JP2001153638A - Cross section measuring method and measuring device for underground structure - Google Patents
Cross section measuring method and measuring device for underground structureInfo
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- JP2001153638A JP2001153638A JP34071899A JP34071899A JP2001153638A JP 2001153638 A JP2001153638 A JP 2001153638A JP 34071899 A JP34071899 A JP 34071899A JP 34071899 A JP34071899 A JP 34071899A JP 2001153638 A JP2001153638 A JP 2001153638A
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Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、弾性波を発受振
して基礎杭等の断面寸法の測定等ができる弾性波を利用
した地中構造物の断面測定方法及び測定装置に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method and apparatus for measuring the cross section of an underground structure using an elastic wave capable of transmitting and receiving an elastic wave to measure a cross-sectional dimension of a foundation pile or the like.
【０００２】[0002]
【従来の技術】既製杭や場所打ち杭等のコンクリートや
セメントミルク等を使用した地中構造物は、地上の構造
物を支える重要な構造であるにもかかわらず、地上から
その内容を確認することができない為、地中構造物の健
全性を評価する方法が求められている。2. Description of the Related Art Underground structures using concrete or cement milk, such as ready-made piles and cast-in-place piles, are important structures that support structures on the ground, but their contents are checked from the ground. Because of this, there is a need for a method to assess the integrity of underground structures.
【０００３】また、近年における基礎杭構造の高支持力
化に伴い、杭穴拡底部での根固め液の役割や、杭周固定
液の役割が増しているなかで、これらを正確に評価する
ことが求められていた。[0003] In addition, with the recent increase in the bearing capacity of the foundation pile structure, the role of the root consolidation liquid at the bottom of the pile hole and the role of the perimeter fixing liquid are increasing, and these are accurately evaluated. Was required.
【０００４】従来、地盤を掘削して地中コンクリート構
造物の頭部を露出させて、その頭部を打撃して得られる
反射波形から測定する方法が知られていた。この方法で
は、簡便であるが、地中コンクリート構造物の深度が大
きい場合などでは正確な測定ができない問題があった。Conventionally, there has been known a method of excavating the ground to expose the head of an underground concrete structure, and measuring the reflection waveform obtained by hitting the head. Although this method is simple, there is a problem that accurate measurement cannot be performed when the depth of the underground concrete structure is large.
【０００５】また、杭穴内で固化した根固め液や杭周固
定液の健全性を評価する際には、未だ固まる前に、杭穴
内からサンプルを採取し、地上で固化させて供試体を作
り、圧縮強度試験などを行っていた。しかし、杭穴内で
固化した根固め液等を、固化後に基準通りの杭穴径や大
きさに構築されているか否かの調査はなされていなかっ
た。通常は、上記の固化前のサンプル検査と杭穴の掘削
データを元に判断されていた。[0005] When evaluating the soundness of the root compaction liquid or pile fixation liquid solidified in the pile hole, a sample is taken from the pile hole before solidification, and solidified on the ground to produce a specimen. And compression strength tests. However, no investigation has been made as to whether the root consolidation liquid or the like solidified in the pile hole has been constructed to the standard pile hole diameter and size after solidification. Usually, the judgment was made based on the above-mentioned sample inspection before solidification and the drilling data of the pile hole.
【０００６】一般的な地中コンクリート構造物の健全性
評価方法として、「場所打ちコンクリート杭など地中コ
ンクリート構造物の健全性評価方法及びその装置」（特
開平１１−１３３００４）が提案されている。As a general method of evaluating the soundness of an underground concrete structure, "Method of evaluating soundness of an underground concrete structure such as cast-in-place concrete pile and its apparatus" (Japanese Patent Application Laid-Open No. H11-133004) has been proposed. .
【０００７】また、他の方法として、地盤改良の分野で
は、Ｓ波を用いて地盤改良体の断面形状を測定する方法
も提案されている。As another method, in the field of ground improvement, there has been proposed a method of measuring a sectional shape of a ground improvement body using S waves.
【０００８】[0008]
【発明が解決しようとする課題】前記従来技術の内、前
者の場合には、超音波を利用したものであり、発振セン
サー装置と受振センサー装置とを用意し、地中構造物に
夫々のセンサー装置の挿入孔を設け、発振センサーから
発振した超音波を発振センサー下部の反射体に反射さ
せ、その反射波を受振センサーに伝搬させて測定するも
のである。Among the above prior arts, in the former case, the ultrasonic wave is utilized, and an oscillation sensor device and a vibration sensor device are prepared, and each sensor is provided on the underground structure. An insertion hole of the device is provided, the ultrasonic wave oscillated from the oscillation sensor is reflected by a reflector below the oscillation sensor, and the reflected wave is propagated to the vibration sensor for measurement.
【０００９】この方法では、発振センサー用、受振セン
サー用の２つの挿入孔が必須であり、作業が煩雑にな
り、また杭径が比較的大きな場所打ち杭では利用できる
が、比較的小径の既製杭では利用することが困難であっ
た。また、この方法では、両挿入孔間の欠陥箇所の有無
は測定できるが、施工された杭穴径の測定はできなかっ
た。In this method, two insertion holes for an oscillation sensor and a vibration sensor are required, which makes the operation complicated and can be used for a cast-in-place pile having a relatively large pile diameter. It was difficult to use with piles. Further, according to this method, the presence or absence of a defective portion between the two insertion holes can be measured, but the diameter of the constructed pile hole cannot be measured.
【００１０】また、後者の技術では、この弾性波を利用
した測定方法では、弾性波が固化した地盤改良体（コン
クリート系）内を伝搬する弾性波の速度を推定しなけれ
ばならないが、この方法では、多点での受振記録から到
達した反射波の位相差によって伝搬速度を推定してい
る。この方法では、各受振点で受振された振動の位相差
が小さい場合には、弾性波速度の推定が困難となる問題
点があった。In the latter technique, in the measuring method using the elastic wave, it is necessary to estimate the velocity of the elastic wave propagating in the ground improvement body (concrete) in which the elastic wave is solidified. In, the propagation velocity is estimated based on the phase difference of the reflected waves that have arrived from the received recording at multiple points. This method has a problem that it is difficult to estimate the velocity of the elastic wave when the phase difference between the vibrations received at each vibration receiving point is small.
【００１１】また、後者の地盤改良の場合、ソイルセメ
ントが低品質であり、Ｓ波の伝搬速度３００ｍ／ｓ以上
であり、改良の対象となる軟弱地盤でのＳ波の伝搬速度
（１５０ｍ／ｓ程度）と比べて高いため、Ｓ波でも地盤
との境界から有効な反射波が得られる。しかし、基礎杭
構造に使用される高品質のソイルセメントでは、Ｓ波を
使用した場合、伝搬速度との差からＰ波が最初に到達す
るため、Ｓ波の反射波の初動の到達は、Ｐ波の後続波と
合成される。従って、Ｓ波の反射波の正確な到達時間を
検出するのが困難になる。In the latter case of soil improvement, the soil cement is of low quality, the propagation speed of the S wave is 300 m / s or more, and the propagation speed of the S wave on the soft ground to be improved (150 m / s). ), An effective reflected wave can be obtained even from the S wave from the boundary with the ground. However, in the high quality soil cement used for the foundation pile structure, when the S wave is used, the P wave arrives first due to the difference from the propagation speed, so that the initial movement of the reflected wave of the S wave is P It is combined with the wave following the wave. Therefore, it is difficult to accurately detect the arrival time of the reflected wave of the S wave.
【００１２】また、逆に、軟弱地盤の地盤改良にＰ波を
使用した場合には、軟弱地盤のＰ波の伝搬速度（地盤が
飽和していれば１５００ｍ／ｓ）と比べて、低品質のソ
イルセメント内でのＰ波の伝搬速度（１２００〜１６０
０ｍ／ｓ程度）と比べて差がない為、有効な反射波が得
られない。On the other hand, when the P-wave is used for soil improvement of the soft ground, the P-wave propagation speed of the soft ground (1500 m / s if the ground is saturated) is lower in quality. Propagation speed of P wave in soil cement (1200 to 160
(Approximately 0 m / s), an effective reflected wave cannot be obtained.
【００１３】尚、前記における地盤改良等の低品質なソ
イルセメントとは、各地層において、圧縮強度が異なる
ため、深度方向に均質な強度が発揮できないようなソイ
ルセメントをいう。例えば、 粘土： １０ｋｇ／ｃｍ2 以下 シルト：２０〜４０ｋｇ／ｃｍ2 砂： ４０ｋｇ／ｃｍ2 前後 ローム：１０〜２０ｋｇ／ｃｍ2 等のように異なる。また、異なる地層が重なる箇所につ
いては、更に均質なソイルセメントになりにくい。[0013] The above-mentioned low-quality soil cement such as ground improvement refers to a soil cement that cannot exhibit uniform strength in the depth direction because the compressive strength is different in each layer. For example, Clay: 10 kg / cm 2 or less silt: 20~40kg / cm 2 sand: 40 kg / cm 2 before and after Rohm: different as such 10-20 kg / cm 2. In addition, it is difficult to obtain a more uniform soil cement at a portion where different strata overlap.
