JP7479656B1 - Method and system for monitoring the infiltration coefficient of slope soil - Google Patents
Method and system for monitoring the infiltration coefficient of slope soil Download PDFInfo
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- 238000001764 infiltration Methods 0.000 title abstract description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 62
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Abstract
【課題】斜面土壌体浸透係数モニタリング方法を提供する。【解決手段】測定点の地下水を地上に導いて自然的に排水し、排水口の水流運動特徴を測定し、排水口の測定区間内における流速と流量変化データを利用し、地下水の動粘度と導水管構造材料特徴パラメータを結び付けて、斜面地下水標高、及び斜面地下水浸透係数を逆演算して測算する。最適化方案は、測定管と補助排水管を設置することにより、外乱のない流速測定と水位の標高差補強の技術矛盾を両立させ、測定方案の局所と全体の精度と感度を高める。利用地上環境温度を利用して地下水流体の動粘度を測算する問題も解決する。同時にモニタリングシステム方案を提供する。全く新たな地下水浸透係数モニタリング技術案であり、且つ低コスト、低エネルギー消費である。【選択図】図1[Problem] To provide a method for monitoring the infiltration coefficient of slope soil body. [Solution] To guide groundwater at a measurement point to the surface and drain naturally, to measure the water flow movement characteristics of the drain outlet, and to use the flow velocity and flow rate change data within the measurement section of the drain outlet, to combine the groundwater dynamic viscosity and the water conveyance pipe structural material characteristic parameters, and to inversely calculate and calculate the slope groundwater elevation and the slope groundwater infiltration coefficient. The optimization scheme is to install a measurement pipe and an auxiliary drain pipe, thereby reconciling the technical contradiction between the undisturbed flow velocity measurement and the water level elevation difference reinforcement, and to improve the local and overall accuracy and sensitivity of the measurement scheme. It also solves the problem of using the ground environmental temperature to measure the dynamic viscosity of groundwater fluid. At the same time, a monitoring system scheme is provided. It is a completely new groundwater infiltration coefficient monitoring technology scheme, and is low-cost and low-energy-consumption. [Selected Figure] Figure 1
Description
本発明は、斜面モニタリング測定技術に関し、特に斜面土壌体浸透特徴をモニタリングする方法とシステムに関し、環境モニタリング測定技術、工事地質土壌体モニタリング測定技術分野に属する。 The present invention relates to a slope monitoring measurement technology, in particular to a method and system for monitoring the infiltration characteristics of slope soil bodies, and belongs to the fields of environmental monitoring measurement technology and engineering geological soil body monitoring measurement technology.
土壌体浸透係数は、斜面の重要な地質パラメータである。様々な斜面安全安定性分析、斜面災害防除研究、斜面災害モニタリング事前警報技術において、斜面土壌体浸透係数は、ほとんど不可欠な土壌体特徴パラメータであり、斜面土壌体のミクロレベル作用力平衡分析の基礎である。 The soil permeability coefficient is an important geological parameter of slopes. In various slope safety stability analyses, slope disaster prevention studies, and slope disaster monitoring and warning techniques, the soil permeability coefficient is an almost indispensable soil characteristic parameter and is the basis for the micro-level force balance analysis of slope soil bodies.
従来の土壌体浸透係数測定技術は、大体二つの方案があり、第一類の方案は、現場土壌体のサンプリングと実験室の計器分析の結合を採用することである。このような方案は、一般的には各種の実験測定装置計器を設計開発し、ひいては異なる土壤タイプに対して専門計器を設計し、精密センサにより関連データを収集する。このような方案の利点は、測定精度の制御性が良く、測定結果の正確性が比較的高い。明らかな欠陥は、主に過程が比較的に煩雑で、時間が相対的に長いことにあるが、さらに際立った欠陥は、計器測定環境が密閉的で理想的な環境に属し、計器シミュレーションの環境条件の変化が限定的で、試験原土の受ける力が相対的に安定で均一で、試験環境と野外真実環境に常に一定の差異が存在することである。 There are roughly two methods for measuring the permeability coefficient of conventional soil bodies. The first method is to combine on-site soil body sampling with laboratory instrument analysis. Such methods generally involve the design and development of various experimental measuring instruments, and then designing specialized instruments for different soil types, and using precision sensors to collect relevant data. The advantages of such methods are that the measurement precision is well controlled and the measurement results are relatively accurate. The obvious drawbacks are that the process is relatively complicated and takes a relatively long time, but the more prominent drawbacks are that the instrument measurement environment is sealed and ideal, the changes in the environmental conditions of the instrument simulation are limited, the force received by the test soil is relatively stable and uniform, and there are always certain differences between the test environment and the actual field environment.
