JP7373108B1 - Survey boring method - Google Patents
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- JP7373108B1 JP7373108B1 JP2023082254A JP2023082254A JP7373108B1 JP 7373108 B1 JP7373108 B1 JP 7373108B1 JP 2023082254 A JP2023082254 A JP 2023082254A JP 2023082254 A JP2023082254 A JP 2023082254A JP 7373108 B1 JP7373108 B1 JP 7373108B1
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- 238000000034 method Methods 0.000 title claims abstract description 40
- 239000000463 material Substances 0.000 claims abstract description 36
- 238000002347 injection Methods 0.000 claims abstract description 35
- 239000007924 injection Substances 0.000 claims abstract description 35
- 238000011835 investigation Methods 0.000 claims abstract description 11
- 239000006260 foam Substances 0.000 claims description 4
- JOYRKODLDBILNP-UHFFFAOYSA-N Ethyl urethane Chemical compound CCOC(N)=O JOYRKODLDBILNP-UHFFFAOYSA-N 0.000 claims description 2
- 238000010586 diagram Methods 0.000 abstract 1
- 239000000243 solution Substances 0.000 abstract 1
- 238000005553 drilling Methods 0.000 description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 230000000007 visual effect Effects 0.000 description 3
- TWRXJAOTZQYOKJ-UHFFFAOYSA-L Magnesium chloride Chemical compound [Mg+2].[Cl-].[Cl-] TWRXJAOTZQYOKJ-UHFFFAOYSA-L 0.000 description 2
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 2
- 239000000499 gel Substances 0.000 description 2
- 238000005070 sampling Methods 0.000 description 2
- 239000004606 Fillers/Extenders Substances 0.000 description 1
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 239000002253 acid Substances 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 239000000701 coagulant Substances 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 239000011147 inorganic material Substances 0.000 description 1
- 235000015110 jellies Nutrition 0.000 description 1
- 239000008274 jelly Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 229910001629 magnesium chloride Inorganic materials 0.000 description 1
- 239000011368 organic material Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 239000000741 silica gel Substances 0.000 description 1
- 229910002027 silica gel Inorganic materials 0.000 description 1
- 239000011780 sodium chloride Substances 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
【課題】地盤の空洞・空隙の存在を低コストで精度よく調査できる調査ボーリング工法を提供する。
【解決手段】調査目的とする地盤１に第１口径Ｄ１の第１孔１１をボーリング削孔し、調整された時間で硬化する注入材料２を前記第１孔１１に無圧で注入し、前記第１孔１１と同芯で、前記第１口径Ｄ１より大きい第２口径Ｄ２で、前記第１孔１１の周囲をコアボーリング削孔し、前記コアボーリング削孔したコアを第１サンプルＳ１として採取する。
【選択図】 図６
[Problem] To provide a survey boring method that can accurately investigate the existence of cavities and voids in the ground at low cost.
[Solution] A first hole 11 with a first diameter D1 is bored in the ground 1 targeted for investigation, and an injection material 2 that hardens in an adjusted time is injected into the first hole 11 without pressure. Core boring is performed around the first hole 11 with a second diameter D2 that is concentric with the first hole 11 and larger than the first diameter D1, and the core that has been core bored is collected as a first sample S1. do.
[Selection diagram] Figure 6
Description
本発明は、調査ボーリング工法に関し、特に地盤の空洞・空隙を可視化する調査ボーリング工法に関するものである。 The present invention relates to a survey boring method, and particularly to a survey boring method for visualizing cavities and voids in the ground.
従来、地盤に存在する自然由来又は人工的な空洞や空隙を調査する方法として、（１）コアボーリングを実施し、コアレスの区間やボーリングの回転トルクの掘削データから空洞・空隙の存在を類推する方法、（２）電磁波探査（浅層の場合）又は電気探査（深層の場合）による比抵抗値から空洞・空隙の存在を類推する方法（たとえば、特許文献１参照）、（３）凍結コアサンプリング工法により地盤を凍結させ、コアサンプリングすることにより空洞・空隙の存在を目視確認する方法などが知られている。 Conventionally, as a method to investigate natural or artificial cavities and voids existing in the ground, (1) core boring is performed and the existence of cavities and voids is inferred from excavation data of coreless sections and rotational torque of boring. method, (2) method of inferring the existence of cavities and voids from resistivity values obtained by electromagnetic wave exploration (for shallow layers) or electrical exploration (for deep layers) (for example, see Patent Document 1), (3) Frozen core sampling Known methods include freezing the ground and visually confirming the presence of cavities and voids by core sampling.
