JP2014185514A - Underground structure - Google Patents
Underground structure Download PDFInfo
- Publication number
- JP2014185514A JP2014185514A JP2014140516A JP2014140516A JP2014185514A JP 2014185514 A JP2014185514 A JP 2014185514A JP 2014140516 A JP2014140516 A JP 2014140516A JP 2014140516 A JP2014140516 A JP 2014140516A JP 2014185514 A JP2014185514 A JP 2014185514A
- Authority
- JP
- Japan
- Prior art keywords
- pipe
- pipe roof
- steel pipes
- roof
- steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
本発明は、トンネルの間に構築される構造体などの地下構造物に関するものである。 The present invention relates to an underground structure such as a structure constructed between tunnels.
従来、一対のトンネルの間に構造体を構築する場合などの地下構造物の施工方法の一つとしては、構造体施工位置の上方にパイプルーフを構築し、パイプルーフ下方を掘削し、掘削した空間に構造物を構築する方法がある。 Conventionally, as one of the construction methods of underground structures such as when constructing a structure between a pair of tunnels, a pipe roof was constructed above the structure construction position, and the pipe roof was excavated and excavated. There is a method of constructing a structure in space.
このようなパイプルーフを用いた地下構造物の構築方法としては、例えば、複数の素管を掘削形状に応じて例えば矩形等に配置し、素管同士を継手で連結してパイプルーフを構築する方法がある(特許文献1)。 As a method of constructing an underground structure using such a pipe roof, for example, a plurality of elementary pipes are arranged in a rectangular shape or the like according to the excavation shape, and the pipes are constructed by connecting the elementary pipes with joints. There is a method (Patent Document 1).
また、同様に、鋼管同士の継手内部に注入パイプを挿入し、継手内部に注入材を注入するパイプルーフ工法がある(特許文献2)。 Similarly, there is a pipe roof construction method in which an injection pipe is inserted into a joint between steel pipes and an injection material is injected into the joint (Patent Document 2).
しかし、特許文献1、特許文献2のいずれに記載のパイプルーフの構築方法においても、継手が必要であるため、継手を互いに連結した状態で鋼管を打設する必要があり、継手の精度の確保や、鋼管の打設精度確保、鋼管の構造の複雑化などの問題がある。 However, in the pipe roof construction method described in either Patent Document 1 or Patent Document 2, since a joint is required, it is necessary to drive the steel pipe in a state where the joints are connected to each other, and ensuring the precision of the joint. In addition, there are problems such as securing the accuracy of placing the steel pipe and complication of the structure of the steel pipe.
特に、上述のパイプルーフでは、継手同士を確実に連結しないと、上方からの土砂の崩壊を防止するパイプルーフの機能が発揮できず、例えば、パイプルーフ下方に仮支保工の設置をしながらパイプルーフ下方を掘削し、地下構造物設置予定部の掘削が終了する際には、本受け支保工によって上方からの荷重を受け、本受け支保工が設置された状態で地下構造物を構築する必要があるため作業が煩雑である。また、本受け支保工は地下構造物に埋め戻されるため、躯体品質上の問題もある。 In particular, in the above-described pipe roof, unless the joints are securely connected to each other, the function of the pipe roof that prevents the collapse of the earth and sand from above cannot be exerted. For example, the pipe roof is installed while a temporary support is installed below the pipe roof. When excavating the lower part of the roof and excavating the part where the underground structure is planned to be installed, it is necessary to construct the underground structure with the receiving support installed, receiving the load from above by the receiving support. Work is complicated. In addition, since the receiving support work is buried in the underground structure, there is also a problem in the frame quality.
本発明は、このような問題に鑑みてなされたもので、作業性に優れ、品質の高い地下構造物を提供することを目的とする。 The present invention has been made in view of such problems, and an object thereof is to provide a high-quality underground structure with excellent workability.
