JP2008031703A - Excavation method of small overburden zone by earth pressure shield machine, and pressure control method in chamber - Google Patents
Excavation method of small overburden zone by earth pressure shield machine, and pressure control method in chamber Download PDFInfo
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Abstract
Description
本発明は、土圧式シールド機による小土被り区間の掘進方法及びチャンバ内の圧力管理方法に関するものである。 The present invention relates to a method for excavating a small earth covering section by an earth pressure type shield machine and a pressure management method in a chamber.
近年、都市部では地下構造物を構築する際に、交通混雑の激しい道路での工事をスムーズに行うとともに、周辺住民に与える工事の影響を軽減するために、シールド工法が採用されており、特に、トンネル建設時に多く採用されている。また、都市部の地上には十分な作業基地面積を確保することが難しいために、設備配置スペースの必要面積が大きい泥水式シールドに比べて設備配置スペースの必要面積が小さい土圧式シールドによる施工のニーズが高まっている。 In recent years, when constructing underground structures in urban areas, shield construction methods have been adopted in order to smoothly perform construction on roads with heavy traffic and reduce the impact of construction on surrounding residents. It is often used during tunnel construction. In addition, since it is difficult to secure a sufficient work base area on the ground in urban areas, construction using earth pressure type shields that require a small area for equipment placement space compared to a muddy water type shield that requires a large area for equipment placement space. Needs are growing.
一般的に、シールド工法で掘削されるトンネルの最小土被り深さは、非特許文献１に示すように、１．０Ｄ〜１．５Ｄ（Ｄ：掘削外径）程度である。トンネルの土被り深さが１．０Ｄ〜１．５Ｄ以上の場合のトンネル前方の地山では、地盤の粘着性等の影響により、図８に示すように、切羽周辺のくさび状部分３０の土塊がすべり面に沿ってトンネルに向かって動こうとしており（黒色矢印）、このとき切羽には土圧（白色矢印）が作用している。かかる場合には、土圧式シールド機のチャンバ内の圧力を土圧よりもやや大きくなるように管理して切羽を支持している。このチャンバ内の圧力は、隔壁の中心部付近に設置された土圧計の測定値を代表値として用い、この測定値に基づいて管理されている。 Generally, as shown in Non-Patent Document 1, the minimum soil covering depth of a tunnel excavated by the shield method is about 1.0D to 1.5D (D: outer diameter of excavation). In the natural ground in front of the tunnel when the tunnel covering depth is 1.0D to 1.5D or more, as shown in FIG. 8, the lump of the wedge-shaped portion 30 around the face is affected by the adhesiveness of the ground. Is moving toward the tunnel along the sliding surface (black arrow), and earth pressure (white arrow) is acting on the face at this time. In such a case, the face is supported by managing the pressure in the chamber of the earth pressure type shield machine so as to be slightly larger than the earth pressure. The pressure in the chamber is managed based on a measured value of a soil pressure gauge installed near the center of the partition wall as a representative value.
また、トンネルの土被り深さが１．０Ｄより小さい場合においては、トンネルを掘削する前に薬注工法等の補助工法にて土被り部分を地盤改良し、トンネル掘削による地盤の変状を防止する方法が用いられている。
隔壁の中心部付近に設置した土圧計の測定値を代表値としてチャンバ内の圧力を管理する方法は、図９に示すように、切羽に作用する土圧の圧力分布とチャンバ内の圧力分布とを比較すると、切羽の上部及び切羽の下部で多少の圧力差が生じる場合がある。トンネルの土被り深さが１．０Ｄ〜１．５Ｄ以上の場合においては、切羽に作用する土圧とチャンバ内の圧力とに多少の差異を有していても土被り深さが大きくてくさび状部分３０の土塊の量が多い。このため、土の粘着性によりこの差異を吸収することができ、地盤の沈下や隆起は生じない。 As shown in FIG. 9, the method of managing the pressure in the chamber with the measured value of the earth pressure gauge installed near the center of the partition wall as a representative value is the distribution of the pressure of the earth pressure acting on the face and the pressure distribution in the chamber. , There may be some pressure difference between the upper part of the face and the lower part of the face. When the tunnel covering depth is 1.0D to 1.5D or more, the depth of the covering is large even if there is a slight difference between the earth pressure acting on the face and the pressure in the chamber. The amount of soil mass in the shaped portion 30 is large. For this reason, this difference can be absorbed by the adhesiveness of the soil, and ground subsidence and uplift do not occur.
これに対して、トンネルの土被り深さが１．０Ｄよりも小さい場合は、図１０に示すように、切羽直上の地山部分２１の土塊が下方に向かって移動しようとしている。このとき前述したように切羽の上部で圧力差が生じていると、土被り深さが小さく、地山部分２１の土塊の量が少ないために、土の粘着性の効果も小さくなり、この差異を吸収することができずに地山部分２１が沈下してしまう可能性があるという問題点があった。 On the other hand, when the tunnel covering depth of the tunnel is smaller than 1.0D, as shown in FIG. 10, the mass of the natural ground portion 21 immediately above the face is going to move downward. At this time, if a pressure difference is generated at the upper part of the face as described above, the soil covering depth is small and the amount of the soil mass in the natural ground portion 21 is small, so that the effect of the adhesiveness of the soil is also small. There is a problem that the natural ground portion 21 may sink without being able to absorb water.
また、トンネルの土被りが１．０Ｄより小さい場合に薬注工法等の補助工法を用いると地上作業が必要となるために、地上部分に作業用スペースを確保しなければならず、都市部ではこの作業用スペースの確保が困難であるという問題点があった。さらに、地上での作業を無くすためにシールド工法を採用しているにも関わらず、補助工法で地上作業を行うことは当初の目的に反するという問題点があった。 Also, if the tunnel covering is less than 1.0D, using an auxiliary method such as the chemical injection method requires ground work, so it is necessary to secure a working space on the ground part. There is a problem that it is difficult to secure this working space. Furthermore, although the shield method is adopted to eliminate the work on the ground, there is a problem that the ground work using the auxiliary method is contrary to the original purpose.
