JP2817076B2 - Geological prediction method ahead of face during tunnel excavation - Google Patents
Geological prediction method ahead of face during tunnel excavationInfo
- Publication number
- JP2817076B2 JP2817076B2 JP16274392A JP16274392A JP2817076B2 JP 2817076 B2 JP2817076 B2 JP 2817076B2 JP 16274392 A JP16274392 A JP 16274392A JP 16274392 A JP16274392 A JP 16274392A JP 2817076 B2 JP2817076 B2 JP 2817076B2
- Authority
- JP
- Japan
- Prior art keywords
- face
- ground
- elastic wave
- borehole
- hole
- 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.)
- Expired - Lifetime
Links
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Geophysics And Detection Of Objects (AREA)
Description
【０００１】[0001]
【産業上の利用分野】本発明はトンネル掘削中における
切羽前方の地質予測、及び同予測結果から次工程におけ
る支保選定を行なうトンネル掘削中における切羽前方の
地質予知に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to the prediction of the geology ahead of a face during excavation of a face during tunnel excavation, and the prediction of the geology ahead of a face during tunnel excavation for selecting a support in the next process based on the prediction result.
【０００２】[0002]
【従来の技術】従来この種の方法として下記の各方法が
行なわれている。 （イ） 地表から行う各種の物理探査による方法 （ロ） 切羽から行う各種の物理探査による方法 （ハ） 先進ボーリングを利用した各種の調査・試験に
よる方法 （ニ） 油圧ドリルの削孔情報による方法2. Description of the Related Art Conventionally, the following methods have been used as this type of method. (A) Various geophysical surveys from the ground surface (b) Various geophysical surveys from the face (c) Various surveys and tests using advanced boring (d) Methods based on drilling information of hydraulic drills
【０００３】[0003]
【発明が解決しようとする課題】しかしながら前記各方
法は次のような問題点を包蔵している。 （イ） 地表から行う各種の物理探査による方法 地表から行う各種の物理探査（弾性波探査，電磁波探
査，電気探査等）による方法は、トンネル全長に亘る概
略的な地質状況の把握には適しているが、切羽前方のよ
うな局所的でかつ詳細な地質状況の把握には精度の面で
問題がある。 （ロ） 切羽から行う各種の物理探査による方法 切羽から行う各種の物理探査（弾性波探査，電磁波探
査，電気探査，表面波探査等）による方法は、地表から
行う物理探査にくらべれば、局所的な地質状況を概略的
に把握するのに適している。しかし、切羽の表面付近の
局限されたわずかな領域の地質状況しか把握できず、精
度の面で問題がある。また、切羽での作業が多くなるた
め安全面においても問題がある。 （ハ） 先進ボーリングを利用した各種の調査・試験に
よる方法 先進ボーリングを利用すれば切羽前方の地質状況を精度
よく把握できるが、先進ボーリングにかなりの費用を要
するうえに、切羽からの先進ボーリングは施工サイクル
の大きな妨げとなる。そのため、特殊な場合を除いて、
日常の施工管理には利用しにくい。 （ニ） 油圧ドリルの削孔情報（のみ下がり、打撃エネ
ルギー、孔壁状況等）による方法 油圧ドリルの削孔情報（のみ下がり、打撃エネルギー、
孔壁状況等）による方法は、施工サイクルを妨げずに比
較的精度よく切羽前方の地山状況を把握できるため、上
記の３種類の方法に比べてコストおよび実用性の面で優
れていると考えられる。しかし、現在のところ削孔情報
として得られる物理量が支保パターンの選定等の具体的
な設計に直接結びついていない。However, each of the above methods has the following problems. (B) Methods based on various types of geophysical surveys performed from the surface of the earth The methods based on various types of geophysical surveys (elastic wave, electromagnetic wave, electrical, etc.) performed from the surface of the ground are suitable for grasping the general geological situation over the entire length of the tunnel. However, there is a problem in terms of accuracy in understanding local and detailed geological conditions such as in front of the face. (B) Methods based on various types of geophysical exploration from the face The methods based on various types of geophysical exploration (elastic wave, electromagnetic, electrical, surface wave, etc.) performed from the face are more localized than physical exploration from the ground. It is suitable for roughly understanding the geological situation. However, only a limited geological situation near the surface of the face can be grasped, and there is a problem in accuracy. Further, there is a problem in terms of safety because the number of operations on the face increases. (C) Methods of various surveys and tests using advanced boring Although advanced boring makes it possible to accurately grasp the geological situation in front of a face, advanced boring requires considerable costs, and advanced boring from face It greatly hinders the construction cycle. Therefore, except in special cases,
It is difficult to use for daily construction management. (D) Method using drilling information of hydraulic drill (only drop, impact energy, hole wall condition, etc.) Drilling information of hydraulic drill (only drop, impact energy,
The method based on the hole wall condition, etc.) can grasp the ground condition in front of the face relatively accurately without hindering the construction cycle. Conceivable. However, at present, the physical quantity obtained as drilling information is not directly linked to a specific design such as selection of a support pattern.
