JP6019011B2 - How to install the preceding underground displacement meter - Google Patents
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- JP6019011B2 JP6019011B2 JP2013254296A JP2013254296A JP6019011B2 JP 6019011 B2 JP6019011 B2 JP 6019011B2 JP 2013254296 A JP2013254296 A JP 2013254296A JP 2013254296 A JP2013254296 A JP 2013254296A JP 6019011 B2 JP6019011 B2 JP 6019011B2
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- 238000006073 displacement reaction Methods 0.000 title claims description 112
- 238000009434 installation Methods 0.000 claims description 41
- 238000009412 basement excavation Methods 0.000 claims description 39
- 238000005259 measurement Methods 0.000 claims description 38
- 238000000034 method Methods 0.000 claims description 32
- 239000000463 material Substances 0.000 claims description 20
- 238000007711 solidification Methods 0.000 claims description 4
- 230000008023 solidification Effects 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 238000011900 installation process Methods 0.000 claims description 2
- 229910000831 Steel Inorganic materials 0.000 description 57
- 239000010959 steel Substances 0.000 description 57
- 229920000915 polyvinyl chloride Polymers 0.000 description 17
- 239000004800 polyvinyl chloride Substances 0.000 description 17
- 238000010276 construction Methods 0.000 description 15
- BZHJMEDXRYGGRV-UHFFFAOYSA-N Vinyl chloride Chemical compound ClC=C BZHJMEDXRYGGRV-UHFFFAOYSA-N 0.000 description 6
- 239000004567 concrete Substances 0.000 description 5
- 239000002184 metal Substances 0.000 description 4
- 239000007921 spray Substances 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011152 fibreglass Substances 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 239000011347 resin Substances 0.000 description 2
- 229920005989 resin Polymers 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 239000003054 catalyst Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 229920000642 polymer Polymers 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000011343 solid material Substances 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
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- Excavating Of Shafts Or Tunnels (AREA)
Description
本発明は、先行地中変位計の設置方法に関するものであり、具体的には、トンネル拡幅部を設けることなく先行地中変位計の設置を可能とする技術に関する。 The present invention relates to a method for installing a preceding underground displacement meter, and more specifically to a technique that enables the installation of a preceding underground displacement meter without providing a tunnel widening portion.
脆弱な不良地山におけるトンネル掘削では、切羽前方の先行変位を事前に計測し、該当部位の掘削工、支保工の的確な検討や施工を行うことが重要である。そうした先行変位の計測を行うにあたっては、切羽前方の地山内にボーリング孔を削孔し、ボーリング孔内に傾斜計やひずみ計を埋設して先行変位を計測するが、鋼製支保工の支障とならないよう、地山における計測対象部位に向け、トンネル軸方向と略平行に変位計設置用の管材を打設するため、切羽付近のトンネル断面を拡張して拡幅部を設けることが必要であった。 In tunnel excavation in fragile bad ground, it is important to measure the advance displacement in front of the face in advance and to perform accurate examination and construction of excavation and support work at the relevant part. When measuring the preceding displacement, a boring hole is drilled in the ground in front of the face and an inclinometer or strain gauge is embedded in the boring hole to measure the leading displacement. Therefore, it was necessary to expand the cross section of the tunnel near the face and provide a widened section in order to place the displacement meter installation tube approximately parallel to the tunnel axis direction toward the measurement target site in the natural ground. .
こうした拡幅部の施工を伴う地中変位計測に関する技術としては、以下のような技術が提案されている。すなわち、掘削により発生する僅かな緩み変位を高精度でかつ容易に測定するとの目的の下、地山に穿孔したボーリング孔内に金属棒を挿入し、その内端を固結材によりボーリング孔内に固定後、該金属棒に所定初期軸力を加え、掘削によって地山に発生する緩み変位量を金属棒の軸力変化として測定する技術（特許文献１）などが提案されている。 The following technologies have been proposed as technologies related to underground displacement measurement with construction of such widened portions. That is, for the purpose of measuring the slight slack displacement generated by excavation with high accuracy and ease, a metal rod is inserted into a boring hole drilled in a natural ground, and its inner end is inserted into the boring hole by a solidified material. A technique is proposed in which a predetermined initial axial force is applied to the metal rod after being fixed to the metal rod, and the amount of loose displacement generated in the natural ground by excavation is measured as a change in the axial force of the metal rod (Patent Document 1).