しかしながら、上記従来の調査方法（１）及び（２）は、空洞・空隙の存在を回転トルクや比抵抗値から類推するので、正確性に欠けるという問題がある。また、上記従来の調査方法（３）は非常に高価になるという問題がある。 However, the conventional investigation methods (1) and (2) described above have a problem in that they lack accuracy because they infer the presence of cavities/gap based on rotational torque and specific resistance values. Furthermore, the conventional investigation method (3) described above has the problem of being extremely expensive.
本発明が解決しようとする課題は、地盤の空洞・空隙の存在を低コストで精度よく可視化し、調査できる調査ボーリング工法を提供することである。 The problem to be solved by the present invention is to provide an investigation boring method that can accurately visualize and investigate the existence of cavities and voids in the ground at low cost.
本発明は、調査目的とする地盤に第１口径の第１孔をボーリング削孔し、
調整された時間で硬化する注入材料を前記第１孔に無圧で注入して無圧の状態で硬化させ、
前記第１孔と同芯で、前記第１口径より大きい第２口径で、前記第１孔の周囲をコアボーリング削孔し、
前記コアボーリング削孔したコアを第１サンプルとして採取することによって上記課題を解決する。
The present invention involves drilling a first hole of a first diameter in the ground to be investigated;
Injecting an injection material that hardens in a controlled time into the first hole without pressure and curing it under no pressure ;
core boring around the first hole with a second diameter that is concentric with the first hole and larger than the first diameter;
The above problem is solved by collecting the core drilled by the core boring as a first sample.
本発明によれば、第１孔を削孔し、注入材料を注入したのち第２孔を削孔してサンプルを採取するだけなので、地盤の空洞・空隙の存在を低コストで精度よく可視化し、調査することができる。 According to the present invention, since the first hole is simply drilled, the injection material is injected, the second hole is drilled and a sample is collected, the presence of cavities and voids in the ground can be visualized with high precision at low cost. , can be investigated.
《第１実施形態》
以下、図面を参照しながら、本発明を実施するための形態例を説明する。図１～図８は、本発明に係る調査ボーリング工法の一実施の形態を示す断面図、図９は、図１のIX-IX線に沿う断面図、図１０は、図５のX-X線に沿う断面図、図１１は、図４のXI-XI線に沿う断面図、図１２は、図６のXII-XII線に沿う断面図、図１３は、図６のXIII-XIII線に沿う断面図、図１４は、図８のXIV-XIV線に沿う断面図である。
《First embodiment》
Hereinafter, embodiments for carrying out the present invention will be described with reference to the drawings. 1 to 8 are cross-sectional views showing an embodiment of the survey boring method according to the present invention, FIG. 9 is a cross-sectional view taken along line IX-IX in FIG. 1, and FIG. 10 is a cross-sectional view taken along line XX in FIG. 11 is a sectional view taken along line XI-XI in FIG. 4, FIG. 12 is a sectional view taken along line XII-XII in FIG. 6, and FIG. 13 is a sectional view taken along line XIII-XIII in FIG. 6. 14 are cross-sectional views taken along the line XIV-XIV in FIG. 8.
本実施形態の調査ボーリング工法は、図１及び図２に示すように、調査目的とする地盤１に第１口径Ｄ１の第１孔１１をボーリング削孔し（以下、第１工程ともいう。）、次いで、図３及び図４に示すように、調整された時間で硬化する注入材料２を第１孔１１に無圧で注入し（以下、第２工程ともいう。）、次いで、図５及び図６に示すように、第１孔１１と同芯で、且つ第１口径Ｄ１より大きい第２口径Ｄ２で、第１孔１１の周囲をコアボーリング削孔し（以下、第３工程ともいう。）、最後に図７及び図８に示すように、コアボーリング削孔したコアを第１サンプルＳ１として採取する（以下、第４工程ともいう。）。そして、このようにして採取した第１サンプルＳ１を目視で観察することにより、調査目的の地盤に空洞や空隙が存在するか否かを精査する。以下、各工程について詳述する。 In the survey boring method of this embodiment, as shown in FIGS. 1 and 2, a first hole 11 with a first diameter D1 is bored in the ground 1 to be surveyed (hereinafter also referred to as the first step). Next, as shown in FIGS. 3 and 4, the injection material 2 that hardens in an adjusted time is injected into the first hole 11 without pressure (hereinafter also referred to as a second step), and then, as shown in FIGS. As shown in FIG. 6, core boring is performed around the first hole 11 with a second diameter D2 that is concentric with the first hole 11 and larger than the first diameter D1 (hereinafter also referred to as the third step). ), and finally, as shown in FIGS. 7 and 8, the core that has been core bored is collected as a first sample S1 (hereinafter also referred to as the fourth step). Then, by visually observing the first sample S1 thus collected, it is determined whether or not there are cavities or voids in the ground to be investigated. Each step will be explained in detail below.