そこで、本発明は、上記のような従来の問題に鑑みなされたものであって、トンネルの土被り深さが１．０Ｄよりも小さい区間を補助工法を行うことなくシールド工法にて掘進可能な掘進方法を提供することを目的とするものである。 Therefore, the present invention has been made in view of the conventional problems as described above, and can dig a section where the tunnel covering depth is smaller than 1.0D by the shield method without performing the auxiliary method. The purpose is to provide an excavation method.
前記目的を達成するため、本発明の土圧式シールド機による小土被り区間の掘進方法は、カッターヘッドと隔壁との間に形成され、掘削した土砂に所定の圧力を与えて切羽を保持するためのチャンバを備えた土圧式シールド機による小土被り区間の掘進方法において、前記チャンバ内の圧力を切羽直上の鉛直土圧に対して略同一に又は所定圧だけ大きくなるように管理しつつ地盤内を掘進することを特徴とする（第１の発明）。
本発明による土圧式シールド機による小土被り区間の掘進方法によれば、小土被り区間を補助工法を用いることなく、土圧式シールド機にて掘進することが可能となる。また、掘進時にチャンバ内の圧力を切羽直上の鉛直土圧に対して略同一又は所定圧だけ大きくなるように管理することにより、地盤の沈下又は隆起を確実に防止することができる。
In order to achieve the above object, the method for digging a small earth covering section by the earth pressure type shield machine of the present invention is formed between the cutter head and the partition wall, and applies a predetermined pressure to the excavated earth and sand to hold the face. In a method for digging a small earth covering section by an earth pressure type shield machine equipped with a chamber, the pressure in the chamber is controlled to be substantially the same as the vertical earth pressure immediately above the face or to be increased by a predetermined pressure. (First invention).
According to the excavation method of the small earth covering section by the earth pressure type shield machine according to the present invention, the small earth covering section can be excavated by the earth pressure type shielding machine without using the auxiliary construction method. Further, by controlling the pressure in the chamber so as to be substantially the same as the vertical earth pressure immediately above the face or by a predetermined pressure during excavation, subsidence or uplift of the ground can be reliably prevented.
第２の発明は、第１の発明において、前記地盤に変位計を設置して地表面の変位量を測定し、前記測定した結果に基づいて前記チャンバ内の圧力を調整することを特徴とする。
本発明による土圧式シールド機による小土被り区間の掘進方法によれば、変位計にて地表面の変位量を測定し、この測定結果に基づいてチャンバ内の圧力を変位量が小さくなるように調整するので地表面の沈下又は隆起を確実に防止することが可能となる。
According to a second invention, in the first invention, a displacement meter is installed on the ground to measure the amount of displacement of the ground surface, and the pressure in the chamber is adjusted based on the measurement result. .
According to the excavation method of the small earth covering section by the earth pressure type shield machine according to the present invention, the displacement amount of the ground surface is measured by the displacement meter, and the pressure in the chamber is reduced based on the measurement result. Since the adjustment is performed, it is possible to reliably prevent the ground surface from sinking or rising.
第３の発明は、第１又は２の発明において、前記チャンバ内の圧力を前記隔壁の最上部に設置された圧力計で測定した結果に基づいて管理することを特徴とする。
本発明による土圧式シールド機による小土被り区間の掘進方法によれば、隔壁の最上部に設置した圧力計で切羽直上の鉛直土圧を測定して、チャンバ内の圧力を鉛直土圧に対して略同一に又は所定圧だけ大きくなるように管理するために、切羽直上の地盤の沈下又は隆起を確実に防止することが可能となる。
A third invention is characterized in that, in the first or second invention, the pressure in the chamber is managed based on a result of measurement with a pressure gauge installed at the uppermost part of the partition wall.
According to the method of digging a small earth covering section by the earth pressure type shield machine according to the present invention, the vertical earth pressure immediately above the face is measured with a pressure gauge installed at the top of the partition wall, and the pressure in the chamber is compared with the vertical earth pressure. Therefore, it is possible to reliably prevent subsidence or uplift of the ground directly above the face.
第４の発明は、第１〜３のいずれかの発明において、前記チャンバ内の圧力を前記土圧式シールド機の排土速度又は推進速度の少なくともいずれかを制御することにより調整することを特徴とする。
本発明による土圧式シールド機による小土被り区間の掘進方法によれば、土圧式シールド機の排土速度又は推進速度の少なくともいずれかを制御することにより、容易にチャンバ内の圧力を調整することが可能となる。
A fourth invention is characterized in that, in any one of the first to third inventions, the pressure in the chamber is adjusted by controlling at least one of a soil removal speed and a propulsion speed of the earth pressure shield machine. To do.
According to the excavation method of the small earth covering section by the earth pressure type shield machine according to the present invention, it is possible to easily adjust the pressure in the chamber by controlling at least one of the earth discharging speed or the propulsion speed of the earth pressure type shield machine. Is possible.
第５の発明は、第１の発明において、前記小土被り区間の土被り深さは、前記土圧式シールド機による掘削外径よりも小さいことを特徴とする。
本発明による土圧式シールド機による小土被り区間の掘進方法によれば、土被り深さが土圧式シールド機による掘削外径（以下、１．０Ｄ（Ｄ：掘削外径）とする）よりも小さい深度にトンネルを掘削することができるために、トンネル掘進作業時の作業効率の向上、アプローチ部の施工期間の短縮、構築後のトンネル維持管理の容易さ等の効果を得ることが可能となる。
The fifth invention is characterized in that, in the first invention, the earth covering depth of the small earth covering section is smaller than an outer diameter of the excavation by the earth pressure type shield machine.
According to the excavation method of the small earth covering section by the earth pressure type shield machine according to the present invention, the earth covering depth is larger than the outer diameter of excavation by the earth pressure type shield machine (hereinafter referred to as 1.0D (D: outer diameter of excavation)). Since tunnels can be excavated to a small depth, it is possible to improve the work efficiency during tunnel excavation work, shorten the approach construction period, and facilitate tunnel maintenance management after construction. .