【００１４】また、前記における基礎杭構造に使用する
高品質なソイルセメントとは、根固め部と杭周部での圧
縮強度は異なるが、夫々の深度方向全域での圧縮強度は
一定の値であり、均質なソイルセメントが形成されてい
るソイルセメントをいう。例えば、根固め部にソイルセ
メントの圧縮強度が約３００ｋｇ／ｃｍ2 となるように
配合されたセメントミルクを注入したならば、根固め部
全域において、圧縮強度ほぼ３００ｋｇ／ｃｍ2 のソイ
ルセメントが形成される。また、杭周部にソイルセメン
トの圧縮強度が約３０ｋｇ／ｃｍ2 となるように配合さ
れたセメントミルクを注入したならば、杭周部全域にお
いて圧縮強度がほぼ３０ｋｇ／ｃｍ2 のソイルセメント
が形成される。Further, the high-strength soil cement used for the foundation pile structure described above has different compressive strengths at the root consolidation portion and at the periphery of the pile, but has a constant compressive strength over the entire region in the depth direction. Yes, refers to soil cement in which a homogeneous soil cement is formed. For example, if the compressive strength of soil cement in the root hardened portion is injected formulated cement milk to be about 300 kg / cm 2, in roots consolidated-wide and soil cement compressive strength approximately 300 kg / cm 2 is formed Is done. Also, if the compressive strength of soil cement in pile peripheral portion is injected formulated cement milk to be about 30kg / cm 2, is approximately 30kg / cm 2 of soil cement compressive strength at pile periphery whole form Is done.
【００１５】よって、前記における低品質なソイルセメ
ントと高品質なソイルセメントとの違いは、均質なソイ
ルセメントが形成されているか否かという相違である。Therefore, the difference between the low-quality soil cement and the high-quality soil cement in the above is whether or not a homogeneous soil cement is formed.
【００１６】[0016]
【課題を解決するための手段】然るにこの発明では、測
定穴壁に垂直に、測定位置で予め得られた伝搬速度既知
の弾性波を発受振して測定対象物までの距離を測定する
ので、前記問題点を解決した。According to the present invention, however, the distance to the object to be measured is measured by transmitting and receiving an elastic wave having a known propagation velocity previously obtained at the measurement position and perpendicular to the wall of the measurement hole. The above problem has been solved.
【００１７】即ち、方法の発明は、コンクリート系地中
構造物からなる測定対象を測定する方法であって、地上
から測定対象物の測定位置深さまで、測定穴を穿設し、
該測定穴内の所定高さで、測定穴壁に垂直に、一方向に
伝搬速度既知の弾性波を発振し、測定対象からの反射波
を測定穴内で受振して、測定対象までの距離及び測定対
象の品質状態を測定することを特徴とした地中構造物の
断面測定方法である。That is, the invention of the method is a method for measuring a measuring object composed of a concrete-based underground structure, wherein a measuring hole is drilled from the ground to a measuring position depth of the measuring object.
At a predetermined height in the measurement hole, an elastic wave having a known propagation velocity is oscillated in one direction, perpendicular to the measurement hole wall, a reflected wave from the measurement object is received in the measurement hole, and the distance to the measurement object and measurement. This is a method for measuring the cross section of an underground structure, characterized by measuring a quality state of an object.
【００１８】また、杭穴内に、中空部を有する既製杭を
設置し、該既製杭の周面、底部及び中空部内にセメント
固化物層を形成する基礎杭構造において、前記中空部の
寸法内に測定位置深さまで、測定穴を穿設し、該測定穴
内の所定高さで、測定穴壁に垂直に、一方向に伝搬速度
既知の弾性波を発振し、測定対象からの反射波を測定穴
内で受振して、判定対象までの距離及び測定対象の品質
状態を測定することを特徴とした地中構造物の断面測定
方法である。Further, in a foundation pile structure in which a ready-made pile having a hollow portion is installed in a pile hole and a cement solidified layer is formed on a peripheral surface, a bottom portion, and a hollow portion of the ready-made pile, A measurement hole is drilled to the depth of the measurement position, an elastic wave having a known propagation velocity is oscillated in one direction perpendicular to the measurement hole wall at a predetermined height in the measurement hole, and a reflected wave from the measurement object is measured in the measurement hole. And measuring the distance to the object to be determined and the quality state of the object to be measured.
【００１９】また、同一高さにおいて、所定角度毎に複
数の方向において、弾性波を発振して、測定対象までの
距離及び測定対象の品質状態を測定することを特徴とし
た地中構造物の断面測定方法である。また、測定穴内
で、発振子から発振された弾性波を直達波受振子で受振
して、到達までに要した時間と、前記発振子と直達波受
振子との距離とから測定対象物内を伝わる弾性波の伝搬
速度を測定することを特徴とした地中構造物の断面測定
方法である。また、弾性波としてＰ波、Ｓ波を使用し、
Ｐ波によって測定対象までの距離を測定すると共に、Ｐ
波及び／又はＳ波によって測定対象の品質を測定するこ
とを特徴とした地中構造物の断面測定方法である。ま
た、Ｐ波の伝搬速度３５００〜４５００ｍ／ｓを用い
て、測定対象までの距離及び測定対象の品質状態を測定
することを特徴とした地中構造物の断面測定方法であ
る。An underground structure characterized by oscillating elastic waves in a plurality of directions at predetermined angles at the same height to measure a distance to a measurement object and a quality state of the measurement object. This is a cross-section measurement method. Further, in the measurement hole, the elastic wave oscillated from the oscillator is received by the direct wave receiver, and the time required for arrival and the distance between the oscillator and the direct wave receiver determine the inside of the measurement object. This is a method for measuring the cross section of an underground structure, characterized by measuring the propagation speed of a transmitted elastic wave. In addition, P waves and S waves are used as elastic waves,
The distance to the object to be measured is measured by the P wave,
This is a method for measuring the cross section of an underground structure, characterized by measuring the quality of a measurement target by using waves and / or S waves. A cross-section measuring method of an underground structure characterized by measuring a distance to a measuring object and a quality state of the measuring object using a P-wave propagation velocity of 3500 to 4500 m / s.
【００２０】また、装置の発明は、測定穴の軸方向に配
置される基軸の長さ方向一側に、該基軸を測定穴の中央
に保持する為の固定ガイドを設け、前記基軸の長さ方向
他側に、放射状に出没できる弾性波の送受振子を備えた
センサーユニットを設けたことを特徴とする断面測定装
置である。Further, the invention of the apparatus is characterized in that a fixing guide for holding the base shaft at the center of the measurement hole is provided on one side in the length direction of the base shaft arranged in the axial direction of the measurement hole, A cross-section measuring device, characterized in that a sensor unit having an elastic wave transmitting / receiving element that can radially appear and disappear is provided on the other side in the direction.
【００２１】また、センサーユニットは、弾性波の発振
子、受振子及び直達波受振子とを適宜順序で基軸方向に
並列して構成する断面測定装置である。また、センサー
ユニットは、Ｐ波受振子、Ｐ波発振子、Ｓ波発振子、Ｐ
直達波受振子、Ｓ波受振子を、基軸方向に順に並べて配
置したことを特徴とする断面測定装置である。また、セ
ンサーユニットは、ユニット全体を上下に移動させる操
作を変換して、ユニット全体を基軸に平行に移動させ
て、放射状に出没させる断面測定装置である。また、固
定ガイドは、放射状に出没して測定穴壁に押圧して当接
できる当接板を設け、該当接板を操作するエアーシリン
ダーを設けたことを特徴とする断面測定装置である。The sensor unit is a cross-section measuring device in which an elastic wave oscillator, a transducer, and a direct wave transducer are arranged in parallel in the base axis direction in an appropriate order. The sensor unit includes a P-wave receiver, a P-wave oscillator, an S-wave oscillator,
A cross-sectional measurement device characterized in that a direct wave receiver and an S wave receiver are arranged side by side in the base axis direction. The sensor unit is a cross-section measuring device that converts the operation of moving the entire unit up and down, moves the entire unit in parallel with the base axis, and makes the unit protrude and retract radially. Further, the fixed guide is a cross-sectional measuring apparatus characterized in that a contact plate is provided which can radially protrude and come into contact with the measurement hole wall by pressing, and an air cylinder for operating the contact plate is provided.
【００２２】前記におけるセメント固化物層は、主にソ
イルセメント層であるが、セメントミルクなど通常の杭
穴内の充填物として使用される各種セメント固化物から
なる層を含む。The cement solidified layer in the above is mainly a soil cement layer, but includes a layer composed of various cement solidified materials such as cement milk used as a filler in a usual pile hole.
【００２３】[0023]
【発明の実施の形態】拡底部３８を有する杭穴３６内
に、ソイルセメントを充填して、中空部を有する既製杭
３９を埋設して、基礎杭構造３５を構築してある（図２
（ａ）、図３）。基礎杭構造３５に用いる高品質なソイ
ルセメントの場合、Ｐ波の伝搬速度が速い（４０００ｍ
／ｓ前後）ので、周辺地盤でのＰ波の伝搬速度（１７０
０〜２０００ｍ／ｓ程度）との速度差があるため、杭穴
壁との境界から有効な反射波が得られる。BEST MODE FOR CARRYING OUT THE INVENTION In a pile hole 36 having an enlarged bottom portion 38, soil cement is filled, and a ready-made pile 39 having a hollow portion is buried to construct a foundation pile structure 35 (FIG. 2).