前述した目的を達成するため、本発明は、地下構造物であって、躯体の上方に、複数の鋼管がアーチ状に間隔をあけて配置され、前記鋼管の長手方向とは略垂直な方向にアーチ状のパイプルーフが形成され、前記鋼管には、隣り合う鋼管方向であって前記複数の鋼管により形成されるアーチ方向に張り出した板部材が、前記鋼管の長手方向に沿って接合されており、前記鋼管同士の間には機械式継手を有しておらず、前記板部材の下方であって、前記鋼管同士の間の領域に圧縮力伝達部材である、モルタル、コンクリート、流動化処理土およびマンメイドロックからなる群から選ばれたいずれかが打設され、前記鋼管同士が一体化され、前記パイプルーフの下方が掘削されて空間が形成され、前記パイプルーフの下方に躯体が施工されていることを特徴とする地下構造物である。 In order to achieve the above-described object, the present invention is an underground structure in which a plurality of steel pipes are arranged in an arch shape above a housing, and are arranged in a direction substantially perpendicular to the longitudinal direction of the steel pipes. An arch-shaped pipe roof is formed, and a plate member extending in the arch direction formed by the plurality of steel pipes in the direction of adjacent steel pipes is joined to the steel pipe along the longitudinal direction of the steel pipe. , Mortar, concrete, fluidized soil that does not have a mechanical joint between the steel pipes and is a compressive force transmitting member below the plate member and in a region between the steel pipes And one selected from the group consisting of maid locks, the steel pipes are integrated, the lower part of the pipe roof is excavated, a space is formed, and a casing is constructed below the pipe roof. ing It is underground construction, wherein the door.
前記パイプルーフは、一対のトンネルの上方にまたがるように形成され、両端の前記パイプルーフが、一対の前記トンネルの頂部近傍の上部に位置してもよい。 The pipe roof may be formed so as to straddle a pair of tunnels, and the pipe roofs at both ends may be located in an upper part near the tops of the pair of tunnels.
本発明によれば、鋼管の長手方向とは垂直な方向にアーチ状にパイプルーフが形成されるため、アーチ効果によって効率良くパイプルーフが上方からの荷重を受けることができる。また、鋼管同士は鋼管同士の間に打設される圧縮力伝達部材で一体化されるため、継手等が不要である。なお、圧縮力伝達部材とは、モルタル、コンクリート、流動化処理土、マンメイドロック、マンメイドソイルなど、固結することで鋼管同士の間に作用する圧縮力を伝達可能な部材である。 According to the present invention, since the pipe roof is formed in an arch shape in a direction perpendicular to the longitudinal direction of the steel pipe, the pipe roof can efficiently receive a load from above by the arch effect. Further, since the steel pipes are integrated by a compressive force transmitting member that is driven between the steel pipes, a joint or the like is unnecessary. The compressive force transmitting member is a member capable of transmitting a compressive force acting between steel pipes by solidifying, such as mortar, concrete, fluidized soil, manmade rock, manmade soil, and the like.
また、パイプルーフがトンネルの上方にまたがるように形成されるため、アーチ状のパイプルーフからの力をトンネルで受け止めることが可能である。 Further, since the pipe roof is formed so as to straddle the tunnel, the force from the arched pipe roof can be received by the tunnel.
本発明によれば、作業性に優れ、品質の高い地下構造物を提供することができる。 ADVANTAGE OF THE INVENTION According to this invention, it is excellent in workability | operativity and can provide a high quality underground structure.
以下、本発明の実施の形態にかかる地下構造物等について説明する。図1(a)は、本発明により構築された地下構造物1を示す図である。地下構造物1は、地面3下方に設けられた一対のトンネル5と、トンネル5の間に形成された合流部等を構成する躯体9等から構成される。なお、本発明は、地下に構築される構造物であれば、図1(a)の例に限られない。 Hereinafter, the underground structure etc. concerning embodiment of this invention are demonstrated. Fig.1 (a) is a figure which shows the underground structure 1 constructed | assembled by this invention. The underground structure 1 is composed of a pair of tunnels 5 provided below the ground 3 and a casing 9 that constitutes a joining portion and the like formed between the tunnels 5. In addition, if this invention is a structure constructed | assembled underground, it is not restricted to the example of Fig.1 (a).
