KR100731573B1 - Carrier construction method of double track tunnel - Google Patents

Carrier construction method of double track tunnel Download PDF

Info

Publication number
KR100731573B1
KR100731573B1 KR1020060132560A KR20060132560A KR100731573B1 KR 100731573 B1 KR100731573 B1 KR 100731573B1 KR 1020060132560 A KR1020060132560 A KR 1020060132560A KR 20060132560 A KR20060132560 A KR 20060132560A KR 100731573 B1 KR100731573 B1 KR 100731573B1
Authority
KR
South Korea
Prior art keywords
mortar
support
tunnel
pile
drilling
Prior art date
Application number
KR1020060132560A
Other languages
Korean (ko)
Inventor
윤경석
Original Assignee
주식회사 하이콘엔지니어링
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 주식회사 하이콘엔지니어링 filed Critical 주식회사 하이콘엔지니어링
Priority to KR1020060132560A priority Critical patent/KR100731573B1/en
Application granted granted Critical
Publication of KR100731573B1 publication Critical patent/KR100731573B1/en

Links

Images

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12Consolidating by placing solidifying or pore-filling substances in the soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74Means for anchoring structural elements or bulkheads
    • E02D5/80Ground anchors
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001Improving soil or rock, e.g. by freezing; Injections
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D13/00Large underground chambers; Methods or apparatus for making them

Abstract

A construction method for an intermediate support of a double-track tunnel is provided to make construction simple and to reduce the cost required for construction and maintenance by excluding the necessity for constructing a pilot tunnel for installing an intermediate support and to secure stability by preventing the transfer of impact and vibration caused by blasting or crushing work of a main tunnel. The construction method for an intermediate support of a double-track tunnel comprises the steps of forming a perforated hole(11) to a foundation layer(101) located on the lower part of a double-track tunnel by perforating the center of a stratum(100) between double-track tunnels using an auger screw(12)(S11), placing foundation mortar(13) up to the height corresponding to one third of the length of the perforated hole from the lower part of the perforated hole to have foundation-bearing capacity(S12), inserting a pile(14) to the perforated hole filled with foundation mortar(S13), placing support mortar(15) on the circumference of the pile inserted to the perforated hole to secure friction bearing capacity(S14), and hardening the foundation mortar and the support mortar(S15).

Description

복선터널의 중간지지대 시공방법{Carrier construction method of double track tunnel}Carrier construction method of double track tunnel

도 1a 내지 도 1d는 일반적인 2아치터널의 시공방법을 순서에 따라 개략적으로 도시한 단면도,1A to 1D are cross-sectional views schematically showing a construction method of a general two arch tunnel in order;

도 2는 제 1 실시 예에 따른 복선터널의 중간지지대 시공순서 단면도,2 is a cross-sectional view illustrating the construction procedure of the intermediate support of the double track tunnel according to the first embodiment;

도 3은 제 2 실시 예에 따른 복선터널의 중간지지대 시공순서 단면도,3 is a cross-sectional view illustrating the construction procedure of the intermediate support of the double track tunnel according to the second embodiment;

도 4는 도 2의 시공 순서도,4 is a construction flowchart of FIG.

도 5는 도 3의 시공 순서도,5 is a construction flowchart of FIG.

도 6은 본 발명에 따른 말뚝의 사시도,6 is a perspective view of a pile according to the present invention,

도 7은 본 발명에 따른 복선터널의 중간지지대 시공상태를 나타낸 사시도,7 is a perspective view showing the intermediate support construction state of the double track tunnel according to the present invention,