図１及び図２に示す第１工程においては、調査目的とする地盤１に第１口径Ｄ１の第１孔１１をボーリング削孔する。特に限定はされないが、外径φが４６ｍｍの第１ダブルコアチューブ３を図示しないボーリング機に装着し、当該ボーリング機を用いて、図１及び図２に示すように、たとえば削孔径（＝第１口径Ｄ１）が４６ｍｍ，第１削孔深度ＤＰ１が１ｍの第１孔１１を削孔する。地盤１に第１孔１１が削孔された状態を図３に示す。図１～図７において、符号Ｌは空洞又は空隙が存在する地層（空洞層）を示す。なお、削孔深度は特に限定されず、所望の深さで削孔すればよいが、地盤の地下水位が高く、孔壁が自立しない場合には、削孔深度を短くすることが好ましい。 In the first step shown in FIGS. 1 and 2, a first hole 11 having a first diameter D1 is bored in the ground 1 to be investigated. Although not particularly limited, the first double core tube 3 having an outer diameter φ of 46 mm is attached to a boring machine (not shown), and as shown in FIGS. A first hole 11 having a diameter D1) of 46 mm and a first drilling depth DP1 of 1 m is drilled. FIG. 3 shows a state in which the first hole 11 is drilled in the ground 1. In FIGS. 1 to 7, the symbol L indicates a stratum (cavity layer) in which a cavity or void exists. Note that the drilling depth is not particularly limited, and the hole may be drilled to a desired depth; however, if the underground water level of the ground is high and the hole wall does not support itself, it is preferable to shorten the drilling depth.
第１孔１１の削孔に用いた第１ダブルコアチューブ３は、図９の断面図に示すように、筒状のインナコアチューブ３１と、同じく筒状のアウタコアチューブ３２とを有し、これらインナコアチューブ３１とアウタコアチューブ３２との間に削孔水（本実施形態では水など）が循環し、先端に削孔ビットが設けられたボーリング工具である。 The first double core tube 3 used for drilling the first hole 11 has a cylindrical inner core tube 31 and a cylindrical outer core tube 32, as shown in the cross-sectional view of FIG. This is a boring tool in which drilling water (in this embodiment, water, etc.) circulates between an inner core tube 31 and an outer core tube 32, and a drilling bit is provided at the tip.
続く図３及び図４に示す第２工程においては、上述した第１工程で削孔された第１孔１１に、調整された時間で硬化する注入材料２を無圧で注入する。ここで用いられる注入材料２は、所望の時間で硬化する液体状、ゼリー状又はゲル状の、無機材料又は有機材料を例示することができる。調査目的とする地盤１の内部に注入するため、有害物質を含まないことが好ましい。また、注入材料２を注入した後に更なる第３工程があるので、硬化時間が柔軟に調整可能である材料が好ましい。 In the subsequent second step shown in FIGS. 3 and 4, the injection material 2 that hardens in an adjusted time is injected without pressure into the first hole 11 drilled in the first step described above. The injection material 2 used here can be exemplified by an inorganic or organic material in the form of a liquid, jelly, or gel that hardens in a desired time. Since it is injected into the ground 1 targeted for investigation, it is preferable that it does not contain harmful substances. Furthermore, since there is a third step after injecting the injection material 2, a material whose curing time can be flexibly adjusted is preferable.
さらに、調査にて採取されるのはごく限られた範囲（たとえば後述する第２口径のφ８６ｍｍ程度）であるため、地盤１に浸透し過ぎない粘性であることが好ましい。特に限定されないが、地盤１の接地抵抗低減剤として広く用いられ、塩化ナトリウム、塩化マグネシウム等を添加した水ガラスに酸を反応させて生成した膠化性のシリカゲルに増量剤を加えた商品名チコーゲル（日本地工株式会社製）などを例示することができる。 Furthermore, since the sample is collected in a very limited range (for example, about 86 mm of the second diameter described later), it is preferable that the viscosity is such that it does not penetrate too much into the ground 1. Although not particularly limited, it is widely used as a ground resistance reducing agent for ground 1, and is a product name of Chiko gel, which is made by adding an extender to coagulant silica gel produced by reacting acid with water glass to which sodium chloride, magnesium chloride, etc. have been added. (manufactured by Nippon Jiko Co., Ltd.) can be exemplified.