(A), FIG. 3). In the case of high quality soil cement used for the foundation pile structure 35, the propagation speed of the P wave is high (4000 m).
/ S), the propagation speed of the P wave in the surrounding ground (170
(About 0 to 2000 m / s), an effective reflected wave can be obtained from the boundary with the pile hole wall.
【００２４】基礎杭構造３５の中心軸に沿って（既製杭
３９の中空部に埋設されたソイルセメント層内）、測定
穴４２を穿設し、孔壁４３に垂直にＰ波発振子２４を密
着し、放射状にＰ波を発振する。発振されたＰ波は固化
したソイルセメント４０内を略水平方向及び孔壁４３沿
った方向（矢示４６方向）に伝搬する。孔壁４３に沿っ
て伝搬したＰ波を、孔壁４３に当接したＰ直達波受振子
２６で受振する（図６（ａ））。直達波の到達時間から
測定位置でのＰ波の伝搬速度Ｖp を測定できる。A measurement hole 42 is drilled along the central axis of the foundation pile structure 35 (in the soil cement layer embedded in the hollow portion of the ready-made pile 39), and the P-wave oscillator 24 is vertically mounted on the hole wall 43. It adheres closely and oscillates P-waves radially. The oscillated P wave propagates in the solidified soil cement 40 in a substantially horizontal direction and a direction along the hole wall 43 (the direction indicated by the arrow 46). The P wave propagated along the hole wall 43 is received by the P direct wave receiver 26 abutting on the hole wall 43 (FIG. 6A). The propagation velocity V p of the P wave at the measurement position from the time of arrival of the direct wave can be measured.
【００２５】また、水平方向に伝搬して、固化したソイ
ルセメント層の最外端（地盤とソイルセメント４１との
境界）４５からの反射波をＰ波受振子２３で受振して、
受振までの時間と、受振波形を計測する。Ｐ波到達時間
と、Ｐ波の伝搬速度Ｖp とから孔壁４３からソイルセメ
ント層の最外端４５までの距離Ｌを求め、杭穴３６の拡
底部３８の径Ｄ（固化したソイルセメント層の最外端４
５の位置）を測定できる（図７）。Further, the reflected wave from the outermost end (boundary between the ground and the soil cement 41) 45 of the soil cement layer which propagates in the horizontal direction and is solidified is received by the P wave
Measure the time until receiving and the received waveform. And P-wave arrival time, obtains a distance L from the propagation velocity V p of the P-wave from the bore wall 43 to the outermost edge 45 of the soil cement layer, the diameter D (solidified soil cement layer of拡底portion 38 of Kuiana 36 Outermost end 4
5 position) (FIG. 7).
【００２６】上記作業を、例えば、所定角度毎、１周測
定することにより、固化したソイルセメント層の断面を
測定できる。また、受振波形を処理することにより、ソ
イルセメント層の断面の欠損や異物の混入、所定の強度
に満たないソイルセメントの部分などが確認できる（図
９）。The above operation is measured, for example, once at a predetermined angle, so that the cross section of the solidified soil cement layer can be measured. In addition, by processing the received waveform, it is possible to confirm a defect in the cross section of the soil cement layer, mixing of foreign matter, a portion of the soil cement less than a predetermined strength, and the like (FIG. 9).
【００２７】[0027]
【実施例１】図１〜３に基づきこの発明の装置の実施例
を説明する。Embodiment 1 An embodiment of the apparatus of the present invention will be described with reference to FIGS.
【００２８】上基軸２と下基軸３とを同軸で上下に軸周
りに回転可能に連結して基軸１を構成する。An upper base shaft 2 and a lower base shaft 3 are coaxially connected to each other so as to be rotatable up and down around the axis to form a base shaft 1.
【００２９】前記上基軸２の上端部に、固定ガイド５を
取付け、該固定ガイド５の下方に第一ケース１０を取付
ける。前記固定ガイド５は、測定穴壁に当接できる当接
板６、６を、基軸１に並列してかつ直径対象な位置に配
置し、該当接板６の上部と上基軸２とを連結杆７、７で
ピン連結してある。また、前記当接板６の下部は、上基
軸２に嵌装したエアーシリンダー９の上部（先端部）に
連結杆７ａ、７ａでピン連結してある。前記エアーシリ
ンダー９の下部（基端部）は、前記第一ケース１０内に
取り付けられて、エアーホース８を介して地上から送ら
れるエアーにより、エアーシリンダー９は上基軸２に沿
って摺動できる（図１０）。A fixed guide 5 is attached to the upper end of the upper base shaft 2, and a first case 10 is attached below the fixed guide 5. The fixed guide 5 has contact plates 6, 6, which can contact the measurement hole wall, arranged in parallel with the base shaft 1 and at positions symmetrical in diameter, and connects an upper portion of the contact plate 6 and the upper base shaft 2 to a connecting rod. Pins are connected at 7,7. The lower part of the contact plate 6 is connected to the upper part (tip part) of the air cylinder 9 fitted to the upper base shaft 2 by connecting rods 7a, 7a. The lower part (base end) of the air cylinder 9 is mounted in the first case 10, and the air cylinder 9 can slide along the upper base shaft 2 by air sent from the ground via the air hose 8. (FIG. 10).
【００３０】前記エアーシリンダー９が上基軸２に対し
て下方位置にある時には、前記連結杆７、７ａは斜め又
は上基軸２に沿って位置し、当接板６、６は上基軸２に
最も近付く（図１０（ａ））。前記エアーシリンダー９
が上基軸２に対して最も上方位置にある際には、連結杆
７、７ａは当接板６及び上基軸２と略直角になり、当接
板６は放射状に突出する（図１０（ｂ））。When the air cylinder 9 is at a lower position with respect to the upper base shaft 2, the connecting rods 7, 7a are positioned obliquely or along the upper base shaft 2, and the contact plates 6, 6 are most proximate to the upper base shaft 2. Approaching (FIG. 10A). The air cylinder 9
Is located at the uppermost position with respect to the upper base shaft 2, the connecting rods 7 and 7a are substantially perpendicular to the contact plate 6 and the upper base shaft 2, and the contact plate 6 protrudes radially (FIG. 10B )).
【００３１】また、第一ケース１０内のモーター（図示
していない）により、下基軸３を上基軸２に対して回動
できるようになっている。The lower base shaft 3 can be rotated with respect to the upper base shaft 2 by a motor (not shown) in the first case 10.
【００３２】前記下基軸（第一ケース１０の下方）３に
断面略コ字状の取付枠１２を固定し、該取付枠１２内に
センサーユニット２０が取り付けられている。A mounting frame 12 having a substantially U-shaped cross section is fixed to the lower base shaft (below the first case 10) 3, and a sensor unit 20 is mounted in the mounting frame 12.
【００３３】前記センサーユニット２０は、基軸１に沿
った（縦方向の）取付基板２１に、上からＰ波受振子２
３、Ｐ波発振子２４、Ｓ波発振子２５、下方に所定距離
２９を空けて、Ｐ直達波受振子２６、Ｓ波受振子２７
が、縦に並列して取り付けられている。各発受振子２３
〜２７の先端（測定穴壁接触位置）２３ａ〜２７ａが縦
方向同一に形成されている。前記取付板２１の側面に、
各発受振子２３〜２７の位置（高さ）に、放射状でかつ
各発受振子２３〜２７と直角に、操作突起２２、２２が
夫々固定されている。The sensor unit 20 is mounted on a (vertical) mounting substrate 21 along the base axis 1 from above with a P-wave transducer 2.
3, a P-wave oscillator 24, an S-wave oscillator 25, a predetermined distance 29 below the P-wave oscillator 26, an S-wave oscillator 27
However, they are attached vertically in parallel. Each pendulum 23
The tips (measurement hole wall contact positions) 23a to 27a are formed in the same longitudinal direction. On the side surface of the mounting plate 21,
Operation projections 22, 22 are fixed radially and at right angles to the respective oscillators 23 to 27 at the positions (heights) of the oscillators 23 to 27, respectively.
【００３４】前記取付枠１２は、背面板１３の両縁に側
面板１４、１４が連接された断面略コ字状で、正面側に
開口して、各発受振子２３〜２７が突出している。側面
板１４、１４の操作長孔１５、１５に、前記取付基板２
１の操作突起２２が挿入され、以上のようにして、取付
枠１２にセンサーユニット２０が取り付けられ、センサ
ーユニット２０の各発受振子２３〜２７は取付枠１２の
正面側の開口に位置している。前記操作長孔１５は、操
作枠の背面板１３側から正面側にかけて下降するように
傾斜して形成され、背面端１６が最も高く、正面端１７
が最も低形成されている。従って、センサーユニット
（取付基板）２０が取付枠１２に対して相対的に上位置
にあれば、センサーユニット２０は下基軸３側に引き込
んだ位置にあり、逆に下位置にあれば、センサーユニッ
ト２０は下基軸３から放射状に突出した位置となる。The mounting frame 12 has a substantially U-shaped cross section in which side plates 14 and 14 are connected to both edges of a back plate 13 and is open to the front side, and each of the transducers 23 to 27 protrudes. . The operation board 2 is inserted into the operation slots 15 of the side plates 14.