従来技術によって上述の変位計設置を行う場合、拡幅部構築のためのトンネル断面拡幅の工程が必要であり、施工期間やコストが増大してしまう欠点がある。また、トンネル断面の拡幅は地山の緩みを拡大させる恐れがあり、トンネル地山安定の観点から好ましくない。 When the above-described displacement meter is installed according to the conventional technique, a tunnel cross-section widening process for constructing the widened portion is necessary, and there is a drawback that the construction period and cost increase. Moreover, the widening of the tunnel cross section may increase the looseness of the natural ground, which is not preferable from the viewpoint of tunnel natural ground stability.
そこで本発明は、トンネル拡幅部を設けることなく先行地中変位計の設置を可能とする技術の提供を目的とする。 Then, an object of this invention is to provide the technique which enables installation of a preceding underground displacement meter, without providing a tunnel widening part.
上記課題を解決する先行地中変位計の設置方法は、トンネル掘削予定箇所上の地山における変位計測開始点に向け、トンネル切羽から外管を打設する外管打設工程と、前記外管内に内管を挿入して当該内管外の外管内空に固化材を充填する内管挿入工程と、トンネル掘削に伴う前記外管及び前記内管の折り取りにより、前記変位計測開始点付近のトンネル掘削面に開口した前記内管に、屈曲可能な変位計を挿入する変位計設置工程と、前記内管と共に前記変位計測開始点付近のトンネル掘削面に開口した前記外管に、曲り管の一端を接続し、当該曲り管の他端を、前記変位計測開始点付近に設置された支保工よりトンネル掘進方向後方において、トンネル坑内に向けて配置する曲り管設置工程とを含むことを特徴とする。 An installation method of a preceding underground displacement meter that solves the above problems includes an outer pipe placing step for placing an outer pipe from a tunnel face toward a displacement measurement start point in a natural ground on a tunnel excavation site, The inner tube is inserted into the outer tube and the outer tube is filled with a solidified material inside the outer tube, and the outer tube and the inner tube are removed by tunnel excavation. Displacement meter installation step of inserting a bendable displacement meter into the inner tube opened to the tunnel excavation surface, and the outer tube opened to the tunnel excavation surface near the displacement measurement start point together with the inner tube, A bent pipe installation step of connecting one end and arranging the other end of the bent pipe toward the inside of the tunnel mine behind the support construction installed near the displacement measurement start point, in the tunnel digging direction. To do.
これによれば、トンネル掘削予定箇所上の地山に打設した内管及び外管が、鋼製支保工間にてトンネル坑内に向けて開口する構造を成し、当該構造において変位計を設置することが可能となる。従って、トンネル拡幅部の構築を伴わない先行地中変位計の設置が可能となる。そのため、従来生じていた拡幅部構築に伴う施工期間やコストの増大、また、地山のゆるみ拡大といった事態を回避できる。なお、上述の変位計は屈曲可能であって、曲り管を介した内管からの引き抜きが自在である。そのため計測作業完了後、変位計を回収して転用することも可能となる。 According to this, the inner pipe and the outer pipe placed in the natural ground on the tunnel excavation site form a structure that opens to the tunnel mine between the steel support works, and the displacement meter is installed in the structure It becomes possible to do. Accordingly, it is possible to install a preceding underground displacement meter without the construction of the tunnel widening section. Therefore, it is possible to avoid a situation such as an increase in construction period and cost associated with the construction of the widened portion, which has occurred in the past, and an increase in looseness of natural ground. The above-mentioned displacement meter is bendable and can be pulled out from the inner tube via the bent tube. Therefore, after the measurement work is completed, the displacement meter can be collected and diverted.
なお、上述の先行地中変位計の設置方法における前記変位計設置工程の前に前記曲り管設置工程を実施し、前記変位計設置工程において、前記曲り管を介して、前記内管内に前記変位計を挿入するとしてもよい。 In addition, the bending tube installation step is performed before the displacement meter installation step in the above-described preceding underground displacement meter installation method, and in the displacement meter installation step, the displacement is inserted into the inner tube via the bent tube. A meter may be inserted.
これによれば、トンネル掘削や地山の状況に応じて、変位計の設置を、外管への曲り管の接続後に行うことも可能となる。 According to this, according to the situation of tunnel excavation or natural ground, it becomes possible to install the displacement meter after connecting the bent pipe to the outer pipe.
また、上述の先行地中変位計の設置方法において、前記内管外の前記外管内空のうち前記変位計測開始点に対応する位置に、前記外管内空の閉塞部材を設置し、前記内管挿入工程における前記固化材の充填を、前記閉塞部材よりトンネル掘進方向側の前記外管内空に行うとしてもよい。 Further, in the above-described method for installing the preceding underground displacement meter, the outer tube inner space blocking member is installed at a position corresponding to the displacement measurement start point in the outer tube inner space outside the inner tube, and the inner tube The solidification material in the insertion step may be filled in the inner space of the outer pipe closer to the tunneling direction than the closing member.
