JPH08246781A - Rock stability management method during excavation. - Google Patents
Rock stability management method during excavation.Info
- Publication number
- JPH08246781A JPH08246781A JP4983995A JP4983995A JPH08246781A JP H08246781 A JPH08246781 A JP H08246781A JP 4983995 A JP4983995 A JP 4983995A JP 4983995 A JP4983995 A JP 4983995A JP H08246781 A JPH08246781 A JP H08246781A
- Authority
- JP
- Japan
- Prior art keywords
- rock
- excavation
- boring hole
- pressure
- management method
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Measuring Fluid Pressure (AREA)
Abstract
(57)【要約】
【目的】 比較的簡単でしかも信頼性の高い掘削地盤の
安定性管理法を提供する。
【構成】 地中構造物の構築地点周辺において、岩盤Ｇ
にボーリング孔Ｈを掘削し、同ボーリング孔Ｈに圧力変
換器２を埋設して岩盤内に発生する過剰間隙水圧を測定
して掘削中の岩盤の安定性を管理する。
(57) [Summary] [Purpose] To provide a relatively simple and reliable method for stability control of excavated ground. [Composition] In the area around the construction point of the underground structure, rock bed G
The boring hole H is excavated at, the pressure converter 2 is embedded in the boring hole H, and the excess pore water pressure generated in the rock is measured to control the stability of the rock during the excavation.
Description
【０００１】[0001]
【産業上の利用分野】本発明は岩盤内に地中構造物を構
築する際における、同地中構造物周辺の掘削中の岩盤の
安定性管理法に係るものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for controlling the stability of rock during excavation around the underground structure when constructing the underground structure in the rock.
【０００２】[0002]
【従来の技術】従来、岩盤内にトンネル、エネルギー備
蓄タンク等の地下構造物などを築造する際の同地下構造
物などの築造に伴う周辺岩盤の安定性の管理は、対象と
なる構造物周辺の岩盤内に削孔したボーリング孔内に埋
設した傾斜計などを使用した地中変形の測定による方
法、あるいは土圧計による地中土圧の測定による方法に
よって行なわれていた。2. Description of the Related Art Conventionally, when building an underground structure such as a tunnel or an energy storage tank in the bedrock, the stability of the surrounding bedrock associated with the construction of the underground structure is managed around the target structure. The method was to measure the underground deformation using an inclinometer, etc. embedded in a boring hole drilled in the rocks of No., or to measure the underground soil pressure with an earth pressure gauge.
【０００３】[0003]
【発明が解決しようとする課題】しかしながら、前記従
来方法のうち、前者の変形測定による方法は、比較的容
易に測定は可能であるが、対象とする岩盤の破壊状態で
の変形状態を求めるには、岩盤内の多数点での測定が必
要であることや、測定によって得られた現在の岩盤の変
形状態が、同岩盤の破壊状態に対してどの程度のレベル
にあるのか判断しにくいなどの問題がある。However, among the above-mentioned conventional methods, the former method of measuring deformation is relatively easy to measure, but it is difficult to obtain the deformation state of the target rock in a fractured state. Is that it is necessary to measure at many points in the bedrock, and it is difficult to judge how much the current deformation state of the bedrock obtained by the measurement is at the level of the fracture state of the bedrock. There's a problem.
【０００４】また後者の地中土圧測定による方法は、破
壊時の土圧（応力）状態は室内要素試験などにより比較
的簡単に決定できるが、地中土圧測定自体が難しく、信
頼性の高い結果を得るには多数地点での測定が必要であ
るなどの問題があった。本発明は前記従来技術の有する
問題点に鑑みて提案されたもので、その目的とするとこ
ろは、比較的簡単でしかも信頼性の高い掘削中の岩盤の
安定性管理法を提供する点にある。In the latter method of measuring underground soil pressure, the state of earth pressure (stress) at the time of failure can be determined relatively easily by an indoor element test or the like. There were problems such as measurement at multiple points being necessary to obtain high results. The present invention has been proposed in view of the above problems of the prior art, and an object thereof is to provide a relatively simple and highly reliable rock mass stability management method during excavation. .