【０００４】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、その目的とする処は、トンネル
掘削中に施工サイクルを妨げずに切羽前方地質の精度の
よい予測を行なうとともに、同予測結果から次工程にお
ける適正な支保工の選定が行なわれるトンネル掘削中に
おける切羽前方の地質予知工法を提供する点にある。The present invention has been proposed in view of the above-mentioned problems of the prior art, and its object is to accurately predict the geology ahead of a face without hindering a construction cycle during tunnel excavation. Another object of the present invention is to provide a geological prediction method in front of a face during tunnel excavation, in which an appropriate support is selected in the next process based on the prediction result.
【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、本発明に係るトンネル掘削中における切羽前方の地
質予知方法によれば、トンネル掘削時において発破用装
薬孔を穿孔する前に、切羽の左右両側に２本のボアホー
ルを削孔し、同両ボアホールのうち１方のボアホールを
発振孔とし、他方のボアホールを受振孔として孔間弾性
波試験を行い、切羽前方地山の弾性波速度を測定し、切
羽前方の地質の予測を行うものである。In order to achieve the above object, according to the method for predicting the geology ahead of a face during tunnel excavation according to the present invention, before drilling a blasting charge hole during tunnel excavation, Two boreholes were drilled on the left and right sides of the face, one of the two boreholes was used as an oscillation hole, and the other borehole was used as a vibration receiving hole. It measures the speed and predicts the geology ahead of the face.
【０００６】請求項２の発明によれば、前記切羽前方地
山の弾性波速度と、予めコンピュータに記憶されている
弾性波速度と地山等級及び標準支保パターンとの関係を
対比して、前記地山に最適の支保パターンを演算選定す
るものである。請求項３の発明によれば、前記ボアホー
ルの深度を１発破進行長に合わせるものである。According to the second aspect of the present invention, the elastic wave velocity of the ground in front of the face is compared with the relation between the elastic wave velocity previously stored in the computer, the ground grade, and the standard support pattern. This is to calculate and select the most suitable support pattern for the ground. According to the invention of claim 3, the depth of the borehole is adjusted to one blasting progress length.
【０００７】[0007]
【作用】本発明によれば、トンネル掘削作業中に発破用
装薬孔を穿孔する前に、切羽の左右両側に２本のボアホ
ールを削孔し、１方のボアホールを受振孔として測定し
ようとする深度まで削孔し、他方のボアホールを発振孔
とし、発振孔に衝撃を与えて発振源とし、前記受振孔内
に設けた受振点によって発振孔からの発振信号を受振
し、前記発振点からの発振時刻と、受振点での受振波形
とを測定することによって弾性波速度を測定する。According to the present invention, before drilling a blasting charge hole during tunnel excavation work, two boreholes are drilled on the left and right sides of the face, and one borehole is measured as a vibration receiving hole. Drilling to the depth to be made, the other bore hole as an oscillation hole, applying an impact to the oscillation hole as an oscillation source, receiving an oscillation signal from the oscillation hole by a vibration receiving point provided in the vibration receiving hole, and from the oscillation point Then, the elastic wave velocity is measured by measuring the oscillation time and the received waveform at the receiving point.