これによれば、曲り管を接続すべき外管の小口が固化材で塞がれたり、小口の継ぎ手構造に固化材が付着してしまうといった事態を効果的に回避することが出来る。 According to this, it is possible to effectively avoid a situation in which the fore end of the outer tube to which the bent pipe is connected is blocked by the solidifying material or the solidifying material adheres to the joint structure of the fore edge.
また、上述の先行地中変位計の設置方法において、前記外管及び前記内管として、少なくとも前記変位計測開始点に対応する位置において、周方向に薄肉部を設けたものを用いるとしてもよい。 Further, in the above-described method for installing the preceding underground displacement meter, the outer tube and the inner tube may be provided with a thin portion in the circumferential direction at least at a position corresponding to the displacement measurement start point.
これによれば、トンネル掘削に伴って掘削重機等で内管および外管を折り取る際、上述の薄肉部で効率的かつ確実に折り取りがなされることになり、施工効率が向上する。 According to this, when the inner pipe and the outer pipe are folded by a heavy excavator or the like along with tunnel excavation, the above-mentioned thin portion is efficiently and surely broken, and the construction efficiency is improved.
本発明によれば、トンネル拡幅部を設けることなく先行地中変位計の設置が可能となる。 According to the present invention, it is possible to install a preceding underground displacement meter without providing a tunnel widening portion.
以下に本発明の実施形態について図面を用いて詳細に説明する。図１〜８は本実施形態の先行地中変位計１４の設置方法における工程例１〜４をそれぞれ示す断面図および正面図であり、図９、図１０は本実施形態における先行地中変位計１４の設置構造を示す側断面図、および断面図である。本実施形態の先行地中変位計の設置方法は、従来のようなトンネル拡幅部を設けることなく先行地中変位計１４の設置を可能とするものである。 Embodiments of the present invention will be described below in detail with reference to the drawings. FIGS. 1 to 8 are a sectional view and a front view, respectively, showing step examples 1 to 4 in the installation method of the preceding underground displacement meter 14 of the present embodiment, and FIGS. 9 and 10 are the preceding underground displacement meters of the present embodiment. FIG. 14 is a side sectional view and a sectional view showing the installation structure of FIG. The installation method of the preceding underground displacement meter of this embodiment makes it possible to install the preceding underground displacement meter 14 without providing a conventional tunnel widening portion.
本実施形態において先行地中変位計１４の設置対象となるのは、性状が脆弱で鋼製支保工など適宜な支保工の設置が必要となる地山１であり、該当地山１のうちトンネル掘削箇所上方付近が主な設置箇所になる。図１では、こうした先行地中変位計１４の設置箇所を、地山１における先行地中変位計１４による変位計測の開始点３および終了点４の間の区間として示している。 In the present embodiment, the installation target of the preceding underground displacement meter 14 is a natural ground 1 having a weak property and requiring an appropriate support construction such as a steel support construction. Near the excavation site is the main installation site. In FIG. 1, the installation location of the preceding underground displacement meter 14 is shown as a section between the start point 3 and the end point 4 of the displacement measurement by the preceding underground displacement meter 14 in the ground 1.
なお、上述の変位計測開始点３は、該当地点のトンネル掘削面１３に設置予定の鋼製支保工１２Ａより上部の地山１に設定する。また、当該変位計測開始点３に向け、所定位置３０のトンネル切羽２の天端付近から鋼管５（外管）を打設した場合の鋼管先端付近を、変位計測終了点４とする。勿論、地山１に打設した鋼管５内のいずれの位置に変位計測終了点４を設定するとしてもよい。 In addition, the above-mentioned displacement measurement start point 3 is set in the natural ground 1 above the steel support 12A to be installed on the tunnel excavation surface 13 at the corresponding point. Also, the displacement measurement end point 4 is the vicinity of the steel pipe tip when the steel pipe 5 (outer pipe) is driven from the vicinity of the top end of the tunnel face 2 at the predetermined position 30 toward the displacement measurement start point 3. Of course, the displacement measurement end point 4 may be set at any position in the steel pipe 5 placed in the natural ground 1.
上述のような変位計測開始点３および変位計測終了点４の検討、設定を行い、地山１に対するトンネル掘削を進めた結果、ある時点で、トンネル軸方向における所定位置３０でのトンネル切羽２が形成されたとする。そこで、これからトンネル掘削を予定する切羽前方の地山１における変位計測開始点３に向け、トンネル切羽２の天端付近から所定長の鋼管５を打設する（外管打設工程）。なお、トンネル掘削により地山１に成したトンネル掘削面１３には鋼製支保工１２が建込みされ、吹き付けコンクリート層４０による補強がなされているものとする。 As a result of examining and setting the displacement measurement start point 3 and the displacement measurement end point 4 as described above and proceeding with the tunnel excavation with respect to the natural ground 1, the tunnel face 2 at the predetermined position 30 in the tunnel axis direction at one point Suppose that it is formed. Therefore, a steel pipe 5 having a predetermined length is placed from the vicinity of the top end of the tunnel face 2 toward the displacement measurement start point 3 in the ground 1 in front of the face where tunnel excavation is scheduled (outer pipe placing step). It is assumed that a steel support 12 is built on the tunnel excavation surface 13 formed in the natural ground 1 by tunnel excavation and is reinforced by the sprayed concrete layer 40.
この鋼管５は、例えば１２〜１３ｍ程度の長尺鋼管であり、図９にて示すように、その先端に掘削ビット１９を備えている。トンネル切羽２から地山１に対する鋼管５の打設に際しては、トンネル坑内２１に配置した油圧ジャンボ等の削孔用重機が、鋼管先端の掘削ビット１９を駆動させて地山１に対する削孔動作を行い、鋼管５を、トンネル切羽２から地山１の変位計測開始点３、更には変位計測終了点４に向けて徐々に掘進させる。 This steel pipe 5 is a long steel pipe of about 12 to 13 m, for example, and has a drill bit 19 at its tip as shown in FIG. When the steel pipe 5 is driven from the tunnel face 2 to the ground 1, a drilling heavy machine such as a hydraulic jumbo arranged in the tunnel pit 21 drives the drill bit 19 at the tip of the steel pipe to perform the drilling operation on the ground 1. The steel pipe 5 is gradually dug from the tunnel face 2 toward the displacement measurement start point 3 of the natural ground 1 and further toward the displacement measurement end point 4.
上述の所定位置３０のトンネル切羽２から、地山１における変位計測開始点３、更には変位計測終了点４に至るまで鋼管５を打設したならば、トンネル切羽２に開口している当該鋼管５の内空７に、後に先行地中変位計１４をセットする塩ビ管６（内管）を挿入し、当該塩ビ管６外方の鋼管内空７と、鋼管５とその周囲の地山１との隙間空間５０とに、グラウトやモルタル、或いは樹脂等の適宜な固化材８を充填する（内管挿入工程）。 If the steel pipe 5 is driven from the tunnel face 2 at the predetermined position 30 to the displacement measurement start point 3 in the natural ground 1 and further to the displacement measurement end point 4, the steel pipe opened to the tunnel face 2 will be described. A PVC pipe 6 (inner pipe) for setting the preceding underground displacement meter 14 later is inserted into the inner space 7 of the steel pipe 5, and the steel pipe inner space 7 outside the PVC pipe 6, the steel pipe 5 and the surrounding ground 1 Is filled with a suitable solidifying material 8 such as grout, mortar, or resin (inner tube insertion step).
このため鋼管内空７には、固化材注入用の注入管１８を配置しておき、この注入管１８と連結された適宜な圧送装置により、固化材８を鋼管内空７に吐出可能な構成を備えるものとする。また鋼管内空７は所定孔を介して上述の隙間空間５０と連通しており、そうした構造の鋼管内空７に固化材８を注入し適宜充填することで、連通した隙間空間５０にも固化材８の充填が可能である。以上のように、固化材８を鋼管内空７および隙間空間５０に満たして固化させることで、地山１と鋼管５、および塩ビ管６とは一体化される。つまり、地山１の各種挙動で生じる変位は、ほぼロスなく鋼管５および塩ビ管６に直接伝達されることになる。また、塩ビ管６の内径は先行地中変位計１４の外径と近しく、塩ビ管６に挿入された先行地中変位計１４は該塩ビ管６と一体に挙動出来るものとする。 For this reason, an injection pipe 18 for injecting solidification material is disposed in the steel pipe inner space 7, and the solidification material 8 can be discharged into the steel pipe inner space 7 by an appropriate pumping device connected to the injection pipe 18. Shall be provided. Further, the steel pipe inner space 7 communicates with the above-described gap space 50 through a predetermined hole, and the solidified material 8 is injected into the steel pipe inner space 7 having such a structure and appropriately filled, so that the communicating gap space 50 is also solidified. The material 8 can be filled. As described above, the solid material 1, the steel pipe 5, and the PVC pipe 6 are integrated by filling the solidified material 8 in the steel pipe inner space 7 and the gap space 50 and solidifying. That is, the displacement caused by various behaviors of the natural ground 1 is directly transmitted to the steel pipe 5 and the vinyl chloride pipe 6 with almost no loss. Further, the inner diameter of the PVC pipe 6 is close to the outer diameter of the preceding underground displacement gauge 14, and the preceding underground displacement gauge 14 inserted into the PVC pipe 6 can behave integrally with the PVC pipe 6.