躯体9は、トンネル5の間に構築され、上方にはパイプルーフ7が形成される。すなわち、躯体9は、パイプルーフ7の下方に形成される空間で構築される。なお、躯体9には、躯体9を構築する際にパイプルーフ7を支持していた支保工等が埋設されていることはない。なお、パイプルーフ7は、円断面の鋼管以外でも任意の断面形状のものが使用できる。たとえば、図1(b)に示すように、矩形断面の鋼管を用いてパイプルーフ7’を形成してもよい。以下の例では、円断面の鋼管を用いた例について説明する。 The housing 9 is constructed between the tunnels 5 and a pipe roof 7 is formed above. That is, the housing 9 is constructed in a space formed below the pipe roof 7. In addition, the support body etc. which supported the pipe roof 7 at the time of constructing the housing 9 are not embedded in the housing 9. The pipe roof 7 can be of any cross-sectional shape other than a circular cross-section steel pipe. For example, as shown in FIG. 1B, the pipe roof 7 'may be formed using a steel pipe having a rectangular cross section. In the following example, an example using a steel pipe having a circular cross section will be described.
次に、地下構造物1の構築方法について説明する。図2は、トンネル5の上方にパイプルーフ7を構築した状態を示す図で、図2(a)はトンネル軸方向より見た図、図2(b)は図2(a)のA−A線断面図である。まず、図2に示すように、地下に構築されたトンネル5の間の地下構造物施工部の端部近傍に立坑11が構築される。次いで、立坑11より、複数の鋼管13を打設してパイプルーフ7が構築される。なお、パイプルーフの施工は、立坑のみからではなく、のり面や既設躯体から行ってもよい。 Next, the construction method of the underground structure 1 will be described. FIG. 2 is a view showing a state in which the pipe roof 7 is constructed above the tunnel 5, FIG. 2 (a) is a view as seen from the tunnel axial direction, and FIG. 2 (b) is an AA view of FIG. 2 (a). It is line sectional drawing. First, as shown in FIG. 2, the shaft 11 is constructed in the vicinity of the end of the underground structure construction part between the tunnels 5 constructed underground. Next, the pipe roof 7 is constructed by driving a plurality of steel pipes 13 from the shaft 11. In addition, you may perform construction of a pipe roof not only from a vertical shaft but from a slope or an existing frame.
鋼管13は、例えば1m程度の内径を有し、作業者が内部に入ることが可能である。したがって、以下の工程は、作業者が立坑側より鋼管13内部に入り、鋼管13内部において行うことができる。また、鋼管13は、軸方向に略まっすぐであり、トンネル5の上方にまたがるようにアーチ状に設置される。すなわち、パイプルーフ7の両端部はトンネル5の略頂部に位置し、パイプルーフ7は、トンネル5同士の間の上方に、複数の鋼管13は鋼管13の軸方向に対して略垂直な方向にアーチ状に配置される。 The steel pipe 13 has an inner diameter of about 1 m, for example, and an operator can enter the inside. Therefore, the following steps can be performed inside the steel pipe 13 by the operator entering the steel pipe 13 from the shaft side. The steel pipe 13 is substantially straight in the axial direction, and is installed in an arch shape so as to straddle the tunnel 5. That is, both end portions of the pipe roof 7 are positioned substantially at the top of the tunnel 5, the pipe roof 7 is located between the tunnels 5, and the plurality of steel pipes 13 are in a direction substantially perpendicular to the axial direction of the steel pipe 13. Arranged in an arch shape.
次に、図3に示すように必要に応じて、パイプルーフ7上方の地盤改良が行われる。図3(a)は、図2のB部に対応する部位の拡大図であり、図3(b)は全体図である。図3(a)に示すように、鋼管13内部の上方(例えば、鋼管13の中心から両側方に略45度程度の位置)には凍結管19が設置される。凍結管19内部には図示を省略したポンプ等によって冷媒を流すことが可能である。なお、凍結管19の配置や本数は図示した例に限られない。また、凍結管は、あらかじめ鋼管に設けておいてもよいが、パイプルーフに隣接するように、隣接地盤に別途設置してもよい。 Next, as shown in FIG. 3, the ground improvement above the pipe roof 7 is performed as necessary. 3A is an enlarged view of a portion corresponding to the portion B in FIG. 2, and FIG. 3B is an overall view. As shown in FIG. 3A, a freezing pipe 19 is installed above the inside of the steel pipe 13 (for example, a position of about 45 degrees on both sides from the center of the steel pipe 13). A refrigerant can be flowed into the freezing pipe 19 by a pump or the like (not shown). The arrangement and number of the freezing tubes 19 are not limited to the illustrated example. Moreover, although a freezing pipe may be provided in the steel pipe beforehand, you may install separately in an adjacent ground so that it may adjoin to a pipe roof.
