坏是轴向应力和剪应力同时作用造成的。
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