第二類の方案は、土壌体現場（原位置）測定である。このような方案の技術設計の際立った利点は、測定環境の野外真実性にあり、第一類の方案の欠陥を的確に克服することができる。しかしながら、従来の原位置測定方案の技術欠陥も同様に明らかである。従来の技術ＺＬ ２０１８１０５０１８１８．Ｘは、土壌体原位置浸透係数測定装置及び試験方法を開示し、測定装置は、圧力装置と、圧力コントローラと、水流速度計と、測定棒と、圧力センサと、垂直計と、水タンクと、ストレーナとを含み、圧力コントローラは、圧力装置、水流速度計、圧力センサに電気的に接続され、圧力コントローラは、圧力の表示、測定と制御を一体化しており、製品の圧力装置は、圧力コントローラの作用で、真空ポンプ又は圧力ポンプにより、測定土壌体に負圧の強度を提供することができ、正圧の強度を提供することもでき、土砂と粘土に適用される。この技術の主な技術欠陥は、第１に、測定過程において特定の測定プラットフォームを構築する必要があり、圧力ポンプは、測定過程において常に正圧の強度を提供し、この条件において各種データを読み取る。つまり、測定が「原位置」で開展されるが、測定される土壌体は、実際に常に人為的に制御される条件にある局所土壌体であり、測定過程は、「原位置」であるが「不自然」であり、原位置測定は、最も重要な技術価値を失ってしまった。第２に、従来の揚充水量が比較的大きく、且ついずれも動力条件を別途追加する必要があり、追加のエネルギー損失が必要である。同時に、この過程において測定パラメータが多く、モニタリング過程が比較的に複雑で、測定誤差が出やすい。 The second type of scheme is soil body on-site (in situ) measurement. The outstanding advantage of the technical design of this scheme is the outdoor authenticity of the measurement environment, which can adequately overcome the defects of the first type of scheme. However, the technical defects of the conventional in situ measurement scheme are also obvious. The conventional technology ZL 201810501818.X discloses a soil body in situ permeability coefficient measurement device and test method, the measurement device includes a pressure device, a pressure controller, a water flow velocity meter, a measuring rod, a pressure sensor, a vertical gauge, a water tank, and a strainer, the pressure controller is electrically connected to the pressure device, the water flow velocity meter, and the pressure sensor, the pressure controller integrates pressure display, measurement and control, the pressure device of the product can provide the measured soil body with negative pressure intensity through a vacuum pump or a pressure pump by the action of the pressure controller, and can also provide positive pressure intensity, and is applicable to soil and clay. The main technical defects of this technology are: first, a specific measurement platform needs to be built during the measurement process, and the pressure pump always provides positive pressure during the measurement process, and various data are read under this condition. That is, the measurement is developed "in situ", but the soil body being measured is actually a local soil body that is always under artificially controlled conditions, and the measurement process is "in situ" but "unnatural", so the in situ measurement has lost its most important technical value. Second, the conventional pumping capacity is relatively large, and both require additional power conditions, which requires additional energy loss. At the same time, there are many measurement parameters in this process, the monitoring process is relatively complicated, and measurement errors are likely to occur.
本発明は、従来の技術の不足に対して、野外での原位置で、且つ自然な測定技術価値を実現できる斜面土壌体浸透係数測定技術を提供することを目的とする。 The present invention aims to provide a technique for measuring the infiltration coefficient of soil on slopes that can realize the value of natural measurement techniques in situ outdoors, addressing the shortcomings of conventional techniques.
上記目的を実現するために、本発明は、まず斜面土壌体浸透係数モニタリング方法を提供し、その技術案は、以下のとおりである。 To achieve the above objective, the present invention first provides a method for monitoring the infiltration coefficient of soil on a slope, the technical proposal of which is as follows:
斜面土壌体浸透係数モニタリング方法であって、地下測定部位Ｐを決定し、測定区間
式において、ｋ－地下測定部位の土壌体浸透係数、ｍ／ｓであり、
ｂ－ボーリング穴の長さ、ｍであり、測定設計操作パラメータによって決定されることを特徴とする。
A method for monitoring the infiltration coefficient of a slope soil body, comprising: determining an underground measurement site P;
In the formula, k is the soil permeability coefficient at the underground measurement site, m/s;
b--the length of the borehole, m, characterized in that it is determined by the measured design operating parameters.