第６の発明の土圧式シールド機によるチャンバ内の圧力管理方法は、土圧式シールド機にてトンネルを掘削する際に、カッターヘッドと隔壁との間に形成されるチャンバ内の土砂に所定の圧力を与えて切羽を保持するためのチャンバ内の圧力管理方法において、圧力計にて切羽直上の鉛直土圧を測定し、前記土圧式シールド機の排土速度又は推進速度の少なくともいずれかを制御してチャンバ内の圧力を前記鉛直土圧に対して略同一に又は所定圧だけ大きくなるように管理することを特徴とする。 The pressure management method in the chamber by the earth pressure type shield machine according to the sixth aspect of the present invention provides a predetermined pressure applied to the earth and sand in the chamber formed between the cutter head and the partition wall when excavating a tunnel with the earth pressure type shield machine. In the pressure management method in the chamber for holding the working face, the vertical earth pressure immediately above the working face is measured with a pressure gauge, and at least one of the earth discharging speed or the propulsion speed of the earth pressure type shield machine is controlled. The pressure in the chamber is controlled to be substantially the same as the vertical earth pressure or to be increased by a predetermined pressure.
第７の発明は、第６の発明において、前記地盤に変位計を設置して地表面の変位量を測定し、前記測定した結果に基づいて前記チャンバ内の圧力を調整することを特徴する。 A seventh invention is characterized in that, in the sixth invention, a displacement meter is installed on the ground to measure the amount of displacement of the ground surface, and the pressure in the chamber is adjusted based on the measurement result.
第８の発明は、第６又は７の発明において、前記チャンバ内の圧力は、隔壁の最上部に設置された圧力計で測定した結果に基づいて管理されることを特徴とする。 An eighth invention is characterized in that, in the sixth or seventh invention, the pressure in the chamber is managed based on a result of measurement with a pressure gauge installed at the uppermost part of the partition wall.
以上、説明したように、本発明の土圧式シールド機による小土被り区間の掘進方法によれば、トンネルの土被り深さが１．０Ｄよりも小さい小土被り区間を土圧式シールド機にて補助工法なしで掘進することが可能となる。 As described above, according to the excavation method of the small earth covering section by the earth pressure type shield machine of the present invention, the earth covering type shield machine is used to make the small earth covering section whose tunnel covering depth is smaller than 1.0D. It is possible to dig without auxiliary construction.
土圧式シールド機による小土被り区間の掘進方法は、小土被りのトンネルを構築する際に地表面の変状を防止するものであり、以下、本発明に係る小土被り区間の掘進方法の好ましい実施形態について図面を用いて詳細に説明する。 The excavation method of the small earth covering section by the earth pressure type shield machine is to prevent the deformation of the ground surface when constructing the tunnel of the small earth covering, and hereinafter, the excavation method of the small earth covering section according to the present invention A preferred embodiment will be described in detail with reference to the drawings.
図１は、本発明の実施形態に係る矩形断面形状を有する土圧式シールド機の正面図であり、図２は、土圧式シールド機の側断面図である。なお、本発明の説明に不要と思われる部分の図示は省略している。図１及び図２に示すように、土圧式シールド機１は、地中を掘削するためのカッターヘッド８を備えた機械本体部２と、機械本体部２を推進させるための動力部２５と、機械本体部２と動力部２５とを連結する連結手段４とから構成されている。 FIG. 1 is a front view of an earth pressure shield machine having a rectangular cross section according to an embodiment of the present invention, and FIG. 2 is a side sectional view of the earth pressure shield machine. In addition, illustration of the part considered unnecessary for description of this invention is abbreviate | omitted. As shown in FIGS. 1 and 2, the earth pressure type shield machine 1 includes a machine main body 2 having a cutter head 8 for excavating the ground, a power unit 25 for propelling the machine main body 2, It is comprised from the connection means 4 which connects the machine main-body part 2 and the motive power part 25. FIG.
機械本体部２は、矩形筒状の前胴体３と、前胴体３内の幅方向に並列して配列されるとともに、各々が独立して前胴体３から推進可能、かつ各々が独立して駆動可能な２台の矩形状の主シールド６と、幅方向の両端の主シールド６と前胴体３との間に設けられるとともに、各々が独立して前胴体３から推進可能、かつ各々が独立して駆動可能な、複数の主シールド６よりも小幅の矩形状の側部シールド１５とを備えている。 The machine main body 2 is arranged in parallel with the rectangular cylindrical front body 3 and the width direction in the front body 3, and each machine body 2 can be independently propelled from the front body 3, and each is independently driven. Two possible rectangular main shields 6 are provided between the main shield 6 and the front body 3 at both ends in the width direction, and each can be independently propelled from the front body 3, and each is independent. And a plurality of rectangular side shields 15 having a width smaller than that of the main shield 6.
前胴体３の内部は、各主シールド６及び各側部シールド１５が前後移動自在に設けられ、前胴体３からその前方に向かって推進可能に構成されている。各主シールド６及び各側部シールド１５は、独立して前胴体３から推進可能に構成されている。 Inside the front body 3, each main shield 6 and each side shield 15 are provided movably back and forth, and are configured to be able to propel from the front body 3 toward the front thereof. Each main shield 6 and each side shield 15 are configured to be propelled independently from the front body 3.
各主シールド６は、前胴体３内に前後移動自在に設けられる矩形状のシールド本体７と、シールド本体７を進退させるスライドジャッキ１０と、シールド本体７の前面側に主シールド６の矩形領域を掘削するカッターヘッド８と、シールド本体７内に設けられる駆動源１１と、駆動源１１の駆動力をカッターヘッド８に伝達する動力伝達機構１２と、チャンバ５内の圧力を測定するための土圧計２０とを備える。 Each main shield 6 includes a rectangular shield main body 7 provided in the front body 3 so as to be movable back and forth, a slide jack 10 for moving the shield main body 7 back and forth, and a rectangular area of the main shield 6 on the front side of the shield main body 7. The cutter head 8 to be excavated, the drive source 11 provided in the shield body 7, the power transmission mechanism 12 for transmitting the drive force of the drive source 11 to the cutter head 8, and the earth pressure gauge for measuring the pressure in the chamber 5 20.
