KR102129608B1 - Semi open cut type tunnel construction method at low overburden - Google Patents

Semi open cut type tunnel construction method at low overburden Download PDF

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KR102129608B1
KR102129608B1 KR1020190153829A KR20190153829A KR102129608B1 KR 102129608 B1 KR102129608 B1 KR 102129608B1 KR 1020190153829 A KR1020190153829 A KR 1020190153829A KR 20190153829 A KR20190153829 A KR 20190153829A KR 102129608 B1 KR102129608 B1 KR 102129608B1
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semi
tunnel
reinforcement member
construction method
flange portion
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정주영
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정주영
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/16—Arrangement or construction of joints in foundation structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/20—Miscellaneous comprising details of connection between elements
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/40—Miscellaneous comprising stabilising elements

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Environmental & Geological Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

The present invention provides a shallow semi-excavation tunnel construction method with improved constructability and work safety. According to the present invention, the shallow semi-excavation tunnel construction method with improved constructability and work safety comprises: a first step of cutting the bottom surface (10B) of an upper excavation line (10) up to a stable ground layer, and forming a plurality of pairs of holes (20) facing each other with respect to the center line on both sides of the bottom surface (10B) of the upper excavation line (10) in the longitudinal direction of a tunnel formed by semi-excavation construction in a shallow section; a second step in which a support unit (32a) of a first steel rib member (30a) formed in a semi-arch shape is inserted into the hole (20, 20a) on one side formed on the bottom surface (10B) of the upper excavation line (10) to be partially supported on the hole (20); a third step in which a support unit (32b) of a second steel rib member (30b) formed in a semi-arch shape is inserted into the hole (20, 20b) on the other side formed on the bottom surface (10B) of the upper excavation line (10) to be partially supported on the hole (20); and a fourth step in which a first flange unit (34a) formed on the semi-arch end of the first steel rib member (30a) and a second flange unit (34b) formed on the semi-arch end of the second steel rib member (30b) are faced and coupled to each other by a fastening member.

Description

시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법{Semi open cut type tunnel construction method at low overburden}Semi-open cut type tunnel construction method at low overburden for improved workability and work safety

본 발명은 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법에 관한 것으로서, 보다 상세하게는 저토피 구간에서 반개착 상태에서 거푸집과 그 설치를 위한 받침대를 요하지 않을 뿐만 아니라, 반개착식 터널 시공에 있어서 경제성을 높이면서 공기를 단축할 수 있는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널에 관한 것이다.The present invention relates to a low-topped semi-opening tunnel construction method with improved construction and work safety, and more specifically, not only does not require a formwork and a support for its installation in a semi-opened state in a low-topped section, but also semi-opened It relates to a low-topped semi-opening tunnel with improved construction and work safety that can shorten the air while increasing economic efficiency in tunnel construction.

통상적으로 터널의 굴착공법으로는 폭약발파에 의한 굴착공법 또는 TBM 등의 기계식 굴착장비를 이용한 굴착공법 등으로 대별되며, 이와 같은 공법을 통하여 점차적으로 터널의 심도깊이를 증가시켜가면서 터널을 구축하게 된다. 이와 같은 통상의 굴착공법으로 터널을 굴착하기 위해서는 터널상부의 토피층(피복두께)이 어느 정도 두께이상이 되어야만 지반의 아칭효과를 통한 지지력이 확보되어 붕괴되지 않고 터널을 건설할 수 있다.Conventionally, the tunnel excavation method is classified into an excavation method by explosive blasting or an excavation method using mechanical excavation equipment such as TBM, and through this method, the tunnel is constructed while gradually increasing the depth of the tunnel. . In order to excavate a tunnel using the conventional excavation method, the top layer (covering thickness) of the upper portion of the tunnel must be at least a certain thickness to secure a supporting force through the arching effect of the ground so that the tunnel can be constructed without collapse.