なお、外管としては上述の鋼管５に限定されず、例えばＧＦＲＰ（Ｇｌａｓｓ ｆｉｂｅｒ ｒｅｉｎｆｏｒｃｅｄ ｐｌａｓｔｉｃｓ）管を採用するとしてもよい。また、内管としては上述の塩ビ管６に限定されず、例えば鋼管を採用するとしてもよい。 The outer pipe is not limited to the steel pipe 5 described above, and for example, a GFRP (Glass fiber reinforced plastics) pipe may be adopted. Moreover, as an inner pipe, it is not limited to the above-mentioned polyvinyl chloride pipe 6, For example, you may employ | adopt a steel pipe.
また、塩ビ管６外方の鋼管内空７のうち、上述の変位計測開始点３に対応する位置に、鋼管内空７を閉塞するパッカー１５（閉塞部材）を設置した上で、当該パッカー１５よりトンネル掘進方向側の鋼管内空７に対し、上述の固化材８の充填を行うとすれば更に好適である。こうした施工形態を採用すれば、後に曲り管９を接続すべき鋼管５の小口が固化材８で塞がれたり、小口の継ぎ手構造（例：ネジ継手）に固化材８が付着して、曲り管９の接続精度が不良となってしまうといった事態を効果的に回避することが出来る。パッカー１５は、空気等の適宜な流体を圧送することで膨張させる袋体や、温度や触媒等で膨張・硬化する樹脂や高分子ゲルなどを採用できる。或いは、粘土やエポキシパテなどの充填材料を用いるとしてもよい。 Moreover, after installing the packer 15 (blocking member) which obstruct | occludes the steel pipe inner space 7 in the position corresponding to the above-mentioned displacement measurement start point 3 among the steel pipe inner space 7 of the PVC pipe 6 outside, the said packer 15 More preferably, the above-mentioned solidified material 8 is filled into the steel pipe inner space 7 on the tunnel excavation direction side. If such a construction form is adopted, the small end of the steel pipe 5 to which the bent pipe 9 is to be connected later is closed with the solidified material 8, or the solidified material 8 adheres to the joint structure (eg, threaded joint) of the small end and bends. The situation where the connection accuracy of the pipe 9 becomes poor can be effectively avoided. The packer 15 can employ a bag body that is inflated by pumping an appropriate fluid such as air, a resin or a polymer gel that is inflated and cured by temperature, a catalyst, or the like. Alternatively, a filling material such as clay or epoxy putty may be used.
地山１における上述の鋼管５および塩ビ管６の設置後は、トンネル掘削を進め、所定位置３０からトンネル切羽２をトンネル掘進方向に向けて前進させる。トンネル切羽２の前進に際しては、掘削重機等による地山１の掘削動作により、それまで地山１内にあった鋼管５及び塩ビ管６の端部がトンネル掘削面１３に露出し、折り取られることになる。この折り取り動作の効率や確実性を向上させるため、鋼管５及び塩ビ管６の周方向には、一定間隔で薄肉部１６が備わるものとする。特に、鋼管５および塩ビ管６において、変位計測開始点３に対応する位置にはこの薄肉部１６が備わっており、後に曲り管９を接続する鋼管５の小口形状や継手構造に対し、上述の折り取り動作の影響が及ばないよう図ると更に好適である。 After installation of the steel pipe 5 and the vinyl chloride pipe 6 in the natural ground 1, tunnel excavation is advanced, and the tunnel face 2 is advanced from the predetermined position 30 toward the tunnel excavation direction. When the tunnel face 2 moves forward, the ends of the steel pipe 5 and the PVC pipe 6 that have been in the ground 1 are exposed to the tunnel excavation surface 13 by the excavation operation of the ground 1 by a heavy excavator or the like and are broken off. It will be. In order to improve the efficiency and certainty of the folding operation, thin portions 16 are provided at regular intervals in the circumferential direction of the steel pipe 5 and the vinyl chloride pipe 6. In particular, in the steel pipe 5 and the vinyl chloride pipe 6, the thin portion 16 is provided at a position corresponding to the displacement measurement start point 3, and the above-described shape and joint structure of the steel pipe 5 to which the bent pipe 9 is connected later are described. It is more preferable to avoid the influence of the folding operation.