鋼管13外方の凍結管19の設置位置に略対応する位置には、土砂除去部区画部材である板部材15が設けられる。板部材15はあらかじめ鋼管13に溶接等によって接合されており、鋼管13の長手方向に沿って形成される。板部材15は、鋼管13の両側方に向けて設けられている。鋼管13を打設する際には、図3(a)に示すように、隣り合う鋼管13のそれぞれの板部材15同士が重なり合うように、所定間隔をあけて鋼管13が打設される。なお、板部材15は例えば鋼板であるが、鋼管同士の間の土砂を除去する範囲を区画できれば、板状その他の形態でも良い。 A plate member 15 that is a sediment removing part partition member is provided at a position substantially corresponding to the installation position of the freezing pipe 19 outside the steel pipe 13. The plate member 15 is joined to the steel pipe 13 in advance by welding or the like, and is formed along the longitudinal direction of the steel pipe 13. The plate member 15 is provided toward both sides of the steel pipe 13. When the steel pipe 13 is driven, as shown in FIG. 3A, the steel pipe 13 is driven at a predetermined interval so that the plate members 15 of the adjacent steel pipes 13 overlap each other. In addition, although the plate member 15 is a steel plate, for example, a plate shape and other forms may be sufficient if the range which removes the earth and sand between steel pipes can be divided.
凍結管19に冷媒を流すと、図3(a)に示すように、鋼管13の上方(鋼管13同士の間の上方)が凍結土壌21となる。すなわち、板部材15の上方(板部材15近傍)の土壌が凍結する。したがって、鋼管13同士の上方が止水される。なお、鋼管13同士の間の板部材15上方は凍結止水されるため、板部材15は、単体で上方からの土砂を受け持つほどの強度は不要である。 When a refrigerant is passed through the freezing pipe 19, the upper part of the steel pipe 13 (the upper part between the steel pipes 13) becomes the frozen soil 21, as shown in FIG. That is, the soil above the plate member 15 (in the vicinity of the plate member 15) is frozen. Therefore, the upper part between the steel pipes 13 is stopped. In addition, since the upper part of the plate member 15 between the steel pipes 13 is frozen and stopped, the plate member 15 does not need to be strong enough to handle the earth and sand from above.
このような地盤改良をパイプルーフ7の全体に行うことで、図3(b)に示すように、パイプルーフ7上方全体に凍結土壌21が形成され、パイプルーフ7の上方から下方に対して止水を行うことができる。なお、地盤改良は、凍結による方法に限られない。たとえば、凍結管に代えて、薬液注入用の配管を鋼管13に設けておき、パイプルーフ7の上方を薬液注入によって止水してもよい。 By performing such ground improvement on the entire pipe roof 7, as shown in FIG. 3 (b), frozen soil 21 is formed on the entire upper portion of the pipe roof 7. Water can be done. The ground improvement is not limited to freezing. For example, instead of the freezing pipe, a pipe for injecting chemical liquid may be provided in the steel pipe 13, and the upper portion of the pipe roof 7 may be stopped by injecting chemical liquid.
次に、鋼管13内部より、鋼管13の側面(隣り合う鋼管13側)に開口部17が設けられる。図4は、鋼管13の側方に開口部17が設けられた状態を示す図である。図4(a)に示すように、鋼管13の側方には開口部17が形成され、鋼管13同士の間の土砂が掘削されて除去される。すなわち、鋼管13同士の間に掘削部23が形成される。なお、鋼管13同士の間の掘削は、板部材15の下方の土砂を掘削すれば良い。また、図示を省略するが、鋼管13の上方のみではなく、下方にも同様の板部材を形成しておき、上下の板部材で囲まれた範囲における鋼管13同士の間を掘削してもよい。 Next, the opening part 17 is provided in the side surface (adjacent steel pipe 13 side) of the steel pipe 13 from the inside of the steel pipe 13. FIG. 4 is a view showing a state in which the opening 17 is provided on the side of the steel pipe 13. As shown to Fig.4 (a), the opening part 17 is formed in the side of the steel pipe 13, and the earth and sand between the steel pipes 13 are excavated and removed. That is, the excavation part 23 is formed between the steel pipes 13. The excavation between the steel pipes 13 may be performed by excavating the earth and sand below the plate member 15. Although not shown, a similar plate member may be formed not only above the steel pipe 13 but also below, and the steel pipes 13 in a range surrounded by the upper and lower plate members may be excavated. .