그러나 지형조건상 터널의 입출구나 계곡부와 같이 토피가 얇은 구간의 경우에는 지반자체가 견고하지 못하기 때문에 터널의 각부에 해당하는 부분까지 굴착하고 터널구조물을 시공한 후 되메움을 하는 개착식공법을 통해 터널을 시공해왔다. 그러나, 이러한 개착식공법의 경우, 지반의 두께가 두꺼운 곳에서 시공하게 되면 지반으로부터 큰 응력이 작용하기 때문에 지반을 받치는 라이닝콘크리트의 두께가 증가하게 되며, 그에 따라 라이닝콘크리트를 공장에서 미리 제작하여 운반 설치하는 것이 현실적으로 어려워서 현장에서는 직접 거푸집 및 지지대를 가설한 후 콘크리트를 타설하고 양생해야 하기 때문에 품질관리가 어렵고 양생시간에 따른 전체 공사기간이 길어지는 문제점이 있다. 또한, 터널의 바닥부까지 굴착해야 하므로 양측에 대절토 깎기 사면이 형성되며, 절토량 또한 많아 환경적 피해가 크게 발생되고, 대절토 깎기 사면 보강이 필요한 경우 매우 큰 공사비 증액이 발생되는 문제점도 있다.However, in the case of a section with a thin toffee, such as the entrance or exit of a tunnel or a valley, due to the terrain conditions, the ground itself is not solid, so excavation to the part corresponding to each part of the tunnel, construction of the tunnel structure, and backfilling are performed. Through the tunnel has been built. However, in the case of such an open-type construction method, when the construction is performed in a place where the thickness of the ground is thick, the thickness of the lining concrete supporting the ground increases because the large stress acts from the ground, and accordingly the lining concrete is manufactured and transported in advance in the factory. Since it is difficult to install it realistically, it is difficult to control the quality and lengthen the entire construction period according to the curing time because the concrete must be poured and cured after installing the formwork and support in the field. In addition, since it is necessary to excavate to the bottom of the tunnel, there is a problem in that large-scale construction cost increases when both sides are cut, and the amount of cut is also high, causing environmental damage.

한편, 반개착식 터널 시공방법은 터널 아치 슬래브(Arch Slab)부분을 콘크리트로 타설하기 위하여 천단 상부 굴착후 아치형태의 지반형성(터널 상반)이 어렵고, 아치곡면 형상의 콘크리트 아치 슬래브 타설이 어려우며, 되메움 토압에 의하여 아치 슬래브 기초부에 집중되는 작용응력과 횡방향 및 종방향 부등변위가 발생되어 구조적인 안정성 확보가 곤란하고 다수의 균열이 수반된다. 또한, 터널 굴착시 아치형상의 지반(터널 상반)을 재굴착하고, 내부에 추가적인 지보재(숏크리트) 및 콘크리트 라이닝을 타설하여야 하므로, 시공공정이 복잡하고 경제성이 매우 불량하다. 따라서 이러한 문제점을 개선하기 위하여 공개특허공보 제10-2007-95481호는 원지반을 일정 깊이로 절토하여 절토바닥면을 형성하는 단계, 절토바닥면에 H강지보 및 토류판이 보강된 아치형 구조물을 설치하는 단계, 아치형 구조물의 상부에 토사를 되메워 되메움층을 형성하는 단계, 및 아치형 구조물의 하부에 있는 지반을 굴착하여 터널을 형성하는 단계를 포함하여 이루어지는 저토피구간의 반개착식 터널시공방법이 개시되어 있다. 이 때, H강지보 사이에 복수 개로 설치되는 토류판은 되메움 토압을 지지하는 주응력 방향에 직각방향으로 설치되고, H강지보과 일체화되지 않는 이질적인 강성차이로 보강재로써 역할이 미미하며, H강지보 사이에 다수의 토류판 삽입으로 현장 시공성이 불량하다.On the other hand, in the semi-open tunnel construction method, it is difficult to form an arch-shaped ground (top of the tunnel) after excavating the upper part of the ceiling to pour the tunnel arch slab part with concrete, and it is difficult to pour the concrete arch slab in the shape of an arch surface. Due to backfilling pressure, action stress concentrated in the base of the arch slab and lateral and longitudinal uneven displacement are generated, making it difficult to secure structural stability and accompanied by numerous cracks. In addition, the construction process is complicated and the economic efficiency is very poor because the arch-shaped ground (upper tunnel) must be re-excavated and additional supporting materials (shotcrete) and concrete lining must be poured inside the tunnel. Therefore, in order to improve these problems, Patent Publication No. 10-2007-95481 cuts the original ground to a certain depth to form a cut bottom surface, and installs an H-beam and an arc-shaped structure with reinforced earth plates reinforced on the cut bottom. Step, semi-opening tunnel construction method of low-pitched section comprising the step of forming a backfill layer by filling the soil on the top of the arched structure, and excavating the ground under the arched structure to form a tunnel It is disclosed. At this time, the earth plate installed in plural between the H steel beams is installed perpendicular to the main stress direction supporting the backfill pressure, and is a heterogeneous stiffness difference that is not integrated with the H steel beams and has little role as a reinforcing material, and between the H steel beams Poor workability is poor due to the insertion of multiple earth plates.