トンネル掘削を進めることで、トンネル切羽２が所定位置３０から前進し、変位計測開始点３付近に達したとする。この時、上述のように、トンネル掘削に伴う鋼管５および塩ビ管６の折り取りにより、変位計測開始点３付近のトンネル掘削面１３には、鋼管５および塩ビ管６の端部２２、２３が露出することになる。そこで、変位計測開始点３付近のトンネル掘削面１３に端部２３が開口した塩ビ管６に、屈曲可能な先行地中変位計１４を挿入する（変位計設置工程）。 It is assumed that the tunnel face 2 moves forward from the predetermined position 30 and reaches the vicinity of the displacement measurement start point 3 by proceeding with tunnel excavation. At this time, as described above, the end portions 22 and 23 of the steel pipe 5 and the vinyl chloride pipe 6 are formed on the tunnel excavation surface 13 near the displacement measurement start point 3 by the breakage of the steel pipe 5 and the vinyl chloride pipe 6 accompanying the tunnel excavation. Will be exposed. Therefore, a bendable underground underground displacement meter 14 is inserted into the PVC pipe 6 having an end 23 opened in the tunnel excavation surface 13 near the displacement measurement start point 3 (displacement meter installation step).
屈曲可能な先行地中変位計１４は、３Ｄ地中変位計と呼ばれる変位計であり、内部に加速度センサが内蔵された所定ピッチのセグメントが連結された構造を有しており、各セグメント同士はフレキシブルな関節により一定範囲で屈曲可能となっている。また、先行地中変位計１４は、変位計測に際し、各関節の傾斜角から区間変位を算出し、これを不動点（最深部もしくは最浅部）から積算していくことでセンサ全体の形状を座標値で出力する機能を有している。 The bendable underground displacement meter 14 is a displacement meter called a 3D underground displacement meter, and has a structure in which segments of a predetermined pitch in which an acceleration sensor is incorporated are connected. The flexible joint can be bent within a certain range. The preceding underground displacement meter 14 calculates the section displacement from the inclination angle of each joint and measures the shape of the entire sensor by integrating this from the fixed point (the deepest part or the shallowest part). It has a function to output with coordinate values.
次に、上述の変位計設置工程の後、塩ビ管６と共に変位計測開始点３付近のトンネル掘削面１３に開口した鋼管５の端部２２に、曲り管９の一端１０を接続し、当該曲り管９の他端１１を、変位計測開始点３付近に設置された鋼製支保工１２Ａよりトンネル掘進方向後方において、トンネル坑内２１に向けて配置する（曲り管設置工程）。また、この曲り管９の他端１１は、例えば当該他端１１に螺合する蓋材２５により開閉自在に閉塞する。 Next, after the above-described displacement meter installation step, one end 10 of the bent pipe 9 is connected to the end portion 22 of the steel pipe 5 that is opened in the tunnel excavation surface 13 near the displacement measurement start point 3 together with the PVC pipe 6, and the bent The other end 11 of the pipe 9 is arranged toward the tunnel pit 21 behind the steel support 12A installed near the displacement measurement start point 3 in the tunnel digging direction (bent pipe installation process). Further, the other end 11 of the bent tube 9 is closed so as to be freely opened and closed by, for example, a lid member 25 screwed to the other end 11.
一方、こうした曲り管９と鋼管５の接続を行わない場合、掘削動作によって折り取られ、トンネル掘削面１３に開口した鋼管５の端部２２および塩ビ管６の端部２３は、コンクリート吹き付け層４０の施工により閉塞されてしまう。また、曲り管９ではなく直管Ｘを上述の鋼管５に接続した場合、図１１にて破線で示すように鋼製支保工１２Ａ後方の鋼製支保工１２Ｂに直管Ｘが接触してしまい、鋼管５と直管Ｘの接続自体が困難である。 On the other hand, when such a connection between the bent pipe 9 and the steel pipe 5 is not performed, the end portion 22 of the steel pipe 5 and the end portion 23 of the PVC pipe 6 which are broken by the excavation operation and open to the tunnel excavation surface 13 are connected to the concrete spray layer 40. It will be blocked by construction. Further, when the straight pipe X is connected to the above-described steel pipe 5 instead of the bent pipe 9, the straight pipe X comes into contact with the steel support 12B behind the steel support 12A as shown by a broken line in FIG. The connection itself between the steel pipe 5 and the straight pipe X is difficult.