【０００８】前記測定結果から切羽前方における地山弾
性波速度の分布状況を把握し、切羽前方の地質を予知し
うるものである。請求項２の発明は前記切羽前方地山の
弾性波速度を測定収録し、予めコンピュータに記憶され
ている弾性波速度及び地山等級並に標準支保パターンと
対比して、切羽前方における地山に最適の支保パターン
を演算、出力する。[0008] From the above measurement results, it is possible to grasp the distribution state of the ground elastic wave velocity in front of the face and predict the geology in front of the face. The invention of claim 2 measures and records the elastic wave velocity of the ground in front of the face and compares it with the elastic wave velocity and ground grade previously stored in the computer, as well as the standard support pattern, to determine the ground velocity in front of the face. Calculate and output the optimal support pattern.
【０００９】請求項３の発明は、前記各ボアホールの深
度を１発破進行長に合わせることによって、同各ボアホ
ールをそのまま装薬孔として用いることを可能ならしめ
たものである。According to a third aspect of the present invention, each of the boreholes can be used as a charge hole as it is by adjusting the depth of each of the boreholes to one blasting length.
【００１０】[0010]
【実施例】以下本発明を図示の実施例について説明す
る。発破用装薬孔の穿孔前に、切羽Ａの左右両側に油圧
ドリルの如き油圧削孔機Ｂによって２本のボアホールを
削孔し、一方のボアホールを発振用ボアホール１とし、
他方のボアホールを受振用ボアホール２とする。図中Ｃ
は坑内を示す。（図１参照） なお受振用ボアホール２は測定しようとする深度まで削
孔する。発振用ボアホール１は測定しようとする深度ま
で一気に削孔してもよいが、任意の発振点からの測定デ
ータを得るために、段階的に掘削深度を深めていきなが
ら、各深度毎に下記の如き地山弾性波速度の測定を行っ
てもよい。BRIEF DESCRIPTION OF THE DRAWINGS FIG. Before drilling the blasting charge hole, two boreholes are drilled on both left and right sides of the face A by a hydraulic drilling machine B such as a hydraulic drill, and one borehole is defined as an oscillation borehole 1;
The other borehole is referred to as a vibration receiving borehole 2. C in the figure
Indicates an underground. (See FIG. 1) The borehole 2 for vibration reception is drilled to the depth to be measured. Oscillation borehole 1 may be drilled at a stretch to the depth to be measured, but in order to obtain measurement data from any oscillation point, the drilling depth is gradually increased, The measurement of the ground wave elastic wave velocity as described above may be performed.
【００１１】次いで受振点３を所要の測定位置毎にロッ
ド４に付着させて一体化させて受振用ボアホール２に挿
入する。なお前記受振点３は受振用ボアホール２内に直
かに置くだけでもよいが、地山との密着度を高めるため
に、パッカー等を利用して地山と密着させてもよい。更
に前記各受振点３をケーブル５によってデータ収録及び
演算装置６に接続する。Next, the vibration receiving point 3 is attached to the rod 4 at each required measurement position, integrated therewith, and inserted into the vibration receiving borehole 2. The receiving point 3 may be placed directly in the receiving borehole 2, but may be closely contacted with the ground using a packer or the like in order to increase the degree of close contact with the ground. Further, each of the vibration receiving points 3 is connected to a data recording and calculation device 6 by a cable 5.
【００１２】次いで油圧削孔機Ｂによって発振用ボアホ
ール１の先端部（孔底）に衝撃を与えて発振源とし、デ
ータ収録及び演算装置６を使用して発振点７から各受振
点３までの弾性波速度を測定する。（図３参照） 発振用ボアホール１の深度を更に深めたのち前記同様の
操作を行い、切羽前方における地山弾性波速度を把握す
る。（図４参照） 前記測定結果から切羽Ａ前方における地山弾性波速度の
分布状況を把握する。Next, an impact is applied to the tip (bottom) of the oscillation borehole 1 by a hydraulic drilling machine B to form an oscillation source, and a data recording and arithmetic unit 6 is used to oscillate from the oscillation point 7 to each vibration receiving point 3. Measure elastic wave velocity. (Refer to FIG. 3) After further increasing the depth of the oscillation borehole 1, the same operation as described above is performed, and the ground elastic wave velocity in front of the face is grasped. (See FIG. 4) From the measurement result, the distribution state of the ground wave elastic wave velocity in front of the face A is grasped.