또한, 되메움 토압은 심도가 가장 깊은 기초부에서 가장 크게 작용하여 H강지보에 과도한 응력집중 및 변형이 발생되나, 전체 아치형 구조물(H강지보 및 토류판)을 동일한 강성으로 형성시켜 현장의 다양한 되메움 토압조건에 따른 구조적 안정성 확보에 취약한 기술적 한계가 있다. In addition, the backfilling earth pressure acts the greatest in the deepest foundation part, causing excessive stress concentration and deformation in the H-beam, but forming the entire arched structure (H-beam and earth plate) with the same stiffness to create a variety of sites. There are technical limitations that are vulnerable to securing structural stability according to the filling pressure conditions.

한편, 종래 아치형 구조물은 거푸집을 제작한 상태에서 철근 배근과 콘크리트 타설에 의하여 이루어지고 아치형 구조물 하부 터널굴착 및 지보재가 설치되기 때문에, 시공 기간이 길 뿐만 아니라, 마지막 단계에서 추가적인 콘크리트 라이닝 작업을 반드시 수행해야 하는 기술적 한계가 있다.On the other hand, the conventional arched structure is made by reinforcing bar reinforcement and concrete pouring in the form of a formwork, and since the tunnel excavation and support are installed under the arched structure, not only the construction period is long, but also additional concrete lining work must be performed at the final stage There are technical limitations to do.

한편, 반개착 터널의 아치 구조물로서 균질하지 못한 강도특성을 나타내는 강지보 구조체를 적용하는 경우에 강지보에 숏크리트를 타설, 터널 하반 굴착 및 반개착부 되메움 작업을 수행할 때 설계에서 예상하지 못한 아치 강지보 천장부 과대변위, 기초부 부등변위 및 강지보 응력이 허용치를 초과하여 구조적인 안정성이 확보되지 못하는 문제점이 발생된다.On the other hand, when applying a rigid beam structure that shows non-homogeneous strength characteristics as an arch structure of a semi-adhesive tunnel, the design was unexpected when the shotcrete was placed on the strong beam, and the lower half of the tunnel was excavated and the semi-adhesive part was backfilled. There is a problem that structural stability is not secured because the excessive displacement of the ceiling portion of the arch girder beam, inequality of the foundation portion, and stress of the girder beam exceed the allowable value.

한편, 종래 카린시안 공법을 이용한 저토피의 반개착식 터널시공방법에 의할 경우, 도 2에 도시된 바와 같이, 터널 상반면 추가 굴착 후에 암버력과 토사 쌓기를 한 후에 상부 린콘크리트와 아치철근콘크리트 타설을 하며, 그 후에 상반 파쇄암을 걷어 내는 등의 공법을 이용해야 하기 때문에 공사비용이 많이 들 뿐만 아니라 시공성이 저하되는 문제점이 있다.On the other hand, in the case of the low-topped semi-opening tunnel construction method using the conventional Karinian method, as shown in Fig. 2, the upper lean concrete and the arch reinforcing bar after the excavation of the upper surface of the tunnel, after the amber force and soil accumulation Since it is necessary to use a construction method such as pouring concrete, and then removing the upper crushed rock, there is a problem in that the construction cost is high and the workability is deteriorated.

이와 같이, 종래 아치형 구조물을 이용할 경우 구조물의 설치 및 해체에 따른 시공성 저하와 공정에 따른 비용이 높은 문제점이 있다. As described above, when using a conventional arched structure, there is a problem in that the workability is reduced due to the installation and dismantling of the structure and the cost is high according to the process.

따라서 이러한 문제점을 개선할 수 있는 시공성이 향상된 저토피의 반개착식 터널시공방법의 개발이 요구되고 있다.Therefore, there is a need to develop a low-topped semi-opening tunnel construction method with improved workability that can improve these problems.

따라서 본 발명의 목적은 저토피 구간에서 반개착 상태에서 거푸집과 그 설치를 위한 받침대를 요하지 않고 현장에서 터널 시공의 공기를 단축할 수 있는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법을 제공하는 것이다.Therefore, an object of the present invention is a low toffee semi-adhesive tunnel construction method with improved construction and work safety that can shorten the air for tunnel construction in the field without requiring a formwork and a support for its installation in a semi-adhesive condition in a low toffee section. Is to provide

또한, 본 발명의 다른 목적은 하반 굴착시 강지보 연결공종을 생략함으로써 공정을 최소화하며, 강지보재의 볼트 체결 공정을 하지 않음으로써 시공성을 향상시킴과 동시에 공사시간을 단축시켜 경제성을 높일 수 있는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법을 제공하는 것이다.In addition, another object of the present invention is to minimize the process by omitting the steel beam connection type when excavating in the lower half, and improve the workability by shortening the construction time by not doing the bolting process of the steel reinforcement and at the same time reduce construction time to improve the economic feasibility. And to provide a low toffee semi-open tunnel construction method with improved work safety.