他方、上述したように鋼管５に曲り管９を接続し、その曲り管９の他端１１を蓋材２５で閉塞することで、曲り管９の他端１１は、鋼製支保工１２Ａ後方において、コンクリート吹き付け層４０より下方、すなわちトンネル坑内２１に露出する位置に存在することになり、鋼製支保工１２らと接触せずにトンネル坑内２１に露出する。また、その開口は蓋材２５で予め閉じられているため、コンクリート吹き付け層４０の施工により、閉塞されてしまう懸念も生じない。 On the other hand, the bent pipe 9 is connected to the steel pipe 5 as described above, and the other end 11 of the bent pipe 9 is closed with the lid member 25 so that the other end 11 of the bent pipe 9 is behind the steel support 12A. Therefore, it is present below the concrete spray layer 40, that is, at a position exposed to the tunnel mine 21, and is exposed to the tunnel mine 21 without contacting the steel supporters 12. Further, since the opening is closed in advance by the lid member 25, there is no concern that the opening will be blocked by the construction of the concrete spray layer 40.
なお、先行地中変位計１４による変位計測を実行する際に、上述の蓋材２５を曲り管９の他端１１から外して当該他端１１を開口させ、先行地中変位計１４とデータロガー等の計測機器との接続など適宜な作業を行うことも可能である。 When the displacement measurement by the preceding underground displacement meter 14 is executed, the above-described lid member 25 is removed from the other end 11 of the bent tube 9 and the other end 11 is opened, so that the preceding underground displacement meter 14 and the data logger are opened. It is also possible to perform an appropriate operation such as connection to a measuring instrument such as.
図１１に示すように鋼管５に対する曲り管９の接続が完了したら、トンネル掘削面１３にコンクリート吹きつけ層４０を施工し、次区間のトンネル掘削に備える。なお、鋼管端部２２と曲り管９の一端１０の各々には、互いに嵌着し合うソケット構造が備わっており、互いの端部を当接させて押し込む等の動作で容易に嵌着し接続される。こうした鋼管端部２２と曲り管９の一端１０との間の接続構造としては、狭い施工空間での接続動作の行い難さを許容出来る場合、例えば、鋼管端部２２と曲り管９の一端１０の各々に、互いに螺合するネジ継手構造を備えて、互いの端部を当接させた管相互の軸回転動作で螺合させ接続するとしてもよい。 As shown in FIG. 11, when the connection of the bent pipe 9 to the steel pipe 5 is completed, a concrete spray layer 40 is constructed on the tunnel excavation surface 13 to prepare for the next section of tunnel excavation. Each of the steel pipe end 22 and one end 10 of the bent pipe 9 is provided with a socket structure that fits to each other, and can be easily fitted and connected by an operation such as pushing the ends against each other. Is done. As such a connection structure between the steel pipe end portion 22 and the one end 10 of the bent tube 9, for example, when the difficulty of performing the connection operation in a narrow construction space can be allowed, for example, the steel pipe end portion 22 and the one end 10 of the bent tube 9. Each of these may be provided with a threaded joint structure that is screwed to each other, and may be screwed together and connected by an axial rotation operation of the pipes that are in contact with each other.
また、変位計設置工程の前に曲り管設置工程を実施し、変位計設置工程において、曲り管９を介して、内管６内に変位計１４を挿入するとしてもよい。こうした施工形態を採用すれば、トンネル掘削の進捗状況や地山１の状況などにより、先行地中変位計１４の設置より先に、ひとまず鋼管５と曲り管９の接続を先行させる必要がある状況にも対応可能である。 Further, the bending tube installation step may be performed before the displacement meter installation step, and the displacement meter 14 may be inserted into the inner tube 6 via the bending tube 9 in the displacement meter installation step. If such a construction form is adopted, it is necessary to precede the connection between the steel pipe 5 and the bent pipe 9 before the installation of the preceding underground displacement gauge 14 due to the progress of tunnel excavation and the situation of the natural ground 1. Can also be supported.