上記注入材料２は、図３に示すように、注入材料２が収容された容器２１を用いて自然落下させるなど、注入圧力をゼロ又はゼロに近づけて注入する。これにより、第１孔１１に注入された注入材料２が、空洞又は空隙が存在する空洞層Ｌ以外の地層に浸入することが抑制されるので、空洞層Ｌとそれ以外の地層とを簡単に視認することができる。また、注入材料２を無圧で注入することにより、材料の使用量を必要最小限に抑えることもできる。 The injection material 2 is injected with an injection pressure of zero or close to zero, such as by allowing it to fall naturally using a container 21 containing the injection material 2, as shown in FIG. This prevents the injection material 2 injected into the first hole 11 from penetrating into strata other than the cavity layer L in which cavities or voids exist, so that the cavity layer L and other strata can be easily separated. Can be visually recognized. Furthermore, by injecting the injection material 2 without pressure, the amount of material used can be kept to the minimum necessary.
また、注入材料２としては、上述した調整された時間で硬化する注入材料２に代えて又は加えて、水分により発泡する発泡ウレタン系の注入材料２を用いてもよい。この種の注入材料２は、地盤の地下水位が高く、第１孔１１の孔壁が自立しない場合に用いると、地盤に含まれる水分によって注入材料２が発泡し、第１孔１１の孔壁を硬化させることができるので好ましい。 Moreover, as the injection material 2, a foamed urethane-based injection material 2 that foams due to moisture may be used instead of or in addition to the injection material 2 that hardens in the adjusted time described above. If this type of injection material 2 is used when the underground water level in the ground is high and the hole wall of the first hole 11 is not self-supporting, the injection material 2 will foam due to moisture contained in the ground, and the hole wall of the first hole 11 will foam. It is preferable because it can harden.
第１孔１１に注入材料２が充填された状態を図４及び図１１に示す。図４に示すように第１孔１１に注入材料２が充填されたら、注入材料２が硬化して充分な強度を発現するまで待機する。 A state in which the first hole 11 is filled with the injection material 2 is shown in FIGS. 4 and 11. As shown in FIG. 4, when the first hole 11 is filled with the injection material 2, the process waits until the injection material 2 hardens and develops sufficient strength.
続く図５及び図６に示す第３工程においては、第１孔１１と同芯で、且つ第１口径Ｄ１より大きい第２口径Ｄ２で、第１孔１１の周囲をコアボーリング削孔する。特に限定はされないが、外径φが８６ｍｍの第２ダブルコアチューブ４を図示しないボーリング機に装着し、当該ボーリング機を用いて、図５及び図６に示すように、たとえば削孔径（＝第２口径Ｄ２）が８６ｍｍ，第１削孔深度ＤＰ１が１ｍの第２孔１２を削孔する。なお、第１サンプルＳ１としてのコアが採取された後の第２孔１２を図７に示す。 In the subsequent third step shown in FIGS. 5 and 6, core boring is performed around the first hole 11 with a second diameter D2 that is concentric with the first hole 11 and larger than the first diameter D1. Although not particularly limited, the second double core tube 4 having an outer diameter φ of 86 mm is attached to a boring machine (not shown), and as shown in FIGS. A second hole 12 having a diameter D2) of 86 mm and a first drilling depth DP1 of 1 m is drilled. Note that FIG. 7 shows the second hole 12 after the core as the first sample S1 has been collected.
第２孔１２の削孔に用いた第２ダブルコアチューブ４は、図１０の断面図に示すように、筒状のインナコアチューブ４１と、同じく筒状のアウタコアチューブ４２とを有し、これらインナコアチューブ４１とアウタコアチューブ４２との間に削孔水（本実施形態では水など）が循環し、先端に削孔ビットが設けられたボーリング工具である。インナコアチューブ４１に第１サンプルＳ１となるコアが抱え持たれる。 The second double core tube 4 used for drilling the second hole 12 has a cylindrical inner core tube 41 and a cylindrical outer core tube 42, as shown in the cross-sectional view of FIG. This is a boring tool in which drilling water (in this embodiment, water, etc.) circulates between an inner core tube 41 and an outer core tube 42, and a drilling bit is provided at the tip. A core serving as the first sample S1 is held in the inner core tube 41.
図６のXII-XII線に沿う断面を図１２に示し、同じく図６のXIII-XIII線に沿う断面を図１３に示す。図１２に示す空洞層Ｌが存在しない削孔深度においては、中心の注入材料２と外周の第２ダブルコアチューブ４との間には、地盤１と同じ地層が存在する。これに対し、図１３に示す空洞層Ｌが存在する削孔深度においては、中心の注入材料２と外周の第２ダブルコアチューブ４との間には、注入材料２が浸入した地層２ａが存在する。 FIG. 12 shows a cross section taken along line XII-XII in FIG. 6, and FIG. 13 shows a cross section taken along line XIII-XIII in FIG. At the drilling depth where the cavity layer L shown in FIG. 12 does not exist, the same geological layer as the ground 1 exists between the injection material 2 at the center and the second double core tube 4 at the outer periphery. On the other hand, at the drilling depth where the cavity layer L shown in FIG. .
最後の図７及び図８に示す第４工程においては、第２ダブルコアチューブ４を引き上げ、インナコアチューブ４１に抱え持たれたコアを第１サンプルＳ１として採取する。図８に採取された第１サンプルＳ１の断面を示し、図７に第１サンプルＳ１が採取された後の第２孔１２を示す。採取した第１サンプルＳ１は、直径がインナコアチューブ４１の内径で、長さが第１削孔深度ＤＰ１の円筒形状の塊状物であり、調査目的の地盤に空洞や空隙が存在するか否かの調査に供され、目視による観察が行われる。 In the final fourth step shown in FIGS. 7 and 8, the second double core tube 4 is pulled up and the core held in the inner core tube 41 is collected as the first sample S1. FIG. 8 shows a cross section of the first sample S1 taken, and FIG. 7 shows the second hole 12 after the first sample S1 was taken. The collected first sample S1 is a cylindrical lump with a diameter equal to the inner diameter of the inner core tube 41 and a length equal to the first drilling depth DP1, and whether or not there are cavities or voids in the ground to be investigated. will be subjected to investigation and visual observation will be made.
図１４は、第１サンプルＳ１の一部であるXIV-XIV線に沿う断面図である。同図に示す空洞層Ｌが存在する削孔深度においては、第１サンプルＳ１の外周層には、注入材料２が浸入した地層２ａが存在することになる。したがって、採取した第１サンプルＳ１をそのまま目視観察するだけで、どの第１削孔深度ＤＰ１に空洞層Ｌが存在するかを簡単に確認することができる。このような目視観察による確認は、ボーリング熟練者などの技量を必要としない。また、電磁波探査、電気探査又は地中レーダー探査などの間接的調査と組み合わせることで、短時間、低コストで、精度よく調査することができる。 FIG. 14 is a cross-sectional view of a part of the first sample S1 taken along the line XIV-XIV. At the drilling depth where the cavity layer L shown in the figure exists, a stratum 2a into which the injection material 2 has penetrated exists in the outer peripheral layer of the first sample S1. Therefore, by simply visually observing the collected first sample S1 as it is, it is possible to easily confirm at which first drilling depth DP1 the cavity layer L is present. Such visual observation does not require the skills of a bowling expert. In addition, by combining indirect surveys such as electromagnetic wave exploration, electrical exploration, or underground radar exploration, it is possible to conduct investigations with high accuracy in a short time and at low cost.
《第２実施形態》
上述した第１実施形態は、第１削孔深度ＤＰ１の第１サンプルＳ１を採取した例であるが、これに続けて、第２孔１２を利用して第１削孔深度ＤＰ１より深い地層の第２サンプルＳ２を採取することもできる。図１５～図２６は、本発明に係る調査ボーリング工法の他の実施の形態を示す断面図である。
《Second embodiment》
The first embodiment described above is an example in which the first sample S1 at the first drilling depth DP1 is collected, but subsequently, the second hole 12 is used to collect a geological layer deeper than the first drilling depth DP1. A second sample S2 can also be taken. 15 to 26 are cross-sectional views showing other embodiments of the survey boring method according to the present invention.