The first operation projection 22 is inserted, and the sensor unit 20 is attached to the attachment frame 12 as described above. Each of the transducers 23 to 27 of the sensor unit 20 is located at the opening on the front side of the attachment frame 12. I have. The operation slot 15 is formed to be inclined so as to descend from the rear plate 13 side to the front side of the operation frame, the rear end 16 is the highest, and the front end 17 is formed.
Is the lowest formed. Therefore, if the sensor unit (mounting board) 20 is located relatively above the mounting frame 12, the sensor unit 20 is at a position retracted toward the lower base shaft 3; Reference numeral 20 denotes a position radially protruding from the lower base shaft 3.
【００３５】前記下基軸３の取付枠１２の下方に、第二
ケース３０が固定され、前記取付基板２１の下端部は該
第二ケース３０内に収容され、第二ケース３０内のモー
ター（図示していない）により、下基軸３（または第二
ケース３０、取付枠１２）に対して前記取付基板２１を
上昇又は下降できるように取り付けられている。A second case 30 is fixed below the mounting frame 12 of the lower base shaft 3, and a lower end of the mounting board 21 is accommodated in the second case 30, and a motor (see FIG. (Not shown), the mounting substrate 21 is mounted on the lower base shaft 3 (or the second case 30, the mounting frame 12) so as to be able to ascend or descend.
【００３６】以上のようにして、測定装置３２を構成す
る。図中３３は、各発受振子２３〜２７、モーター等の
電源や信号ケーブルを束ねてこれを保護したケーブル
で、測定深さに応じた長さに形成されている。The measuring device 32 is configured as described above. In the figure, reference numeral 33 denotes a cable that bundles and protects power supply and signal cables of the respective transducers 23 to 27, a motor and the like, and has a length corresponding to a measurement depth.
【００３７】前記実施例において、固定ガイド５の当接
板６、６は、エアーにより開閉させたが、窒素ガスその
他の気体を使用することもできる。また、エアーシリン
ダー９で作動させたので、測定穴壁に多少の乱れが生じ
ても、確実に当接板６を測定穴壁に押圧できるが、エア
ーシリンダに代えて、油圧シリンダー、モーター等によ
り開閉することもできる。In the above-described embodiment, the contact plates 6, 6 of the fixed guide 5 are opened and closed by air, but nitrogen gas or other gases may be used. In addition, since it is operated by the air cylinder 9, even if the measurement hole wall is slightly disturbed, the contact plate 6 can be surely pressed against the measurement hole wall. However, instead of the air cylinder, a hydraulic cylinder, a motor, or the like is used. Can be opened and closed.
【００３８】また、固定ガイド５の構造は、当接板６と
連結杆５、５により構成したが、基軸１を測定穴４２の
中央に容易に固定でき、また固定を容易に解除できる構
造であれば、他の構成とすることもできる（図示してい
ない）。The structure of the fixed guide 5 is constituted by the contact plate 6 and the connecting rods 5 and 5. However, the base shaft 1 can be easily fixed to the center of the measurement hole 42, and the fixing can be easily released. If so, another configuration may be used (not shown).
【００３９】また、前記実施例において、センサーユニ
ット２０の取付基板２１の昇降は、第二ケース３０内の
モーターにより作動させたが、エアーシリンダーや油圧
シリンダー等により作動させることもできる。In the above-described embodiment, the mounting substrate 21 of the sensor unit 20 is moved up and down by the motor in the second case 30, but it can be operated by an air cylinder or a hydraulic cylinder.
【００４０】また、前記実施例において、測定装置３２
全体、特にセンサーユニット２０部分については、取扱
い時における損傷防止及び防水加工を施した構成とする
ことが望ましい。In the above embodiment, the measuring device 32
It is desirable that the whole, especially the sensor unit 20 be configured to have been subjected to damage prevention and waterproofing during handling.
【００４１】また、前記実施例において、センサーユニ
ット２０は上からＰ波受振子２３、Ｐ波発振子２４、Ｓ
波発振子２５、Ｐ直達波受振子２６、Ｓ波受振子２７を
順位に設けが、上下を逆順に配置することもできる。ま
た、この順で配置したたので、各発受振子が干渉するこ
となく良好な測定ができるが、適宜の間隔を確保できれ
ば、他の順序に位置することもできる（図示していな
い）。In the above embodiment, the sensor unit 20 includes the P-wave oscillator 23, the P-wave oscillator 24,
The wave oscillator 25, the P direct wave receiver 26, and the S wave receiver 27 are provided in order, but they may be arranged in the reverse order. In addition, since they are arranged in this order, good measurement can be performed without interference between the transducers. However, if an appropriate interval can be secured, they can be positioned in another order (not shown).
【００４２】また、Ｐ波のみで測定する場合には、Ｓ波
発振子２５、Ｓ波受振子２７は省略することもできる。
また、伝搬速度を地上で測定する場合には、Ｐ直達波受
振子２６は省略することもできる（いずれも図示してい
ない）。When the measurement is performed using only the P wave, the S wave oscillator 25 and the S wave receiver 27 can be omitted.
When measuring the propagation velocity on the ground, the P direct wave receiver 26 may be omitted (neither is shown).
【００４３】[0043]
【実施例２】次に、前記測定装置３２の使用、即ちこの
発明の方法の実施例を説明する。Embodiment 2 Next, the use of the measuring device 32, that is, an embodiment of the method of the present invention will be described.
【００４４】（１）ます、測定対象の杭基礎構造３５に
ついて説明する。(1) First, the pile foundation structure 35 to be measured will be described.
【００４５】軸部３７及び拡底部３８を有する杭穴３６
を掘削して、拡底部３８及び軸部３７にセメントミルク
を注入して、掘削土と撹拌混合してソイルセメント状と
なし、ソイルセメントで満たされた杭穴３６内にコンク
リート系の既製杭３９を挿入して沈設する。既製杭３９
の外側と杭穴３６内にソイルセメント４１、既製杭３９
の中空部にもソイルセメント４０が充填されている。A pile hole 36 having a shaft portion 37 and an enlarged bottom portion 38
Is excavated, cement milk is poured into the expanded bottom portion 38 and the shaft portion 37, and is stirred and mixed with the excavated soil to form a soil cement, and a concrete-based ready-made pile 39 is inserted into a pile hole 36 filled with soil cement. Insert and sink. Ready-made pile 39
Soil cement 41 and ready-made pile 39
Is also filled with soil cement 40.
【００４６】既製杭３９とソイルセメント４０、４１と
が一体となり、ソイルセメント４０、４１が固化後に杭
穴３６内に基礎杭構造３５が構築される。本発明によ
り、この基礎杭構造３５の軸部３７及び拡底部３８の大
きさ（径）、品質を地上から測定する。The ready-made pile 39 and the soil cements 40 and 41 are integrated, and after the soil cements 40 and 41 are solidified, the foundation pile structure 35 is constructed in the pile hole 36. According to the present invention, the size (diameter) and quality of the shaft portion 37 and the expanded bottom portion 38 of the foundation pile structure 35 are measured from the ground.
【００４７】尚、ここで、杭穴充填物をソイルセメント
としたが、セメントミルク、コンクリート等の単独又は
組合せでも可能である。Although the pile hole filling material is soil cement here, cement milk, concrete or the like may be used alone or in combination.
【００４８】（２）前記基礎杭構造３５の中心軸に沿っ
て、コアボーリングすることにより、測定地点（拡底
部）まで測定穴４２を穿設する。現状の発受振子の大き
さによれば、測定穴４２は、直径８〜１０ｃｍ程度必要
である。(2) A core bore is formed along the central axis of the foundation pile structure 35 to form a measurement hole 42 up to a measurement point (an expanded bottom). According to the current size of the transducer, the measurement hole 42 needs to have a diameter of about 8 to 10 cm.
【００４９】（３）地上４４から測定穴４２内に、測定
装置３２を挿入し、測定位置（ここでは拡底部）に到達
したならば、測定装置３２内に、エアホース８を通じて
エアを送り、エアーシリンダー９を作動させ、固定ガイ
ド５の当接板６、６を測定穴４２の孔壁４３に押圧させ
て、測定装置３２を、測定穴４２内に固定する（図１０
（ｂ））。ここで、当接板６、６は、基軸１に対して直
径対称に配置されているので、測定装置３２の基軸１
（上基軸２、下基軸３）は測定穴４３の略中央位置に配
置される。(3) The measuring device 32 is inserted from the ground 44 into the measuring hole 42, and when it reaches the measuring position (here, the expanded bottom portion), air is sent into the measuring device 32 through the air hose 8, The cylinder 9 is actuated, and the contact plates 6, 6 of the fixed guide 5 are pressed against the hole wall 43 of the measurement hole 42, thereby fixing the measurement device 32 in the measurement hole 42 (FIG. 10).
(B)). Here, since the contact plates 6 and 6 are arranged diametrically symmetric with respect to the base shaft 1,
The (upper base shaft 2 and lower base shaft 3) are arranged at substantially the center of the measurement hole 43.
【００５０】測定装置３２のエアーホース８は、地上の
ボンベに接続され、ケーブル３３は、発振装置（アン
プ）に接続され、発振装置及びデータはパソコンで制御
・蓄積・処理される（図８）。The air hose 8 of the measuring device 32 is connected to a cylinder on the ground, the cable 33 is connected to an oscillating device (amplifier), and the oscillating device and data are controlled, stored and processed by a personal computer (FIG. 8). .