図4(b)に示すように、開口部17は、鋼管13の軸方向に所定間隔で形成される。なお、開口部17は隣り合う鋼管13同士において、鋼管13の軸方向に対して千鳥状に配置されることが望ましい。こうすることにより、鋼管13の一方の側における開口部17の設置ピッチを広くすることができ、鋼管13の強度低下も抑制することができる。また、開口部17のサイズは、鋼管13同士の間の土砂を掘削できれば良く、例えば500mm角程度である。 As shown in FIG. 4B, the openings 17 are formed at predetermined intervals in the axial direction of the steel pipe 13. The openings 17 are desirably arranged in a staggered manner with respect to the axial direction of the steel pipes 13 between the adjacent steel pipes 13. By carrying out like this, the installation pitch of the opening part 17 in the one side of the steel pipe 13 can be widened, and the strength reduction of the steel pipe 13 can also be suppressed. Moreover, the size of the opening part 17 should just excavate the earth and sand between the steel pipes 13, for example, is about 500 mm square.
なお、鋼管13同士の間を掘削しても、パイプルーフ7の上方(鋼管13の間)が凍結土壌21によって止水されるため、パイプルーフ7上方から漏水等が起こることがなく、また、土砂等が落下することもない。 In addition, even when excavating between the steel pipes 13, the upper part of the pipe roof 7 (between the steel pipes 13) is stopped by the frozen soil 21, so that no water leaks from the upper part of the pipe roof 7. Sediment does not fall.
次に、図5に示すように、鋼管13の開口部17から、隣り合う鋼管13の側面にジベル24が設けられる。すなわち、鋼管13の軸方向における開口部17に対応する部位において、開口部17と対向する隣り合う鋼管13側面にジベル24が形成される。 Next, as shown in FIG. 5, a dowel 24 is provided on the side surface of the adjacent steel pipe 13 from the opening 17 of the steel pipe 13. That is, at a portion corresponding to the opening portion 17 in the axial direction of the steel pipe 13, a diver 24 is formed on the side surface of the adjacent steel pipe 13 facing the opening portion 17.
次に、図6に示すように、鋼管13内部において、開口部17を塞ぐように型枠25が設置され、鋼管13同士の間であって板部材15の下方の領域に圧縮力伝達部材であるモルタル27が打設される。なお、モルタル27は、鋼管13同士の間の掘削部23に面する開口部17全てを塞いだ状態で、鋼管13の全長にわたって一度に打設してもよく、または、鋼管13の長手方向の一部において、掘削部23を軸方向に仕切るように型枠を設け、複数回に分けて打設してもよい。また、モルタル27の打設は、立坑側から行ってもよく、開口部17より行ってもよい。 Next, as shown in FIG. 6, inside the steel pipe 13, a mold 25 is installed so as to close the opening 17, and a compression force transmitting member is provided between the steel pipes 13 and below the plate member 15. A mortar 27 is placed. In addition, the mortar 27 may be driven at once over the entire length of the steel pipe 13 in a state in which all the openings 17 facing the excavation part 23 between the steel pipes 13 are closed, or in the longitudinal direction of the steel pipe 13. In some cases, a formwork may be provided so as to partition the excavation part 23 in the axial direction, and the excavation part 23 may be divided into a plurality of times. The mortar 27 may be placed from the shaft side or from the opening 17.
ここで、モルタル27が打設される前に、あらかじめ板部材の内面(凍結土壌21の内面)に断熱材29が設置されることが望ましい。モルタル27が、凍結管19(凍結土壌21)により冷却され、凍結することを防止するためである。また、モルタル27として、防凍材を予め混ぜておくことで、モルタル27の凍結をより確実に防止することができる。 Here, before the mortar 27 is placed, it is desirable that the heat insulating material 29 be installed on the inner surface of the plate member (the inner surface of the frozen soil 21) in advance. This is because the mortar 27 is cooled by the freezing pipe 19 (frozen soil 21) and is prevented from freezing. Moreover, freezing of the mortar 27 can be more reliably prevented by mixing an anti-freezing material in advance as the mortar 27.