< 도면의 주요 부분에 대한 부호의 설명 ><Description of Symbols for Main Parts of Drawings>

10,20 : 중간지지대 11,21 : 천공홀10,20: intermediate support 11,21: perforation hole

12,22 : 오거스쿠류 13,23 : 기초몰탈12,22: Augers Squirrel 13,23: Foundation mortar

14,24 : 말뚝 15,25 : 지지몰탈14,24: Pile 15,25: Support mortar

26 : 케이싱스쿠류 100,200 : 지층26: casing screw 100,200: strata

101,201 : 기초지층 300 : 복선터널101,201: Base layer 300: Double track tunnel

300A,300B : 본선터널300A, 300B: Main Line Tunnel

S11 : 천공단계 S21 : 케이싱스쿠류를 이용한 천공단계S11: drilling step S21: drilling step using casing screw

S12 : 기초부몰탈충진단계 S12: Foundation part mortar filling step

S13 : 말뚝관입단계 S14 : 지지부몰탈충진단계S13: pile penetration step S14: support mortar filling step

S24 : 케이싱스쿠류인발 및 지지부몰탈재충진단계S24: Casing screw drawing and filling mortar refilling stage

S15 : 양생단계 S15: Curing Stage

본 발명은 복선터널의 중간지지대 시공방법에 관한 것으로, 특히 근접하게 시공되는 복선터널의 본선터널 시공시 본선터널들의 중앙부분의 지층의 붕괴를 방지하며, 파일롯 터널의 시공단계가 필요하지 않아 시공이 간단하고 다양한 지층에 적용성이 우수한 복선터널의 중간지지대 시공방법에 관한 것이다.The present invention relates to a method for constructing an intermediate support of a double track tunnel, in particular in close proximity. In the main tunnel of double track tunnel being constructed It is related to the construction method of the intermediate support of the double track tunnel, which prevents collapse and does not require the pilot tunnel.

일반적으로, 복선터널(2아치터널 및 3아치터널)이라 함은 중앙지지벽를 기준으로 양측에 2개의 아치형 터널을 구비한 터널로써,2개의 아치형 본선터널로 차량이 운행가능하도록 한 터널을 일컫는다. 이러한, 2아치터널은 1-아치터널에 비해 구조적으로 안정되고, 1-아치터널의 적용이 곤란한 지점에서 시공이 손쉬우며, 2개의 터널을 병렬로 굴착할 경우 터널사이의 이격거리를 확보하기 힘든 병렬터널 시공시의 문제점을 해결할 수 있어 1990년대 이후 대부분 왕복4차로 이상의 터널시공에 상용화되고 있다.In general, a double track tunnel (2 arch tunnel and 3 arch tunnel) is a tunnel having two arch tunnels on both sides of a central support wall, and refers to a tunnel that allows a vehicle to operate with two arch main tunnels. The two-arch tunnel is structurally more stable than the one-arch tunnel, easy to construct at the point where application of the one-arch tunnel is difficult, and to secure the separation distance between the tunnels when two tunnels are excavated in parallel. Since the problems of difficult parallel tunnel construction can be solved, most of them have been commercialized for tunnel construction more than four round trips since the 1990s.

도 1a 내지 도 1d는 종래 일반적인 복선터널(이하 2아치터널)의 시공단면을 순서에 따라 개략적으로 도시한 단면도이다. 1A to 1D are cross-sectional views schematically showing the construction cross section of a conventional general double-track tunnel (hereinafter referred to as two-arch tunnel) in order.

이러한, 2아치터널의 일반적인 시공방법을 개략적으로 설명하면, 먼저 파일롯 터널을 굴착한 후 파일롯 터널의 중앙에 중앙지지벽를 설치하고, 파일롯 터널의 좌우 양측을 발파하여 본선터널을 굴착하는 순서로 이루어진다. 이러한, 시공방법을 보다 상세하게 설명하면 다음과 같다.When the general construction method of the two-arch tunnel is described schematically, the pilot tunnel is first excavated, and then a central support wall is installed in the center of the pilot tunnel, and the main tunnel is blasted by blasting both sides of the pilot tunnel. Such a construction method will be described in more detail as follows.

도 1a는 2아치터널 시공의 최초단계로써, 본선터널을 굴착하기 위한 예비터널인 파일롯 터널(1)을 굴착하는 단계이고, 도 1b는 굴착된 파일롯 터널(1)의 중앙 천정부까지 소정높이의 중앙지지벽(1a)을 설치하는 단계이다.Figure 1a is the first stage of the construction of the two-arch tunnel, a step of excavating a pilot tunnel (1), a preliminary tunnel for excavating the main tunnel, Figure 1b is a center of a predetermined height to the central ceiling of the excavated pilot tunnel (1) It is a step of installing the support wall 1a.

그리고, 중앙지지벽(1a)은 콘크리트로 타설하되 라이닝 콘크리트를 타설하기 위해 상측부에서 절곡되도록 형성된다.And, the central support wall (1a) is cast to concrete, but is formed to be bent in the upper portion in order to pour lining concrete.

도 1c는 파일롯 터널(1)의 좌우로 본선터널(2,3)을 굴착하는 단계이고, 도 1d는 각각의 본선터널(2,3)지면에 포장 콘크리트를 타설하는 단계이다.Figure 1c is a step of excavating the main tunnel (2, 3) to the left and right of the pilot tunnel (1), Figure 1d is a step of placing the pavement concrete on the ground of each main tunnel (2,3).

상술한 방법에 의해 종래 2아치터널이 시공되었지만, 이러한 구조 및 시공방법은 다음과 같은 문제점을 나타내었다.Although the conventional two-arch tunnel was constructed by the above-described method, such a structure and construction method exhibited the following problems.

아울러, 파일롯 터널(1)의 중앙에는 터널을 지지하고 본선터널(2,3) 굴착시 지반의 충격을 지지하도록 중앙지지벽(1a)이 세워져 있다.In addition, the center support wall (1a) is erected in the center of the pilot tunnel (1) to support the tunnel and to support the impact of the ground when excavating the main tunnel (2, 3).

또한, 중앙지지벽(1a)은 대략 수m마다 연속적으로 세워지는데 이와 같이 하나의 중앙지지벽(1a)을 세울때마다 여러 번의 콘크리트 타설작업이 행해지므로 터널 시공작업성이 저하되는 문제점이 있다.In addition, the central support wall (1a) is continuously erected approximately every several meters, but each time the one of the central support wall (1a) is erected concrete casting work is performed several times, there is a problem that the workability of the tunnel is deteriorated.

한편, 크라운(1b)의 외곽으로 누수되는 현상을 방지하기 위하여 크라운(1b) 가장자리에 유공관(도면상 미도시)을 매설하고, 중앙지지벽(1a) 내부에 종방향으로 배수관(도면상 미도시)이 매설되어지는데 상기 유공관에서 연결되는 배수관의 길이가 상당하여 재료낭비 및 시공의 어려운 문제점이 있었다.On the other hand, in order to prevent the leakage of water to the outside of the crown (1b) buried perforated pipe (not shown in the figure) at the edge of the crown (1b), and drain pipe (not shown in the drawing) in the longitudinal direction inside the central support wall (1a) ) Was buried but the length of the drain pipe connected to the perforated pipe was considerable, there was a problem of material waste and construction.

이러한, 본선터널(2,3) 굴착시 발파하는 과정에서 파일롯 터널의 상부에 형성된 유공관 및 배수관 등의 손상이 발생하여 배수능력이 상실될 수 있다.In the process of blasting during the excavation of the main ship tunnels 2 and 3, damage to the perforated pipes and the drain pipes formed on the pilot tunnel may occur, and the drainage capacity may be lost.

이와 같이, 배수능력이 상실되면 콘크리트 구조물의 내구성에도 영향을 미침과 동시에 동절기에 누수된 수분이 결빙되어 자동차 운행의 안전을 위협하는 심각한 문제점으로 나타난다.As such, the loss of drainage capacity affects the durability of the concrete structure and at the same time the water leaked in the winter is a serious problem that threatens the safety of the vehicle operation.