上記斜面土壌体浸透係数モニタリング方法は、連通管の液体流動エネルギー平衡原理に基づいて、地下水を地上に導き、地上排水口の水流運動パラメータデータをモニタリングすることにより、地下モニタリング部位の土壌体浸透係数を逆演算する。先行研究に基づいて、逆演算計算モデルのデータ基礎は、ボーリング穴データと測定時刻の地下水変化パラメータとを含み、１つは、地上排水口の水流運動モニタリングデータ（流量Ｗ）であり
従来の技術（例えば、ＣＮ ２０２３１１４９８７６２４、地下水水位の標高測定方法、貯水量測定システム及び応用）を利用して測定することができる。
The above-mentioned slope soil infiltration coefficient monitoring method is based on the principle of liquid flow energy balance in the connecting pipe, and by guiding groundwater to the ground and monitoring the water flow motion parameter data of the surface drainage outlet, the soil infiltration coefficient of the underground monitoring site is inversely calculated. Based on previous research, the data basis of the inverse calculation model includes borehole data and groundwater change parameters at the measurement time, one of which is the water flow motion monitoring data (flow rate W) of the surface drainage outlet;
It can be measured using conventional techniques (e.g. CN 2023114987624, Method for measuring groundwater level elevation, Water storage measurement system and application).
本発明は、先行研究データに基づいて、上記モニタリング方法を最適化する。具体的には、ダルシーの法則に基づいて、排水口で流速と測定部位の土壌体浸透係数パラメータとの間をモニタリングする逆演算計算モデルを直接構築するとともに、地下水の動粘度を逆演算計算モデルに組み入れ、地下水の流体性質が排水口流速に与える影響を計算モデル測定で具現できることを保証する。点Ｐの時刻ｔにおける地下水標高ａは、式２によって計算される。 The present invention optimizes the above monitoring method based on previous research data. Specifically, based on Darcy's law, an inverse calculation model is directly constructed to monitor the relationship between the flow rate at the drain and the soil infiltration coefficient parameters at the measurement site, and the dynamic viscosity of the groundwater is incorporated into the inverse calculation model to ensure that the effect of the groundwater fluid properties on the drain flow rate can be realized by the calculation model measurement. The groundwater elevation a at point P at time t is calculated by Equation 2.
式において、ａ－点Ｐのｔにおける地下水標高（ｍ）、ｖ－時刻ｔの地上排水口流速（ｍ／ｓ）、μ－地下水の動粘度（Ｐａ・ｓ）、Ｌ－導水管の長さ（ｍ）、ρ－地下水密度
In the formula, a - groundwater elevation at point P at time t (m), v - surface drainage outlet flow velocity at time t (m/s), μ - dynamic viscosity of groundwater (Pa·s), L - length of the aqueduct (m), ρ - density of groundwater
上記最適化方案では、地下水の動粘度μは、従来の技術、例えば実験測定又は経験マニュアルの直接閲覧を利用して決定することができる。技術論理が一致する技術案を確立するために、本発明のさらなる最適化は、排水口を利用して流速をモニタリングし、地下水の動粘度μを測算する技術問題を解決することである。地下水流体の動粘度μは、式３の連立方程式によって計算される。 In the above optimization plan, the dynamic viscosity μ of the groundwater can be determined using conventional techniques, such as experimental measurement or direct reference to an experience manual. In order to establish a technical plan with consistent technical logic, the further optimization of the present invention is to solve the technical problem of using a drain outlet to monitor the flow rate and calculate the dynamic viscosity μ of the groundwater. The dynamic viscosity μ of the groundwater fluid is calculated by the simultaneous equations of Equation 3.
式において、ｆ－地下水の運動粘度（ｍ２／ｓ）、ｅ－地上環境温度（℃）。 In the formula, f is the kinetic viscosity of groundwater (m 2 /s), and e is the surface environmental temperature (° C.).
上記斜面土壌体浸透係数モニタリング方法の最適化方案は、前述の逆演算計算の最適化に加えて、以下のようなモニタリング操作条件の最適化をさらに含む。下記各最適化は、同時に実施しなければならないことを要求するわけではない。 The optimization plan for the slope soil permeability monitoring method includes, in addition to the optimization of the inverse calculation described above, the optimization of the monitoring operation conditions as follows. It is not required that the following optimizations be performed simultaneously.
最適化１、測定区間Ｔ内において、測定装置の地上排水口は、安定した排水を保持し、Ｔは、８ｈ～２４ｈである。 Optimization 1: Within the measurement section T, the aboveground drainage outlet of the measurement device maintains stable drainage, and T is between 8h and 24h.
最適化２、導水管を取り付けた後、排水口端で補助充水操作を行い、導水管路を満水にし、排水口の排水を導く。斜面地下水モニタリングにおいて、一般的には斜面体露岩面を利用して導水管の排水口を取水口より低くし、且つ一定の標高差を形成する。そのため、排水口を導いて排水を開始した後、排水過程は、任意の揚充水の余分なエネルギー消費を必要とすることなく、自発的に安定して行うことができる。補助充水操作は、排水口端で空気を抜いて負圧にするか、又は排水口から管路内に注水するなどであってもよい。 Optimization 2: After the water conveyance pipe is installed, an auxiliary filling operation is performed at the outlet end to fill the water conveyance pipeline and guide the water discharge from the outlet. In slope groundwater monitoring, the exposed rock surface of the slope is generally used to make the outlet of the water conveyance pipe lower than the intake, and a certain elevation difference is formed. Therefore, after the outlet is guided and discharge is started, the drainage process can be carried out spontaneously and stably without requiring extra energy consumption for any pumping and filling. The auxiliary filling operation may be performed by removing air at the outlet end to create negative pressure, or by injecting water into the pipeline from the outlet.
最適化３、透水筒にＮ本の導水管を挿入し、Ｎ≧２であり、Ｎ本の導水管の取水口は、透水筒内の液面以下の同一点であり、排水口は、地上の同じ標高箇所にあり、Ｎ本の導水管のうちの１本は、測定管であり、残りは、補助排水管であり、測定管の排水口から収集点Ｐの地下水特徴のモニタリングデータＤを測定する。この最適化は、一方では、地水下標高ａの測定を、時刻ｔに極細排水口に基づく瞬時排水流速を収集することにより完了で
地水下の変化特徴を明らかに捕らえやすくすることによって、２つの方面からモニタリング方案の感度と精度を増進する。Ｎ本の導水管の仕様は、同じである。異なる斜面土壌体タイプについて、導水管の数をより改善する設計は、斜面土壌体が粘土である場合、Ｎ＝３～７であり、斜面土壌体がシルトロームである場合、Ｎ＝７～１３であり、斜面土壌体が砂土である場合、Ｎ＝１６～２４であることである。
Optimization 3: Insert N water pipes into the permeable tube, N≧2, the inlets of the N water pipes are at the same point below the liquid level in the permeable tube, and the outlets are at the same elevation above ground. One of the N water pipes is a measuring tube, and the rest are auxiliary drainage tubes. The monitoring data D of the groundwater characteristics at the collection point P is measured from the outlet of the measuring tube. This optimization can be completed by, on the one hand, measuring the groundwater elevation a and collecting the instantaneous drainage flow rate based on the extremely fine drainage at time t.
By making it easier to clearly capture the characteristics of changes in the groundwater, the sensitivity and accuracy of the monitoring plan are improved in two ways. The specifications of N water pipes are the same. For different types of slope soil body, the design to further improve the number of water pipes is as follows: N=3-7 when the slope soil body is clay, N=7-13 when the slope soil body is silt loam, and N=16-24 when the slope soil body is sand.
最適化４、ボーリング穴及び透水筒は、斜面法面に垂直に取り付けられる。 Optimization 4: The borehole and permeable tube are mounted perpendicular to the slope.
最適化５、透水筒コア層スリーブ末端の円錐状透水石を地下単一帯水層に保持し、導水管の内径は、５ｍｍよりも小さい。 Optimization 5: The conical permeable stone at the end of the permeable tube core sleeve is held in a single underground aquifer, and the inner diameter of the water conveyance pipe is less than 5 mm.
本発明の上記斜面土壌体浸透係数モニタリング方法を基礎に、本発明は、同時に地下水貯水量モニタリング測定システムを提供し、技術案は、以下のとおりである。 Based on the above-mentioned slope soil permeability coefficient monitoring method of the present invention, the present invention also provides a groundwater storage volume monitoring and measurement system, the technical solution of which is as follows:
斜面土壌体浸透係数モニタリングシステムであって、斜面土壌体浸透係数測定部位Ｐを設定し、点Ｐにおいてボーリング穴を開けて透水筒を入れ、地下水が透水筒に入ることを保証し、導水管の取水口を透水筒内の液面以下に伸ばし、導水管の排水口を地上に導き、排水口の排水が安定になったら、収集点Ｐの地下水特徴のモニタリングデータＤを測定し、モニタリングデータＤと測定設計操作パラメータを利用して点Ｐの土壌体浸透係数ｋを測算することを特徴とする。 A slope soil permeability coefficient monitoring system, which is characterized by setting a slope soil permeability coefficient measurement site P, drilling a borehole at point P and inserting a permeability tube to ensure that groundwater enters the permeability tube, extending the water intake of the water conveyance pipe below the liquid level in the permeability tube, leading the water outlet of the water conveyance pipe to the ground, measuring monitoring data D of the groundwater characteristics at collection point P when the water discharge from the outlet becomes stable, and calculating the soil permeability coefficient k at point P using the monitoring data D and the measurement design operation parameters.
従来の技術に比べて、本発明の有益な効果は、以下のとおりである。（１）本発明の先行研究により、導水管を利用して地下ボーリング穴測定位置と地上モニタリング位置との間の水流管路を構築し、液体流動エネルギー平衡原理に基づいて、管路の地上排水口流速がボーリング穴地下水位の標高特徴を特徴付けることができることを発見した。本発明の技術案は、この研究発見を拡張し、測定区間で特徴付けられる測定時間パラメータを導入することにより、指定時刻（即ち測定区間の両端）の地下水標高データを測算し、排水口流量パラメータを地下水浸透特徴逆演算計算モデルに導入するとともに、斜面地形の露岩面特徴を利用して、測定過程の余分なエネルギー消費がないことを実現する。それによって、本発明は、完全に測定部位の原位置で、且つ十分な自然環境条件において地下水浸透係数をモニタリングする技術案を提供する。従来の原位置モニタリング技術の「原位置であるが自然ではない」という技術欠陥を的確に克服し、全く新たな地下水浸透係数モニタリング技術構想である。（２）本発明は、さらに土壌体内地下水浸透流ダルシーの法則を結び付けて、地下水の動粘度と導水管構造／材料特徴パラメータとを排水口流速で定義される地下水標高計算モデルに組み入れることにより、全体的に排水口流速を利用して地下水標高計算モデルを逆演算する精度を高め、本発明の地下水浸透係数モニタリング技術の精度も高める。（３）本発明の技術構想では、連通管原理排水測定法を採用し、地上排水口流速を利用して地下部位の地下水標高特徴を逆演算して測定する場合、好ましい方案は、極細導水管を使用して高精度微小液体流速流量計と組み合わせ、排水口流速の検出を瞬時に完了し、地下水位の標高に対して無視できる極微小の外乱のみが発生することを保証することであり、地下水浸透係数モニタリング全体方案において、理想的な状態は、二つの指定時刻の地下水標高の間にできるだけ明らかな標高差が存在し、それによって地下水浸透特徴を増幅してそれを捕らえてモニタリングしやすいようにすることである。この矛盾を的確に解決するために、本発明は、導水管の設計を改良し、複数本の導水管を設置し、測定管と補助排水管とを区別する。このように、測定管は、細極導水管＋微小流速流量計の設計を流用して、流速収集精度を向上させることができ、補助排水管は、複数の管路の平行排水を実現し、標高変化レートを加速し、できるだけ明らかな標高差を形成することができる。その上で、さらにすべての導水管を限定して同じ仕様を採用すれば、補助排水管の流入水サイフォン効果による透水筒内の水面の外乱による測定管の流入水への影響を低減させることができる。最適化方案は、モニタリング方案の局所と全体の精度と感度を両立させ、地下水浸透係数の原位置モニタリング類技術案の技術価値を高める。（４）本発明の機器と実施は、いずれも低コスト、低エネルギー消費の特性を有し、各種山間部の斜面災害防除方案に適用される。 Compared with the conventional technology, the beneficial effects of the present invention are as follows: (1) In the prior research of the present invention, a water pipe is used to construct a water flow pipeline between the underground borehole measurement position and the aboveground monitoring position, and it is discovered that the aboveground outlet flow rate of the pipeline can characterize the elevation characteristics of the borehole groundwater level based on the principle of liquid flow energy balance. The technical solution of the present invention extends this research discovery, and introduces a measurement time parameter characterized by the measurement section to calculate groundwater elevation data at a specified time (i.e., both ends of the measurement section), introduces the outlet flow rate parameter into the groundwater infiltration characteristic inverse calculation model, and utilizes the exposed rock surface characteristics of the slope topography to realize no extra energy consumption in the measurement process. As a result, the present invention provides a technical solution for monitoring the groundwater infiltration coefficient completely in situ at the measurement site and under sufficient natural environmental conditions. It precisely overcomes the technical defect of the conventional in situ monitoring technology that is "in situ but not natural", and is a completely new groundwater infiltration coefficient monitoring technical concept. (2) The present invention further combines the Darcy's law of groundwater infiltration flow in soil, and incorporates the dynamic viscosity of groundwater and the water pipe structure/material characteristic parameters into the groundwater elevation calculation model defined by the outlet flow rate, thereby improving the accuracy of the inverse calculation of the groundwater elevation calculation model using the outlet flow rate as a whole, and also improving the accuracy of the groundwater permeability coefficient monitoring technology of the present invention. (3) In the technical concept of the present invention, when adopting the connected pipe principle drainage measurement method and using the surface outlet flow rate to inversely calculate and measure the groundwater elevation characteristics of the underground part, the preferred method is to use an ultra-fine water pipe combined