モルタル27が固結すると、鋼管13同士が一体化される。この際、鋼管13の側面には所定間隔でジベル24が設けられるため、モルタル27と鋼管13とが確実に一体化される。なお、型枠25は、モルタル27固結後に撤去してもよく、そのまま埋設してもよい。 When the mortar 27 is consolidated, the steel pipes 13 are integrated. At this time, since the dowels 24 are provided at predetermined intervals on the side surface of the steel pipe 13, the mortar 27 and the steel pipe 13 are reliably integrated. The mold 25 may be removed after the mortar 27 is consolidated, or may be embedded as it is.
以上の工程により、全長にわたって鋼管同士が一体化されると、各鋼管13内部にもモルタルが充填される。したがって、高強度なパイプルーフを得ることができる。次いで、パイプルーフ7の下方の対象部位を掘削して、構造物を構築する。図7は、パイプルーフ7下部を掘削した状態を示す図である。図7に示すように、上方でパイプルーフ7が完全に一体化されているため、上方の土圧をパイプルーフ7が受け持つことが可能である。このため、パイプルーフ7下部に支保工等を設置する必要がなく、躯体の設置時に、躯体と支保工とが干渉することもない。 When the steel pipes are integrated over the entire length by the above steps, the inside of each steel pipe 13 is also filled with mortar. Therefore, a high-strength pipe roof can be obtained. Next, a target part below the pipe roof 7 is excavated to construct a structure. FIG. 7 is a view showing a state where the lower part of the pipe roof 7 is excavated. As shown in FIG. 7, since the pipe roof 7 is completely integrated at the upper side, the pipe roof 7 can handle the upper earth pressure. For this reason, it is not necessary to install a support or the like at the lower part of the pipe roof 7, and the housing and the support work do not interfere when the housing is installed.
また、パイプルーフ7の両端は、トンネル5の頂部近傍の上部に位置する。このため、上方の土圧を受けとめるパイプルーフ7からの力を、トンネル5が受け持つことができる。なお、パイプルーフ7とトンネル5との隙間(図中F部)近傍は、あらかじめ薬液注入等により止水が行われる。 Further, both ends of the pipe roof 7 are located in the upper part near the top of the tunnel 5. For this reason, the tunnel 5 can take charge of the force from the pipe roof 7 that receives the earth pressure above. In addition, in the vicinity of the gap (F portion in the figure) between the pipe roof 7 and the tunnel 5, the water is stopped in advance by chemical solution injection or the like.
本実施の形態にかかる地下構造物の構築方法によれば、躯体の構築部位の上方にあらかじめアーチ状にパイプルーフ7を形成するため、上方からの土圧をパイプルーフ7が受け持つことができ、躯体構築部位に支保工等を設置する必要がない。このため、躯体構築時に支保工と躯体とが干渉することがない。 According to the construction method of the underground structure according to the present embodiment, the pipe roof 7 is preliminarily formed in the arch shape above the construction part of the frame, so that the pipe roof 7 can take over the earth pressure from above, There is no need to install a support work at the building construction site. For this reason, a support work and a frame do not interfere at the time of frame construction.
また、パイプルーフ7に用いられる鋼管13には、継手等が不要であるため鋼管13の製造及び設置が容易である。また、板部材15を設けることで、掘削時にパイプルーフ7上方からの土砂の落下等がなく、また、掘削領域が明確であるため、パイプルーフ上方に堀過ぎることもない。 Moreover, since the steel pipe 13 used for the pipe roof 7 does not require a joint or the like, the steel pipe 13 can be easily manufactured and installed. Further, by providing the plate member 15, there is no fall of earth and sand from above the pipe roof 7 during excavation, and since the excavation area is clear, there is no excessive dug above the pipe roof.
また、地盤改良として凍結管19を用いる場合に、板部材15の内面に断熱材29を設けることで、モルタル27が凍結することがない。また、モルタル27に防凍材を混ぜることで、モルタル27の凍結を確実に防止することができる。 Further, when the freezing pipe 19 is used for ground improvement, the mortar 27 is not frozen by providing the heat insulating material 29 on the inner surface of the plate member 15. In addition, freezing of the mortar 27 can be reliably prevented by mixing the mortar 27 with an anti-freezing material.