【００１３】なお発振用ボアホール１と受振用ボアホー
ル２の深度を１発破進行長に合わせれば、両孔１，２と
もそのまま装薬孔として用いることが可能となる。而し
て前記切羽Ａ前方地山の弾性波速度ＶD と、予めコンピ
ュータに記憶されている弾性波速度、地山等級、及び標
準支保パターンとを対比して、各施工発注機関の地山分
類に応じた最適の支保パターンを自動的に演算選定す
る。If the depths of the oscillation borehole 1 and the vibration receiving borehole 2 are adjusted to the blast length, both holes 1 and 2 can be used as charging holes as they are. By comparing the elastic wave velocity V D of the ground in front of the face A with the elastic wave velocity, ground grade, and standard support pattern stored in advance in the computer, the ground classification of each construction ordering organization. Calculate and select the optimal support pattern automatically according to.
【００１４】なお図５は本発明における測定用ボアホー
ルの削孔より支保パターン選定までのフロー図を示すも
のである。FIG. 5 shows a flow chart from the drilling of the measurement borehole to the selection of the support pattern in the present invention.
【００１５】[0015]
【発明の効果】本発明によれば前記したように、切羽前
方の地山弾性波速度が、地山の掘削前に簡便、且つ迅速
にしかも精確に直接確認することができ、切羽前方の地
質状況を日常の施工サイクルを妨げずに把握でき、掘削
に伴う地山の挙動や発生する事態が事前に予測できるの
で、工事の安全性が向上される。As described above, according to the present invention, the ground elastic wave velocity in front of the face can be easily, quickly and accurately confirmed directly before excavation of the ground. The situation can be grasped without disturbing the daily construction cycle, and the behavior of the ground due to the excavation and the occurrence thereof can be predicted in advance, so that the safety of the construction is improved.
【００１６】またこのように切羽前方の地山弾性波速度
が掘削前に直接確認できるため、次工程における支保パ
ターンが事前に選定できるので、工事中の段取りや準備
が迅速且つ円滑に行なわれ、工期の短縮が図られる。請
求項２の発明によれば各工事発注機関における標準支保
パターンの選定基準である地山弾性波速度を直接確認す
ることができるので、発注者と施工者が共通の客観的な
尺度を以って支保選定を行なうことができる。In addition, since the ground elastic wave velocity in front of the face can be directly confirmed before excavation, the support pattern in the next process can be selected in advance, so that setup and preparation during construction can be performed quickly and smoothly. The construction period can be shortened. According to the second aspect of the present invention, it is possible to directly check the ground elastic wave velocity, which is the selection criterion of the standard support pattern in each construction ordering organization, so that the orderer and the installer have a common objective scale. Support can be selected.
【００１７】請求項３の発明によれば、前記ボアホール
の深度を１発破長に合わせることによって、同ボアホー
ルをそのまま装薬孔として利用して、施工性を向上しう
るものである。According to the third aspect of the present invention, the workability can be improved by adjusting the depth of the borehole to one blast length so that the borehole can be used as a charge hole as it is.
【図１】本発明に係るトンネル掘削における切羽前方の
地盤の地質予知方法の一実施例におけるボアホール削孔
工程を示す断面図である。FIG. 1 is a cross-sectional view showing a borehole drilling step in one embodiment of a method for predicting the geology of the ground in front of a face in tunnel excavation according to the present invention.
【図２】受振点の設置工程を示す断面図である。FIG. 2 is a cross-sectional view illustrating a process of setting a receiving point.
【図３】切羽前方の地盤における弾性波速度の測定工程
を示す断面図である。FIG. 3 is a cross-sectional view showing a process of measuring an elastic wave velocity in the ground in front of a face.
【図４】発振点の深度の変更に伴う前記弾性波速度の測
定工程を示す断面図である。FIG. 4 is a cross-sectional view showing a step of measuring the elastic wave velocity according to a change in the depth of an oscillation point.
【図５】支保パターン選定のフロー図である。FIG. 5 is a flowchart of support pattern selection.
