岩体裂隙与管道动水注浆浆液扩散封堵机理研究
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摘要
对于地下工程岩体涌水，注浆技术是其主要治理手段之一。运动的地下水环境是涌水注浆治理的最大特点。动水条件下注浆增加了注浆成功的难度。浆液扩散规律也与非动水条件下注浆大不一样。浆液在动水作用下的运移扩散规律及封堵机理是目前急需解决的科学问题。本文以流体力学理论和地下水溶质运移理论为基础，通过理论分析与注浆模拟试验相结合的方法，探讨了注浆压力的产生机理，研究了岩体中管道和裂隙在动水条件下注浆浆液的扩散与封堵机理，并分别提出了相应的注浆封堵原则和条件。
主要研究内容及成果包括：
（1）从动水注浆研究的角度，对工程涌水类型进行了划分；提出了涌水的基本三要素：涌水水源、涌水通道及涌入空间；概化了动水注浆工程地质模型，根据被注介质空隙类型及注浆位置特点主要可分为三类：浅孔裂隙（或小型溶管）注浆堵水、深孔裂隙（或小型溶管）注浆堵水、深孔大型管道孔洞注浆堵水。
（2）考虑注浆动力系统全特性和被注介质阻力特性，对注浆压力提出了新的认识：注浆压力即为在某一时刻，动力系统所能给予的作用力和浆液流动扩散阻力在一定注浆流量Q时不断平衡得到的力。建立了注浆压力的数学模型，该模型反应了注浆过程中注浆压力和流量的变化波动机制。提出了浆液扩散阻力特性值SH的概念，SH即为注浆孔单位长度上，单位注浆流量所需要的有效注浆压力水头，它直观反映了地层的可注性情况及注浆过程特征。最后以注浆压力数学模型为基础，对简单管道及裂隙静水注浆时浆液的扩散规律进行了分析，理论推导了浆液扩散半径、扩散速度公式等。
（3）组装了注浆试验系统，并进行了9组动水管道水泥注浆的正交试验。试验主要考虑了水源水头_Hw、注浆流量Q注、动水流量Q_w以及浆液水灰比W/C等因素水平的影响。结果表明，注浆过程中，水源水头及注浆流量大小是影响水泥注浆堵水成败的关键因素。试验发现了浆液进入动水管道时产生的“水击”现象，该现象由浆液的对水的突然冲击引起，导致注浆孔上游水压力出现压力剧增的波动现象。注浆过程中，浆液的扩散存在三种方式：浆液被动水携带出流；浆液先顺水流运移，后逆水流扩散；浆液进入管道后同时向上下游扩散。注浆后，管道的封堵状态分四种：无封堵、浆液充填后溃流不封堵、顶部渗流不完全封堵、完全封堵。通过力学分析，推导了发生“浆液充填后溃流不封堵现象”和“顶部渗流不完全封堵现象”之间的临界渗透流速u_(cr)。
（4）进行了动水管道化学注浆的正交试验。化学浆液采用凝胶时间可调控的脲醛树脂浆液。试验中，考虑了浆液凝胶时间t_n、管径大小d、水源水头Hw三因素的影响。注浆过程中，浆液的扩散与水泥浆液注浆时相似。试验表明，化学浆液对动水管道的封堵机理主要有三种：注浆孔上、下游胶凝固结封堵、下游胶凝固结封堵、上游胶凝固结封堵。
（5）以水泥和化学浆液管道注浆的分析结果及封堵机理为基础，分别提出了浆液对动水成功实现扩散封堵的基本原则。水泥浆液封堵的基本原则包括：管道的最大静水压力应小于充填段浆液的屈服剪切力；浆液注入时应保证可以充填全部管道过水断面，不出现浆—水混合流的情况。动水化学注浆封堵的基本原则：充填段浆液固结后与管壁的粘结力应大于静水压力；应调整注浆流量和浆液凝胶时间等因素使浆液的凝胶现象能保证在管道内发生；注浆持续时间应大于浆液浆液凝胶时间。以封堵的基本原则为根据，提出了成功封堵时浆液性质、注浆时间所需满足的条件，并推导了水泥浆液等宾汉流体浆液成功封堵所需的临界流量Qe和速凝类化学浆液不同封堵作用机理时成功封堵所需的临界流量Qe和Q’e。
（6）进行了有限边界裂隙的动水注浆试验。浆液采用脲醛树脂化学浆液。共计7组试验，分别考虑了裂隙展布宽度B，浆液凝胶时间tn等因素对浆液扩散与封堵规律的影响。浆液在有限边界裂隙中的流动扩散可分为两个阶段：无侧向边界辐向扩散阶段和沿侧向边界扩散阶段。在第一扩散阶段，发现了动水对浆液扩散体绕流时产生的低压漩涡区，具体表现为浆液扩散体尾部水压和流速的降低。化学浆液对动水裂隙的封堵机理分为三种：①全断面浆液扩散固结完全封堵；②固结—绕流—固结完全封堵；③非全断面扩散留存不完全封堵。“全断面扩散固结完全封堵”即浆液进入裂隙后快速进入第二扩散阶段，充填全部裂隙过水断面并凝胶固结；“固结—绕流—固结完全封堵”即浆液在离注浆孔正下游方向较近的某一位置最先固结后，新浆液对其进行绕流，绕流过程中，固结体范围不断增大，最终封堵整个断面；“非全断面扩散留存不完全封堵”即为浆液注入只出现扩散的第一阶段，浆液无法对全过水断面进行封堵，但注浆后浆液在其流域上留存下来，减小了过水断面面积。
（7）依据浆液在动水裂隙中的封堵机理，分别提出了实现“全断面完全封堵”和“浆液留存不完全封堵”的基本原则。依据封堵原则，提出了成功封堵所需的临界注浆流量Q_j、临界浆液粘结力C，以及其他注浆可控工艺参数所需满足的条件或表达式。
Grouting is the most popular and important method to control the water burst inunderground construction. However, whether this method will be successful inengineering practice depends on hydrodynamic condition. Therefore, it is not only anecessary but also an urgent research to be conducted to understand the groutingmechanism in hydrodynamic condition.
Theoretical analysis, based on hydromechanics and solute transport inunderground water theory, and physical modeling were employed in this dissertationto study the grouting mechanism which includes grouting pressure and groutingdiffusion in pipe as well as fractures under hydrodynamic condition. The main workand understandings are as follows.
(1) Four categories of water burst were classified based on the proposed waterinflow components which includes water burst space, water burst enterclose andsource of water burst.
(2) Grouting pressure was defined on grouting mechanical system and groutedrock resistance. One mathematic model was derived for grouting pressure. Results ofthis model on single pipe and fractures were calculated from this model.
(3) One pipe grouting model under hydrodynamic condition was carried out tostudy diffusion of cement. Pressure head of hydrodynamic water and grouting volumeare considered as the key factors which can affect the validation of grouting. Aninteresting phenomenon was observed in test named water attack. Three types ofdiffusion and four types of grouted rock were summarized.
(4) Chemical grouting material was used in one pipe model to compare withcement. The grouting principles were different from chemical grouting material tocement, which resulted three grouting types. These types included upstream gelling,downstream gelling, and both ends gelling.
(5) The premises of successful grouting were proposed based on the comparisonof cement and chemical grouting material diffusion. Moreover, the parameters forboth quick and un-quick setting slurry were discussed to clarify the required conditionwhich controlled the quality.
(6) A finite boundary fracture physical modeling was carried out to study thegrout diffusion law. A low pressure swirl area was generated when dynamic waterflow around. Therefore, two stages of diffusion were summarized. Especially, the sealing mechanism of chemical grouting was classified as total cross-section sealing,gelling with flow around and partial cross-section sealing.
(7) The principles for qualified grouting were proposed under hydrodynamiccondition based on theoretical analysis and physical modeling. Total cross-section andpartial cross-section sealing were discussed to guide the engineering practice with therequirement of characteristics of grouting material, grouting time and groutingvolume.
主要研究内容及成果包括：
（1）从动水注浆研究的角度，对工程涌水类型进行了划分；提出了涌水的基本三要素：涌水水源、涌水通道及涌入空间；概化了动水注浆工程地质模型，根据被注介质空隙类型及注浆位置特点主要可分为三类：浅孔裂隙（或小型溶管）注浆堵水、深孔裂隙（或小型溶管）注浆堵水、深孔大型管道孔洞注浆堵水。
（2）考虑注浆动力系统全特性和被注介质阻力特性，对注浆压力提出了新的认识：注浆压力即为在某一时刻，动力系统所能给予的作用力和浆液流动扩散阻力在一定注浆流量Q时不断平衡得到的力。建立了注浆压力的数学模型，该模型反应了注浆过程中注浆压力和流量的变化波动机制。提出了浆液扩散阻力特性值SH的概念，SH即为注浆孔单位长度上，单位注浆流量所需要的有效注浆压力水头，它直观反映了地层的可注性情况及注浆过程特征。最后以注浆压力数学模型为基础，对简单管道及裂隙静水注浆时浆液的扩散规律进行了分析，理论推导了浆液扩散半径、扩散速度公式等。
（3）组装了注浆试验系统，并进行了9组动水管道水泥注浆的正交试验。试验主要考虑了水源水头_Hw、注浆流量Q注、动水流量Q_w以及浆液水灰比W/C等因素水平的影响。结果表明，注浆过程中，水源水头及注浆流量大小是影响水泥注浆堵水成败的关键因素。试验发现了浆液进入动水管道时产生的“水击”现象，该现象由浆液的对水的突然冲击引起，导致注浆孔上游水压力出现压力剧增的波动现象。注浆过程中，浆液的扩散存在三种方式：浆液被动水携带出流；浆液先顺水流运移，后逆水流扩散；浆液进入管道后同时向上下游扩散。注浆后，管道的封堵状态分四种：无封堵、浆液充填后溃流不封堵、顶部渗流不完全封堵、完全封堵。通过力学分析，推导了发生“浆液充填后溃流不封堵现象”和“顶部渗流不完全封堵现象”之间的临界渗透流速u_(cr)。
（4）进行了动水管道化学注浆的正交试验。化学浆液采用凝胶时间可调控的脲醛树脂浆液。试验中，考虑了浆液凝胶时间t_n、管径大小d、水源水头Hw三因素的影响。注浆过程中，浆液的扩散与水泥浆液注浆时相似。试验表明，化学浆液对动水管道的封堵机理主要有三种：注浆孔上、下游胶凝固结封堵、下游胶凝固结封堵、上游胶凝固结封堵。
（5）以水泥和化学浆液管道注浆的分析结果及封堵机理为基础，分别提出了浆液对动水成功实现扩散封堵的基本原则。水泥浆液封堵的基本原则包括：管道的最大静水压力应小于充填段浆液的屈服剪切力；浆液注入时应保证可以充填全部管道过水断面，不出现浆—水混合流的情况。动水化学注浆封堵的基本原则：充填段浆液固结后与管壁的粘结力应大于静水压力；应调整注浆流量和浆液凝胶时间等因素使浆液的凝胶现象能保证在管道内发生；注浆持续时间应大于浆液浆液凝胶时间。以封堵的基本原则为根据，提出了成功封堵时浆液性质、注浆时间所需满足的条件，并推导了水泥浆液等宾汉流体浆液成功封堵所需的临界流量Qe和速凝类化学浆液不同封堵作用机理时成功封堵所需的临界流量Qe和Q’e。
（6）进行了有限边界裂隙的动水注浆试验。浆液采用脲醛树脂化学浆液。共计7组试验，分别考虑了裂隙展布宽度B，浆液凝胶时间tn等因素对浆液扩散与封堵规律的影响。浆液在有限边界裂隙中的流动扩散可分为两个阶段：无侧向边界辐向扩散阶段和沿侧向边界扩散阶段。在第一扩散阶段，发现了动水对浆液扩散体绕流时产生的低压漩涡区，具体表现为浆液扩散体尾部水压和流速的降低。化学浆液对动水裂隙的封堵机理分为三种：①全断面浆液扩散固结完全封堵；②固结—绕流—固结完全封堵；③非全断面扩散留存不完全封堵。“全断面扩散固结完全封堵”即浆液进入裂隙后快速进入第二扩散阶段，充填全部裂隙过水断面并凝胶固结；“固结—绕流—固结完全封堵”即浆液在离注浆孔正下游方向较近的某一位置最先固结后，新浆液对其进行绕流，绕流过程中，固结体范围不断增大，最终封堵整个断面；“非全断面扩散留存不完全封堵”即为浆液注入只出现扩散的第一阶段，浆液无法对全过水断面进行封堵，但注浆后浆液在其流域上留存下来，减小了过水断面面积。
（7）依据浆液在动水裂隙中的封堵机理，分别提出了实现“全断面完全封堵”和“浆液留存不完全封堵”的基本原则。依据封堵原则，提出了成功封堵所需的临界注浆流量Q_j、临界浆液粘结力C，以及其他注浆可控工艺参数所需满足的条件或表达式。
Grouting is the most popular and important method to control the water burst inunderground construction. However, whether this method will be successful inengineering practice depends on hydrodynamic condition. Therefore, it is not only anecessary but also an urgent research to be conducted to understand the groutingmechanism in hydrodynamic condition.
Theoretical analysis, based on hydromechanics and solute transport inunderground water theory, and physical modeling were employed in this dissertationto study the grouting mechanism which includes grouting pressure and groutingdiffusion in pipe as well as fractures under hydrodynamic condition. The main workand understandings are as follows.
(1) Four categories of water burst were classified based on the proposed waterinflow components which includes water burst space, water burst enterclose andsource of water burst.
(2) Grouting pressure was defined on grouting mechanical system and groutedrock resistance. One mathematic model was derived for grouting pressure. Results ofthis model on single pipe and fractures were calculated from this model.
(3) One pipe grouting model under hydrodynamic condition was carried out tostudy diffusion of cement. Pressure head of hydrodynamic water and grouting volumeare considered as the key factors which can affect the validation of grouting. Aninteresting phenomenon was observed in test named water attack. Three types ofdiffusion and four types of grouted rock were summarized.
(4) Chemical grouting material was used in one pipe model to compare withcement. The grouting principles were different from chemical grouting material tocement, which resulted three grouting types. These types included upstream gelling,downstream gelling, and both ends gelling.
(5) The premises of successful grouting were proposed based on the comparisonof cement and chemical grouting material diffusion. Moreover, the parameters forboth quick and un-quick setting slurry were discussed to clarify the required conditionwhich controlled the quality.
(6) A finite boundary fracture physical modeling was carried out to study thegrout diffusion law. A low pressure swirl area was generated when dynamic waterflow around. Therefore, two stages of diffusion were summarized. Especially, the sealing mechanism of chemical grouting was classified as total cross-section sealing,gelling with flow around and partial cross-section sealing.
(7) The principles for qualified grouting were proposed under hydrodynamiccondition based on theoretical analysis and physical modeling. Total cross-section andpartial cross-section sealing were discussed to guide the engineering practice with therequirement of characteristics of grouting material, grouting time and groutingvolume.
引文
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