また、鋼管同士の間の土砂の除去が鋼管13内部より行われるため、掘削作業が容易である。また、開口部17から対向する隣の鋼管13の側面にジベル24を設けることで、鋼管13打設時にはジベル等を設ける必要がなく、鋼管13の打設が容易である。また、開口部17からモルタル27を打設することも可能であり、モルタル27の打設も容易である。 Moreover, since the removal of the earth and sand between steel pipes is performed from the inside of the steel pipe 13, excavation work is easy. Further, by providing the dowel 24 on the side surface of the adjacent steel pipe 13 opposed from the opening portion 17, it is not necessary to provide a gibel or the like when placing the steel pipe 13, and the placing of the steel pipe 13 is easy. Moreover, it is also possible to drive the mortar 27 from the opening 17, and the driving of the mortar 27 is easy.
以上、添付図を参照しながら、本発明の実施の形態を説明したが、本発明の技術的範囲は、前述した実施の形態に左右されない。当業者であれば、特許請求の範囲に記載された技術的思想の範疇内において各種の変更例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。 As mentioned above, although embodiment of this invention was described referring an accompanying drawing, the technical scope of this invention is not influenced by embodiment mentioned above. It is obvious for those skilled in the art that various modifications or modifications can be conceived within the scope of the technical idea described in the claims. It is understood that it belongs.
たとえば、パイプルーフ7下方を掘削後、パイプルーフ7の両端を水平方向に連結する連結部材を設ければ、パイプルーフ7の下方におけるアーチ形状が広がり、パイプルーフ7が崩壊することをより確実に防止することができる。 For example, if a connecting member that connects both ends of the pipe roof 7 in the horizontal direction is provided after excavating the pipe roof 7 below, the arch shape below the pipe roof 7 spreads and the pipe roof 7 collapses more reliably. Can be prevented.
1………地下構造物
3………地面
5………トンネル
7………パイプルーフ
9………躯体
11………立坑
13………鋼管
15………板部材
17………開口部
19………凍結管
21………凍結土壌
23………掘削部
24………ジベル
25………型枠
27………モルタル
29………断熱材
DESCRIPTION OF SYMBOLS 1 ......... Underground structure 3 ......... Ground 5 ......... Tunnel 7 ......... Pipe roof 9 ......... Housing 11 ......... Shaft 13 ......... Steel pipe 15 ......... Plate member 17 ......... Opening 19 ......... Freezing pipe 21 ......... Frozen soil 23 ......... Excavation section 24 ......... Givel 25 ......... Formwork 27 ......... Mortar 29 ......... Insulation
Claims (2)
躯体の上方に複数の鋼管がアーチ状に間隔をあけて配置され、前記鋼管の長手方向とは略垂直な方向にアーチ状のパイプルーフが形成され、
前記鋼管には、隣り合う鋼管方向であって前記複数の鋼管により形成されるアーチ方向に張り出した板部材が、前記鋼管の長手方向に沿って接合されており、前記鋼管同士の間には機械式継手を有しておらず、
前記板部材の下方であって、前記鋼管同士の間の領域に、圧縮力伝達部材である、モルタル、コンクリート、流動化処理土およびマンメイドロックからなる群から選ばれたいずれかが打設され、前記鋼管同士が一体化され、
前記パイプルーフの下方が掘削されて空間が形成され、前記パイプルーフの下方に躯体が施工されていることを特徴とする地下構造物。 An underground structure,
A plurality of steel pipes are arranged in an arch shape above the housing, and an arched pipe roof is formed in a direction substantially perpendicular to the longitudinal direction of the steel pipes,
A plate member extending in the arch direction formed by the plurality of steel pipes in the direction of the adjacent steel pipes is joined to the steel pipes along the longitudinal direction of the steel pipes. Does not have a type joint,
Any one selected from the group consisting of mortar, concrete, fluidized soil, and manmade rock, which is a compressive force transmitting member, is placed below the plate member and in a region between the steel pipes. , The steel pipes are integrated,
An underground structure in which a space is formed by excavating a lower portion of the pipe roof, and a frame is constructed below the pipe roof.