本実施形態の調査ボーリング工法では、上述した第１実施形態と同様の第１工程～第４工程を実施することで、第１削孔深度ＤＰ１から第２削孔深度ＤＰ２までの第２サンプルＳ２を採取する。このとき、図７に示す第２孔１２にボーリング工具を支持する手段を設けると、より一層正確に削孔することができる。そのため、本実施形態では、図１５及び図１６に示すように、第１サンプルＳ１を取り出した第２孔１２に、当該第２孔１２の口径に応じた口径の筒状ケーシング５を挿入して設置し（第５工程）、次いで、図１７及び図１８に示すように、筒状ケーシング５に、ボーリングロッドをガイドするセンターライザー６を挿入して設置し（第６工程）、次いで、図１９及び図２０に示すように、センターライザー６によりガイドされたボーリングロッドを用いて、第２孔１２の底面に第１口径Ｄ１の第３孔１３をボーリング削孔し（第７工程）、次いで、図２１及び図２２に示すように、注入材料２を第３孔１３に無圧で注入し（第８工程）、次いで、図２３及び図２４に示すように、第３孔１３と同芯で、第１口径Ｄ１より大きい第２口径Ｄ２で、第３孔１３の周囲をコアボーリング削孔し（第９工程）、最後に、図２５及び図２６に示すように、コアボーリング削孔したコアを第２サンプルＳ２として採取する（第１０工程）。以下、各工程について詳述する。 In the survey boring method of this embodiment, the second sample S2 from the first drilling depth DP1 to the second drilling depth DP2 is Collect. At this time, if a means for supporting a boring tool is provided in the second hole 12 shown in FIG. 7, the hole can be drilled even more accurately. Therefore, in this embodiment, as shown in FIGS. 15 and 16, a cylindrical casing 5 having a diameter corresponding to the diameter of the second hole 12 is inserted into the second hole 12 from which the first sample S1 has been taken out. Then, as shown in FIGS. 17 and 18, the center riser 6 that guides the boring rod is inserted and installed in the cylindrical casing 5 (sixth step), and then, as shown in FIG. As shown in FIG. 20, using a boring rod guided by the center riser 6, a third hole 13 having the first diameter D1 is bored in the bottom surface of the second hole 12 (seventh step), and then, As shown in FIGS. 21 and 22, the injection material 2 is injected into the third hole 13 without pressure (eighth step), and then, as shown in FIGS. 23 and 24, it is placed concentrically with the third hole 13. , core boring is performed around the third hole 13 with a second diameter D2 that is larger than the first diameter D1 (ninth step), and finally, as shown in FIGS. 25 and 26, the core that has been core bored is is collected as the second sample S2 (10th step). Each step will be explained in detail below.
まず、図１５及び図１６に示す第５工程においては、図５～図６に示す第３工程にて削孔した第２孔１２を補強するため、当該第２孔１２の第２口径Ｄ２に応じた口径の筒状ケーシング５を第２孔１２に挿入する。特に限定されないが、第２口径Ｄ２がφ８６ｍｍである場合に、内径がφ９０．２ｍｍ，外径がφ１０１．６ｍｍ，板厚ｔが５．７ｍｍの鋼製の筒状ケーシング５を用いることができる。図１６に示すように、第２孔１２の第２口径Ｄ２よりわずかに大きい口径の筒状ケーシング５を挿入することで、第２孔１２の孔壁が強固に補強される。 First, in the fifth step shown in FIGS. 15 and 16, in order to reinforce the second hole 12 drilled in the third step shown in FIGS. A cylindrical casing 5 with a corresponding diameter is inserted into the second hole 12. Although not particularly limited, when the second diameter D2 is 86 mm, a steel cylindrical casing 5 having an inner diameter of 90.2 mm, an outer diameter of 101.6 mm, and a plate thickness t of 5.7 mm can be used. As shown in FIG. 16, by inserting the cylindrical casing 5 having a diameter slightly larger than the second diameter D2 of the second hole 12, the hole wall of the second hole 12 is strongly reinforced.
続く図１７及び図１８に示す第６工程においては、筒状ケーシング５に、第１ダブルコアチューブ３などのボーリングロッドをガイドするセンターライザー６を挿入して設置する。本実施形態のセンターライザー６は、第１ダブルコアチューブ３により第３孔１３を削孔する際の当該第１ダブルコアチューブ３の芯出しを行うものである。そのため、センターライザーは、第１ダブルコアチューブ３の外径に応じた内径とされると共に、図１７に示すように筒状ケーシング５の内面に離散的に当接する凸部６１が円周方向に等配で設けられている。図１８に示すように、センターライザー６が筒状ケーシング５に挿入され、その凸部６１が筒状ケーシング５の内面に当接することにより、センターライザー６が筒状ケーシング５と同心円上に配置される。 In the subsequent sixth step shown in FIGS. 17 and 18, a center riser 6 that guides a boring rod such as the first double core tube 3 is inserted and installed in the cylindrical casing 5. The center riser 6 of this embodiment performs centering of the first double core tube 3 when drilling the third hole 13 with the first double core tube 3. Therefore, the center riser has an inner diameter that corresponds to the outer diameter of the first double core tube 3, and has convex portions 61 that discretely abut on the inner surface of the cylindrical casing 5, as shown in FIG. It is set up in a layout. As shown in FIG. 18, the center riser 6 is inserted into the cylindrical casing 5, and the convex portion 61 comes into contact with the inner surface of the cylindrical casing 5, so that the center riser 6 is arranged concentrically with the cylindrical casing 5. Ru.