また、先行地中変位計１４による計測作業完了後は、曲り管９の他端１１を介して、塩ビ管６内の先行地中変位計１４に対して引き抜き動作を行うことで、先行地中変位計１４の回収を行い、他の計測機会に転用することも可能となる。上述したように、本実施形態の先行地中変位計１４は、フレキシブルな関節によって一定範囲であれば屈曲可能な構造を備えたものであるため、上述の引き抜き動作により塩ビ管６内から引き出される際、曲り管９の内空形状に応じて適宜屈曲しつつ、円滑に曲り管９を通過し、最終的に塩ビ管６から抜き去ることができる。 In addition, after the measurement work by the preceding underground displacement meter 14 is completed, the drawing operation is performed on the preceding underground displacement meter 14 in the PVC pipe 6 through the other end 11 of the bent tube 9, thereby It is also possible to collect the displacement meter 14 and divert it to other measurement opportunities. As described above, the preceding underground displacement meter 14 of the present embodiment has a structure that can be bent within a certain range by a flexible joint, and therefore is pulled out from the PVC pipe 6 by the above-described pulling operation. At this time, it is possible to smoothly pass through the bent tube 9 and finally be removed from the PVC tube 6 while being appropriately bent according to the inner shape of the bent tube 9.
以上示した本実施形態によれば、トンネル拡幅部を設けることなく先行地中変位計の設置が可能となる。本発明の実施の形態について、その実施の形態に基づき具体的に説明したが、これに限定されるものではなく、その要旨を逸脱しない範囲で種々変更可能である。 According to this embodiment described above, it is possible to install a preceding underground displacement meter without providing a tunnel widening portion. Although the embodiment of the present invention has been specifically described based on the embodiment, the present invention is not limited to this, and various modifications can be made without departing from the scope of the invention.
１ トンネル地山
２ トンネル切羽
３ 変位計測開始点
４ 変位計測終了点
５ 鋼管（外管）
６ 塩ビ管（内管）
７ 外管内空
８ 固化材
９ 曲り管
１０ 曲り管の一端
１１ 曲り管の他端
１２ 鋼製支保工（支保工）
１３ トンネル掘削面
１４ 先行地中変位計（変位計）
１５ 閉塞部材
１６ 薄肉部
１７ スペーサー
１８ 注入管
１９ 掘削ビット
２０ グラウト材
２１ トンネル坑内
２２ 鋼管端部
２３ 塩ビ管端部
２５ 蓋材
４０ 吹き付けコンクリート
５０ 隙間空間
1 Tunnel ground 2 Tunnel face 3 Displacement measurement start point 4 Displacement measurement end point 5 Steel pipe (outer pipe)
6 PVC pipe (inner pipe)
7 Outer pipe inner space 8 Solidified material 9 Bent pipe 10 One end of the bent pipe 11 The other end of the bent pipe 12 Steel support (support work)
13 Tunnel excavation surface 14 Leading underground displacement meter (displacement meter)
DESCRIPTION OF SYMBOLS 15 Closure member 16 Thin part 17 Spacer 18 Injection pipe 19 Excavation bit 20 Grout material 21 Tunnel pit 22 Steel pipe end 23 PVC pipe end 25 Cover material 40 Spraying concrete 50 Crevice space
Claims (4)
前記外管内に内管を挿入して当該内管外の外管内空に固化材を充填する内管挿入工程と、
トンネル掘削に伴う前記外管及び前記内管の折り取りにより、前記変位計測開始点付近のトンネル掘削面に開口した前記内管に、屈曲可能な変位計を挿入する変位計設置工程と、
前記内管と共に前記変位計測開始点付近のトンネル掘削面に開口した前記外管に、曲り管の一端を接続し、当該曲り管の他端を、前記変位計測開始点付近に設置された支保工よりトンネル掘進方向後方において、トンネル坑内に向けて配置する曲り管設置工程と、
を含むことを特徴とする先行地中変位計の設置方法。 An outer pipe placing process for placing an outer pipe from a tunnel face toward a displacement measurement start point in a natural ground on a tunnel excavation site;
An inner tube inserting step of inserting an inner tube into the outer tube and filling a solidified material in the outer space of the outer tube outside the inner tube;
Displacement meter installation step of inserting a bendable displacement meter into the inner tube opened in the tunnel excavation surface near the displacement measurement start point by breaking the outer tube and the inner tube accompanying tunnel excavation;
One end of a bent pipe is connected to the outer pipe opened on the tunnel excavation surface near the displacement measurement start point together with the inner pipe, and the other end of the bent pipe is installed near the displacement measurement start point. Bent pipe installation process that is arranged toward the tunnel mine, more backward in the tunnel digging direction,
The installation method of the preceding underground displacement meter characterized by including.
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