土圧計２０を各主シールド６の隔壁１３に５台（２０ａ〜２０ｅ）ずつ設置し、そのうちの２台（２０ａ、２０ｃ）を隔壁１３の最上部に設置する。土被り深さが１．０Ｄより小さい場合のトンネル前方の地山では、前述したように（図１０）、切羽直上の地山部分２１の土塊が落下するように動こうとしており、切羽直上に鉛直土圧が作用しているために、この鉛直土圧をできるだけ正確に測定することを目的として土圧計２０ａ、２０ｃを隔壁１３の最上部に設置した。そして、チャンバ５内の圧力を土圧計２０ａ、２０ｃにて測定した鉛直土圧の値より所定圧だけ大きくなるように管理する（管理方法は後述する）ことにより地山部分２１の落下を防止する。なお、本実施形態においては、隔壁１３に５台設置し、そのうちの２台を隔壁１３の最上部に設置する方法について説明したが、台数、設置位置はこれに限定されるものではなく、設計等に基づいて適宜変更する。 Five earth pressure gauges 20 (20a to 20e) are installed on the partition wall 13 of each main shield 6, and two of them (20a, 20c) are installed on the top of the partition wall 13. In the natural ground in front of the tunnel when the earth covering depth is smaller than 1.0D, as described above (FIG. 10), the ground mass 21 just above the face is going to move so as to fall, and just above the face. Since the vertical earth pressure is acting, earth pressure gauges 20a and 20c were installed at the top of the partition wall 13 for the purpose of measuring the vertical earth pressure as accurately as possible. And the fall of the natural ground part 21 is prevented by managing the pressure in the chamber 5 so as to be larger than the value of the vertical earth pressure measured by the earth pressure gauges 20a and 20c by a predetermined pressure (a management method will be described later). . In the present embodiment, five units are installed on the partition wall 13 and two of them are installed on the top of the partition wall 13. However, the number and installation position are not limited to this, and the design is not limited to this. Change appropriately based on the above.
各側部シールド１５は、前胴体３内にスライド自在に設けられる矩形状のシールド本体１６と、シールド本体１６を進退させるスライドジャッキ（図示せず）と、シールド本体１６の前面側に回転可能に設けられるカッター１７と、シールド本体１６に設けられる駆動源（図示せず）と、駆動源の駆動力をカッター１７に伝達する動力伝達機構（図示せず）とを備えており、各側部シールド１５は、独立して駆動可能に構成されている。 Each side shield 15 is rotatable to the front side of the shield body 16, a rectangular shield body 16 slidably provided in the front body 3, a slide jack (not shown) for moving the shield body 16 back and forth. A cutter 17 provided, a drive source (not shown) provided on the shield body 16, and a power transmission mechanism (not shown) for transmitting the drive force of the drive source to the cutter 17 are provided. 15 is configured to be independently drivable.
動力部２５は、機械本体部２の前胴体３の後部に連結手段４を介して連結される矩形筒状の後胴体２６と、後胴体２６内に環状に設けられて土圧式シールド機１を推進させる複数のシールドジャッキ２７とを備えている。 The power unit 25 is a rectangular cylindrical rear body 26 connected to the rear part of the front body 3 of the machine body 2 via the connection means 4, and the earth pressure type shield machine 1 is provided in an annular shape in the rear body 26. A plurality of shield jacks 27 to be propelled are provided.
後胴体２６はセグメント２８を組み立てるためのエレクタ２９を備えており、後胴体２６内でエレクタ２９により順次セグメント２８が組み立てられ、セグメント２８による環状の内壁が構築される。セグメント２８を構築した後に土圧式シールド機１が推進してトンネル１９を構築する。 The rear body 26 includes an erector 29 for assembling the segment 28, and the segments 28 are sequentially assembled by the erector 29 in the rear body 26, and an annular inner wall by the segment 28 is constructed. After the segment 28 is constructed, the earth pressure type shield machine 1 is propelled to construct the tunnel 19.
上記のように構成された土圧式シールド機１にて小土被りのトンネル１９を掘削する方法について以下に説明する。 A method for excavating the small earth tunnel 19 with the earth pressure shield machine 1 configured as described above will be described below.
図３は、チャンバ５内の圧力を管理するためのフロー図である。図３のＳ１０において、土圧式シールド機１にて地盤を掘削する際のチャンバ５内の圧力を設定する。チャンバ５内の圧力は、土被り深さと地盤の単位体積重量との関係に基づいて切羽直上の鉛直土圧Ｐを算出し、この鉛直土圧Ｐよりも所定圧だけ大きい所定の設定圧力Ｐ０となるように設定する。なお、上記所定圧は、土被り深さ、地質等により現場毎に異なるもので、設計等に基づいて適宜決定する。また、本実施形態においては、チャンバ５内の設定圧力Ｐ０を鉛直土圧Ｐよりも所定圧だけ大きくする設定としたが、これに限定されるものではなく、チャンバ５内の設定圧力Ｐ０を鉛直土圧Ｐと略同一となるように設定してもよい。 FIG. 3 is a flowchart for managing the pressure in the chamber 5. In S10 of FIG. 3, the pressure in the chamber 5 when excavating the ground with the earth pressure shield machine 1 is set. The pressure in the chamber 5 is calculated by calculating a vertical earth pressure P immediately above the face based on the relationship between the soil covering depth and the unit volume weight of the ground, and a predetermined set pressure P0 that is higher than the vertical earth pressure P by a predetermined pressure. Set as follows. The predetermined pressure varies depending on the site depending on the depth of the earth covering, the geology, etc., and is appropriately determined based on the design and the like. In the present embodiment, the set pressure P0 in the chamber 5 is set to be larger than the vertical earth pressure P by a predetermined pressure. However, the present invention is not limited to this, and the set pressure P0 in the chamber 5 is set to the vertical pressure. You may set so that it may become substantially the same as the earth pressure P.
図４は、トンネル１９を掘削する際に主シールド６を推進させた状態を示す側断面図である。 FIG. 4 is a side sectional view showing a state in which the main shield 6 is propelled when excavating the tunnel 19.
図４に示すように、トンネル１９を掘削する際は、土圧式シールド機１の左側に配置された主シールド６ａのカッターヘッド８を回転駆動させて地盤を掘削するとともに、スライドジャッキ１０を伸張させて主シールド６ａを前胴体３から推進させる。カッターヘッド８で掘削された土砂は、チャンバ５内で撹拌され、必要に応じて掘削土砂の塑性流動化を促進するための作泥剤が注入される。このようにして塑性流動化した土砂は、排土スクリュー１８によりシールド本体７の後方へ送られる。
また、トンネル１９を掘削する際は、変位計である地盤沈下計１４を道路に複数台設置して道路表面の変位量を常時監視しつつ、主シールド６ａを推進させる。
As shown in FIG. 4, when excavating the tunnel 19, the cutter head 8 of the main shield 6a arranged on the left side of the earth pressure shield machine 1 is driven to rotate to excavate the ground, and the slide jack 10 is extended. Thus, the main shield 6a is propelled from the front body 3. The earth and sand excavated by the cutter head 8 is agitated in the chamber 5, and a mud-making agent for promoting plastic fluidization of the excavated earth and sand is injected as needed. The soil fluidized plastically in this way is sent to the back of the shield body 7 by the soil removal screw 18.
Further, when excavating the tunnel 19, a plurality of ground subsidence meters 14 as displacement meters are installed on the road, and the main shield 6a is promoted while constantly monitoring the amount of displacement on the road surface.
そして、図３のＳ１２において、主シールド６ａで掘進するとともに、土圧計２０ａ、２０ｃにて実際の鉛直土圧Ｐ１を測定する。この測定結果に基づいて、以下に示す方法にてチャンバ５内の圧力を管理する。 And in S12 of FIG. 3, while digging with the main shield 6a, the actual vertical earth pressure P1 is measured with the earth pressure gauges 20a and 20c. Based on the measurement result, the pressure in the chamber 5 is managed by the following method.
まず、図３のＳ１４において、排土スクリュー１８の回転速度を設定する。具体的には、土圧計２０ａ、２０ｃで測定した結果が設定圧力Ｐ０よりも高い場合には、排土スクリュー１８の回転を高速にし、排土量を増加させてチャンバ５内の圧力を低下させる。一方、土圧計２０ａ、２０ｃで測定した結果が設定圧力Ｐ０よりも低い場合には、排土スクリュー１８の回転を低速にし、排土量を低下させてチャンバ５内の圧力を増加させる。 First, in S14 of FIG. 3, the rotational speed of the soil removal screw 18 is set. Specifically, when the result measured by the earth pressure gauges 20a and 20c is higher than the set pressure P0, the rotation of the earth removal screw 18 is increased, the amount of earth removal is increased, and the pressure in the chamber 5 is lowered. . On the other hand, when the result measured by the earth pressure gauges 20a and 20c is lower than the set pressure P0, the rotation of the earth removal screw 18 is made low speed, the amount of earth removal is reduced, and the pressure in the chamber 5 is increased.
次に、図３のＳ１６において、スライドジャッキ１０の推進速度を設定する。Ｓ１４で排土スクリュー１８の回転速度を調整しても土圧計２０ａ、２０ｃで測定した結果が設定圧力Ｐ０にならない場合にスライドジャッキ１０の推進速度を調整してチャンバ５内の圧力を調整する。具体的には、土圧計２０ａ、２０ｃで測定した結果が設定圧力Ｐ０よりも高い場合には、スライドジャッキ１０の推進速度を低速にし、主シールド６ａの推進速度を低下してチャンバ５内の圧力を低下させる。一方、土圧計２０ａ、２０ｃで測定した結果が設定圧力Ｐ０よりも低い場合には、スライドジャッキ１０の推進速度を高速にし、主シールド６ａの推進速度を増加してチャンバ５内の圧力を増加させる。 Next, in S16 of FIG. 3, the propulsion speed of the slide jack 10 is set. If the result measured by the earth pressure gauges 20a and 20c does not reach the set pressure P0 even if the rotation speed of the earth discharging screw 18 is adjusted in S14, the propulsion speed of the slide jack 10 is adjusted to adjust the pressure in the chamber 5. Specifically, when the result measured by the earth pressure gauges 20a and 20c is higher than the set pressure P0, the propulsion speed of the slide jack 10 is decreased, the propulsion speed of the main shield 6a is decreased, and the pressure in the chamber 5 is decreased. Reduce. On the other hand, when the result measured by the earth pressure gauges 20a and 20c is lower than the set pressure P0, the propulsion speed of the slide jack 10 is increased, the propulsion speed of the main shield 6a is increased, and the pressure in the chamber 5 is increased. .
次に、図３のＳ１８において、地盤沈下計１４にて地表面の沈下又は隆起による変位量を測定する。地盤沈下計１４の測定結果が予め設計等で決められた所定の範囲内であれば、図３のＳ２０において、設定圧力Ｐ０のままで土圧計２０ａ、２０ｃによる測定結果を常時監視しつつ、主シールド６ａにて掘進する。一方、地盤沈下計１４の測定結果が所定の範囲外であれば、図３のＳ３０において、チャンバ５内の設定圧力Ｐ０を変更する。具体的には、地表面が沈下している場合には、設定圧力Ｐ０がやや大きくなるように、一方、地表面が隆起している場合には、設定圧力Ｐ０がやや小さくなるように変更する。 Next, in S18 of FIG. 3, the ground subsidence meter 14 measures the amount of displacement due to ground subsidence or uplift. If the measurement result of the ground subsidence meter 14 is within a predetermined range determined in advance by design or the like, in S20 in FIG. 3, the measurement result by the earth pressure gauges 20a and 20c is constantly monitored while the set pressure P0 is maintained. It digs up with the shield 6a. On the other hand, if the measurement result of the ground subsidence meter 14 is outside the predetermined range, the set pressure P0 in the chamber 5 is changed in S30 of FIG. Specifically, when the ground surface is sinking, the set pressure P0 is slightly increased. On the other hand, when the ground surface is raised, the set pressure P0 is slightly decreased. .
そして、主シールド６ａを推進するとともに、上述したように排土スクリュー１８の回転速度及びスライドジャッキ１０の推進速度を繰り返し調整してチャンバ５内の圧力を管理する。 And while pushing the main shield 6a, as mentioned above, the rotational speed of the earth removal screw 18 and the propulsion speed of the slide jack 10 are adjusted repeatedly, and the pressure in the chamber 5 is managed.
次に、上述した左側の主シールド６ａの作動方法と同様に、土圧式シールド機１の右側に配置された主シールド６ｂのカッターヘッド８を回転駆動させ、スライドジャッキ１０を伸張させることによりその主シールド６ｂを前胴体３から推進させ、その主シールド６ｂの前方に位置する地盤をカッターヘッド８を回転させて掘削する。右側の主シールド６ｂを推進させるとともに、地盤沈下計１４及び土圧計２０ａ、２０ｃにて、上記と同様に、切羽直上の地山部分２１が沈下又は隆起しないようにチャンバ５内の圧力を管理する。 Next, in the same manner as the operation method of the left main shield 6a described above, the cutter head 8 of the main shield 6b disposed on the right side of the earth pressure shield machine 1 is driven to rotate, and the slide jack 10 is extended to extend the main shield 6a. The shield 6b is propelled from the front body 3, and the ground located in front of the main shield 6b is excavated by rotating the cutter head 8. While propelling the right main shield 6b, the pressure in the chamber 5 is managed by the ground subsidence meter 14 and the earth pressure gauges 20a and 20c so that the ground portion 21 directly above the face does not sink or rise in the same manner as described above. .
そして、両主シールド６ａ、６ｂを突出させた状態でシールドジャッキ２７にて後方のセグメント２８に反力を取り、シールドジャッキ２７を伸張させることにより前胴体３と後胴体２６とからなる土圧式シールド機１を推進させる。土圧式シールド機１本体が推進した後に、シールドジャッキ２７を収縮し、胴体２６内にて新たなセグメント２８を組み立てる。 Then, with both main shields 6a and 6b protruding, a reaction force is applied to the rear segment 28 by the shield jack 27, and the shield jack 27 is extended to extend the earth pressure type shield composed of the front body 3 and the rear body 26. The machine 1 is propelled. After the earth pressure shield machine 1 main body is propelled, the shield jack 27 is contracted and a new segment 28 is assembled in the body 26.
上述したように、主シールド６ａ、６ｂを掘進させる際は、地盤沈下計１４にて地表面の変位量を測定しつつ、排土スクリュー１８の回転速度及びスライドジャッキ１０の推進速度を繰り返し調整してチャンバ５内の圧力を管理する方法にてトンネル１９を構築する。 As described above, when excavating the main shields 6a and 6b, the rotational speed of the earthing screw 18 and the propulsion speed of the slide jack 10 are repeatedly adjusted while measuring the amount of displacement of the ground surface with the ground subsidence meter 14. The tunnel 19 is constructed by a method for managing the pressure in the chamber 5.
次に、本発明による小土被り区間の掘進方法にて実際の道路をアンダーパスするトンネル１９を掘削した際の道路表面の変位量を測定した結果を示す。 Next, the result of measuring the displacement amount of the road surface when the tunnel 19 underpassing the actual road is excavated by the excavation method of the small covering section according to the present invention will be shown.
本測定は、まず、土圧式シールド機１を地上部から発進させて、所定の掘削深度（２．２ｍ＝１．０Ｄ）に達するまでの下り勾配を有する下りアプローチ区間を構築し、次に、下りアプローチ区間の終点部から、道路をアンダーパスするトンネル区間を構築し、そして、トンネル区間の終点部から地上部に達するまでの上り勾配を有する上りアプローチ区間を構築して、土圧式シールド機１を地上に到達させる掘進工法を用いて行った。 In this measurement, first, the earth pressure type shield machine 1 is started from the ground, and a downward approach section having a downward slope until reaching a predetermined excavation depth (2.2 m = 1.0 D) is constructed, A tunnel section underpassing the road is constructed from the end point of the down approach section, and an up approach section having an ascending slope from the end section of the tunnel section to the ground part is constructed, and the earth pressure shield machine 1 Was carried out using the excavation method to reach the ground.
図５は、土圧式シールド機１が推進したトンネル区間の土被り深さを示す図であり、横軸は土圧式シールド機１の発進地点から切羽までの距離を示す切羽位置（ｍ）を、縦軸は土被り深さ（ｍ）を示す。 FIG. 5 is a diagram showing the earth covering depth of the tunnel section propelled by the earth pressure shield machine 1, and the horizontal axis indicates the face position (m) indicating the distance from the starting point of the earth pressure shield machine 1 to the face. The vertical axis represents the soil covering depth (m).
図５に示すように、トンネル区間はすべて土被り深さが１．０Ｄ以下である。なお、地上部及び下りアプローチ区間（切羽位置０ｍ〜２３ｍ）、上りアプローチ区間（切羽位置７２ｍ〜１０２ｍ）は土被りがないために、図示及び説明を省略する。 As shown in FIG. 5, all the tunnel sections have a soil covering depth of 1.0 D or less. In addition, illustration and description are abbreviate | omitted in the above-ground part and the descent | fall approach section (face position 0m-23m) and the up approach section (face position 72m-102m) since there is no earth covering.
図６は、土被り深さと地盤の単位体積重量により算出される鉛直土圧Ｐと、掘進時に土圧計２０ａ、２０ｂにて測定された鉛直土圧Ｐ１との関係を示す図であり、横軸は切羽位置（ｍ）を、縦軸は土圧（ＫＰａ）を示す。なお、鉛直土圧Ｐ１は、測定対象区間である切羽位置３０ｍ〜７０ｍまでの値のみを示している。また、本実施形態においては、設定圧力Ｐ０は鉛直土圧Ｐとほぼ同等になるように設定した。ただし、設定圧力Ｐ０は、地盤が隆起しない程度に鉛直土圧Ｐよりも所定圧だけ大きくなるように設定してもよい。かかる場合の所定圧は各現場の地質条件等により異なるので適宜設定する。 FIG. 6 is a diagram showing the relationship between the vertical earth pressure P calculated from the earth covering depth and the unit volume weight of the ground, and the vertical earth pressure P1 measured by the earth pressure gauges 20a and 20b during excavation. Indicates the face position (m), and the vertical axis indicates the earth pressure (KPa). In addition, the vertical earth pressure P1 has shown only the value to the face position 30m-70m which is a measurement object area. In the present embodiment, the set pressure P0 is set to be approximately equal to the vertical earth pressure P. However, the set pressure P0 may be set to be larger than the vertical earth pressure P by a predetermined pressure so that the ground does not rise. The predetermined pressure in such a case is appropriately set because it varies depending on the geological conditions of each site.
図６に示すように、実際の掘進時の鉛直土圧Ｐ１は、土被り深さが深くなるとともに大きくなり、また、土被り深さが浅くなると小さくなり、概ね鉛直土圧Ｐの変化と同様の傾向を示した。また、実際の掘進時の鉛直土圧Ｐ１は、多少の増減の幅を有するものの鉛直土圧Ｐと同程度の圧力値を示した。 As shown in FIG. 6, the vertical earth pressure P1 at the time of actual excavation becomes larger as the earth covering depth becomes deeper, and becomes smaller as the earth covering depth becomes shallower, and is almost the same as the change in the vertical earth pressure P. Showed the trend. Moreover, although the vertical earth pressure P1 at the time of actual excavation has the width | variety of some increase and decrease, the pressure value comparable as the vertical earth pressure P was shown.
図７は、土圧式シールド機１の推進にともなうトンネル区間の地表面の変位量を示す図であり、横軸は、切羽位置（ｍ）を、縦軸は、変位量（ｍｍ）を示す。 FIG. 7 is a diagram showing the amount of displacement of the ground surface in the tunnel section accompanying the propulsion of the earth pressure shield machine 1, the horizontal axis shows the face position (m), and the vertical axis shows the amount of displacement (mm).
図７に示すように、土被りが１．０Ｄよりも小さい区間で地表面の変位量は、概ねマイナス５ｍｍからプラス５ｍｍの範囲内であり、道路上に沈下、隆起は生じなかった。また、３８ｍ及び５６ｍ地点では沈下量が１０ｍｍ程度、５０ｍ及び６５ｍ地点では隆起量が１０ｍｍ程度となったときもあったが、車、人等の走行に問題が生じるものではなかった。したがって、本発明の土圧式シールド機１における掘進方法は、小土被りのトンネル１９を構築する際に地表面の地盤変状を防止するものであることが確認された。 As shown in FIG. 7, in the section where the earth covering is smaller than 1.0D, the amount of displacement of the ground surface is generally within the range of minus 5 mm to plus 5 mm, and no subsidence or uplift occurred on the road. In addition, although the amount of subsidence was about 10 mm at the points 38 m and 56 m and the amount of protrusion was about 10 mm at the points 50 m and 65 m, there was no problem in running cars and people. Therefore, it was confirmed that the excavation method in the earth pressure type shield machine 1 of the present invention prevents the ground surface from being deformed when the tunnel 19 with a small earth covering is constructed.
以上説明した本実施形態における土圧式シールド機１における小土被り区間の掘進方法によれば、トンネル１９の土被り深さが１．０Ｄよりも小さい小土被り区間を補助工法を用いることなく、土圧式シールド機１にて掘進することが可能となる。そして、掘進時に鉛直土圧Ｐ１が設定圧力Ｐ０となるようにチャンバ５内の圧力を管理することにより、地盤の沈下又は隆起を確実に防止することができる。 According to the excavation method of the small earth covering section in the earth pressure type shield machine 1 in the present embodiment described above, without using an auxiliary construction method for the small earth covering section in which the earth covering depth of the tunnel 19 is smaller than 1.0D, It is possible to dig up with the earth pressure shield machine 1. Then, by controlling the pressure in the chamber 5 so that the vertical earth pressure P1 becomes the set pressure P0 during excavation, it is possible to reliably prevent ground subsidence or uplift.
また、地盤沈下計１４にて地表面の変位量を常時測定し、この測定結果に基づいて変位量が小さくなるようにチャンバ５内の圧力を調整するために、地盤の沈下又は隆起を確実に防止することが可能となる。 In addition, the ground subsidence meter 14 always measures the amount of displacement of the ground surface, and in order to adjust the pressure in the chamber 5 so as to reduce the amount of displacement based on the measurement result, the ground subsidence or uplift is reliably ensured. It becomes possible to prevent.
さらに、土圧式シールド機１の排土速度又は推進速度の少なくともいずれかを制御してチャンバ５内の圧力を調整するために、チャンバ５内の圧力を確実に管理することが可能となる。 Furthermore, since the pressure in the chamber 5 is adjusted by controlling at least one of the earth discharging speed and the propulsion speed of the earth pressure shield machine 1, the pressure in the chamber 5 can be reliably managed.
また、土被り深さが１．０Ｄよりも小さい深度にトンネル１９を掘削することができるために、トンネル掘進作業時の作業効率の向上、アプローチ部の施工期間の短縮、構築後のトンネル維持管理の容易さ等の効果を得ることが可能となる。 In addition, since the tunnel 19 can be excavated to a depth of less than 1.0D, the work efficiency during tunnel excavation work is improved, the construction period of the approach part is shortened, and the tunnel maintenance management after construction It is possible to obtain effects such as ease of use.
また、隔壁１３の最上部に設置した土圧計２０ａ、２０ｃで切羽直上の鉛直土圧Ｐ１を測定するために正確に切羽直上の鉛直土圧Ｐ１を測定することが可能となる。そして、この鉛直土圧Ｐ１を設定圧力Ｐ０となるようにチャンバ５内の圧力を管理するために、切羽直上の地盤の沈下又は隆起を確実に防止することが可能となる。 Further, since the vertical earth pressure P1 directly above the face is measured by the earth pressure gauges 20a and 20c installed at the uppermost part of the partition wall 13, the vertical earth pressure P1 immediately above the face can be accurately measured. Then, in order to manage the pressure in the chamber 5 so that the vertical earth pressure P1 becomes the set pressure P0, it is possible to surely prevent the ground subsidence or uplift just above the face.
１ シールド機 ２ 機械本体部
３ 前胴体 ４ 連結手段
５ チャンバ ６ 主シールド
７ シールド本体 ８ カッターヘッド
１０ スライドジャッキ １１ 駆動源
１２ 動力伝達機構 １３ 隔壁
１４ 地盤沈下計 １５ 側部シールド
１６ シールド本体 １７ カッター
１８ 排土スクリュー １９ トンネル
２０ 土圧計 ２１ 地山部分
２５ 動力部 ２６ 後胴体
２７ シールドジャッキ ２８ セグメント
２９ エレクタ ３０ 三角形部分
Ｐ 鉛直圧力
Ｐ０ 設定圧力
Ｐ１ 実測された鉛直圧力
DESCRIPTION OF SYMBOLS 1 Shield machine 2 Machine body part 3 Front fuselage 4 Connection means 5 Chamber 6 Main shield 7 Shield body 8 Cutter head 10 Slide jack 11 Drive source 12 Power transmission mechanism 13 Bulkhead 14 Ground subsidence meter 15 Side shield 16 Shield body 17 Cutter 18 Exhaust screw 19 Tunnel 20 Earth pressure gauge 21 Ground part 25 Power part 26 Rear body 27 Shield jack 28 Segment 29 Electa 30 Triangle part P Vertical pressure P0 Set pressure P1 Measured vertical pressure
Claims (8)
前記チャンバ内の圧力を切羽直上の鉛直土圧に対して略同一に又は所定圧だけ大きくなるように管理しつつ地盤内を掘進することを特徴とする土圧式シールド機による小土被り区間の掘進方法。 In the excavation method of the small earth covering section by the earth pressure type shield machine formed between the cutter head and the partition wall and having a chamber for applying a predetermined pressure to the excavated earth and sand and holding the face,
Digging in a small earth covering section by earth pressure type shield machine characterized by excavating the ground while managing the pressure in the chamber to be substantially the same as the vertical earth pressure immediately above the face or by a predetermined pressure. Method.
前記測定した結果に基づいて前記チャンバ内の圧力を調整することを特徴とする請求項１に記載の土圧式シールド機による小土被り区間の掘進方法。 Install a displacement meter on the ground to measure the amount of displacement on the ground surface,
The method for digging a small earth covering section by an earth pressure type shield machine according to claim 1, wherein the pressure in the chamber is adjusted based on the measured result.
圧力計にて切羽直上の鉛直土圧を測定し、
前記土圧式シールド機の排土速度又は推進速度の少なくともいずれかを制御してチャンバ内の圧力を前記鉛直土圧に対して略同一に又は所定圧だけ大きくなるように管理することを特徴とする土圧式シールド機によるチャンバ内の圧力管理方法。 In the pressure management method in the chamber for holding a face by applying a predetermined pressure to the earth and sand in the chamber formed between the cutter head and the partition wall when excavating the tunnel with the earth pressure shield machine,
Measure the vertical earth pressure just above the face with a pressure gauge,
Controlling at least one of the earth discharging speed and the propulsion speed of the earth pressure type shield machine to manage the pressure in the chamber to be substantially the same as the vertical earth pressure or to be increased by a predetermined pressure. Pressure control method in the chamber by earth pressure type shield machine.
前記測定した結果に基づいて前記チャンバ内の圧力を調整することを特徴する請求項６に記載の土圧式シールド機によるチャンバ内の圧力管理方法。 Install a displacement meter on the ground to measure the amount of displacement on the ground surface,
The pressure management method in the chamber by the earth pressure type shield machine according to claim 6, wherein the pressure in the chamber is adjusted based on the measured result.
The pressure in the chamber by the earth pressure type shield machine according to claim 6 or 7, wherein the pressure in the chamber is managed based on a result of measurement with a pressure gauge installed at the top of the partition wall. Method.
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| JP2006205174A JP4973051B2 (en) | 2006-07-27 | 2006-07-27 | Method of excavating small earth covering section by earth pressure type shield machine and pressure management method in chamber |
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| JP2006205174A JP4973051B2 (en) | 2006-07-27 | 2006-07-27 | Method of excavating small earth covering section by earth pressure type shield machine and pressure management method in chamber |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN113202486A (en) * | 2021-04-29 | 2021-08-03 | 中铁十二局集团有限公司 | Auxiliary pressure maintaining propulsion method for water-rich rock stratum SAMSON system |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556999B (en) * | 2013-10-22 | 2016-01-20 | 北京交通大学 | A kind of rich water soft stratum shield driving soil pressure defining method |
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| JP2003013687A (en) * | 2001-06-28 | 2003-01-15 | Daiho Constr Co Ltd | Method for measuring displacement of ground surface or subbase course in case of shield excavation and method and device for controlling displacement of subbase course |
| JP2003082979A (en) * | 2001-09-04 | 2003-03-19 | Okumura Corp | Control method of working face earth pressure and its device |
| JP2004197386A (en) * | 2002-12-18 | 2004-07-15 | Railway Technical Res Inst | Estimating method for ground displacement in shield machine passage in tunnel |
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| JP2003013687A (en) * | 2001-06-28 | 2003-01-15 | Daiho Constr Co Ltd | Method for measuring displacement of ground surface or subbase course in case of shield excavation and method and device for controlling displacement of subbase course |
| JP2003082979A (en) * | 2001-09-04 | 2003-03-19 | Okumura Corp | Control method of working face earth pressure and its device |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN113202486A (en) * | 2021-04-29 | 2021-08-03 | 中铁十二局集团有限公司 | Auxiliary pressure maintaining propulsion method for water-rich rock stratum SAMSON system |
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| JP4973051B2 (en) | 2012-07-11 |
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