with a high-precision micro liquid flow rate flowmeter to instantly complete the detection of the outlet flow rate, and ensure that only extremely small disturbances that can be ignored occur with respect to the elevation of the groundwater level. In the overall method for monitoring the groundwater permeability coefficient, the ideal state is that there is as obvious an elevation difference as possible between the groundwater elevations at two specified times, thereby amplifying the groundwater infiltration characteristics and making it easy to capture and monitor them. In order to solve this contradiction, the present invention improves the design of the water conveyance pipe, installs multiple water conveyance pipes, and distinguishes between the measuring pipe and the auxiliary drainage pipe. In this way, the measuring pipe can improve the accuracy of flow rate collection by reusing the design of the fine water conveyance pipe + micro flow rate flowmeter, and the auxiliary drainage pipe can realize parallel drainage of multiple pipelines, accelerate the elevation change rate, and form the elevation difference as clear as possible. Furthermore, if all the water conveyance pipes are limited and adopt the same specifications, the impact on the inflow of the measuring pipe caused by the disturbance of the water surface in the permeable tube due to the inflow siphon effect of the auxiliary drainage pipe can be reduced. The optimization scheme achieves both local and overall accuracy and sensitivity of the monitoring scheme, and enhances the technical value of the in-situ monitoring scheme of groundwater infiltration coefficient. (4) The equipment and implementation of the present invention are both low-cost and low-energy consumption, and are applicable to various mountain slope disaster prevention schemes.
以下では、図面を結び付けながら、本発明の好ましい実施例をさらに記述する。 The preferred embodiment of the present invention is further described below in conjunction with the drawings.
＜実施例１＞
図１に示すように、本発明の方法を利用してある斜面土壌体浸透係数をモニタリングする。
Example 1
As shown in FIG. 1, the method of the present invention is used to monitor the infiltration coefficient of a soil mass on a slope.
１、対象斜面体及びモニタリング計器の布設
モニタリング対象となる斜面は、浙江省江山市に位置し、地滑り全体の地質構造が簡単で、斜面の後縁に広い降雨浸潤補給領域があり、且つ斜面土壌体の浸透性が良く、地下水位の年次変化が比較的大きく、斜面体浸透係数は、斜面体の安全安定に密接に関連している。本発明の方法を利用してこの斜面土壌体浸透係数をモニタリングする。
1. Target slope and installation of monitoring instruments The slope to be monitored is located in Jiangshan City, Zhejiang Province. The overall geological structure of the landslide is simple, there is a wide rainfall infiltration supply area at the rear edge of the slope, the permeability of the slope soil body is good, the annual change of the groundwater level is relatively large, and the slope soil permeability coefficient is closely related to the safety and stability of the slope body. The method of the present invention is used to monitor the slope soil permeability coefficient.
現場調査を行い、モニタリング方案のバックグラウンドデータを取得する。本技術でいう現場調査は、工事の位置する斜面現場に対する様々な地質調査、踏査、測量・製図、測定作業、及び分野内の従来のシミュレーション実験、試験実験、観測実験、分析実験、及び災害履歴の取得、及び関連技術規範、及び参照参考作用のある経験方法及びデータの取得などを含む。 Conduct on-site investigations to obtain background data for the monitoring plan. In this technology, on-site investigations include various geological surveys, reconnaissance, surveying and drawing, measurement work on the slope site where the construction work is located, as well as traditional simulation experiments, test experiments, observation experiments, analytical experiments, and acquisition of disaster history in the field, related technical standards, and acquisition of empirical methods and data that can serve as reference.
斜面土壌体浸透係数モニタリング方法のレイアウト概略図である。 This is a schematic layout diagram of the slope soil permeability coefficient monitoring method.
文字を節約するために、以下では、モニタリング方案における１組のモニタリング区間Ｔのみをサンプルとして記述する。モニタリング方案の実施は、動的モニタリング、即ち連続するマルチモニタリング区間Ｔに展開されることであってもよい。 To save space, in the following, only one set of monitoring intervals T in the monitoring scheme will be described as an example. The implementation of the monitoring scheme may also be dynamic monitoring, i.e., deployed to multiple consecutive monitoring intervals T.
モニタリング方案のバックグラウンドデータに基づいて、各測定設計操作パラメータを決定する（表１）。従来の技術には、影響半径Ｒを測算する具体的な方法が複数あり、本発明を実施するための形態は、単位排水量及び単位水位低下の２つのパラメータに基づいてＲを決定する方法を採用し、具体的には表２に示すとおりである。 Based on the background data of the monitoring plan, each measurement design operation parameter is determined (Table 1). In the prior art, there are several specific methods for calculating the influence radius R, and the embodiment of the present invention adopts a method for determining R based on two parameters, unit discharge volume and unit water level drop, as shown in Table 2.
バックグラウンドデータに基づいて斜面体内の地下測定部位Ｐを決定し、点Ｐの斜面法面における垂直投影部位Ｐ′を決定する。点において、Ｐ′は、法面ボーリング穴４に垂直であり、深さは、地下水水位線以下であり、ボーリング穴４の長さは、ｂである。穴内に透水筒１を取り付け、
透水筒１をボーリング穴に置き、透水筒１が法面に垂直であることを保証し、導水管２を透水筒１に伸ばし、取水口２１をコア層スリーブ１３内の液面下に没させる。導水管２の排水口２２を地上まで引き出し、流速測定器を接続する。透水筒１のコア層スリーブ１１の末端の円錐状透水石１２を地下単一帯水層に保持する。装置の各部材取り付けの詳細な内容は、従来の技術（ＣＮ ２０２３１１４９８７６２４、地下水水位の標高測定方法、貯水量測定システム及び応用）を参考にする。本例では、流速測定器は、高精度微小液体流速流量計を選択する。
Based on the background data, a subsurface measurement site P within the slope is determined, and a vertical projection site P' of point P on the slope is determined. At point P', P' is perpendicular to the slope borehole 4, the depth is below the groundwater level line, and the length of the borehole 4 is b. A permeable tube 1 is installed in the hole,
The permeable tube 1 is placed in the borehole, ensuring that the permeable tube 1 is perpendicular to the slope, the water conveyance pipe 2 is extended into the permeable tube 1, and the water intake 21 is submerged below the liquid surface in the core layer sleeve 13. The outlet 22 of the water conveyance pipe 2 is extended to the ground and a flow rate measuring device is connected. The conical permeable stone 12 at the end of the core layer sleeve 11 of the permeable tube 1 is held in the single underground aquifer. The details of the installation of each component of the device refer to the prior art (CN 2023114987624, Method for measuring the elevation of groundwater level, water storage volume measuring system and application). In this example, a high-precision micro liquid flow rate flow meter is selected as the flow rate measuring device.
導水管２を取り付けた後、排水口２２端で補助充水操作を行う。本例では、補助充水操作は、排水口２１に一定の初期揚水を与え、排水起動を導くことである。 After the water pipe 2 is installed, an auxiliary water filling operation is performed at the end of the drain outlet 22. In this example, the auxiliary water filling operation is to provide a certain amount of initial water pumping to the drain outlet 21 to initiate drainage.
２、モニタリングデータ収集
測定区間Ｔ内において、排水口の安定した排水を保持する。
2. Monitoring data collection
Within the measurement section T, stable drainage from the drain outlet is maintained.
モニタリングデータを表１に示す。 The monitoring data is shown in Table 1.
３、逆演算計算
本実施の形態は、具体的に本発明の測定方法の最適化方案を実施し、即ちすべての中間量は、いずれも排水口の水流動的特徴に基づいて計算されて決定される。測定設計操作パラメータとモニタリングデータＤに基づいて、順に式３の連立方程式によって地下水の運動粘度ｆと地下水流体の動粘度μを計算し、
Ｎ本の導水管２のすべての流量である。
3. Inverse calculation This embodiment specifically implements the optimization scheme of the measurement method of the present invention, that is, all intermediate quantities are calculated and determined according to the water flow characteristics of the drainage outlet. Based on the measurement design operation parameters and the monitoring data D, the kinetic viscosity f of the groundwater and the kinetic viscosity μ of the groundwater fluid are calculated in sequence according to the simultaneous equations of Equation 3:
This is the total flow rate of the N water pipes 2.
[表１]
[Table 1]
[表２]
[Table 2]
１ 透水筒
２ 導水管
２１ 取水口
２２ 排水口
３ ボーリング穴
４ 斜面
５ 初期地下水位線
1 Permeable tube 2 Water conveyance pipe 21 Water intake 22 Drain 3 Borehole 4 Slope 5 Initial groundwater level line
Claims (10)
ｂ－ボーリング穴の長さ、ｍであり、測定設計操作パラメータによって決定される、ことを特徴とする斜面土壌体浸透係数モニタリング方法。 In the formula, k is the soil permeability coefficient at the underground measurement site, m/s;
b- the length of the borehole, m, which is determined by the measurement design operation parameters.
式において、ａ－点Ｐのｔにおける地下水標高、ｍ、
ｖ－時刻ｔの地上排水口流速、ｍ／ｓであり、モニタリングデータＤによって決定され、
μ－地下水の動粘度、Ｐａ・ｓであり、測定設計操作パラメータによって決定され、
Ｌ－導水管の長さ、ｍであり、測定設計操作パラメータによって決定され、
ρ－地下水密度、ｇ／ｃｍ３であり、測定設計操作パラメータによって決定され、
ｃ－導水管の水力半径、ｍであり、測定設計操作パラメータによって決定され、
The groundwater elevation a at point P at time t is calculated by Equation 2:
In the formula, a - groundwater elevation at point P at t, m;
v - surface outfall flow velocity at time t, m/s, determined by monitoring data D;
μ - kinematic viscosity of groundwater, Pa·s, determined by the measurement design operating parameters;
L - length of the conduit, m, determined by the measured design operating parameters;
ρ - groundwater density, g/ cm3 , determined by the measurement design operating parameters;
c - hydraulic radius of the conduit, m, determined by the measured design operating parameters;
式において、ｆ－地下水の運動粘度、ｍ２／ｓであり、
ｅ－地上環境温度、℃であり、測定設計操作パラメータによって決定される、ことを特徴とする請求項２に記載のモニタリング方法。 The dynamic viscosity μ of the groundwater fluid is calculated by the simultaneous equations of Equation 3:
In the formula, f is the kinetic viscosity of groundwater, m 2 /s;
e - ground environment temperature, °C, determined by measurement design operational parameters.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251529A (en) | 2011-06-02 | 2011-11-23 | 浙江大学 | Self-balancing siphon drainage method by using side slope declining drill hole |
| CN104196047A (en) | 2014-09-15 | 2014-12-10 | 浙江大学 | Power-free reverse-water-pressurizing self-recovery slope high-lift siphon drainage system and drainage method |
| JP2018066182A (en) | 2016-10-19 | 2018-04-26 | 株式会社地盤リスク研究所 | Slope stabilization method, slope stabilization structure, soil structure management method, and soil structure management system |
| JP2021148757A (en) | 2020-03-24 | 2021-09-27 | 日本工営株式会社 | Groundwater level observation equipment, installation method for groundwater level observation equipment and groundwater level observation method |
| CN115233749A (en) | 2022-07-29 | 2022-10-25 | 中国铁路上海局集团有限公司杭州铁路枢纽工程建设指挥部 | Red bed soft rock slope grouting and drainage anchoring test device and method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102251529A (en) | 2011-06-02 | 2011-11-23 | 浙江大学 | Self-balancing siphon drainage method by using side slope declining drill hole |
| CN104196047A (en) | 2014-09-15 | 2014-12-10 | 浙江大学 | Power-free reverse-water-pressurizing self-recovery slope high-lift siphon drainage system and drainage method |
| JP2018066182A (en) | 2016-10-19 | 2018-04-26 | 株式会社地盤リスク研究所 | Slope stabilization method, slope stabilization structure, soil structure management method, and soil structure management system |
| JP2021148757A (en) | 2020-03-24 | 2021-09-27 | 日本工営株式会社 | Groundwater level observation equipment, installation method for groundwater level observation equipment and groundwater level observation method |
| CN115233749A (en) | 2022-07-29 | 2022-10-25 | 中国铁路上海局集团有限公司杭州铁路枢纽工程建设指挥部 | Red bed soft rock slope grouting and drainage anchoring test device and method thereof |
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