본 발명에 의하면, 저토피 구간의 반개착 시공에 의한 터널에 있어서, 상반 굴착선(10)의 바닥면(10B)이 안정 지반층까지 절토되며, 상반 굴착선(10)의 바닥면(10B)의 양측에는 중심선에 대하여 대향되는 한쌍의 천공(20)을 터널의 종방향으로 복수개 형성하는 제1 단계; 상반 굴착선(10)의 바닥면(10B)에 형성된 일측의 천공(20; 20a)에 대하여 반아치형으로 이루어진 제1 강지보 부재(30a)의 지지부(32a)가 삽입되어 부분적으로 천공(20)에 대하여 지지되는 제2 단계; 상반 굴착선(10)의 바닥면(10B)에 형성된 타측의 천공(20; 20b)에 대하여 반아치형으로 이루어진 제2 강지보 부재(30b)의 지지부(32b)가 삽입되어 부분적으로 천공(20)에 대하여 지지되는 제3 단계; 및 제1 강지보 부재(30a)의 반아치 단부에 형성된 제1 플랜지부(34a)와 제2 강지보 부재(30b)의 반아치 단부에 형성된 제2 플랜지부(34b)가 서로 대향되어 체결부재에 의하여 결합되는 제4 단계를 포함하는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법이 제공된다.According to the present invention, in the tunnel by the semi-opening construction of the low toffee section, the bottom surface 10B of the upper excavation line 10 is cut to the stable ground layer, and the bottom surface 10B of the upper excavation line 10 On both sides of the first step of forming a plurality of a plurality of perforations (20) facing the center line in the longitudinal direction of the tunnel; The support portion 32a of the first reinforcement member 30a, which is formed in a semi-arch shape, is inserted into the perforation 20; 20a on one side formed in the bottom surface 10B of the upper excavation line 10 and partially perforated 20 A second step supported against; The support portion 32b of the second reinforcement member 30b, which is formed in a semi-arch shape, is inserted into the other side of the perforation 20; 20b formed on the bottom surface 10B of the upper excavation line 10 and partially perforated 20 A third step supported against; And a first flange portion 34a formed at the half-arch end of the first reinforcement member 30a and a second flange portion 34b formed at the half-arch end of the second reinforcement member 30b facing each other to fasten the member. Provided is a low toffee semi-open tunnel construction method with improved construction and work safety, including a fourth step combined by.

여기서, 제1 플랜지부(34a)와 제2 플랜지부(34b)에는 각각 서로 체결되도록 하기 위한 체결공(36a, 36b)이 구비되는 것이 바람직하다.Here, the first flange portion 34a and the second flange portion 34b are preferably provided with fastening holes 36a and 36b for fastening to each other, respectively.

또한, 제1 플랜지부(34a)와 제2 플랜지부(34b)의 지지부(32a, 32b)가 천공(20)에 삽입된 상태에서 채움부재(40)를 삽입되는 단계를 더 포함하는 것이 바람직하다.In addition, it is preferable to further include the step of inserting the filling member 40 in the state in which the support portions 32a and 32b of the first flange portion 34a and the second flange portion 34b are inserted into the perforation 20. .

또한, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)에 대하여 상반 쇼크리트(50)가 타설되는 제5 단계; 상반을 토사 또는 암버력으로 되메우는 제6 단계; 터널 하반 굴착 공정이 수행되며, 록볼트(60)가 암반층과 지지부(32a, 32b) 사이에 설치된 후에 지지부(32a, 32b)의 내측에 대하여 숏크리트가 타설되는 제7 단계; 및 터널의 내측벽에 대하여 콘크리트 라이닝(70)이 타설되는 제8 단계를 더 포함하는 것이 바람직하다.In addition, a fifth step in which the upper shock 50 is placed on the first reinforcement member 30a and the second reinforcement member 30b; A sixth step of backfilling the upper half with earth or sand; A seventh step in which a shotcrete is poured into the inside of the support parts 32a and 32b after the tunnel lower half excavation process is performed and the rock bolt 60 is installed between the rock layer and the support parts 32a and 32b; And an eighth step in which the concrete lining 70 is placed against the inner wall of the tunnel.

따라서 본 발명에 의하면, 저토피 구간에서 반개착 상태에서 거푸집과 그 설치를 위한 받침대를 요하지 않고 현장에서 터널 시공의 공기를 단축할 수 있을 뿐만 아니라, 본 발명의 다른 목적은 하반 굴착시 강지보 연결공종을 생략함으로써 공정을 최소화하며, 강지보 부재의 공정에서 작업 안정성과 시공성을 향상시킴과 동시에 공사시간을 단축시켜 경제성을 높일 수 있다. Therefore, according to the present invention, it is possible to shorten the air of the tunnel construction in the field without requiring a support for the formwork and its installation in a semi-adhesive state in the low toffee section, and another object of the present invention is to connect the reinforcement beam during excavation in the lower half By omitting the engineering process, the process is minimized, and in the process of the steel beam member, the work stability and workability can be improved, and at the same time, the construction time can be shortened to improve economic efficiency.

