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黄土地震滑坡研究综述与展望

钱法桥, 邓亚虹, 刘凡, 门欢

钱法桥，邓亚虹，刘凡，等. 黄土地震滑坡研究综述与展望[J]. 中国地质灾害与防治学报，2024，35(5): 5-20. DOI: 10.16031/j.cnki.issn.1003-8035.202401020
引用本文: 钱法桥，邓亚虹，刘凡，等. 黄土地震滑坡研究综述与展望[J]. 中国地质灾害与防治学报，2024，35(5): 5-20. DOI: 10.16031/j.cnki.issn.1003-8035.202401020
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QIAN Faqiao，DENG Yahong，LIU Fan，et al. A review of earthquake-induced loess landslides research and future prospects[J]. The Chinese Journal of Geological Hazard and Control，2024，35(5): 5-20. DOI: 10.16031/j.cnki.issn.1003-8035.202401020
Citation: QIAN Faqiao，DENG Yahong，LIU Fan，et al. A review of earthquake-induced loess landslides research and future prospects[J]. The Chinese Journal of Geological Hazard and Control，2024，35(5): 5-20. DOI: 10.16031/j.cnki.issn.1003-8035.202401020
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黄土地震滑坡研究综述与展望

  • 1.

    长安大学地质工程与测绘学院，陕西 西安　710054

  • 2.

    矿山地质灾害成灾机理与防控重点实验室，陕西 西安　710054

基金项目: 国家自然科学基金项目(41772275)
详细信息
    作者简介:

    钱法桥（1997—），男，重庆云阳人，博士研究生，主要从事地质灾害及地震工程方面的研究。E-mail：2020226080@chd.edu.cn

    通讯作者:

    邓亚虹（1978—），男，湖南安化人，教授，博士，主要从事土动力学及地震工程方面的研究。E-mail：dgdyh@chd.edu.cn

  • 中图分类号: P642.22

A review of earthquake-induced loess landslides research and future prospects

  • 1.

    College of Geology Engineering and Geomatics, Chang’an University, Xi’an, Shaanxi　710054, China

  • 2.

    Key Laboratory of Mine Geological Hazards Mechanism and Control, Xi’an, Shaanxi　710054, China

Funds: National Natural Science Foundation of China(41772275)

摘要

    摘要
  • 摘要:

    黄土地区地貌形态复杂，地震频发，地震滑坡灾害严重。黄土地震滑坡受多种因素影响，包括黄土边坡地形地貌、地层岩性、动力响应，黄土强度和动力特性，水文地质条件等。目前，黄土地震滑坡研究主要采用室内试验、物理与数值模型试验、野外调研、遥感与监测等手段，研究内容包括黄土地震滑坡成因机理、发育特征与分布、滑坡动力响应和稳定性等方面。文章阐述了黄土地震滑坡国内外研究现状，介绍了一种考虑地震波动特性的拟动力评价方法，并对基于拟动力法开展黄土地震滑坡研究进行了展望。通过分析黄土地震滑坡力学成因机制、研究黄土滑坡地震液化现象、讨论黄土地震滑坡失稳特征，提出能够精确评价黄土地震滑坡稳定性的计算方法，可以为黄土地区防震减灾提供理论依据，也是今后研究的重点。

    Abstract:

    The loess region is characterized by complex geomorphological patterns. This region is prone to frequent earthquakes with serious seismic landslide disasters. Loess seismic landslides are affected by a variety of factors, including the topography and geomorphology of loess slopes, stratigraphic lithology, dynamic responses, strength and dynamic characteristics of loess, and hydrogeological conditions. Current research on loess seismic landslides primarily involves laboratory experiments, physical and numerical simulations, field investigations, and remote sensing and monitoring techniques. The research focuses on the mechanisms, development characteristics, distribution, dynamic responses, and stability of loess seismic landslides. This paper reviews the current state of both domestic and international research on loess seismic landslides, introduces the pseudo-dynamic method that considers seismic wave propagation characteristics, and outlines future research prospects based on this method. By analyzing the mechanics mechanisms of loess seismic landslide, investigating the seismic liquefaction phenomena of loess landslides, and discussing the instability characteristics of these landslides, this study proposes a calculation method to accurately evaluate the stability of loess seismic landslides. This research can provide a theoretical basis for earthquake disaster prevention and mitigation in loess areas, and it represents a key focus for future studies.

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  • 0.   引言

    堵塞效应在泥石流运动过程中是一种常见的现象，当泥石流流量不足以克服其阻力运动时，只有通过流量的积累以克服阻力，便产生了泥石流堵溃效应[1]。主支沟交汇[2-3]，沟道地形突变[4-6]以及沟道内的崩滑堆积体[7-9]均可使泥石流在局部产生堵溃效应，其宏观表现形式为沟道短暂断流与阵流现象[10-12]。汶川地震以后，由于沟道内大量崩滑体堵塞沟道，沟道断面束窄形成局部卡口地貌，泥石流的堵溃效应加显著，泥石流的堵塞系数相比震前显著增大[13]，泥石流堵塞系数取值范围由1～2.5 增大到2.0～5.5[14]，在计算泥石流防治工程设计流量时，胡卸文等[15]建议堵塞系数取值至少取值1.5，最大值可达4.0以上。崔鹏等[16]把震后泥石流堵塞系数普遍提高的主要原因归结于沟道微地貌的突变，主沟串珠状崩滑堰塞体级联溃决以及沟道束窄形成的卡口效应是导致泥石流发生堵溃效应和规模放大的核心因素[17]。另外，是否有支沟泥石流汇入或卡口处巨石堵塞也是泥石流规模放大的关键因素[18-19]。近几年以来，部分学者开始对堵溃效应及其产生的流量放大效应进行研究[20-21]，从冲刷系数、泥石流流量与流速、地形突变段长度以及泥石流级配对泥石流堵溃效应的影响等方面开展了理论探讨和试验研究。

    天然泥石流沟道为一系列弯道与顺直段，宽窄相同的地貌组合，尤其在构造活动强烈，岩性软硬相间的地质条件下，更有利于卡口这种微地貌的形成。宽窄组合的卡口地形特征，更易引发泥石流的局部堵塞与溃决现象，从而产生泥石流流量放大效应[22-25]，泥石流造成的危害也更加严重。泥石流堵塞系数是表征泥石流堵溃效应的特征参数，也是泥石流防治工程勘察设计规范中配方法计算泥石流流量的关键参数。现行规范中往往以卡口的多少作为泥石流堵塞程度的判定依据，具有明显的经验性，未考虑泥石流体性质、泥石流的运动特征以及卡口微地貌形态对卡口堵溃效应和堵塞系数的影响，导致泥石流流量计算存在较大的不确定性，从而影响泥石流防治工程的效果与运行安全。

    文中尝试通过模型试验的方法，探索不同卡口地形和泥石流特征条件下，泥石流发生堵溃的临界条件，分析卡口段泥石流流量的放大效应，对于完善泥石流防灾减灾技术规程，提高对泥石流运动堆积过程的认知，具有重要的理论意义和应用前景。

    1.   泥石流卡口堵溃试验设计

    1.1   桦头尖泥石流概况

    1.1.1   气象与水文条件

    什邡市位于四川盆地边缘及边缘山区，属亚热带湿润季风气候，区内气候随地势变化差别较大。总体特征是天气温湿、雨量充沛、四季分明。夏季多暴雨；秋季气温降幅大，多连绵阴雨；冬季长，气温低日照少，常有低温、冰雹等自然灾害发生。

    根据什邡市气象站多年观测资料，区内多年平均气温13.6 °C。年最冷为1月，平均气温3.7 °C，极端最低气温−8 °C（1984年）；最热为7—8月，平均气温23 °C，极端最高气温35.5 °C（1996年）。多年平均月最大降水量为254.36 mm，多年平均月最小降水量4.49 mm（表1），年均总降水量938.9 mm。每年降雨多集中在5—8月，占全年降水量的76%。降雨分配极度不均匀，局部地段暴雨频繁，且随地势增高，降雨量明显增加，山区降雨和平原区形成较大差异。

    表  1  什邡市多年平均月降水量统计表（1971—2002年）
    Table  1.  Statistical table of annual average monthly precipitation in Shifang City （1971—2002）
    月份 l 2 3 4 5 6 7 8 9 10 11 12
    降水量/mm 11.85 20.34 44.58 75.81 114.67 254.36 202.44 141.69 36.31 15.77 4.49 11.85
    下载: 导出CSV 
    | 显示表格

    根据《四川省中小流域暴雨洪水计算手册》所附暴雨量等值线图，什邡市红白镇地区的1/6 h、1 h、24 h多年最大暴雨量平均值分别为8.3 mm、20 mm、60 mm，变异系数分别为0.51、0.35、0.48, 查皮尔逊Ⅲ型曲线得到不同频率下模比系数并求得不同频率下的雨强值统计见表2。

    表  2  研究区不同频率下雨强值计算表
    Table  2.  Calculation table of rain intensity values at different frequencies in the study area
    频率/% 10 min雨强 1 h雨强 6 h雨强 24 h雨强
    平均值
    /mm     		变异
    系数     		模比
    系数     		设计雨强
    /mm     		平均值
    /mm     		变异
    系数     		模比
    系数     		设计雨强
    /mm     		平均值
    /mm     		变异
    系数     		模比
    系数     		设计雨强
    /mm     		平均值
    /mm     		变异
    系数     		模比
    系数     		设计雨强
    /mm
    1 12.5 0.4 2.31 28.88 45 0.35 2.11 94.95 100 0.5 2.74 274.00 160 0.58 3.1 496.00
    2 2.08 26.00 1.92 86.40 2.42 242.00 2.69 430.40
    5 1.78 22.25 1.67 75.15 1.99 199.00 2.16 345.60
    10 1.53 19.13 1.47 66.15 1.66 166.00 1.75 280.00
    下载: 导出CSV 
    | 显示表格

    四川山区泥石流激发雨量一般为一次雨量48～50 mm或10 min雨量8～12.2 mm。由于地震后，桦头尖沟内不良地质现象发育，松散物源量大增，其激发雨量还可能更低。桦头尖沟区域内降雨较丰沛，且雨量集中，其雨强完全可以满足激发泥石流的条件，暴雨是该泥石流的主要引发因素。

    桦头尖沟为常年流水溪沟，主要接受大气降水补给，流量受降水量控制，冬春季节有融雪补给，但融雪补给水量较少，泥石流均为雨季暴发，融雪不构成泥石流主要水源。

    1.1.2   地质环境条件

    桦头尖沟流域属深切割构造侵蚀低山和中山地形，“V”型谷，沟谷平面上较为顺直，沟道总体比较狭窄，一般在5～10 m，出山口后沟道有所展宽，在10～20 m。主沟长1.6 km，流域内最高点高程为1720 m，沟口与唐家河交汇处高程为1096 m，相对高差624 m，主沟平均纵坡降392.3‰，其中上游沟道陡峻，切割深度较大，平均纵坡400‰以上，下游沟段纵坡略缓，平均纵坡190‰～310‰。地形陡峻，地形临空条件发育，为流域内崩塌、滑坡等不良地质现象的发育，以及为泥石流松散固体物源的汇集提供了有利条件。特别是在5.12地震后，沟内新产生了大量的崩滑等不良地质体，为泥石流的发育提供了大量松散固体物源。

    沟道上游，沟谷较为狭窄，纵坡较陡，水流湍急，且动态变化较大，具陡涨陡落的山溪沟谷特征。森林植被在地震中遭到严重破坏，覆盖率有所降低，地震中不良地质现象极其严重，松散堆积层覆盖较厚，主要为基岩斜坡崩塌堆积物，可参与泥石流活动的松散物源量相对较多。

    沟道中游，两侧岸坡陡峻，为砂岩、粉砂岩泥岩互层，岸坡坡度一般50°～60°，局部沟道直立甚至反角；沟内发育多处陡坎和深潭，沟床基岩出露，沟床粗糙，沟内有巨石和携带的树木堆积以及茂密的灌丛，植被覆盖较好；崩滑不良地质体较为发育，主要为第四系残坡积滑坡及坡面侵蚀堆积物；沟道堆积物主要为巨大漂石，大部分沟床基岩裸露；崩滑体发育处沟道堵塞严重，堆积物厚1～3 m。

    沟道下游，为泥石流和冲洪积堆积扇形地，形状比较规则，保存较好。堆积扇前缘有唐家河通过，沟口距唐家河高差约为20 m。

    1.2   试验装置

    试验水槽装置主要由三部分组成：泥石流供料箱、试验水槽及集水池（图1）。

    图  1  试验装置图
    Figure  1.  Graph of the test apparatus
    下载: 全尺寸图片 幻灯片

    供料箱：位于顶部，为横截 边长50 cm的正方形，高80 cm，供料箱上部设置最大开度20 cm的闸门与试验水槽相接，下部焊接锥形漏斗，最大供料体积150 L。每次试验时，记录供料箱内物料的高度，从而计算出泥石流的流量过程。

    试验水槽：位于中部，为双面钢化玻璃水槽，长4.5 m，横截面高40 cm，宽30 cm，纵坡可通过龙门架在6°～12°之间调节，水槽卡口部位两侧贴透明网格纸，通过高速摄像机记录泥石流的运动参数。

    集水池：位于尾部，为长80 cm、宽80 cm、高60 cm的砖砌水池，用以收集泥石流堆积体。

    供料箱及集水池通过水位传感器记录水位变化，并通过体积法分别计算入口和出口处泥石流的流量，其中Qe/（L·s−1）为入口流量，Q/（L·s−1）为出口流量。

    1.3   卡口模型的制作

    卡口模型采用混凝土制作，并使用模具制作成不同的形态，在试验中共制作了3中不同形态的卡口，即V形卡口、矩形卡口和梯形卡口，并通过卡口宽度（w）和倾角（α）控制卡口的大小，卡口以水槽中轴线对称布置于水槽出口处上游1/3处。

    1.4   泥石流试样的配制

    泥石流试样模型砂的配制主要参考桦头尖2011年4种不同泥石流堆积物的级配特征，并按照1∶100的几何相似性比尺进行缩放；考虑到颗粒级配的连续性与分形相似性，试验中选取粒径小于20 mm的部分进行试验；同时，为了在试验中能够更好地观测松散颗粒的堵塞和运动过程，对不同粒径组的泥沙颗粒分别进行染色处理。泥石流试样的容重采用称重法确定，试验中采用的模型砂级配曲线如图2所示。

    图  2  试验砂级配图
    Figure  2.  Sands grading used in the tests
    下载: 全尺寸图片 幻灯片

    1.5   试验方法和步骤设计

    利用水槽试验，探讨沟域特征和不同性质下的泥石流，通过不同的形态卡口时泥石流的堵溃过程与流量放大效应。试验步骤如下：

    ①按照预定级配与泥石流容重，分别对模型砂与水进行称重，通过搅拌机充分，然后通过标准工具测量容重；

    ②调整水槽坡度至试验预定值；

    ③准备好所有测量仪器与记录装置；

    ④首先不设置卡口，分析顺直沟道泥石流的运动过程。

    a. 试验开始时利用数码摄像机录制试验过程，以测量泥石流泥深，龙头流速及流态，并记录床沙启动过程；

    b. 使用数码摄像机和水位计记录集水池的水位变化以获得泥石流的流量过程，并于未设置卡口时的流量过程进行对比分析；

    c. 测量水槽内泥石流的冲淤测量，摄影并绘制冲蚀—堆积关系图。

    d. 对水槽内的泥石流冲蚀—堆积物进行取样，送试验室分析。

    ⑤在试验水槽设置卡口，重复④a—d；

    ⑥改变其他试验条件，重复①—⑥。

    卡口段泥石流堵溃过程试验从2020年6月开始至2021年10月，共进行试验9组31次。其中无卡口对比试验6次（SY0-1—SY0-6），正式试验8组25次，各组次试验参数如表3所示。其中变量为卡口宽度（w）、卡口扩展角（a）、束窄率（Ar）、卡口长度（L）、颗粒中值粒径（D50）、泥石流容重（γd）、松散物源（Vs）。

    表  3  试验组次安排表
    Table  3.  Schedule of test groups
    组次 卡口形态 泥石流特征 沟域特征 松散物源
    /（10−3m3）
    卡口形状 卡口宽度
    /cm     		卡口扩展角
    /（°）     		束窄率 卡口长度
    /cm     		颗粒中值
    粒径/mm     		泥石流容重
    /（kN·m−3）     		沟道纵坡
    /（°）
    SY0-1 3.458 18.27 6 无
    SY0-2 3.458 18.27 9 无
    SY0-3 3.458 18.27 12 无
    SY0-4 3.458 18.27 6 无
    SY0-5 3.458 18.27 9 无
    SY0-6 3.458 18.27 12 无
    SY1-1 矩形 12.5 — 0.250 30 3.458 18.27 9 无
    SY1-2 10 — 0.333
    SY1-3 7.5 — 0.417
    SY2-1 V形 60 0.268 30 3.458 18.27 9 无
    SY2-2 45 0.413
    SY2-3 30 0.567
    SY3-1 梯形 （10,20） 0.5 30 3.458 18.27 9 无
    SY3-2 （10,10） 0.67
    SY4-1 梯形 （10,20） 0.5 20 3.458 18.27 9 无
    SY4-2 30
    SY4-3 40
    SY5-1 梯形 （10,20） 0.5 30 3.458 16.85 9 无
    SY5-2 18.27
    SY5-3 19.62
    SY5-4 20.35
    SY6-1 梯形 （10,20） 0.5 30 1.734 18.27 9 无
    SY6-2 3.458
    SY6-3 5.264
    SY6-4 9.935
    SY7-1 梯形 （10,20） 0.5 30 3.458 18.27 6 无
    SY7-2 9
    SY7-3 12
    SY8-1 梯形 （10,20） 0.5 30 3.458 18.27 9 3.37
    SY8-2 6.74
    SY8-3 10.11
    　　注：（10，20）分别代表梯形卡口底宽与顶宽。
    下载: 导出CSV 
    | 显示表格

    2.   卡口段泥石流堵溃过程的影响因素

    卡口段泥石流的堵塞与溃决过程与卡口的几何形态、泥石流流体特征以及沟域特征有密切的关系，文章通过单因素试验的方法，探讨上述因素对卡口段泥石流运动与堆积过程的影响。

    2.1   卡口几何形态

    泥石流流经卡口段时，泥石流的运动状态与参数发生明显改变，且与卡口形态和卡口束窄率具有较大的相关性。

    2.1.1   洪峰流量衰减

    泥石流流经卡口段时，由于沟道过流断面变小，在卡口内存在急流冲刷现象，但在卡口段上游大量堆积物从泥石流流体中析出，固体颗粒大量沉积，

    泥位变大，并有显著表面粗化现象；通过卡口后，泥石流的固体物质出现轻微分选，出口处泥石流峰值流量相对于无卡口段时，出现了显著的衰减（图3）。为了探讨泥石流通过卡口段流量的变化大小，定义无量纲参数流量比Qpr：

    图  3  不同形态卡口条件下泥石流的流量过程线
    Figure  3.  Discharge hydrograph of debris flow through different bayonets
    下载: 全尺寸图片 幻灯片
    Qpr=Qpo/Qpi (1)

    式中：Qpo——闸门出口处泥石流峰值流量/（L·s−1）；

    Qpi——料箱泥石流出流峰值流量/（L·s−1）。

    不同类型的卡口对泥石流通过卡口前后峰值流量的影响有所不同，矩形卡口流量比0.512～0.765，V形卡口流量比0.534～0.844，梯形卡口流量比0.788～0.909。同时，试验结果表明，卡口段泥石流流量的衰减与卡口断面的束窄率呈负相关关系，即卡口处断面相对于上游沟道变窄程度越大，泥石流流量衰减程度越高，可近似采用线型关系表示（图4）：

    图  4  卡口束窄率与流量比的关系
    Figure  4.  The relation between narrowing rate of bayonet and discharge ratio
    下载: 全尺寸图片 幻灯片
    Qpr=−0.95Ar+1.26,R2=0.94 (2)
    Ar=1−AkAg (3)

    式中：Ar——卡口束窄率；

    Ak——卡口段水槽横断面面积/cm2；

    Ag——无卡口水槽断面面积/cm2。

    从试验结果可知，泥石流流经卡口微地形时，泥石流流量会发生衰减，且卡口处地形断面相对于沟道上游断面变化越大，则流量越易产生衰减。

    2.1.2   洪峰展平

    相对于无卡口时，各组次试验泥石流通过卡口后，流量过程线均出现洪峰展平的现象（图3），一次泥石流过程持续时间延长，洪峰出现时刻延后，且延后时间（Td/s）与流量比以及卡口断面束窄率呈正相关关系，即卡口处断面束窄程度越大，泥石流峰值流量滞后时间越长，可近似采用指数关系表示（图5）：

    图  5  卡口束窄率与峰值流量延迟时间的关系
    Figure  5.  The relation between narrowing rate of bayonet and delay time of peak discharge
    下载: 全尺寸图片 幻灯片
    Td=0.37e2.58Ar,R2=0.91 (4)

    试验中采用了三种不同纵向长度的卡口，用以探讨卡口段长度的变化对泥石流运动参数的影响，试验结果显示：卡口的长度的增加会增大泥石流流量衰减的过程，会减缓峰值流量出现时时刻，但不同卡口段长度时，泥石流通过卡口段的流量过程线并无明显区别，卡口段长度对泥石流运动参数的影响较小（图6）。

    图  6  不同卡口长度的泥石流流量过程线
    Figure  6.  Discharge hydrograph of debris flow with different bayonet lengths
    下载: 全尺寸图片 幻灯片

    2.2   泥石流流体特征

    2.2.1   泥石流容重

    试验结果表明（图7），泥石流容重与固体颗粒体积比浓度越大，其运动阻力越大，流速越慢，泥石流在遭遇卡口段时，越易产生堆积作用，泥石流在卡口段的流量衰减过程越显著；同时，随着泥石流容重的增大，泥石流峰值流量出现时刻也越晚，洪峰展平的现象也越显著。

    图  7  不同容重泥石流通的流量过程线
    Figure  7.  Discharge hydrograph of debris flow with different bulk density
    下载: 全尺寸图片 幻灯片
    2.2.2   泥石流级配

    泥石流颗粒级配对卡口段的泥石流运动过程也有较大影响（图8）。颗粒粒径越粗，同等水力条件下，遭遇到卡口后，卡口上游段泥石流固体可以更易发生堆积作用，致使通过卡口段的泥石流流量发生衰减，泥石流过流总量减小，但泥石流级配对卡口处泥石流峰值流量出现时刻的无较明显影响。

    图  8  不同级配泥石流的流量过程线
    Figure  8.  Discharge hydrograph of debris flow with different gradation
    下载: 全尺寸图片 幻灯片

    2.3   沟域特征

    从试验结果来看，水槽纵坡较大时，如图9（a），J=12°），泥石流排泄速度越快，卡口的存在对泥石流的运动过程影响较小，泥石流流量过程线越趋向于尖瘦型，泥石流固体物质在卡口段前不易发生堆积作用，卡口处出现急流冲刷现象，相应的泥石流通过卡口段时的流量衰减越小，卡口段前后流量比也越大，洪峰展平现象越不显著；水槽纵坡较小时,如图9（c）中曲线J=6°，卡口的存在致使一次泥石流持续时间延长，卡口段前部固体物质大量堆积，峰值流量出现时刻显著延后，洪峰展平现象也更为显著。通过分析不同坡度条件下，卡口段泥石流峰值流量的衰减率，可以发现：泥石流峰值流量的衰减与沟道坡度负相关、如图10所示，即沟道坡度越大，越不易产生流量衰减，相应的沟道坡度越小，则越易产生沟道局部堵塞的现象。

    图  9  不同坡度条件下泥石流的流量过程线
    Figure  9.  Discharge hydrograph of debris flow with different inclination
    下载: 全尺寸图片 幻灯片
    图  10  J-Qpr关系图（弧度表示法（360°=2π））
    Figure  10.  J-Qpr relation
    下载: 全尺寸图片 幻灯片

    同时，水槽纵坡也会影响峰值流量延迟的时间，坡度越大延迟时间越短，泥石流流量过程洪峰展平的迹象也越不显著。

    2.4   沟道堆积物

    野外调查表明，卡口段泥石流的堵溃过程与流量放大效应与滑坡堆积体、支沟泥石流堆积扇等坡地重力作用形成的半堵塞、全堵塞沟道密切相关，松散堆积物常堆积与沟道一侧，沟道多向对岸偏移或沟道局部侵蚀基准面抬高，从而形成堆积型卡口。试验中在水槽两侧堆放不同体积的堆积物，按照长度为20 cm的V形卡口布置于试验水槽卡口段，模拟堆积型卡口对泥石流堵溃作用的影响。

    从试验结果来看（图11），当沟道内存在堆积型卡口时，虽然堆积型卡口的存在会耗散泥石流运动的动能，但由于堆积物大量进入泥石流浆体，泥石流流量有显著增大的趋势，峰值流量出现时刻延后，一次泥石流总量也显著增大。

    图  11  不同体积的堆积型卡口段的流量过程线
    Figure  11.  Discharge hydrograph through sediment bayonet with different volumes
    下载: 全尺寸图片 幻灯片

    3.   卡口段泥石流的流量比

    试验结果表明，泥石流流经卡口段时，若沟道内无松散物源的补给，则会产生流量衰减过流，泥石流峰值流量出现时刻延后，洪峰过程线展平；泥石流通过卡口段时其流量比主要与以下3个无量纲参数有关：γs/γd、w/D50、J/Ar，定义无量纲参数K综合表示，通过试验数据回归分析，卡口段泥石流流量比Qpr可表示为（图12）：

    图  12  K-Qpr关系图
    Figure  12.  K-Qpr relation
    下载: 全尺寸图片 幻灯片
    Qpr=0.47K0.22，K=γdγs⋅wD50⋅JAr，R2=0.71 (5)

    式中：γs/γd——泥石流相对容重；

    w/D50——泥石流固体颗粒代表粒径与卡口的相对 大小；

    J/Ar——泥石流潜在动能与卡口段能量耗散之间的 比值；

    K——无量纲参数。

    对于单位宽度、单位长度的水体在单位时间内所泥石流运动所提供的能量W可以表示为：

    W=γdqJ (6)

    式中：γd——泥石流的容重/（kN·m−3）；

    q——单宽流量/（L·s−1）；

    J——能坡/（°）。

    沟床床面的输沙浓度与水流提供的功率存在线性关系，即：

    Sv=k(W−We) (7)

    式中：Sv——以干容重计的单宽输沙率；

    k——输砂常数；

    We——特定粒径泥砂的启动功率，当坡度条件不变时，泥砂的启动功率为常数。

    从式（6）可以得出，当泥石流流经卡口段时，沟道断面的突变，必然会引起由于克服卡口阻力而产生能量耗散，泥石流输砂浓度减小，泥石流固体物质析出，导致峰值流量衰减，因此式（5）中的K值实质上表征了泥石流流体动能与固体颗粒启动或堆积时的能量耗散之间的相互关系。

    4.   结论

    （1）文中通过试验分析了泥石流通过卡口段时，泥石流运动参数的变化以及卡口的堵塞效应。文中通过试验发现，泥石流通过卡口地形时，泥石流流量出现堵塞效应而产生的流量放大，或因为固体物质堆积而出现流量衰减，均与卡口部位的几何条件、泥石流特征、沟域特征、是否存在附加松散物源有关。当卡口附近无附加松散物源时，改变其他3个试验条件时，均出现了流量衰减的现象，即流量比Qpr<1；而堆积型卡口，由于有附加堆积物的，泥石流体积比浓度与一次泥石流总量的增大，3次试验中，有2次出现了流量的放大作用，即流量比Qpr>1（即试验S8-1—S8-3）。

    （2）泥石流通过卡口段时，由于过流断面的减小，卡口上游段必然产生涌塞，局部流速减小，泥石流固体物质析出而堆积于沟道之上，致使泥石流通过卡口后出现流量衰减。从能量耗散的角度来看，卡口地形改变了泥石流运动的边界条件，导致能量的耗散；当无附加能坡或固体物质时，则必然会出现流量衰减的现象。

    （3）泥石流流量计算方法的研究最早始于20世纪30年代，M.斯里勃內依采用雨洪修正法计算泥石流流量，并采用附加流量表示沟道堵塞效应，或通过堵塞系数表征泥石流流量的这种叠加效应，并在我国泥石流研究与防治工程设计中广泛应用。但对于某一具体流域的堵塞系数仍然是未知数，在定量取值上有很大的主观性和不确定性，目前一般认为泥石流的堵塞系数取值范围为1.0～3.0。文中所定义的流量比Qpr实质上即为泥石流在特定断面的堵塞系数，其取值在很多条件下并不是大于1的；因此，在沟道纵坡较小，卡口束窄率较大，而沟道内又无较多可活动物源的条件下，笼统地将堵塞系数取值大于1，缺乏合理性，容易引起泥石流防治工程超标设计，造成极大的投资浪费。

    （4）卡口段泥石流堵塞现象成因复杂，本试验以野外试验成果级配构成基本试验参数，在野外调配基本浆体,但野外调配级配时并未考虑泥石流规模和固体物质来源方式与大颗粒物质等因素的影响，试验数据因大颗粒物质含量过少，明显的堵溃与冲淤现象在试验组次中相较野外原型可能存在数量变少的情况，从而对推导流量比产生间接影响。但通过文中的试验现象揭露，卡口的存在多为泥石流流量衰减的正面因素，而是否存在松散物质的加入则是卡口段泥石流的堵塞效应发生的关键因素。因此，在泥石流调查研究和防治工程勘查设计时，应更加侧重于堆积型卡口的形态、规模以及参与泥石流活动的方式，以期获得更加合理的泥石流运动参数。

  • 图  1   黄土高原梁、峁、丘陵地貌[20]

    Figure  1.   The loess ridges, hillocks, and hill landscapes of the loess plateau[20]

    下载: 全尺寸图片 幻灯片

    图  2   黄土高原地区崩塌、滑坡、泥石流、、地面塌陷易发程度图

    Figure  2.   Susceptibility to avalanches, landslides, debris flows, and surface collapses in the loess plateau

    下载: 全尺寸图片 幻灯片

    图  3   黄土高原及周边地区地震分布[36]

    Figure  3.   Earthquake distribution in the loess plateau and surrounding areas[36]

    下载: 全尺寸图片 幻灯片

    图  4   拟动力法的地震波传播过程与条块地震力计算

    Figure  4.   Seismic wave propagation process and strip seismic force calculation using the pseudo-dynamic method

    下载: 全尺寸图片 幻灯片
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  • 被引次数: 7
出版历程
  • 收稿日期:  2024-01-12
  • 修回日期:  2024-04-25
  • 录用日期:  2024-07-15
  • 网络出版日期:  2024-07-28
  • 刊出日期:  2024-10-24

目录

摘要
HTML全文

  • 0.   引言

  • 1.   泥石流卡口堵溃试验设计

  • 1.1   桦头尖泥石流概况

  • 1.1.1   气象与水文条件
  • 1.1.2   地质环境条件

  • 1.2   试验装置

  • 1.3   卡口模型的制作

  • 1.4   泥石流试样的配制

  • 1.5   试验方法和步骤设计

  • 2.   卡口段泥石流堵溃过程的影响因素

  • 2.1   卡口几何形态

  • 2.1.1   洪峰流量衰减
  • 2.1.2   洪峰展平

  • 2.2   泥石流流体特征

  • 2.2.1   泥石流容重
  • 2.2.2   泥石流级配

  • 2.3   沟域特征

  • 2.4   沟道堆积物

  • 3.   卡口段泥石流的流量比

  • 4.   结论

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