【０００５】[0005]
【課題を解決するための手段】前記の目的を達成するた
め、本発明に係る掘削中の岩盤の安定性管理法によれ
ば、地中構造物の構築地点周辺に削孔されたボーリング
孔内に圧力変換器を埋設し、同圧力変換器によって岩盤
掘削中の岩盤変形に伴って同岩盤内に発生する過剰間隙
水圧を測定するものである。In order to achieve the above object, according to the stability management method of rock mass during excavation according to the present invention, in a boring hole drilled around the construction point of an underground structure. A pressure transducer is embedded in the pressure transducer and the excess pore water pressure generated in the rock is measured by the pressure transducer due to rock deformation during rock excavation.
【０００６】[0006]
【作用】地下水位以下にある岩盤を構成する岩石が、掘
削などによる応力変化を受けるとせん断変形をして、過
剰間隙水圧Δｕを発生する。一般にこの過剰間隙水圧の
変化は図１に概念的に示された岩石試料の非排水三軸圧
縮試験による応力─歪み関係に示すように、前記過剰間
隙水圧は岩石のせん断変形とともに増加して、減少して
いき、更に岩石のせん断が進行してほぼ最大強度（σ1
−σ3 ）ｍａｘ付近に達して岩石にクラックが発生する
ようになると急激な減少をする特性をもっている。この
うち過剰間隙水圧の増加傾向から減少傾向に転じる点Ｐ
の軸ひずみε1 が、応力─ひずみ曲線の最大強度（σ1
−σ3）ｍａｘや破壊ひずみε1fの約半分の（σ1 −σ
3 ）ｍａｘ／２、あるいはε1f／２にほぼ相当してい
る。[Operation] When the rock constituting the bedrock below the groundwater level undergoes a stress change due to excavation or the like, the rock is sheared and an excessive pore water pressure Δu is generated. Generally, this change in excess pore water pressure increases with shear deformation of the rock, as shown in the stress-strain relationship in the undrained triaxial compression test of the rock sample conceptually shown in FIG. It gradually decreases, and further shearing of rock progresses, and the maximum strength (σ 1
It has the property of rapidly decreasing when it reaches the vicinity of −σ 3 ) max and cracks occur in rocks. Of these points, the point P at which the excess pore water pressure changes from an increasing tendency to a decreasing tendency
The axial strain ε 1 of is the maximum strength of the stress-strain curve (σ 1
- [sigma] 3) about half of the max and fracture strain ε 1f (σ 1 -σ
3 ) It is almost equivalent to max / 2 or ε 1f / 2.
【０００７】本発明はこのような特性と、岩盤内の水圧
測定が比較的容易になされることに着目してなされたも
ので、地中構造物の構築地点周辺に削孔されたボーリン
グ孔内に埋設された圧力変換器により、岩盤掘削中の過
剰間隙水圧を測定して前記Ｐ点を特定することによっ
て、現在の岩盤の安定性を、同岩盤の破壊状態に対して
どの程度の状態にあるのかを判断するものである。The present invention has been made paying attention to such characteristics and the fact that the water pressure in the bedrock can be measured relatively easily. In the boring hole drilled around the construction point of the underground structure, By measuring the excess pore water pressure during rock excavation by the pressure transducer embedded in the rock, and identifying the point P, the current stability of the rock can be determined to what extent it is against the fracture condition of the rock. It is to determine whether there is.
【０００８】[0008]
【実施例】以下、本発明を図示の実施例について説明す
る。調査地点の岩盤Ｇに、所定の孔径、深さのボーリン
グ孔Ｈを削孔する。（図２（イ）参照） 次いでボーリング孔Ｈにおける測定位置の下部にモルタ
ル１を充填してシ−リングをする。（図２（ロ）参照） 次いで前記ボーリング孔Ｈ内における測定位置に圧力変
換器２を配設し、その周辺にフィルターの機能を果す砂
３を充填しながら、前記圧力変換器２を埋設する。（図
２（ハ）参照）図中４は出力ケーブルである。The present invention will be described below with reference to the illustrated embodiments. A boring hole H having a predetermined hole diameter and depth is drilled in the rock mass G at the investigation point. (See FIG. 2A) Next, the mortar 1 is filled in the lower portion of the measurement position in the boring hole H to perform sealing. (See FIG. 2B.) Next, the pressure transducer 2 is arranged at a measurement position in the boring hole H, and the pressure transducer 2 is buried while filling the periphery thereof with sand 3 which functions as a filter. . (Refer to FIG. 2C) 4 is an output cable.
【０００９】次いで前記ボーリング孔Ｈ内における圧力
変換器２を埋設した上部にはモルタル１′を充填してシ
−リングをする。（図２（ニ）及び図３参照） なお水圧測定を多段で行う場合、ボーリング孔Ｈの下部
からある一定間隔毎の測定位置で上記と同様の作業を繰
り返して圧力変換器２を設置する。（図４参照） かくして圧力変換器２の設置が完了すると、岩盤掘削に
伴う水圧測定値の観察を行い、過剰間隙が常に増加傾向
を示している間は「安定性に問題なし」と判断し、もし
図１のＰ点に達し過剰間隙水圧が増加傾向から減少傾向
に転ずるようであれば、その部分の岩盤は「破壊ひずみ
状態の半分の変形が、あるいは最大強度の半分のせん断
応力が発生している状態」と判断し、掘削の中断、ある
いは掘削工程の変更等、何らかの対策上の検討を行うも
のとする。Next, the mortar 1'is filled in the upper portion of the boring hole H in which the pressure transducer 2 is embedded for sealing. (See FIG. 2D and FIG. 3.) When the water pressure measurement is performed in multiple stages, the pressure transducer 2 is installed by repeating the same operation as above at measurement positions at certain intervals from the bottom of the boring hole H. (Refer to Fig. 4) When the installation of the pressure transducer 2 is completed in this way, the water pressure measurement value due to rock excavation is observed, and it is judged that "there is no problem in stability" while the excessive gap is constantly increasing. If the point P in Fig. 1 is reached and the excess pore water pressure changes from an increasing tendency to a decreasing tendency, the rock mass in that portion "has half the deformation of the fracture strain state or the shear stress of half the maximum strength occurs. "Existing state", and some kind of countermeasure study such as interruption of excavation or change of excavation process.
【００１０】勿論、対象とする岩盤からボーリング等の
手段より図１の右に示す如き岩石試料（コアサンプル）
５を採取し、岩石の非排水三軸圧縮試験などの要素試験
を実施して、図１のような応力─ひずみ関係、即ち最大
強度（σ1 −σ3 ）ｍａｘ、あるいは破壊ひずみ
（ε1f）と過剰間隙水圧が増加傾向から減少に転ずる点
Ｐとの関係を求めておいてこれを使用するのが望まし
い。Of course, a rock sample (core sample) as shown in the right side of FIG. 1 is obtained from the target rock by means such as boring.
5 was sampled and subjected to elemental tests such as the undrained triaxial compression test of rock, and the stress-strain relationship as shown in FIG. 1, that is, the maximum strength (σ 1 −σ 3 ) max or the fracture strain (ε 1f ) And the point P at which the excess pore water pressure changes from an increasing tendency to a decreasing tendency, and it is desirable to use this.
【００１１】[0011]
【発明の効果】本発明によれば前記したように、地中構
造物の構築地点周辺のボーリング孔内に埋設した圧力変
換器によって岩盤掘削中の岩盤変形に伴って同岩盤内に
発生する過剰間隙水圧を測定することによって、掘削中
の岩盤の安定性を管理するようにしたので、地中土圧測
定に比較して信頼性の高い測定が可能となり、従って、
信頼性の高い岩盤安定性の管理が可能となる。According to the present invention, as described above, the excessive pressure generated in the rock mass due to the deformation of the rock mass during the rock excavation by the pressure transducer embedded in the boring hole around the construction point of the underground structure. By measuring the pore water pressure, the stability of the rock mass during excavation is managed, which enables a more reliable measurement than the underground soil pressure measurement, and therefore
It enables reliable management of bedrock stability.
【００１２】また本発明によれば、岩盤内の水圧測定の
結果を有効に利用しうるものであり、地中変形測定によ
る方法に比して少数の測定点でも岩盤安定性の管理が可
能となる。Further, according to the present invention, the result of the water pressure measurement in the rock mass can be effectively utilized, and the rock mass stability can be controlled at a small number of measuring points as compared with the method of measuring the underground deformation. Become.
【図１】岩石試料の非排水三軸圧縮試験による応力─歪
関係を示す概念図である。FIG. 1 is a conceptual diagram showing a stress-strain relationship in an undrained triaxial compression test of a rock sample.
【図２】（イ）（ロ）（ハ）（ニ）は本発明に係る掘削
中の岩盤の安定性管理法の工程説明図である。2 (a), (b), (c), and (d) are process explanatory views of a method for controlling stability of rock mass during excavation according to the present invention.
【図３】圧力変換器をボーリング孔内に埋設した状態を
示す縦断面図である。FIG. 3 is a vertical cross-sectional view showing a state in which a pressure converter is embedded in a boring hole.
【図４】ボーリング孔内に多段の圧力変換器を埋設した
状態を示す縦断面図である。FIG. 4 is a vertical cross-sectional view showing a state in which a multi-stage pressure converter is embedded in a boring hole.
Ｇ 岩盤 Ｈ ボーリング孔 １ モルタル １′ モルタル ２ 圧力変換器 ３ 砂 ４ 出力ケーブル ５ 岩石試料（コアサンプル） G Rock H Boring hole 1 Mortar 1'Mortar 2 Pressure transducer 3 Sand 4 Output cable 5 Rock sample (core sample)
Claims (1)
ボーリング孔内に圧力変換器を埋設し、同圧力変換器に
よって岩盤掘削中の岩盤変形に伴って同岩盤内に発生す
る過剰間隙水圧を測定することを特徴とする掘削中の岩
盤の安定性管理法。1. A pressure converter is embedded in a boring hole drilled around a construction point of an underground structure, and the pressure converter causes excess pressure generated in the rock due to rock deformation during rock excavation. A rock stability management method during excavation characterized by measuring pore water pressure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4983995A JPH08246781A (en) | 1995-03-09 | 1995-03-09 | Rock stability management method during excavation. |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4983995A JPH08246781A (en) | 1995-03-09 | 1995-03-09 | Rock stability management method during excavation. |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH08246781A true JPH08246781A (en) | 1996-09-24 |
Family
ID=12842257
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4983995A Pending JPH08246781A (en) | 1995-03-09 | 1995-03-09 | Rock stability management method during excavation. |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH08246781A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009293368A (en) * | 2008-06-02 | 2009-12-17 | Schlumberger Holdings Ltd | Estimation of insitu mechanical property of sediment including gas hydrate |
| CN103924585A (en) * | 2014-05-06 | 2014-07-16 | 江苏蓝潮海洋风电工程建设有限公司 | Novel method for constructing wind power rock-embedded pile |
| CN107558990A (en) * | 2017-08-17 | 2018-01-09 | 重庆大学 | A kind of high methane cherry coal drilling production quantity of slag and the test device of drilling deformation |
| CN112197806A (en) * | 2020-09-25 | 2021-01-08 | 中煤科工开采研究院有限公司 | Method for installing equipment for monitoring movement deformation, hydrology and stress of coal mining subsidence area |
-
1995
- 1995-03-09 JP JP4983995A patent/JPH08246781A/en active Pending
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009293368A (en) * | 2008-06-02 | 2009-12-17 | Schlumberger Holdings Ltd | Estimation of insitu mechanical property of sediment including gas hydrate |
| CN103924585A (en) * | 2014-05-06 | 2014-07-16 | 江苏蓝潮海洋风电工程建设有限公司 | Novel method for constructing wind power rock-embedded pile |
| CN103924585B (en) * | 2014-05-06 | 2015-12-02 | 江苏蓝潮海洋风电工程建设有限公司 | The construction method of wind-powered electricity generation socketed pile |
| CN107558990A (en) * | 2017-08-17 | 2018-01-09 | 重庆大学 | A kind of high methane cherry coal drilling production quantity of slag and the test device of drilling deformation |
| CN107558990B (en) * | 2017-08-17 | 2020-06-26 | 重庆大学 | Testing device for high-gas soft coal drilling slag yield and drilling deformation |
| CN112197806A (en) * | 2020-09-25 | 2021-01-08 | 中煤科工开采研究院有限公司 | Method for installing equipment for monitoring movement deformation, hydrology and stress of coal mining subsidence area |
| CN112197806B (en) * | 2020-09-25 | 2021-08-06 | 中煤科工开采研究院有限公司 | Method for installing equipment for monitoring movement deformation, hydrology and stress of coal mining subsidence area |
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