도 1은 공개특허공보 제10-2007-95481호에 따른 저토피구간의 반개착식 터널시공방법의 개략도이다.
도 2는 종래 카린시안 공법에 다른 반개착식 터널의 시공방법을 나타낸 개략도이다.
도 3은 본 발명의 바람직한 실시예에 따른 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법을 나타낸 개략도이다.1 is a schematic diagram of a semi-opening tunnel construction method of a low-pitched section according to published patent publication No. 10-2007-95481.
2 is a schematic view showing a construction method of a semi-open type tunnel different from the conventional Karintian method.
Figure 3 is a schematic diagram showing a low-topped semi-open tunnel construction method with improved construction and work safety according to a preferred embodiment of the present invention.

이하, 첨부된 도면을 참조하면서 본 발명의 바람직한 실시예에 따른 시공성이 향상된 저토피의 반개착식 터널시공방법에 대하여 상세히 설명하기로 한다.Hereinafter, with reference to the accompanying drawings will be described in detail with respect to the construction method of a low-topped semi-adhesive tunnel construction with improved workability according to a preferred embodiment of the present invention.

도 3은 본 발명의 바람직한 실시예에 따른 시공성이 향상된 저토피의 반개착식 터널시공방법의 개략도이다.3 is a schematic diagram of a low-topped semi-opening type tunnel construction method with improved workability according to a preferred embodiment of the present invention.

먼저, 도 3a에 도시된 바와 같이, 시공 전 지반 조사를 실시하여 지반 조건이 설계 조건과 동일한지 확인한 후에, 상반 굴착선(10)까지 절토 및 부지정리를 실시한다. 이 때 상반 굴착선(10)의 바닥면(10B)은 안정층인 경암층까지 절토한다. 한편, 상반 굴착선(10)의 바닥면(10B)의 양측에는 중심선에 대하여 대향되는 한쌍의 천공(20)을 터널의 종방향으로 복수개 형성한다.First, as shown in FIG. 3A, after performing ground survey before construction to confirm whether the ground conditions are the same as the design conditions, cutting and grounding are performed up to the upper excavation line 10. At this time, the bottom surface 10B of the upper excavation line 10 is cut to the stable rock layer. On the other hand, on both sides of the bottom surface 10B of the upper excavation line 10, a plurality of perforations 20 opposed to the center line are formed in the longitudinal direction of the tunnel.

천공(20)은 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 지지부재(32a, 32b)의 단면폭보다 적어도 1.5 내지 3배의 크기로로 천공된다.The perforations 20 are perforated with a size of at least 1.5 to 3 times the cross-sectional widths of the support members 32a and 32b of the first strong beam member 30a and the second strong beam member 30b.

이후, 도 3b에 도시된 바와 같이, 상반 굴착선(10)의 바닥면(10B)에 형성된 일측의 천공(20; 20a)에 대하여 반아치형으로 이루어진 제1 강지보 부재(30a)의 지지부(32a)가 삽입된다. 상기 제1 강지보 부재(30a)는 종방향 중심에 대하여 'H'자의 형강으로 이루어지며 반아치를 이루는 상단부는 'H'형강의 단부에 대하여 수직한 제1 플랜지부(34a)를 구비하며, 제1 플랜지부(34a)에는 체결부재(미도시)에 의하여 체결되도록 하기 위한 제1 체결공(36a)이 복수개 구비된다.Subsequently, as shown in FIG. 3B, the support portion 32a of the first strong support member 30a formed in a semi-arch shape with respect to one side perforation 20; 20a formed on the bottom surface 10B of the upper excavation line 10 ) Is inserted. The first reinforcement member 30a is made of'H' shaped steel with respect to the longitudinal center, and the upper end forming the half-arch has a first flange part 34a perpendicular to the end of the'H' shaped steel, The first flange portion 34a is provided with a plurality of first fastening holes 36a for fastening by fastening members (not shown).