【００５１】（４）続いて、第二ケース３０内のモータ
ーを作動させ、取付基板２１を下降させる。取付基板２
１の下降により、操作突起２２は、取付枠１２の長孔１
５に沿って背面端１６から前面端１７に移動し、取付基
板２１は基軸１から放射状に突出し、各発受振子２３〜
２７は測定穴４２の孔壁４３に当接して密着する。(4) Subsequently, the motor in the second case 30 is operated to lower the mounting board 21. Mounting board 2
1 lowers the operation projection 22 so that the slot 1
5, the mounting board 21 radially protrudes from the base shaft 1 and moves from the rear end 16 to the front end 17.
Reference numeral 27 abuts against and is closely attached to the hole wall 43 of the measurement hole 42.
【００５２】（５）伝搬速度の測定 まず、Ｐ波発振子２４から、Ｐ波を測定穴４２の孔壁４
３に垂直に発振し、発振されたＰ波は固化したソイルセ
メント４０内を水平方向（一定の指向角で略円錐状に軸
方向に伝搬する成分）に伝搬すると共に、測定穴４２の
孔壁４３に沿った方向に伝搬する成分（孔壁４３面から
深さ２０ｃｍ程度以内）が伝搬する。孔壁４３に沿って
伝搬したＰ波のうち、孔壁４３の表面付近を矢示４６方
向に伝搬した成分が、直達波として下方に位置するＰ直
達波受振子２６で受振される（図６（ａ））。(5) Measurement of Propagation Speed First, a P-wave is applied from the P-wave oscillator 24 to the hole wall 4 of the measurement hole 42.
3 oscillates vertically, and the oscillated P-wave propagates in the solidified soil cement 40 in the horizontal direction (a component that propagates in a substantially conical axial direction at a constant directional angle), and the hole wall of the measurement hole 42. The component propagating in the direction along 43 (within a depth of about 20 cm from the hole wall 43 surface) propagates. Of the P waves that have propagated along the hole wall 43, the component that has propagated in the direction of the arrow 46 near the surface of the hole wall 43 is received as a direct wave by the P direct wave receiver 26 located below (FIG. 6). (A)).
【００５３】このＰ波発振子２４から発振されたパルス
２４Ａが、Ｐ直達波受振子２６に受振される（２６Ａ）
までの時間ｔ1 と（図６（ｂ））、予め設定されている
Ｐ波発振子２４とＰ直達波受振子２６との上下方向の距
離Ｈ1 とによって（図６（ａ））、下記の式により、Ｐ
波のソイルセメント４０、４１内の伝搬速度Ｖp を測定
できる。The pulse 24A oscillated from the P wave oscillator 24 is received by the P direct wave receiver 26 (26A).
Until the time t 1 and in (FIG. 6 (b)), by a vertical distance H 1 between the P-wave oscillator 24 and P direct wave受振Ko 26 which is set in advance (FIG. 6 (a)), the following According to the equation, P
The propagation velocity V p of the soil cement 40 and 41 of the wave can be measured.
【００５４】Ｖp ＝Ｈ1 ／ｔ1 続いて、第一ケース１０内のモーターを作動させ、下基
軸３を所定角度（例えば３０°）回転させて、同様に、
伝搬速度Ｖp を測定する。以下同様に、３０°毎の伝搬
速度を測定するので、より正確に伝搬速度Ｖp を測定で
きる。また、このＰ波の伝搬速度Ｖp の測定は、更に所
定高さ毎に、複数箇所で測定して計算することもでき
る。V p = H 1 / t 1 Subsequently, the motor in the first case 10 is operated to rotate the lower base shaft 3 by a predetermined angle (for example, 30 °).
The propagation speed Vp is measured. Similarly, since measuring the propagation velocity of each 30 °, it can be measured more accurately the propagation velocity V p. The measurement of the propagation velocity V p of the P-wave can also be computed more for each predetermined height, measured at a plurality of locations.
【００５５】また、このＰ波の伝搬速度Ｖp の測定は、
複数箇所（回転方向、高さ方向）で測定することが望ま
しいが、少なくとも１ヶ所で測定できれば可能である。The measurement of the propagation velocity V p of the P-wave is as follows.
It is desirable to measure at a plurality of points (rotational direction, height direction), but it is possible if at least one point can be measured.
【００５６】（６）杭基礎構造３５の径・健全化の測定 (a) 前記のように、Ｐ波発振子２４から、発振されたＰ
波が水平方向に伝搬して、固化したソイルセメント層の
最外端（杭穴３６の穴壁とソイルセメント４１との境
界）４５より跳ね返る反射波をＰ波受振子２３で受振し
て、受振までの時間ｔ3 と、受振波形を計測する。(6) Measurement of Diameter and Soundness of Pile Foundation 35 (a) As described above, P oscillated from P-wave oscillator 24
The P wave receiver 23 receives the reflected wave which propagates in the horizontal direction and rebounds from the outermost end (boundary between the hole wall of the pile hole 36 and the soil cement 41) 45 of the solidified soil cement layer. The time t 3 up to and the received waveform are measured.
【００５７】このＰ波到達時間ｔ3 と、Ｐ波の伝搬速度
Ｖp とにより、下記の式、 Ｌ＝Ｖp ・ｔ3 ／２ により、測定穴壁４３から固化したソイルセメント層の
最外端４５までの距離Ｌを求めることができる。尚、こ
こで、距離Ｌについて、必要ならば、Ｐ波発振子２４と
Ｐ波受振子との距離（高さ）Ｈ3 を補正する。[0057] this P-wave arrival time t 3, by the propagation velocity V p of the P-wave, the outermost of the following formula, by L = V p · t 3/ 2, soil cement layer solidified from the measurement hole walls 43 The distance L to the end 45 can be obtained. Here, the distance L, if necessary, the distance between the P-wave oscillator 24 and P Nami受pendulum (height) for correcting the H 3.
【００５８】測定した距離Ｌと測定穴４２の口径ｄか
ら、固化したソイルセメント層の半径距離ｒを求めるこ
とができる（図７）。この半径距離ｒから拡底部３８の
径Ｄ（固化したソイルセメント層の最外端４５の位置）
を測定できる。From the measured distance L and the diameter d of the measurement hole 42, the radial distance r of the solidified soil cement layer can be obtained (FIG. 7). From the radius distance r, the diameter D of the expanded portion 38 (the position of the outermost end 45 of the solidified soil cement layer)
Can be measured.
【００５９】(b) 上記作業を、例えば、１５°づつ１周
（３６０°）測定することにより、固化したソイルセメ
ント層の断面を測定できる。また、拡底部３８内の所定
高さ毎（例えば、５０ｃｍ毎）に測定すれば、拡底部３
８の全体が基準通りの大きさでソイルセメント４１層が
構築されているか否かを検証できる。尚、センサーユニ
ット２０の回動は、前記伝搬速度の計測と同様に、第一
ケース１０内のモーターにより下基軸３を回動させるこ
とにより行う。また、測定高さの切替は、エアーホース
８からのエアーの切替により、固定ガイド５の当接板６
の固定を解除し、測定装置３２を地上４４から引き上げ
又は降ろして行う。(B) The cross section of the solidified soil cement layer can be measured by measuring the above operation, for example, one revolution (360 °) in 15 ° increments. In addition, if the measurement is performed at every predetermined height (for example, every 50 cm) in the widened portion 38, the widened portion 3 is measured.
It is possible to verify whether 41 of the soil cement is constructed with the entire size of 8 as the standard. The rotation of the sensor unit 20 is performed by rotating the lower base shaft 3 by the motor in the first case 10 in the same manner as the measurement of the propagation speed. The measurement height is switched by switching the air from the air hose 8 to the contact plate 6 of the fixed guide 5.
Is released, and the measurement device 32 is lifted or lowered from the ground 44 to perform the measurement.
【００６０】(c) 上記で測定されたデータは、スタック
処理、フィルター処理などによって、ノイズ成分（例え
ば、拡底部最外端４５ではなく、既製杭３９の外面で反
射してきたＰ波の反射波等）を低減して、コンピュータ
処理することにより、固化したソイルセメント層の横断
面図を作成する（図９（ａ））。ここで、反射波の初動
位置を結ぶことにより、拡底部３８の径Ｄ（固化したソ
イルセメント層の最外端４５の位置）を測定でき、この
横断面図により、断面形状を容易に目視で確認できる
（図９（ｂ））。ここでは、径Ｄは約８５ｃｍのほぼ円
形を保った健全な形状であることが確認できる。(C) The data measured as described above is subjected to a noise component (for example, a reflected wave of a P-wave reflected on the outer surface of the ready-made pile 39 instead of the outermost end 45 of the expanded bottom portion) by stacking processing, filtering processing, or the like. , Etc.) and computer processing to create a cross-sectional view of the solidified soil cement layer (FIG. 9 (a)). Here, by connecting the initial positions of the reflected waves, the diameter D of the expanded bottom portion 38 (the position of the outermost end 45 of the solidified soil cement layer) can be measured. It can be confirmed (FIG. 9B). Here, it can be confirmed that the diameter D is a healthy shape that maintains a substantially circular shape of about 85 cm.
【００６１】(d) また、(a) で測定したＰ波の受振波形
で、セメントミルク層内に空洞等が生じた場合には、波
形の乱れが生じるので、係る非健全部分を確認できる。(D) In addition, when a cavity or the like is generated in the cement milk layer in the received waveform of the P wave measured in (a), the waveform is disturbed, so that such an unhealthy portion can be confirmed.
【００６２】(e) また、前記(a) 〜(c) の測定・処理
を、Ｐ波の発受振と同時に又は所定時間をおいて、Ｓ波
発振子２５から発振した弾性波をＳ波受振子２７で受振
して、同様のデータ処理をすることもできる。この場合
には、Ｐ波の受振波形とＳ波の受振波形で、同様に非健
全部分を確認でき、Ｐ波単独の測定より測定精度を高め
ることができる。この場合、Ｓ波の伝搬速度又はＳ波と
Ｐ波との伝搬速度比は予め地上で測定しておく。(E) The measurement and processing of the above (a) to (c) are performed simultaneously with the transmission and reception of the P wave or at a predetermined time, by receiving the elastic wave oscillated from the S wave oscillator 25 into the S wave. The same data processing can also be performed by receiving a signal with the pendulum 27. In this case, an unhealthy portion can be similarly confirmed in the received waveform of the P wave and the received waveform of the S wave, and the measurement accuracy can be improved as compared with the measurement of the P wave alone. In this case, the propagation speed of the S wave or the propagation speed ratio between the S wave and the P wave is measured in advance on the ground.
【００６３】（７）測定が完了したならば、固定ガイド
５のエアーを抜き、エアーシリンダー９を下げて（図１
０（ａ））、測定穴４２から測定装置３２を引き上げ、
測定穴４２内にセメントミルクを注入して、埋める。こ
こで、測定穴４２は、杭基礎構造３５の中央部を穿設し
たので、杭基礎構造３５の強度低下に与える影響は極め
て低い。(7) When the measurement is completed, the air in the fixed guide 5 is released, and the air cylinder 9 is lowered (FIG. 1).
0 (a)), the measuring device 32 is pulled up from the measuring hole 42,
Inject and fill the cement milk into the measurement hole 42. Here, since the measurement hole 42 is formed at the center of the pile foundation structure 35, the influence on the strength reduction of the pile foundation structure 35 is extremely low.
【００６４】（８）他の実施例 また、前記実施例において、コンクリート製の既製杭を
埋設した基礎杭構造について説明したが、鋼管杭やいわ
ゆる場所打ち杭その他の杭基礎構造についても同様に適
用できる。また、基礎杭構造における場合に有効に測定
できるが、地盤改良工法における地盤改良柱などの地中
構造物にも適宜調節して同様に適用できる。(8) Other Embodiments In the above-described embodiment, a description has been given of a foundation pile structure in which a ready-made concrete pile is embedded. However, the present invention is similarly applied to steel pipe piles, so-called cast-in-place piles, and other pile foundation structures. it can. In addition, although it can be effectively measured in the case of a foundation pile structure, it can be similarly applied to underground structures such as soil improvement columns in a soil improvement method by appropriately adjusting the same.
【００６５】また、前記実施例において、弾性波の伝搬
速度は、施工場所の杭穴の測定位置において、実際のソ
イルセメント固化物内で測定するので、正確な基礎杭の
径が計算できるが、地上において、同一ソイルセメント
等から試験体を形成し、固化後に試験体を使用して伝搬
速度を測定することもできる。In the above embodiment, since the propagation speed of the elastic wave is measured in the actual solidified soil cement at the measurement position of the pile hole at the construction site, the diameter of the foundation pile can be calculated accurately. On the ground, a specimen may be formed from the same soil cement or the like, and after solidification, the propagation velocity may be measured using the specimen.
【００６６】また、前記実施例において、Ｐ波発振子２
４から軸方向（水平方向）と孔壁４３に沿った方向（直
達波）とを同時に発振したが、別々に発振して、Ｐ波受
振子２３、Ｐ直達波受振子２６で夫々受振することもで
きる。In the above embodiment, the P-wave oscillator 2
4, the axis direction (horizontal direction) and the direction along the hole wall 43 (direct wave) oscillated simultaneously, but oscillate separately and are received by the P wave receiver 23 and the P direct wave receiver 26, respectively. Can also.
【００６７】[0067]
【実施例３】前記実施例１、２に基づき、実際の測定を
行い、掘り起こした調査対象（基礎杭構造）の実測値と
比較する。Third Embodiment Based on the first and second embodiments, actual measurements are made and compared with the actually measured values of the excavated object (foundation pile structure).
【００６８】杭穴３６は、軸部３７の径５８ｃｍ、拡底
部３８の径８０ｃｍ（高さ２５０ｃｍ）で設定し、掘削
する。杭穴３６の拡底部３８内に根固め液、軸部３７内
に杭周固定液を充填し、拡底部３８内の所定深度に先端
部が位置するように、既製杭３９を沈設して、基礎杭構
造物３５を構築する（図３）。The pile hole 36 is set with a diameter of 58 cm of the shaft portion 37 and a diameter of 80 cm (height of 250 cm) of the expanded bottom portion 38, and is excavated. Filling the root-fixing liquid in the expanded bottom portion 38 of the pile hole 36 and the perimeter fixing liquid in the shaft portion 37, and submerging the ready-made pile 39 so that the tip is located at a predetermined depth in the expanded bottom portion 38. The foundation pile structure 35 is constructed (FIG. 3).
【００６９】既製杭３９は、上杭３９ａと下杭３９ｂと
からなる。下杭３９ｂは、軸部外径４０ｃｍ、突起部外
径５５ｃｍ、中空部径２７ｃｍの突起付杭で形成されて
いる。上杭３９ａは、軸部外経４０ｃｍ、中空部径２７
ｃｍの円筒杭で形成されている（図２（ａ））。The ready-made pile 39 comprises an upper pile 39a and a lower pile 39b. The lower pile 39b is formed of a pile with projections having a shaft outer diameter of 40 cm, a protrusion outer diameter of 55 cm, and a hollow part diameter of 27 cm. The upper pile 39a has a shaft outer diameter of 40 cm and a hollow diameter of 27.
cm (FIG. 2 (a)).
【００７０】根固液、杭周固定液が固化後（既製杭３９
の沈設から約１ヶ月）、拡底部における断面形状の測定
を実施する。既製杭３９の中空部（固化した杭周固定
液、根固め液が充填されている）の中央部に直径約１０
ｃｍの測定穴４２（コアボーリング孔）を杭穴３６の拡
底部３８最下端付近まで開け、前記実施例２のように、
本発明の測定装置３２を挿入する。After the root solid solution and the pile circumference fixing solution have solidified (the ready-made pile 39).
Approximately one month after the installation), the cross-sectional shape of the expanded bottom is measured. The diameter of about 10 mm is set at the center of the hollow part of the ready-made pile 39 (filled with the solidified pile periphery fixing liquid and the root compaction liquid).
cm measuring hole 42 (core boring hole) is drilled to the vicinity of the lowermost end of the expanded bottom portion 38 of the pile hole 36,
The measuring device 32 of the present invention is inserted.
【００７１】測定装置３２による測定は、拡底部３８の
最下端から上方に向け、１０ｃｍ、２０ｃｍ、３０ｃ
ｍ、６０ｃｍ、１６０ｃｍ、２２０ｃｍの各位置の計６
ヶ所において、１ヶ所につき１５°ずつ３６０°行っ
た。測定方法は、実施例２と同様である。The measurement by the measuring device 32 is performed upward from the lowermost end of the expanded bottom portion 38 by 10 cm, 20 cm, and 30 cm.
m, 60cm, 160cm, 220cm each position total 6
In each of the three positions, 15 ° was performed at 360 ° each time. The measuring method is the same as in Example 2.
【００７２】Ｐ波発振子２４からＰ波（発振電圧３００
Ｖ、発振インターバル１０Ｓｅｃのワンショット起震、
発振周波数１０ｋＨｚ）を発振し、Ｐ直達波受振子２
６、Ｐ波受振子２３に夫々受振させる。この作業を各測
定位置（各方向）において実施する。各測定位置（各方
向）の直達波の記録から、拡底部３８内の固化した根固
液内をＰ波が伝播する速度Ｖp ＝約４３００ｍ／ｓ の
値が得られた。The P wave (oscillation voltage 300
V, one-shot oscillation with oscillation interval 10Sec,
Oscillation frequency of 10 kHz) and P direct wave receiver 2
6. The P-wave receiver 23 receives the respective waves. This operation is performed at each measurement position (each direction). From the recording of the direct wave at each measurement position (in each direction), a value of the velocity V p of the P wave propagating in the solidified root solid solution in the expanded bottom portion 38 being about 4300 m / s was obtained.
【００７３】このとき、Ｐ波だけでなく、Ｓ波発振子２
５からＳ波（発振電圧４０Ｖ、発振インターバル２Ｈ
ｚ、発振周波数１０ｋＨｚ）も発振して、Ｓ波受振子２
７で受振し、拡底部３８内の品質を反射波形から調査、
記録する。尚、Ｓ波の伝搬速度は、予め地上において、
配合その他の同一条件による杭周固定液や根固め液を固
化させたテストピースにおいて測定しておく（または、
材料毎のＰ波とＳ波との速度比を予め測定しておく）。At this time, not only the P wave but also the S wave oscillator 2
5 to S wave (oscillation voltage 40V, oscillation interval 2H
z, oscillation frequency 10 kHz) also oscillate, and the S wave
7, the quality inside the widened part 38 is investigated from the reflected waveform.
Record. Note that the propagation speed of the S wave is
Measure in a test piece that has solidified the pile circumference fixation solution and the root consolidation solution under the same conditions as the formulation (or
The velocity ratio between the P wave and the S wave for each material is measured in advance).
【００７４】上記測定したＰ波が伝播する速度Ｖp によ
って、既製杭３９の中心部から拡底部３８最外端までの
半径距離ｒを求めて、拡底部３９の径Ｄを算出したとこ
ろ、各判定位置で際立って寸法変動の大きい箇所はみら
れず、平均約８５ｃｍの換算値が得られた（図９）。[0074] the speed V p of P waves the measurement propagates, seeking radial distance r from the center of the prefabricated pile 39 to拡底portion 38 outermost end, calculation of the diameter D of拡底portion 39, each At the judgment position, there was no markedly large dimensional variation, and a converted value of about 85 cm was obtained on average (FIG. 9).
【００７５】また、Ｐ波、Ｓ波の両波から、拡底部３８
内において品質に悪影響を及ぽす異物の混入、欠陥箇所
等がなく、健全な拡底部３８が形成されていると判断さ
れた。Also, from both the P wave and the S wave,
It was determined that there was no foreign matter that would adversely affect the quality, no defective spots, etc., and that a sound expanded portion 38 was formed.
【００７６】次に測定装置３２を引き上げて、ケーシン
グを使用して測定した基礎杭構造物３５を引き抜いて、
実際の径Ｄ’を調べた結果、拡底部３８全体で際立って
寸法変動の大きい箇所はみられず、拡底部３８の径Ｄ’
は平均約８３ｃｍの実測値が得られた。測定値Ｄ（＝約
８５ｃｍ）より若干小さい値となったのは、掘り出し時
に、ケーシングと拡底部３８の間にあった礫が、ケーシ
ングの回転により拡底部３８外周を研磨、切削したため
であり、実際は実施例１、２による測定装置３２により
測定された径Ｄの値と何ら変わりがないことが判明し
た。また、品質についても、異物の混入、欠陥箇所等は
なく、健全な基礎杭構造物であることが判明した。Next, the measuring device 32 is pulled up, and the foundation pile structure 35 measured using the casing is pulled out.
As a result of examining the actual diameter D ', there was no place where the dimensional variation was remarkably large in the entire expanded portion 38, and the diameter D'
The average of the measured values was about 83 cm. The value slightly smaller than the measured value D (= approximately 85 cm) is because gravel between the casing and the expanded portion 38 at the time of excavation polished and cut the outer periphery of the expanded portion 38 by rotating the casing. It was found that there was no difference from the value of the diameter D measured by the measuring device 32 according to Examples 1 and 2. Also, regarding the quality, it was found that there was no foreign matter mixing, no defective spots, etc., and the foundation pile structure was sound.
【００７７】尚、固化強度が高く（例えば２００ｋｇ／
ｃｍ2 以上）、高品質なソイルセメント層の断面形状を
測定する上で、Ｐ波の伝搬速度を３５００〜４５００ｍ
／ｓの範囲で決定できれば、本実施例のように誤差の極
めて少ない精度の断面径及び品質状態を測定することが
できる。The solidification strength is high (for example, 200 kg /
cm 2 or more), in order to measure the cross-sectional shape of the high-quality soil cement layer, 3500～4500M propagation velocity of P-wave
If it can be determined in the range of / s, it is possible to measure the cross-sectional diameter and the quality state with an extremely small error as in this embodiment.
【００７８】また、固化強度が低く（例えば、５〜３０
ｋｇ／ｃｍ2 程度）、高品質なソイルセメント層の断面
形状を測定する場合には、更に低い伝搬速度でも有効に
測定することもできる。Further, the solidification strength is low (for example, 5 to 30).
kg / cm 2 ), the cross-sectional shape of a high-quality soil cement layer can be effectively measured even at a lower propagation speed.
【００７９】[0079]
【発明の効果】測定穴壁から発振した弾性波を測定対象
で反射させて、反射波の受振までの時間を計測するの
で、極めて簡易に、対象物までの距離を測定できる効果
がある。また、同一高さで、所定角度毎に複数方向で測
定すれば、対象物の断面形状を容易に表示させることが
できる。The elastic wave oscillated from the measurement hole wall is reflected by the object to be measured, and the time until the reflected wave is received is measured. Therefore, the distance to the object can be measured very easily. In addition, if the measurement is performed at the same height in a plurality of directions at predetermined angles, the sectional shape of the object can be easily displayed.
【００８０】また、発振子より垂直方向に発振された弾
性波の成分を直達波受振子に受振することにより、杭基
礎構造の固化充填物層の内部で直接に伝搬する弾性波の
伝搬速度を、実施の口径測定位置で容易に算出できる効
果がある。従って、測定される口径などのデータをより
現実に近い値とすることができる。Further, by receiving the component of the elastic wave oscillated in the vertical direction from the oscillator to the direct wave receiver, the propagation speed of the elastic wave propagating directly inside the solidified filling layer of the pile foundation structure is reduced. There is an effect that it can be easily calculated at the actual diameter measurement position. Therefore, data such as the measured aperture can be set to values closer to reality.
【００８１】また、弾性波としては、Ｐ波によって基礎
杭構造の断面、大きさ、品質状態を測定し、さらに品質
面に関してＳ波を併用することにより、確実な測定結果
が得られる効果がある。As the elastic wave, the cross section, the size, and the quality state of the foundation pile structure are measured by the P wave, and the combined use of the S wave in terms of quality has an effect of obtaining a reliable measurement result. .
【００８２】また、受振子及び発振子を縦に並べて１つ
の測定装置を構成したので、測定装置を小型化し、１つ
の小径の測定穴で、測定ができる効果がある。また、杭
基礎構造の測定では、杭基礎構造の中央部に１つの測定
穴を穿設するだけで、測定できるので、測定穴が杭基礎
構造の強度に与える影響をほとんどなくすことができ
る。Further, since a single measuring device is formed by vertically arranging the resonator and the oscillator, there is an effect that the measuring device can be made compact and measurement can be performed with one small-diameter measuring hole. Further, in the measurement of the pile foundation structure, since the measurement can be performed only by drilling one measurement hole in the center of the pile foundation structure, the influence of the measurement hole on the strength of the pile foundation structure can be almost eliminated.
【図１】この発明の測定装置の正面図で、（ａ）は非測
定時、（ｂ）は測定時を夫々表す。FIG. 1 is a front view of a measuring apparatus according to the present invention, in which (a) shows a non-measurement time and (b) shows a measurement time.
【図２】（ａ）はこの発明の測定対象の基礎杭構造の正
面図、（ｂ）は測定装置を測定穴内に挿入する状態の拡
大断面図である。2A is a front view of a foundation pile structure to be measured according to the present invention, and FIG. 2B is an enlarged cross-sectional view of a state where a measuring device is inserted into a measurement hole.
【図３】同じく測定装置を測定穴に挿入して測定してい
る状態の拡大断面図である。FIG. 3 is an enlarged cross-sectional view showing a state where a measurement device is inserted into a measurement hole and measurement is being performed.
【図４】測定中のセンサーユニットの拡大正面図であ
る。FIG. 4 is an enlarged front view of the sensor unit during measurement.
【図５】センサーユニットの送受振子の出没を説明する
拡大正面図で、（ａ）は非測定上体、（ｂ）は測定中を
夫々表す。FIGS. 5A and 5B are enlarged front views illustrating the appearance of a transmitting / receiving pendulum of the sensor unit. FIG. 5A shows a non-measurement upper body, and FIG.
【図６】直達速度の測定を説明する図で（ａ）はセンサ
ーユニットの拡大正面図、（ｂ）はパルスの概念図であ
る。FIGS. 6A and 6B are diagrams for explaining measurement of a direct speed, wherein FIG. 6A is an enlarged front view of a sensor unit, and FIG. 6B is a conceptual diagram of a pulse.
【図７】反射波の測定を説明する図で、センサーユニッ
トの拡大正面図である。FIG. 7 is a diagram illustrating measurement of a reflected wave, and is an enlarged front view of a sensor unit.
【図８】この発明の測定装置の構成を表す概念図であ
る。FIG. 8 is a conceptual diagram illustrating a configuration of a measuring device according to the present invention.
【図９】（ａ）は、この測定方法・装置で計測した横断
方向のパルスデータで、データー処理後を表し、（ｂ）
は、（ａ）に反射波の初動位置を記入したものを表す。FIG. 9 (a) shows pulse data in the transverse direction measured by this measuring method / apparatus, after data processing, and FIG. 9 (b)
Represents the initial position of the reflected wave written in (a).
【図１０】この発明の測定装置の固定ガイドで、（ａ）
は解除状態、（ｂ）は固定状態を夫々表す。FIG. 10 shows a fixed guide of the measuring device of the present invention, and (a)
Indicates a released state, and (b) indicates a fixed state.