2. The underground structure according to claim 1, wherein the pipe roof is formed so as to straddle a pair of tunnels, and the pipe roofs at both ends are located in an upper part near the tops of the pair of tunnels.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP2014140516A JP5807096B2 (en) | 2014-07-08 | 2014-07-08 | Underground structure and cross-sectional structure of underground structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP2014140516A JP5807096B2 (en) | 2014-07-08 | 2014-07-08 | Underground structure and cross-sectional structure of underground structure |
Related Parent Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP2010168935A Division JP5688244B2 (en) | 2010-07-28 | 2010-07-28 | Construction method for underground structures |
Publications (2)
Publication Number | Publication Date |
---|---|
JP2014185514A true JP2014185514A (en) | 2014-10-02 |
JP5807096B2 JP5807096B2 (en) | 2015-11-10 |
Family
ID=51833335
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP2014140516A Active JP5807096B2 (en) | 2014-07-08 | 2014-07-08 | Underground structure and cross-sectional structure of underground structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP5807096B2 (en) |
Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2017043983A (en) * | 2015-08-27 | 2017-03-02 | 鹿島建設株式会社 | Underground structure, and construction method of underground structure |
JP2018127810A (en) * | 2017-02-08 | 2018-08-16 | 鹿島建設株式会社 | Integration method of shield tunnel and frozen ground |
JP2022524893A (en) * | 2019-03-22 | 2022-05-10 | ハイパートンネル アイピー リミティッド | Methods and systems for constructing underground tunnels |
-
2014
- 2014-07-08 JP JP2014140516A patent/JP5807096B2/en active Active
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2017043983A (en) * | 2015-08-27 | 2017-03-02 | 鹿島建設株式会社 | Underground structure, and construction method of underground structure |
JP2018127810A (en) * | 2017-02-08 | 2018-08-16 | 鹿島建設株式会社 | Integration method of shield tunnel and frozen ground |
JP2022524893A (en) * | 2019-03-22 | 2022-05-10 | ハイパートンネル アイピー リミティッド | Methods and systems for constructing underground tunnels |
US11591908B2 (en) | 2019-03-22 | 2023-02-28 | Hypertunnel Ip Limited | Method and system of constructing an underground tunnel |
Also Published As
Publication number | Publication date |
---|---|
JP5807096B2 (en) | 2015-11-10 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
JP6636773B2 (en) | Construction structure and construction method of tunnel lining body | |
KR101928054B1 (en) | Construction method of retaining wall for underground structures with narrow edge space | |
JP5688244B2 (en) | Construction method for underground structures | |
JP5807096B2 (en) | Underground structure and cross-sectional structure of underground structure | |
JP5498295B2 (en) | Construction method for underground structures | |
JP2017172280A (en) | Body lining wall and construction method thereof | |
KR101524303B1 (en) | The wall members and underground wall, underground wall construction method using the same | |
JP2018013019A (en) | Construction method for large sectional underground structure | |
KR101312663B1 (en) | Non-excavation type constructed tunnels and conduits using arc-shaped divided segments or rugged panels and its constructing method thereof | |
JP6257814B1 (en) | Construction method of large section underground structure | |
KR101567742B1 (en) | PHC pile and construction method of underground structure using the same | |
JP6316674B2 (en) | Water stop structure and method for underground continuous wall | |
KR101153313B1 (en) | Subsidiary casing and construction method for underground watertight wall using the same | |
KR101275468B1 (en) | The structure assembly for building a tunnel and building method thereof | |
JP6636774B2 (en) | Integrated structure of pipe roof material | |
KR20120048152A (en) | Non-excavation type constructed tunnels and conduits using arc-shaped divided segments or rugged panels and its constructing method thereof | |
KR101249603B1 (en) | Steel pipe installing structure for resistance in vertical stress of none-excavation underground structure and construction method at the same | |
KR100926501B1 (en) | Roof and shield tunneling construction method (rsm) and tunnel structure | |
JP6624441B2 (en) | Construction method of the wall | |
JP6019690B2 (en) | Tunnel widening method | |
JP7021419B2 (en) | Construction method of underground widening part | |
JP2018012945A (en) | Construction method for large sectional underground structure | |
KR101219451B1 (en) | Concrete structure and construction method for the same, constructing method of underground wall as a retaining structural wall used in the same | |
JP4833089B2 (en) | Water stop device for underground penetrating body and construction method of underground penetrating body using the same | |
KR102191503B1 (en) | The Tunnel construction method to use retangular pipe |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20140708 |
|
A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20150306 |
|
A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20150317 |
|
A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20150515 |
|
TRDD | Decision of grant or rejection written | ||
A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20150825 |
|
A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20150907 |
|
R150 | Certificate of patent or registration of utility model |
Ref document number: 5807096 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 |
|
R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |