JPH03260212A - Rotary drill bit pressure variable type ground strength measuring method and apparatus - Google Patents
Rotary drill bit pressure variable type ground strength measuring method and apparatusInfo
- Publication number
- JPH03260212A JPH03260212A JP5739790A JP5739790A JPH03260212A JP H03260212 A JPH03260212 A JP H03260212A JP 5739790 A JP5739790 A JP 5739790A JP 5739790 A JP5739790 A JP 5739790A JP H03260212 A JPH03260212 A JP H03260212A
- Authority
- JP
- Japan
- Prior art keywords
- bit
- drilling
- ground
- pressure
- measuring
- 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.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims description 28
- 238000005553 drilling Methods 0.000 claims abstract description 42
- 238000005520 cutting process Methods 0.000 claims description 9
- 239000000853 adhesive Substances 0.000 claims description 8
- 230000001070 adhesive effect Effects 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 4
- 238000005259 measurement Methods 0.000 abstract description 7
- 239000012530 fluid Substances 0.000 abstract description 6
- 238000004364 calculation method Methods 0.000 abstract description 2
- 125000004122 cyclic group Chemical group 0.000 abstract 1
- 238000010008 shearing Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 14
- 238000011065 in-situ storage Methods 0.000 description 10
- 238000012360 testing method Methods 0.000 description 7
- 238000011835 investigation Methods 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 4
- 230000035515 penetration Effects 0.000 description 4
- 238000007796 conventional method Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000000737 periodic effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、従来のポーリング孔を利用する原位置試験を
行なうことなく、所定の深さまで削孔することによりそ
の間の剪断抵抗角と粘着力に係わる地盤情報を連続的に
求めることが出来る方法と装置に関する。[Detailed Description of the Invention] [Industrial Application Field] The present invention enables the shear resistance angle and adhesion force to be determined by drilling a hole to a predetermined depth without performing an in-situ test using a conventional poling hole. The present invention relates to a method and device that can continuously obtain ground information related to
従来の原位置地盤調査方法としては、１ｍから数ｍ削孔
する毎に掘削治具を一旦引き上げ、貫入試験用サンプラ
ーを孔底に降ろし、これを３０ａｎ貫入させるに必要な
打撃回数から地盤の強度を推定する月ＳＡ＋２１９によ
る土の標準貫入試験方法が最も普及している。なおこの
他にも、所定の深度まで削孔後ポーリング孔壁の載荷試
験を行なう方法等がある。The conventional in-situ ground investigation method involves lifting the drilling jig every time a hole is drilled from 1 meter to several meters, lowering a sampler for penetration testing to the bottom of the hole, and measuring the strength of the ground based on the number of hits required to penetrate 30 an. The standard penetration test method for soil using monthly SA+219 is the most popular. In addition to this, there is a method of conducting a loading test on the wall of the poling hole after drilling the hole to a predetermined depth.
また上記とは別の原位置地盤調査法には削孔せずに抵抗
体を地中に圧入する月５Ａ１２２０のオランダ式二重管
コーン貫入試験、ＩＩｓ＾１２２１のスウェーデン式サ
ウンデイング等がある。Other in-situ ground investigation methods other than the above include the Dutch double tube cone penetration test of May 5A1220, which presses the resistor into the ground without drilling, and the Swedish sounding method of IIs^1221.
そして削孔しながら地盤情報を求める方法としては、既
に岩盤や硬質地盤の地盤情報を得るための明コン型推進
記録（実開昭４９−８５０１号で開示されている試錐の
推進速度自動記録装置、実公昭５０−１６１号に開示さ
れている推進変位の微分及び積分値自動記録装置）があ
る。この方法は掘削速度を自動記録し、これを微分・積
分することにより地盤情報を連続的に得ようとするもの
である。As a method for obtaining ground information while drilling, there is already a Meikon-type propulsion record (automatic propulsion speed recording device for test drills disclosed in Utility Model Application No. 1985-8501), which is used to obtain ground information on rock and hard ground. , an automatic recording device for differential and integral values of propulsion displacement disclosed in Japanese Utility Model Publication No. 50-161. This method attempts to continuously obtain ground information by automatically recording the excavation speed and differentiating and integrating it.
また最近、地盤の空隙の検知や地質調査、注入工事のた
めのデジタル・エンパソル（削孔パラメータ記録計）が
開発されている。この方法は、駆動トルク・前進（掘削
）速度・回転数から求まる回転トルクに係わる係数と、
ビット推力・瞬間前進速度等から求まる選択指数及びビ
ット推力・回転速度・前進速度から求まる削孔に対する
効力を削孔しながら求めて地盤情報を得るものである。Recently, digital empasols (drilling parameter recorders) have been developed for detecting ground voids, geological surveys, and injection work. This method uses coefficients related to rotational torque found from drive torque, forward (excavation) speed, and rotational speed,
Ground information is obtained by determining the selection index determined from the bit thrust, instantaneous forward speed, etc., and the effectiveness for drilling, determined from the bit thrust, rotational speed, forward speed, etc., while drilling.
さらに抵抗体を地中に貫入しながら地盤情報を求める原
位置調査法の欠点である貫入抵抗の低減を計るため、抵
抗体を中空にして中掘りしながら連続して地中に圧入す
る方法（特公昭５７−１８４１１６号公報）、回転削孔
時にトラブルの原因になる地盤情報等の伝達ケーブルを
なくし、抵抗体に接続して情報の記録と制御装置を内蔵
した原位置試験器（特公昭５７−１２３３１９号公報）
をビット下端付近に接続し追い切りしながら貫入する方
法などがある。Furthermore, in order to reduce the penetration resistance, which is a drawback of the in-situ survey method that obtains ground information while penetrating the resistor into the ground, a method is used in which the resistor is made hollow and continuously press-fitted into the ground while being dug. Japanese Patent Publication No. 57-184116), an in-situ tester (Special Publication No. 57-184) that eliminates the transmission cable for transmitting ground information, etc., which causes trouble during rotary drilling, and is connected to a resistor and has a built-in information recording and control device. -123319 Publication)
There is a method of connecting it near the bottom end of the bit and penetrating it while cutting.
原位置地盤調査のうちポーリング孔を利用するものは、
原位置試験を行なう毎に掘削治具を一旦引き上げ試験器
を孔内に挿入して計測する方法で、削孔を単に補助手段
としているため、調査能率が悪く、深度方向に連続した
地盤情報を得ることが困難であるのが現状である。Among in-situ ground surveys, those that use polling holes are
Each time an in-situ test is carried out, the drilling jig is pulled up and a tester is inserted into the hole to measure the results.Drilling is used as an auxiliary means, so the survey efficiency is low and it is difficult to obtain continuous ground information in the depth direction. The current situation is that it is difficult to obtain.
そして削孔せずに行なう原位置地盤調査法は、硬質地盤
では貫入が困難で能率が悪く、かつ大きな反力装置を必
要としているのが現状である。Currently, in-situ ground investigation methods that are conducted without drilling holes are difficult to penetrate into hard ground, are inefficient, and require large reaction force devices.
また削孔しながら掘削抵抗から地盤情報を直接求める方
法は能率の良い方法であるが、既知の方法はビット加圧
力を削孔地盤状態によりあらかじめ一定に設定しておき
、削孔速度やトルクそしてビット加圧装置の容量不足等
に起因する地盤強度の変化に対応できないことにより生
じるビット圧の変化等を記録して、調査対象地盤強度の
相対値あるいは亀裂や空隙等を測定するものであるが、
構造物などの設計に必要な基本定数である剪断抵抗角と
粘着力についての情報は得られない等の問題がある。In addition, it is an efficient method to obtain ground information directly from the drilling resistance while drilling, but in the known method, the bit pressure is set constant in advance depending on the drilling ground condition, and the drilling speed, torque, etc. It records changes in bit pressure caused by the inability to respond to changes in ground strength due to lack of capacity of the bit pressurizing device, etc., and measures the relative value of the ground strength to be investigated, cracks, voids, etc. ,
There are problems such as the inability to obtain information about the shear resistance angle and adhesive strength, which are basic constants necessary for designing structures.
また、記録装置を内蔵した原位置試験器を削孔しながら
地中に圧入する方法は種々の地盤情報を連続的に得られ
る反面、調査中にモニターできない、装置が複雑で故障
しやすく、さらに高価である等の問題があり、未だ実用
化されるには至っていないのが現状である。In addition, the method of injecting an in-situ tester with a built-in recording device into the ground while drilling a hole can continuously obtain various ground information, but it cannot be monitored during the investigation, the device is complex and prone to failure, and Currently, it has not been put into practical use due to problems such as being expensive.
上記の問題に鑑み検討の結果、本発明は、削孔するだけ
で地盤の基本的設計情報である剪断抵抗角と粘着力に関
する定量的情報を削孔記録から求めることができる方法
とその装置を開発したものである。As a result of studies in view of the above-mentioned problems, the present invention has developed a method and an apparatus for obtaining quantitative information on the shear resistance angle and adhesive strength, which are basic design information of the ground, from the drilling records just by drilling holes. It was developed.
この本発明の方法は、地盤を回転削孔して地盤情報を得
る方法に於て、削孔ビットに作用する加圧力を所定の周
期と大きさで変化させ、地盤の削孔抵抗であるビットの
トルクを計測することにより、切削面に作用する加圧力
と切削抵抗の比率から求まる剪断抵抗角に係わる係数と
、加圧力の大きさによって変動しない切削抵抗値である
粘着力に係わる係数の２種類の地盤情報を同時に求める
ことを特徴とするものである。The method of the present invention is a method of rotary drilling in the ground to obtain ground information, in which the pressurizing force acting on the drilling bit is changed at a predetermined period and magnitude, and the bit which is the drilling resistance of the ground is changed. By measuring the torque of This method is characterized by the ability to obtain various kinds of ground information at the same time.
また本発明の装置は、地盤を回転削孔するビットを、ボ
ーリングロッドの先端に有する地盤情報測定用の装置に
おいて、ビットの削孔面に作用するビット圧を所定の周
期と大きさで変化させながら削孔する機構と、ビットの
回転トルり及びビット圧を計測する機構を備えてなり、
測定したビット圧とトルクの関係から剪断抵抗角と粘着
力に係わる２種類の係数を同時に求めることを特徴とす
るものである。Furthermore, the device of the present invention is a device for measuring ground information having a bit for rotary drilling in the ground at the tip of a boring rod, in which the bit pressure acting on the drilling surface of the bit is changed at a predetermined period and magnitude. It is equipped with a mechanism that drills holes while drilling, and a mechanism that measures the rotational torque and bit pressure of the bit.
This method is characterized by simultaneously determining two types of coefficients related to the shear resistance angle and adhesive force from the relationship between the measured bit pressure and torque.
即ち、地盤の硬軟等による削孔速度の変化に影響されな
い給圧装置を用い、切削ビットの加圧力をあらかじめ設
定した周期と振幅で定常波給圧あるいはステップ状に給
圧を制御することにより、第１図〜第３図に示すような
ビット圧と地盤の切削抵抗であるトルク及び削孔深さの
時間記録が得られるようにする。In other words, by using a pressure supply device that is not affected by changes in drilling speed due to the hardness or softness of the ground, etc., and by controlling the pressure of the cutting bit in a standing wave or in a step manner with a preset period and amplitude, it is possible to Time records of bit pressure, ground cutting resistance torque, and drilling depth as shown in FIGS. 1 to 3 are obtained.
そしてこれらの記録をもちいて、ビット圧から切削面に
働く垂直応力を、トルクからビットに働く地盤の捩じり
剪断抵抗力に係わる地盤強度を計算することが出来る。Using these records, it is possible to calculate the normal stress acting on the cutting surface from the bit pressure, and the ground strength related to the torsional shear resistance force of the ground acting on the bit from the torque.
さらにこれらの計算結果から第４図に示すように、垂直
応力と地盤強度との関係図を作成し、直線Ａの勾配から
剪断抵抗角に係わる係数φ１を、直線Ａと地盤強度軸と
の交点Ｂから粘着力に係わる係数Ｃ１が求められる。Furthermore, from these calculation results, as shown in Figure 4, a relationship diagram between vertical stress and ground strength is created, and the coefficient φ1 related to the shear resistance angle is calculated from the slope of straight line A by the intersection of straight line A and the ground strength axis. From B, a coefficient C1 related to adhesive force is determined.
このように本発明によるビット加圧力を周期的に変動さ
せることにより、削孔抵抗から定量的な地盤情報φ１、
Ｃ７を求めることが出来る。In this way, by periodically varying the bit pressure force according to the present invention, quantitative ground information φ1,
C7 can be found.
また、これらの値からビットの形状と切削屑排出のため
の循環泥水の送水量や放出孔位置等による影響係数を用
いて地盤の真の剪断抵抗角φと粘着力Ｃを推定すること
が可能となる。In addition, from these values, it is possible to estimate the true shear resistance angle φ and cohesive force C of the ground using influence coefficients depending on the shape of the bit, the amount of circulating mud water for discharging cutting waste, the position of the discharge hole, etc. becomes.
次に本発明の一実施例を説明する。 Next, one embodiment of the present invention will be described.
本装置の機構は、第５図に示すようにガイド支柱（１）
に沿ってスライドする移動体（３）にボーリングロッド
（２）を回転するためのモーター（４）とトルクとビッ
ト圧を測定するためのロードセル（５）。The mechanism of this device consists of a guide column (1) as shown in Figure 5.
A motor (4) for rotating the boring rod (2) on a moving body (3) that slides along and a load cell (5) for measuring torque and bit pressure.
掘進深度を測定するための電気式深度計（６）が装着さ
れている。（７）は深度計用のワイヤーである。An electric depth gauge (6) is attached to measure the depth of excavation. (7) is a wire for a depth meter.
振動加圧式削孔計測は、動力源（９）で流体ポンプ（１
υを作動させて、流量調節バルブ（１２）によりロッド
の回転速度を設定する。（１０は流体貯槽である。Vibration pressurized drilling measurement uses a fluid pump (1) as a power source (9).
υ is activated and the rotational speed of the rod is set by the flow control valve (12). (10 is a fluid storage tank.
ビット平均加圧力はシリンダー（＋２）のピストン上下
の流体差圧で行なうための流量調節バルブ（１３）６４
１ ＋１５）て、ビット圧の周期的変動と振幅は電磁バ
ルブ（１６）で行ない、計測制御・記録ボックス（８）
に収納されているコンピュータで記録・計算・図化出力
される。なお、このボックスには振動発振器とパワーユ
ニットが収納されており電磁バルブ（１６）の開閉周期
と開口率を制御している。Flow control valve (13) 64 for controlling the bit average pressurizing force using the fluid pressure difference above and below the piston of the cylinder (+2)
1 +15), the periodic fluctuation and amplitude of the bit pressure are controlled by the electromagnetic valve (16), and the measurement control/recording box (8)
It is recorded, calculated, and plotted using a computer housed in the computer. Note that this box houses a vibration oscillator and a power unit, and controls the opening/closing period and opening ratio of the electromagnetic valve (16).
次にこのような装置を用いて実施したロームと砂からな
る地盤での調査結果の一部をコンピュータでデジタルサ
ンプリングした結果を示す。Next, we will show some of the results of a survey conducted on a ground consisting of loam and sand using this type of equipment, which was digitally sampled using a computer.
第６図及び第７図は砂地盤での給圧及びトルクと経過時
間を振動波数で示したものである。第８図及び第９図は
ローム地盤での給圧及びトルクと経過時間を波数で示し
たものである。第１０図及び第１１図はこれらの記録の
うち代表的１波について計算した地盤強度と垂直応力の
関係を示したもので、第４図に対応するものである。Figures 6 and 7 show supply pressure, torque, and elapsed time in terms of vibration wave numbers on sandy ground. FIGS. 8 and 9 show supply pressure, torque, and elapsed time in wave numbers on loamy ground. Figures 10 and 11 show the relationship between ground strength and vertical stress calculated for one representative wave of these records, and correspond to Figure 4.
この図から１波毎の強度定数である粘着力係数と剪断抵
抗角係数がもとまる。このようにして求めた強度定数の
深度方向の分布を第１２図〜第１４図に示す。この図か
られかるように深度方向に連続した粘着力係数と剪断抵
抗角係数を短時間で求めることが出来た。From this figure, the adhesive force coefficient and shear resistance angle coefficient, which are the strength constants for each wave, can be determined. The distribution of the intensity constant determined in this manner in the depth direction is shown in FIGS. 12 to 14. As can be seen from this figure, the adhesive force coefficient and shear resistance angle coefficient that were continuous in the depth direction could be determined in a short time.
従来から行なわれていた削孔と原位置試験を別々に行な
う方法では第１２図〜第１４図に示す深さ１５ｍまで調
査を行なうには３日程度を要し、測定結果も連続したも
のは得られなかった。これに対し給圧を周期的に変動さ
せながら削孔することで地盤の強度定数である粘着力係
数と剪断抵抗角係数を求める本発明の調査手法と装置に
よれば、作業工程が従来手法の１７５以下に出来、地盤
の基本的強度情報である粘着力と剪断抵抗角に係わる係
数を分離して、かつ深さ方向に連続的に求められるよう
になった。With the conventional method of conducting drilling and in-situ testing separately, it takes about three days to conduct the survey to a depth of 15 m as shown in Figures 12 to 14, and the measurement results are not continuous. I couldn't get it. In contrast, according to the investigation method and device of the present invention, which determines the cohesive force coefficient and shear resistance angle coefficient, which are the strength constants of the ground, by drilling holes while periodically varying the supply pressure, the work process is different from that of the conventional method. 175 or less, and the coefficients related to the cohesive force and shear resistance angle, which are the basic strength information of the ground, can be separated and determined continuously in the depth direction.
第１図は本発明で使用するビットへの加圧力を周期的に
変化させる状態を表わす線図、第２図は本発明でビット
への加圧力を周期的に変化させた場合のトルクの時間変
化を表わす線図、第３図は本発明でヒツトへ給圧して削
孔した場合の掘削深さの時間変化を表わす線図、第４図
は本発明により第１図ないし第３図の結果から地盤情報
を得るために作成した垂直応力と地盤強度の関係を示す
線図、第５図は本発明装置の一例を示す説明図、第６図
及び第７図は砂地盤に本発明方法を適用した一例を示す
実測図、第８図及び第９図はローム地盤に本発明方法を
適用した一例を示す実測図、第１０図は第６図及び第７
図から得られた垂直応力と地盤強度の関係を示す線図、
第１１図は第８図及び第９図から得られた垂直応力と地
盤強度の関係を示す線図、第１２図は第１０図及び第１
１図で求められた地盤情報を基に得られた深度方向の地
盤構成を示す線図、第１３図は同じく深度方向の粘着力
係数を示す線図、第１４図は同じく深度方向の剪断抵抗
用係数を示す線図である。
■・・・ガイド支柱
２・・・ボーリングロッド
３・・・移動体
第 １ 図
掘削時間（分）
第２ＦＭ
掘削時間（分）
４・・・モーター
５・・・ロードセル
６・・・電気式深度計
７・・・ワイヤー
８・・・計測制御・記録ボックス
９・・・動力源
０・・・流体貯槽
１・・・流体ポンプ
２・・・シリンダー
１３、１４．１５・・・流量調節バルブ６・・・電磁バ
ルブ
第３図
第４図
第
５
図
第
と
図
第
図
■
７（波数）
第
図
第
図
第１Ｏ
図
１ｉ１１１！！
第１２図
手続補正書
（方
式）
％式％
発明の名称
回転削孔ヒツト圧可変式地盤強度測定方法とその装置３
゜
補正をする者
名
称
基礎地盤コンサルタンツ株式会社
平成２年６月１１日（発送臼：平成２年６月２６日）第
１３図。
第１４図の浄書・別紙の通り（内容に変更なし）図面の
浄書（内容に変更なし）
第１３図
第１４図Fig. 1 is a diagram showing the state in which the pressure applied to the bit used in the present invention is periodically varied, and Fig. 2 is a diagram showing the torque time when the pressure applied to the bit is periodically varied in the present invention. Figure 3 is a diagram showing the change in excavation depth over time when a hole is drilled by supplying human pressure with the present invention. Figure 4 is a diagram showing the results of Figures 1 to 3 according to the present invention. Figure 5 is an explanatory diagram showing an example of the device of the present invention, and Figures 6 and 7 are diagrams showing the relationship between vertical stress and soil strength created to obtain ground information from sandy soil. Figures 8 and 9 are actual measurement diagrams showing an example of application of the method of the present invention to loam ground.
Diagram showing the relationship between vertical stress and ground strength obtained from the figure,
Figure 11 is a diagram showing the relationship between vertical stress and ground strength obtained from Figures 8 and 9, and Figure 12 is a diagram showing the relationship between vertical stress and ground strength obtained from Figures 8 and 9.
A diagram showing the ground structure in the depth direction obtained based on the ground information obtained in Figure 1, Figure 13 is a diagram showing the cohesion coefficient in the depth direction, and Figure 14 is a diagram showing the shear resistance in the depth direction. FIG. ■... Guide column 2... Boring rod 3... Moving body No. 1 Fig. Drilling time (minutes) 2nd FM Drilling time (minutes) 4... Motor 5... Load cell 6... Electric depth Total 7...Wire 8...Measurement control/record box 9...Power source 0...Fluid storage tank 1...Fluid pump 2...Cylinder 13, 14.15...Flow rate adjustment valve 6 ... Solenoid valve Fig. 3 Fig. 4 Fig. 5 Fig. Fig. 5 Fig. Fig. ■ 7 (wave number) Fig. Fig. Fig. 1O Fig. 1i111! ! Figure 12 Procedural amendment (method) % formula % Name of invention Rotary drilling human pressure variable ground strength measuring method and device 3
゜Name of the person making the correction: Foundation Ground Consultants Co., Ltd. June 11, 1990 (Shipping date: June 26, 1990) Figure 13. Engraving of Figure 14, as attached (no change in content) Engraving of drawing (no change in content) Figure 13 Figure 14
Claims (2)
削孔ビットに作用する加圧力を所定の周期と大きさで変
化させ、地盤の削孔抵抗であるビットのトルクを計測す
ることにより、切削面に作用する加圧力と切削抵抗の比
率から求まる剪断抵抗角に係わる係数と、加圧力の大き
さによって変動しない切削抵抗値である粘着力に係わる
係数の２種類の地盤情報を同時に求めることを特徴とす
る回転削孔ビット圧可変式地盤強度測定方法。(1) In the method of obtaining ground information by rotary drilling in the ground,
By changing the pressure force acting on the drilling bit at a predetermined period and magnitude and measuring the torque of the bit, which is the drilling resistance of the ground, the shear can be determined from the ratio of the pressure force acting on the cutting surface and the cutting resistance. A rotary drilling bit pressure variable ground strength measuring method characterized by simultaneously obtaining two types of ground information: a coefficient related to the resistance angle and a coefficient related to adhesive force, which is a value of cutting resistance that does not vary depending on the magnitude of pressurizing force. .
の先端に有する地盤情報測定用の装置において、ビット
の削孔面に作用するビット圧を所定の周期と大きさで変
化させながら削孔する機構と、ビットの回転トルク及び
ビット圧を計測する機構を備えてなり、測定したビット
圧とトルクの関係から剪断抵抗角と粘着力に係わる２種
類の係数を同時に求めることを特徴とする回転削孔ビッ
ト圧可変式地盤強度測定装置。(2) In a device for measuring ground information, which has a bit for rotary drilling in the ground at the tip of a boring rod, drilling is performed while changing the bit pressure acting on the drilling surface of the bit at a predetermined period and magnitude. The rotary cutting machine is equipped with a mechanism for measuring the rotating torque of the bit and the bit pressure, and is characterized in that two types of coefficients related to the shear resistance angle and the adhesive force are simultaneously determined from the relationship between the measured bit pressure and torque. Variable hole bit pressure type soil strength measuring device.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5739790A JP2711927B2 (en) | 1990-03-08 | 1990-03-08 | Rotary drill bit pressure variable ground strength measurement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5739790A JP2711927B2 (en) | 1990-03-08 | 1990-03-08 | Rotary drill bit pressure variable ground strength measurement method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH03260212A true JPH03260212A (en) | 1991-11-20 |
| JP2711927B2 JP2711927B2 (en) | 1998-02-10 |
Family
ID=13054500
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5739790A Expired - Lifetime JP2711927B2 (en) | 1990-03-08 | 1990-03-08 | Rotary drill bit pressure variable ground strength measurement method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2711927B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100692305B1 (en) * | 2006-06-20 | 2007-03-12 | 이한용 | Ground intensity measuring method and the apparatus using electric current data |
| JP2007321385A (en) * | 2006-05-31 | 2007-12-13 | Japan Inspection Organization | Penetration testing method |
| KR100843885B1 (en) * | 2007-03-02 | 2008-07-03 | 이한용 | Ground intensity measuring method and the apparatus using electric current amplitude data |
| JP2013023900A (en) * | 2011-07-21 | 2013-02-04 | West Nippon Expressway Co Ltd | Method and device for measuring shear strength of ground |
-
1990
- 1990-03-08 JP JP5739790A patent/JP2711927B2/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007321385A (en) * | 2006-05-31 | 2007-12-13 | Japan Inspection Organization | Penetration testing method |
| JP4705520B2 (en) * | 2006-05-31 | 2011-06-22 | 株式会社日本住宅保証検査機構 | Penetration test method |
| KR100692305B1 (en) * | 2006-06-20 | 2007-03-12 | 이한용 | Ground intensity measuring method and the apparatus using electric current data |
| KR100843885B1 (en) * | 2007-03-02 | 2008-07-03 | 이한용 | Ground intensity measuring method and the apparatus using electric current amplitude data |
| JP2013023900A (en) * | 2011-07-21 | 2013-02-04 | West Nippon Expressway Co Ltd | Method and device for measuring shear strength of ground |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2711927B2 (en) | 1998-02-10 |
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