이후, 도 3c에 도시된 바와 같이, 상반 굴착선(10)의 바닥면(10B)에 형성된 일측의 천공(20; 20b)에 대하여 반아치형으로 이루어진 제2 강지보 부재(30b)의 지지부(32b)가 삽입된다. 상기 제2 강지보 부재(30b)는 종방향 중심에 대하여 'H'자의 형강으로 이루어지며 반아치를 이루는 상단부는 'H'형강의 단부에 대하여 수직한 제2 플랜지부(34b)를 구비하며, 제2 플랜지부(34b)에는 체결부재(미도시)에 의하여 체결되도록 하기 위한 제2 체결공(36b)이 복수개 구비된다. Subsequently, as shown in FIG. 3C, the support portion 32b of the second steel beam supporting member 30b formed in a semi-arch shape with respect to the perforation 20; 20b on one side formed in the bottom surface 10B of the upper excavation line 10 ) Is inserted. The second reinforcement member 30b is formed of a'H' shaped steel with respect to the longitudinal center, and an upper end forming a half-arch has a second flange part 34b perpendicular to the end of the'H' shaped steel, The second flange portion 34b is provided with a plurality of second fastening holes 36b for fastening by fastening members (not shown).

본 발명에 의하면, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)는 서로 대칭되는 한쌍의 반아치형상을 가지며, 반아치의 단부에는 각각 제1 플랜지부(34a)와 제2 플랜지부(34b)가 서로 대향되도록 구비되며, 제1 플랜지부(34a)와 제2 플랜지부(34b)에는 각각 서로 체결되도록 하기 위한 체결공(36a, 36b)이 구비된다.According to the present invention, the first reinforcement member 30a and the second reinforcement member 30b have a pair of half-arc shapes that are symmetrical to each other, and the first flange portion 34a and the second respectively at the ends of the half-arch. The flange portions 34b are provided to face each other, and the first flange portion 34a and the second flange portion 34b are provided with fastening holes 36a and 36b for fastening to each other, respectively.

이후, 도 3d에 도시된 바와 같이, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 각 지지부(32a, 32b)가 천공(20)에 각각 삽입된 상태에서, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 제1 플랜지부(34a)와 제2 플랜지부(34b)가 서로 대향되어 접하도록 한다. 이후, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 제1 플랜지부(34a)와 제2 플랜지부(34b)가 서로 대향된 상태에서 제1 플랜지부(34a)와 제2 플랜지부(34b)의 체결공(36a, 36b)에 대하여 체결부재(미도시)에 의하여 제1 강지보 부재(30a)와 제2 강지보 부재(30b)가 결합된다.Subsequently, as shown in FIG. 3D, in the state in which the respective support portions 32a and 32b of the first reinforcement member 30a and the second reinforcement member 30b are respectively inserted into the perforations 20, the first reinforcement The first flange portion 34a and the second flange portion 34b of the beam member 30a and the second strong beam member 30b are brought into contact with each other. Thereafter, the first flange portion 34a and the first flange portion 34a and the second flange portion 34b of the second reinforcement member 30b and the second flange portion 34b are opposed to each other, respectively. 2 The first reinforcement member 30a and the second reinforcement member 30b are coupled to the fastening holes 36a and 36b of the flange portion 34b by a fastening member (not shown).

이와 같이, 본 발명에 의하면, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 결합 작업시 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 지지부(32a, 32b)가 각각 천공(20)에 삽입된 상태에서 조립 결합 공정이 이루어지기 때문에 조립 결합 작업시에 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 자립력이 우수할 뿐만 아니라 그에 따른 인력과 장비의 소요를 최소화할 수 있으며, 작업의 안전성을 크게 향상시킬 수 있다.As described above, according to the present invention, the support portion 32a of the first reinforcement member 30a and the second reinforcement member 30b during the joining operation of the first reinforcement member 30a and the second reinforcement member 30b , 32b) since the assembling and joining process is performed in the state in which each of the perforations 20 is inserted, as well as the independence of the first reinforcement member 30a and the second reinforcement member 30b at the time of assembling and joining is excellent. As a result, it is possible to minimize the labor and equipment requirements and greatly improve the safety of work.

이후, 제1 플랜지부(34a)오 제2 플랜지부(34b)의 지지부(32a, 32b)가 천공(20)에 삽입된 상태에서 채움부재(40)를 삽입한다. 천공(20)에 삽입되는 채움부재(40)는 모래나 토사로 이루어지는 것이 바람직하며, 시멘트페이스트나 무수축 몰탈로 이루어지는 것이 보다 바람직하다.Thereafter, the filling members 40 are inserted in a state in which the supporting portions 32a and 32b of the first flange portion 34a and the second flange portion 34b are inserted into the perforation 20. The filling member 40 inserted into the perforation 20 is preferably made of sand or earth and sand, and more preferably made of cement paste or non-constricted mortar.