Ａ 切羽 Ｂ 油圧削孔機 Ｃ 坑内 １ 発振用ボアホール ２ 受振用ボアホール ３ 受振点 ４ ロッド ５ ケーブル ６ データ収録及び演算装置 ７ 発振点 A Face B B Hydraulic drilling machine C Underground 1 Borehole for oscillation 2 Borehole for oscillation 3 Receiving point 4 Rod 5 Cable 6 Data recording and arithmetic unit 7 Oscillation point
───────────────────────────────────────────────────── フロントページの続き (72)発明者 石田 義昭 東京都中央区日本橋本町４−12−20 佐 藤工業株式会社内 (72)発明者 目時 康男 東京都中央区日本橋本町４−12−20 佐 藤工業株式会社内 (56)参考文献 特開 平１−223289（ＪＰ，Ａ) 特開 昭63−32085（ＪＰ，Ａ) 特開 平５−248175（ＪＰ，Ａ) (58)調査した分野(Int.Cl.6，ＤＢ名) E21D 9/00 G01V 1/40──────────────────────────────────────────────────の Continuation of the front page (72) Inventor Yoshiaki Ishida 4-12-20 Nihonbashi Honcho, Chuo-ku, Tokyo Inside Sato Industry Co., Ltd. (72) Inventor Yasuo Meiji 4-12-20 Nihonbashi Honcho, Chuo-ku, Tokyo (56) References JP-A-1-223289 (JP, A) JP-A-63-32085 (JP, A) JP-A-5-248175 (JP, A) (58) Fields investigated (Int.Cl. 6 , DB name) E21D 9/00 G01V 1/40
Claims (3)
穿孔する前に、切羽の左右両側に２本のボアホールを削
孔し、同両ボアホールのうち１方のボアホールを発振孔
とし、他方のボアホールを受振孔として孔間弾性波試験
を行い、切羽前方地山の弾性波速度を測定し、切羽前方
の地質の予測を行うことを特徴とするトンネル掘削中に
おける切羽前方の地質予知方法。Before drilling a blasting charge hole during tunnel excavation, two boreholes are drilled on both left and right sides of a face, and one of the two boreholes is used as an oscillation hole, and the other is used as an oscillation hole. A method for predicting the geology ahead of a face during tunnel excavation, comprising performing an inter-hole elastic wave test using a borehole as a receiving hole, measuring an elastic wave velocity of the ground ahead of the face, and predicting the geology ahead of the face.
コンピュータに記憶されている弾性波速度と地山等級及
び標準支保パターンとの関係を対比して、前記地山に最
適の支保パターンを演算選定する請求項１記載のトンネ
ル掘削中における切羽の地質予知方法。2. The optimum support pattern for the ground by comparing the elastic wave velocity of the ground in front of the face with the relation between the elastic wave velocity stored in advance in the computer and the ground grade and the standard support pattern. The geological prediction method of a face during excavation of a tunnel according to claim 1, wherein the geological feature is selected.
合わせる請求項１記載のトンネル掘削中における切羽の
地質予知方法。3. The geological prediction method for a face during tunnel excavation according to claim 1, wherein the depth of the borehole is adjusted to one blasting progress length.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16274392A JP2817076B2 (en) | 1992-06-22 | 1992-06-22 | Geological prediction method ahead of face during tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16274392A JP2817076B2 (en) | 1992-06-22 | 1992-06-22 | Geological prediction method ahead of face during tunnel excavation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH062323A JPH062323A (en) | 1994-01-11 |
| JP2817076B2 true JP2817076B2 (en) | 1998-10-27 |
Family
ID=15760419
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16274392A Expired - Lifetime JP2817076B2 (en) | 1992-06-22 | 1992-06-22 | Geological prediction method ahead of face during tunnel excavation |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2817076B2 (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5738081B2 (en) * | 2011-06-10 | 2015-06-17 | 鹿島建設株式会社 | Tunnel optimum support selection device and tunnel optimum support selection program |
| JP6274583B2 (en) * | 2015-06-29 | 2018-02-07 | 株式会社福田組 | Electrical exploration method |
| JP6646983B2 (en) * | 2015-09-04 | 2020-02-14 | 前田建設工業株式会社 | Method for exploring the front of the face |
| JP7329486B2 (en) * | 2020-09-24 | 2023-08-18 | 大成建設株式会社 | Rock ground condition learning device, rock ground condition determination device, rock ground condition learning method, and rock ground condition determination method |
-
1992
- 1992-06-22 JP JP16274392A patent/JP2817076B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH062323A (en) | 1994-01-11 |
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