続く図１９及び図２０に示す第７工程においては、上述した第１工程と同様に、第２孔１２の底面に、第１口径Ｄ１の第１孔１１をボーリング削孔する。特に限定はされないが、外径φが４６ｍｍの第１ダブルコアチューブ３を図示しないボーリング機に装着し、センターライザー６にてガイドしつつ、当該ボーリング機を用いて、たとえば削孔径（＝第１口径Ｄ１）が４６ｍｍ，第２削孔深度ＤＰ２が１ｍの第３孔１３を削孔する。地盤１の第２孔１２の下に第３孔１３が削孔された状態を図２０に示す。 In the subsequent seventh step shown in FIGS. 19 and 20, similarly to the first step described above, the first hole 11 having the first diameter D1 is bored in the bottom surface of the second hole 12. Although not particularly limited, the first double core tube 3 having an outer diameter φ of 46 mm is attached to a boring machine (not shown), and while being guided by the center riser 6, the first double core tube 3 is A third hole 13 having a diameter D1) of 46 mm and a second drilling depth DP2 of 1 m is drilled. FIG. 20 shows a state in which the third hole 13 is drilled below the second hole 12 in the ground 1.
続く図２１及び図２２に示す第８工程においては、上述した第７工程で削孔された第３孔１３に、調整された時間で硬化する注入材料２を無圧で注入する。ここで用いられる注入材料２は、上述した第１実施形態で用いられる注入材料２と同じである。第３孔１３に注入材料２が充填された状態を図２２に示す。図２２に示すように第３孔１３に注入材料２が充填されたら、注入材料２が硬化して充分な強度を発現するまで待機する。 In the subsequent eighth step shown in FIGS. 21 and 22, the injection material 2 that hardens in an adjusted time is injected without pressure into the third hole 13 drilled in the seventh step described above. The injection material 2 used here is the same as the injection material 2 used in the first embodiment described above. FIG. 22 shows a state in which the third hole 13 is filled with the injection material 2. As shown in FIG. 22, once the third hole 13 is filled with the injection material 2, the process waits until the injection material 2 hardens and develops sufficient strength.
続く図２３及び図２４に示す第９工程においては、第３孔１３と同芯で、且つ第１口径Ｄ１より大きい第２口径Ｄ２で、第３孔１３の周囲をコアボーリング削孔する。特に限定はされないが、センターライザー６を取り外したのち、外径φが８６ｍｍの第２ダブルコアチューブ４を図示しないボーリング機に装着し、当該ボーリング機を用いて、図２３及び図２４に示すように、たとえば削孔径（＝第２口径Ｄ２）が８６ｍｍ，第２削孔深度ＤＰ２が１ｍの第４孔１４を削孔する。なお、第２サンプルＳ２としてのコアが採取された後の第４孔１４を図２５に示す。 In the subsequent ninth step shown in FIGS. 23 and 24, core boring is performed around the third hole 13 with a second diameter D2 that is concentric with the third hole 13 and larger than the first diameter D1. Although not particularly limited, after removing the center riser 6, the second double core tube 4 having an outer diameter φ of 86 mm is attached to a boring machine (not shown), and using the boring machine, as shown in FIGS. 23 and 24, For example, a fourth hole 14 having a hole diameter (=second diameter D2) of 86 mm and a second hole depth DP2 of 1 m is drilled. Note that FIG. 25 shows the fourth hole 14 after the core as the second sample S2 has been collected.
最後の図２５及び図２６に示す第１０工程においては、第２ダブルコアチューブ４を引き上げ、インナコアチューブ４１に抱え持たれたコアを第２サンプルＳ２として採取する。図２６に採取された第２サンプルＳ２の断面を示し、図２５に第２サンプルＳ２が採取された後の第４孔１４を示す。採取した第２サンプルＳ２は、直径がインナコアチューブ４１の内径で、長さが第２削孔深度ＤＰ２の円筒形状の塊状物であり、調査目的の地盤に空洞や空隙が存在するか否かの調査に供され、目視による観察が行われる。 In the final tenth step shown in FIGS. 25 and 26, the second double core tube 4 is pulled up and the core held in the inner core tube 41 is collected as a second sample S2. FIG. 26 shows a cross section of the second sample S2 taken, and FIG. 25 shows the fourth hole 14 after the second sample S2 was taken. The collected second sample S2 is a cylindrical block whose diameter is the inner diameter of the inner core tube 41 and whose length is the second drilling depth DP2, and whether or not there are cavities or voids in the ground to be investigated. will be subjected to investigation and visual observation will be made.