이후, 도 3e에 도시된 바와 같이, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)에 대하여 상반 쇼크리트(50)를 타설한다.Thereafter, as shown in FIG. 3E, the upper shockcrete 50 is placed on the first reinforcement member 30a and the second reinforcement member 30b.

이후, 도 3f에 도시된 바와 같이, 상반 쇼크리트(50)의 상부에 대하여 되메우기 공정을 수행한다.Thereafter, as shown in FIG. 3F, a backfilling process is performed on the upper portion of the upper shockcrete 50.

이후, 도 3g에 도시된 바와 같이, 터널 하반 굴착 공정이 수행되며, 록볼트(60)를 암반층과 지지부(32a, 32b) 사이에 설치한 후에 지지부(32a, 32b)의 내측에 대하여 숏크리트를 타설한다.Subsequently, as shown in FIG. 3G, a tunnel lower half excavation process is performed, and after installing the rock bolt 60 between the rock layer and the support parts 32a and 32b, the shotcrete is poured against the inside of the support parts 32a and 32b. do.

이후, 도 3h에 도시된 바와 ƒˆ이, 터널의 내측벽에 대하여 콘크리트 라이닝(70)의 타설이 수행된다.Thereafter, as shown in FIG. 3H, ƒ타, the pouring of the concrete lining 70 is performed on the inner wall of the tunnel.

전술한 바와 같이, 본 발명에 의하면, 현장에서 천공(20)이 설치된 후에 천공(20)에 대하여 제1 강지보 부재(30a)와 제2 강지보 부재(30b)가 각각 삽입된 상태에서 제1 강지보 부재(30a)와 제2 강지보 부재(30b)의 제1 플랜지부(34a)와 제2 플랜지부(34b)가 결합이 되도록 함으로써 작업의 안전성과 시공성을 향상시킬 뿐만 아니라, 터널의 공정에 필요한 공정비용을 현저히 절감할 수 있다.As described above, according to the present invention, the first reinforcement member 30a and the second reinforcement member 30b are respectively inserted into the aperture 20 after the aperture 20 is installed in the field. By making the first flange portion 34a and the second flange portion 34b of the strong beam member 30a and the second strong beam member 30b combined, it not only improves the safety and workability of the work, but also the process of the tunnel. Can significantly reduce the process cost required.

10: 상반 굴착선
20: 천공
30a: 제1 강지보 부재
30b: 제2 강지보부재
32a, 32b: 지지부재
34a: 제1 플랜지부
34b: 제2 플랜지부
36a: 제1 체결공
36b: 제2 체결공
40: 채움부재
50: 상반 쇼크리트10: upper excavator
20: perforation
30a: absence of the first strong beam
30b: second strong support member
32a, 32b: support member
34a: first flange portion
34b: second flange portion
36a: First fastener
36b: Second fastener
40: filling member
50: first half shockcrete

Claims (4)

저토피 구간의 반개착 시공에 의한 터널시공방법에 있어서,
상반 굴착선(10)의 바닥면(10B)이 안정 지반층까지 절토되며,
상반 굴착선(10)의 바닥면(10B)의 양측에는 중심선에 대하여 대향되는 한쌍의 천공(20)을 터널의 종방향으로 복수개 형성하는 제1 단계;
상반 굴착선(10)의 바닥면(10B)에 형성된 일측의 천공(20; 20a)에 대하여 반아치형으로 이루어진 제1 강지보 부재(30a)의 지지부(32a)가 삽입되어 부분적으로 천공(20)에 대하여 지지되는 제2 단계;
상반 굴착선(10)의 바닥면(10B)에 형성된 타측의 천공(20; 20b)에 대하여 반아치형으로 이루어진 제2 강지보 부재(30b)의 지지부(32b)가 삽입되어 부분적으로 천공(20)에 대하여 지지되는 제3 단계; 및
제1 강지보 부재(30a)의 반아치 단부에 형성된 제1 플랜지부(34a)와 제2 강지보 부재(30b)의 반아치 단부에 형성된 제2 플랜지부(34b)가 서로 대향되어 체결부재에 의하여 결합되는 제4 단계를 포함하며,
상기 제1 단계에 있어서, 상기 바닥면(10B)의 일측과 타측에 각각 위치한 천공(20)들은 일정한 간격을 유지한 상태에서 복수개로 일렬로 정렬되며,
지지부재(32a, 32b)의 단면폭의 1.5 내지 3배 지름 크기를 갖도록 원통형으로 형성되며,
상기 제2 및 제3 단계에 있어서, 상기 원통형으로 이루어진 천공(20)에 지지부재(32a, 32b)가 삽입 지지된 상태에서 시멘트페이스트 또는 무수축 몰탈이 충진되는 것을 특징으로 하는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법.In the tunnel construction method by the half-open construction of the low toffee section,
The bottom surface 10B of the upper excavation line 10 is cut to the stable ground layer,
A first step of forming a plurality of a pair of perforations 20 opposite to the center line in the longitudinal direction of the tunnel on both sides of the bottom surface 10B of the upper excavation line 10;
The support portion 32a of the first reinforcement member 30a, which is formed in a semi-arch shape, is inserted into the perforation 20; A second step supported against;
The support portion 32b of the second reinforcement member 30b, which is formed in a semi-arch shape, is inserted into the other side of the perforation 20; A third step supported against; And
The first flange portion 34a formed at the half-arch end of the first reinforcement member 30a and the second flange portion 34b formed at the half-arch end of the second reinforcement member 30b are opposed to each other to the fastening member. It includes a fourth step to be combined,
In the first step, the plurality of perforations 20 located on one side and the other side of the bottom surface 10B are aligned in a plurality in a state of maintaining a constant distance,
It is formed in a cylindrical shape to have a diameter of 1.5 to 3 times the cross-sectional width of the support members 32a and 32b,
In the second and third steps, the construction and work safety, characterized in that the cement paste or non-constriction mortar is filled in the state in which the supporting members 32a and 32b are inserted and supported in the cylindrical perforation 20. Improved low toffee semi-open tunnel construction method. 제1항에 있어서, 제1 플랜지부(34a)와 제2 플랜지부(34b)에는 각각 서로 체결되도록 하기 위한 체결공(36a, 36b)이 구비되는 것을 특징으로 하는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법.The method of claim 1, wherein the first flange portion (34a) and the second flange portion (34b), each of the fastening holes (36a, 36b) for fastening each other is provided, characterized in that the construction and work safety improved low toffee Semi-open tunnel construction method. 삭제delete 제2항에 있어서, 제1 강지보 부재(30a)와 제2 강지보 부재(30b)에 대하여 상반 쇼크리트(50)가 타설되는 제5 단계;
상반을 토사 또는 암버력으로 되메우는 제6 단계;
터널 하반 굴착 공정이 수행되며, 록볼트(60)가 암반층과 지지부(32a, 32b) 사이에 설치된 후에 지지부(32a, 32b)의 내측에 대하여 숏크리트가 타설되는 제7 단계; 및
터널의 내측벽에 대하여 콘크리트 라이닝(70)이 타설되는 제8 단계를 더 포함하는 것을 특징으로 하는 시공성과 작업안전성이 향상된 저토피의 반개착식 터널시공방법.The method of claim 2, wherein the fifth step of placing the upper shock 50 for the first reinforcement member (30a) and the second reinforcement member (30b);
A sixth step of backfilling the upper half with earth or sand;
A seventh step in which a shotcrete is poured into the inner side of the support parts 32a and 32b after the tunnel lower half excavation process is performed and the rock bolt 60 is installed between the rock layer and the support parts 32a and 32b; And
A low toffee semi-adhesive tunnel construction method with improved construction and work safety, characterized in that it further comprises an eighth step in which the concrete lining (70) is placed against the inner wall of the tunnel.
KR1020190153829A 2019-11-26 2019-11-26 Semi open cut type tunnel construction method at low overburden KR102129608B1 (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113818485A (en) * 2021-09-09 2021-12-21 中建五局土木工程有限公司 Reverse construction method for open-cut arched tunnel in sandy gravel stratum near river
KR102501685B1 (en) 2021-12-28 2023-02-21 주식회사 대한콘설탄트 A tunnel construction method that combines semi open cut and top-down excavation

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Publication number Priority date Publication date Assignee Title
JP2018178455A (en) * 2017-04-07 2018-11-15 前田建設工業株式会社 Tunnel construction method
KR20190102737A (en) * 2018-02-27 2019-09-04 (주)하경엔지니어링 Semi open cut type tunnel construction method at low overburden

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Publication number Priority date Publication date Assignee Title
JP2018178455A (en) * 2017-04-07 2018-11-15 前田建設工業株式会社 Tunnel construction method
KR20190102737A (en) * 2018-02-27 2019-09-04 (주)하경엔지니어링 Semi open cut type tunnel construction method at low overburden

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113818485A (en) * 2021-09-09 2021-12-21 中建五局土木工程有限公司 Reverse construction method for open-cut arched tunnel in sandy gravel stratum near river
CN113818485B (en) * 2021-09-09 2023-10-13 中建五局土木工程有限公司 Reverse-acting quick and safe construction method for open cut arch tunnel in river facing sandy pebble stratum
KR102501685B1 (en) 2021-12-28 2023-02-21 주식회사 대한콘설탄트 A tunnel construction method that combines semi open cut and top-down excavation

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