１ 基軸 ２ 上基軸 ３ 下基軸 ５ 固定ガイド ６ 当接板 ７、７ａ 連結杆 ８ エアーホース ９ エアーシリンダー １０ 第一ケース １２ 取付枠 １５ 長孔 １６ 背面端 １７ 正面端 ２０ センサーユニット ２１ 取付基板 ２２ 操作突起 ２３ Ｐ波受振子 ２４ Ｐ波発振子 ２５ Ｓ波発振子 ２６ Ｓ波受振子 ２７ Ｐ直達波受振子 ２８ Ｓ直達波受振子 ３０ 第二ケース ３２ 測定装置 ３５ 基礎杭構造 ３６ 杭穴 ３７ 杭穴の軸部 ３８ 杭穴の拡底部 ３９ 既製杭 ３９ａ 上杭（既製杭） ３９ｂ 下杭（既製杭） ４０ ソイルセメント（既製杭の中空部） ４１ ソイルセメント（既製杭の外側） ４２ 測定穴 ４３ 測定穴の穴壁 ４４ 地上 ４５ 固化したソイルセメント層の最外端 Reference Signs List 1 base shaft 2 upper base shaft 3 lower base shaft 5 fixed guide 6 contact plate 7, 7a connecting rod 8 air hose 9 air cylinder 10 first case 12 mounting frame 15 long hole 16 back end 17 front end 20 sensor unit 21 mounting board 22 operation Projection 23 P wave receiver 24 P wave oscillator 25 S wave oscillator 26 S wave receiver 27 P direct wave receiver 28 S direct wave receiver 30 Second case 32 Measuring device 35 Foundation pile structure 36 Pile hole 37 Pile hole Shaft part 38 Expanded bottom part of pile hole 39 Ready pile 39a Upper pile (ready pile) 39b Lower pile (ready pile) 40 Soil cement (hollow part of ready pile) 41 Soil cement (outside of ready pile) 42 Measurement hole 43 Measurement Hole wall of hole 44 Above ground 45 Outermost end of solidified soil cement layer
フロントページの続き (51)Int.Cl.7 識別記号 ＦＩ テーマコート゛(参考） // Ｇ０１Ｓ 15/88 Ｇ０１Ｓ 15/88 Ｆターム(参考） 2F068 AA06 AA25 AA39 BB08 BB26 CC11 DD13 EE01 EE06 EE07 FF03 FF14 FF16 FF25 HH01 HH02 JJ17 KK02 KK06 KK14 KK17 KK18 QQ12 2G047 AA10 BA03 BC00 BC02 BC18 CB01 5J083 AA02 AB20 AC40 AD07 AD13 AD30 AE06 BA01 BD08 BD11 BE53 CA03 CA40 CA41 CA42 DC05 Continued on the front page (51) Int.Cl. 7 Identification symbol FI Theme coat II (reference) // G01S 15/88 G01S 15/88 F term (reference) 2F068 AA06 AA25 AA39 BB08 BB26 CC11 DD13 EE01 EE06 EE07 FF03 FF14 FF16 FF25 HH01 HH02 JJ17 KK02 KK06 KK14 KK17 KK18 QQ12 2G047 AA10 BA03 BC00 BC02 BC18 CB01 5J083 AA02 AB20 AC40 AD07 AD13 AD30 AE06 BA01 BD08 BD11 BE53 CA03 CA40 CA41 CA42 DC05
Claims (11)
対象を測定する方法であって、地上から測定対象物の測
定位置深さまで、測定穴を穿設し、該測定穴内の所定高
さで、測定穴壁に垂直に、一方向に伝搬速度既知の弾性
波を発振し、測定対象からの反射波を測定穴内で受振し
て、測定対象までの距離及び測定対象の品質状態を測定
することを特徴とした地中構造物の断面測定方法。1. A method for measuring an object to be measured composed of a concrete-based underground structure, comprising: drilling a measurement hole from the ground to a depth of a measurement position of the object to be measured; It oscillates an elastic wave with a known propagation velocity in one direction perpendicular to the measurement hole wall, receives reflected waves from the measurement object in the measurement hole, and measures the distance to the measurement object and the quality state of the measurement object. Characteristic method of measuring cross section of underground structure.
し、該既製杭の周面、底部及び中空部内にセメント固化
物層を形成する基礎杭構造において、前記中空部の寸法
内に測定位置深さまで、測定穴を穿設し、該測定穴内の
所定高さで、測定穴壁に垂直に、一方向に伝搬速度既知
の弾性波を発振し、測定対象からの反射波を測定穴内で
受振して、判定対象までの距離及び測定対象の品質状態
を測定することを特徴とした地中構造物の断面測定方
法。2. A foundation pile structure in which a prefabricated pile having a hollow portion is installed in a pile hole, and a cement solidified layer is formed in a peripheral surface, a bottom portion, and a hollow portion of the prefabricated pile. A measurement hole is drilled to the depth of the measurement position, an elastic wave having a known propagation velocity is oscillated in one direction perpendicular to the measurement hole wall at a predetermined height in the measurement hole, and a reflected wave from the measurement object is measured in the measurement hole. And measuring the distance to the object to be determined and the quality state of the object to be measured.
方向において、弾性波を発振して、測定対象までの距離
及び測定対象の品質状態を測定することを特徴とした請
求項１又は２記載の地中構造物の断面測定方法。3. The method according to claim 1, wherein an elastic wave is oscillated in a plurality of directions at predetermined angles at the same height to measure a distance to the measurement target and a quality state of the measurement target. The method for measuring the cross section of an underground structure according to the above.
波を直達波受振子で受振して、到達までに要した時間
と、前記発振子と直達波受振子との距離とから測定対象
物内を伝わる弾性波の伝搬速度を測定することを特徴と
した請求項１又は２記載の地中構造物の断面測定方法。4. An object to be measured based on a time required for an elastic wave oscillated from an oscillator to be received by a direct wave receiver in a measurement hole and to reach, and a distance between the oscillator and the direct wave receiver. 3. The method for measuring the cross section of an underground structure according to claim 1, wherein a propagation velocity of an elastic wave propagating in the object is measured.
によって測定対象までの距離を測定すると共に、Ｐ波及
び／又はＳ波によって測定対象の品質を測定することを
特徴とした請求項１又は２記載の地中構造物の断面測定
方法。5. The method according to claim 1, wherein a P wave and an S wave are used as the elastic waves, and the distance to the measurement object is measured by the P wave, and the quality of the measurement object is measured by the P wave and / or the S wave. The method for measuring a cross section of an underground structure according to claim 1.
ｓを用いて、測定対象までの距離及び測定対象の品質状
態を測定することを特徴とした請求項１又は２記載の地
中構造物の断面測定方法。6. A P wave propagation velocity of 3500-4500 m /
3. The method for measuring the cross section of an underground structure according to claim 1, wherein the distance to the measurement target and the quality state of the measurement target are measured using s.
方向一側に、該基軸を測定穴の中央に保持する為の固定
ガイドを設け、前記基軸の長さ方向他側に、放射状に出
没できる弾性波の送受振子を備えたセンサーユニットを
設けたことを特徴とする断面測定装置。7. A fixed guide for holding the base shaft at the center of the measurement hole is provided on one side in the length direction of the base shaft arranged in the axial direction of the measurement hole, and on the other side in the length direction of the base shaft, A cross-section measuring device comprising a sensor unit having an elastic wave transmitting / receiving element that can radially appear and disappear.
受振子及び直達波受振子とを適宜順序で基軸方向に並列
して構成する請求項７記載の断面測定装置。8. A sensor unit comprising: an elastic wave oscillator;
The cross-section measuring device according to claim 7, wherein the receiver and the direct wave receiver are arranged in parallel in the base axis direction in an appropriate order.
発振子、Ｓ波発振子、Ｐ直達波受振子、Ｓ波受振子を、
基軸方向に順に並べて配置したことを特徴とする請求項
７記載の断面測定装置。9. The sensor unit includes a P-wave oscillator, a P-wave oscillator, an S-wave oscillator, a P direct wave oscillator, and an S-wave oscillator.
The cross-section measuring device according to claim 7, wherein the cross-section measuring device is arranged side by side in the base axis direction.
上下に移動させる操作を変換して、ユニット全体を基軸
に平行に移動させて、放射状に出没させる請求項７記載
の断面測定装置。10. The cross-section measuring apparatus according to claim 7, wherein the sensor unit converts an operation of moving the whole unit up and down, moves the whole unit in parallel with the base axis, and makes the sensor unit protrude and retract radially.
穴壁に押圧して当接できる当接板を設け、該当接板を操
作するエアーシリンダーを設けたことを特徴とする請求
項７記載の断面測定装置。11. The fixing guide according to claim 7, wherein a contact plate is provided which can radially protrude and retract to contact the measurement hole wall by pressing, and an air cylinder for operating the contact plate is provided. Cross section measuring device.
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|---|---|---|---|
| JP34071899A JP4449048B2 (en) | 1999-11-30 | 1999-11-30 | Underground structure measuring device |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP34071899A JP4449048B2 (en) | 1999-11-30 | 1999-11-30 | Underground structure measuring device |
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| Publication Number | Publication Date |
|---|---|
| JP2001153638A true JP2001153638A (en) | 2001-06-08 |
| JP4449048B2 JP4449048B2 (en) | 2010-04-14 |
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Free format text: JAPANESE INTERMEDIATE CODE: R250 |
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| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
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| EXPY | Cancellation because of completion of term |