なお、図２５に示す第４孔１４の底面からさらに深い部分のサンプルを採取する場合は、以上の第５工程から第１０工程を繰り返す。 In addition, when collecting a sample from a deeper part from the bottom of the fourth hole 14 shown in FIG. 25, the above-described fifth to tenth steps are repeated.
１…地盤
１１…第１孔
１２…第２孔
１３…第３孔
１４…第４孔
２…注入材料
２１…容器
２ａ…注入材料が浸入した地層
３…第１ダブルコアチューブ
３１…インナコアチューブ
３２…アウタコアチューブ
４…第２ダブルコアチューブ
４１…インナコアチューブ
４２…アウタコアチューブ
５…筒状ケーシング
６…センターライザー
Ｓ１…第１サンプル
Ｓ２…第２サンプル
Ｄ１…第１口径
Ｄ２…第２口径
ＤＰ１…第１削孔深度
ＤＰ２…第２削孔深度
Ｌ…空洞層
1...Ground 11...First hole 12...Second hole 13...Third hole 14...Fourth hole 2...Injection material 21...Container 2a...Geological stratum into which the injection material has penetrated 3...First double core tube 31...Inner core tube 32 ... Outer core tube 4 ... Second double core tube 41 ... Inner core tube 42 ... Outer core tube 5 ... Cylindrical casing 6 ... Center riser S1 ... First sample S2 ... Second sample D1 ... First diameter D2 ... Second diameter DP1 ...First drilling depth DP2...Second drilling depth L...Cavity layer
Claims (3)
調整された時間で硬化する注入材料を前記第１孔に無圧で注入して無圧の状態で硬化させ、
前記第１孔と同芯で、前記第１口径より大きい第２口径で、前記第１孔の周囲をコアボーリング削孔し、
前記コアボーリング削孔したコアを第１サンプルとして採取する調査ボーリング工法。 Drill a first hole of the first diameter in the ground targeted for investigation,
Injecting an injection material that hardens in a controlled time into the first hole without pressure and curing it under no pressure ;
core boring around the first hole with a second diameter that is concentric with the first hole and larger than the first diameter;
A survey boring method in which the core drilled through the core boring is collected as a first sample.
前記筒状ケーシングに、ボーリングロッドをガイドするセンターライザーを挿入して設置し、
前記センターライザーによりガイドされた前記ボーリングロッドを用いて、前記第２孔の底面に前記第１口径の第３孔をボーリング削孔し、
前記注入材料を前記第３孔に無圧で注入し、
前記第３孔と同芯で、前記第１口径より大きい第２口径で、前記第３孔の周囲をコアボーリング削孔し、
前記コアボーリング削孔したコアを第２サンプルとして採取する請求項１に記載の調査ボーリング工法。 A cylindrical casing having a diameter corresponding to the diameter of the second hole is inserted and installed in the second hole from which the core has been taken out,
A center riser for guiding a boring rod is inserted and installed in the cylindrical casing,
using the boring rod guided by the center riser, boring a third hole of the first diameter in the bottom surface of the second hole;
Injecting the injection material into the third hole without pressure,
core boring around the third hole with a second diameter that is concentric with the third hole and larger than the first diameter;
The survey boring method according to claim 1, wherein the core drilled through the core boring is collected as a second sample.
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|---|---|---|---|---|
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| US20170362908A1 (en) * | 2016-06-15 | 2017-12-21 | Colorado State University Research Foundation | Cryogenic core collection |
| JP2020159002A (en) * | 2019-03-26 | 2020-10-01 | 東京電力ホールディングス株式会社 | Soil sampler |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS4924707B1 (en) * | 1969-07-24 | 1974-06-25 | ||
| JPS506501A (en) * | 1969-07-24 | 1975-01-23 | ||
| JPS62151739A (en) * | 1985-12-26 | 1987-07-06 | Fujita Corp | Sampling method for rock to be tested |
| JPH035512A (en) * | 1989-06-01 | 1991-01-11 | Takenaka Komuten Co Ltd | Freeze sampling method of sand soil sample |
| JPH0913865A (en) * | 1995-06-28 | 1997-01-14 | Tokyo Soil Res:Kk | Freezing and sampling method for in situ ground and guide tube |
| US20170362908A1 (en) * | 2016-06-15 | 2017-12-21 | Colorado State University Research Foundation | Cryogenic core collection |
| JP2020159002A (en) * | 2019-03-26 | 2020-10-01 | 東京電力ホールディングス株式会社 | Soil sampler |
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