이에 본 발명은 상기와 같은 종래 기술의 문제점을 감안하여 안출한 것으로 중간지지대를 시공하기 위한 파이롯터널을 시공하는 단계가 필요하지 않아 시공이 간단하며, 파이롯터널의 보강을 위한 시설비가 소요되지 않도록 개선된 복선터널의 중간지지대 시공방법을 제공하는데 목적이 있다.Accordingly, the present invention has been made in view of the problems of the prior art as described above, so the construction is not necessary because the construction of the pilot tunnel for the construction of the intermediate support is not necessary, and the facility cost for reinforcing the pilot tunnel is not required. It is an object of the present invention to provide an intermediate support method for double track tunnels.

그리고, 본 발명의 다른 목적은 복선터널의 본선터널들 지층 사이에 중간지지대를 설치함으로써, 일차로 시공된 본선터널에 이차로 시공되는 본선터널의 발파작업이나 파쇄작업으로 인한 충격 및 진동이 전달되지 않도록 하여 안정성을 확보하도록 개선된 복선터널의 중간지지대 시공방법을 제공하는데 목적이 있다.In addition, another object of the present invention by installing an intermediate support between the layers of the main tunnel of the double-track tunnel, the shock and vibration due to the blasting or crushing operation of the main tunnel to be constructed secondary to the main construction tunnel is not delivered It is an object of the present invention to provide an intermediate support construction method for a double track tunnel that is improved to secure stability.

아울러, 본 발명의 또 다른 목적은 복선터널의 본선터널들의 지층 사이에 중간지지대를 설치함으로써, 반영구적으로 사용이 가능하며, 주기적으로 유지나 보수 및 관리가 요구되지 않아 우수한 경제성을 갖도록 개선된 복선터널의 중간지지대 시공방법을 제공하는데 목적이 있다.In addition, another object of the present invention is to install the intermediate support between the layers of the main tunnel of the double track tunnel, can be used semi-permanently, do not require periodic maintenance, maintenance and management of the improved double track tunnel The purpose is to provide an intermediate support method.

상기한 목적을 달성하기 위하여 본 발명은 조밀한 퇴적층, 암반과 같은 지층의 천공시 천공홀이 붕괴되지 않는 복선터널의 중간지지대 시공방법에 있어서,In order to achieve the above object, the present invention provides a method for constructing an intermediate support of a double track tunnel in which a hole is not collapsed when drilling a dense sedimentary layer, such as a rock.

복선터널 사이의 지층 중앙을 오거스쿠류를 이용하여 구간별로 천공홀을 형성하는 천공단계와,A perforation step of forming a perforation hole for each section using augers in the middle of the strata between the double track tunnels,

천공단계를 거친 후, 천공홀의 하부에 기초지지력 발휘를 위한 기초몰탈을 충진하는 기초부몰탈충진단계와,After the punching step, the base mortar filling step of filling the base mortar for showing the basic bearing capacity in the lower part of the hole,

기초부몰탈충진단계를 거친 후, 기초몰탈이 충진된 천공홀에 말뚝을 압입이나 회전시켜 관입하는 말뚝관입단계와,After the foundation mortar filling step, the pile penetration step of injecting or rotating the pile into the boring hole filled with the foundation mortar,

말뚝관입단계에서 천공홀에 관입된 말뚝의 주변으로 마찰지지력 확보를 위한 지지몰탈을 재 충진하는 지지부몰탈충진단계와,Support mortar filling step of refilling the support mortar for securing the friction support force to the periphery of the pile penetrated into the drilling hole in the pile penetration step;

기초몰탈 및 지지몰탈이 경화되는 양생단계로 구성되는 것을 특징으로 한다.The basic mortar and the support mortar is characterized in that consisting of a curing step of curing.

아울러, 천공단계는 복선터널 사이의 지층 중앙을 오거스쿠류 및 케이싱스쿠류를 이용하여 구간별로 천공홀을 형성하는 천공단계로 형성되며, 지지부몰탈재충진단계는 말뚝관입단계에서 천공홀에 관입된 말뚝의 상부를 압입한 상태에서 케이싱스쿠류를 인발하는 동시에, 천공홀에 관입된 말뚝의 주변으로 마찰지지력 확보를 위해 지지몰탈을 충진하는 케이싱스쿠류인발 및 지지부몰탈재충진단계로 구성되는 것을 특징으로 하는 복선터널의 중간지지대 시공방법을 제공한다.In addition, the drilling step is formed by the drilling step of forming the perforation hole for each section using the augers and casings in the middle of the strata between the double track tunnel, the support mortar refilling step of the pile infiltrated into the drilling hole in the pile penetration A double track tunnel comprising a casing screw drawing and a support mortar refilling step of filling a support mortar to secure frictional support force around a pile inserted into a drilling hole at the same time as the upper part is pressed in the state. Provides a method of construction of the intermediate support of the.

이에 상기한 바와같은 본 발명의 바람직한 실시예를 첨부도면에 의거하여 상 세히 설명하면 다음과 같다.The preferred embodiment of the present invention as described above in detail based on the accompanying drawings as follows.

첨부된 도 2는 제 1 실시 예에 따른 복선터널의 중간지지대 시공순서 단면도이며, 도 3은 제 2 실시 예에 따른 복선터널의 중간지지대 시공순서 단면도이고, 도 4는 도 2의 시공 순서도이며, 도 5는 도 3의 시공 순서도이고, 도 6은 본 발명에 따른 말뚝의 사시도이며, 도 7은 본 발명에 따른 복선터널의 중간지지대 시공상태를 나타낸 사시도이다.2 is a cross-sectional view illustrating the construction procedure of the intermediate support of the double track tunnel according to the first embodiment, FIG. 3 is a cross-sectional view of the construction procedure of the intermediate support of the double track tunnel according to the second embodiment, and FIG. 4 is a construction flowchart of FIG. Figure 5 is a construction flowchart of Figure 3, Figure 6 is a perspective view of the pile according to the invention, Figure 7 is a perspective view showing the construction of the intermediate support of the double track tunnel according to the present invention.

이에 도시된 바와 같이, 본 발명의 복선터널의 중간지지대 시공방법은 지층(100,200)의 상태에 따라 다르게 시공방법을 선택할 수 있다.As shown in this, the intermediate support construction method of the double-track tunnel of the present invention can be selected differently depending on the state of the ground layer (100,200).

즉, 복선터널(이아치 터널이나 쓰리아치 터널)의 중간지지대(10,20)를 시공할 지층(100,200)은 크게 천공시 천공되는 천공홀(11,21)의 내벽면이 붕괴여부에 따라 구분할 수 있는데 첫째로는 조밀한 퇴적층 및 암반과 같은 지층으로 구분되며, 둘째로는 조밀한 매립층이나 연약점성토층, 모래자갈층 및 풍화잔류토층으로 구분할 수 있다.That is, the ground layers (100,200) for constructing the intermediate supports (10, 20) of the double-track tunnel (Iachi Tunnel or Striachi Tunnel) can be classified according to whether the inner wall surfaces of the perforated holes (11, 21) are largely drilled. Firstly, it can be divided into dense sedimentary layers and rocks, and secondly, it can be divided into dense landfill layer, soft viscous soil layer, sand gravel layer and weathered residual soil layer.

첫째로, 조밀한 퇴적층 및 암반과 같은 지층(100)에 중간지지대(10)를 시공하는 단계로는 천공단계(S11), 기초부몰탈충진단계(S12), 말뚝관입단계(S13), 지지부몰탈충진단계(S14), 양생단계(S15)로 구성되는 시공방법을 살펴보면 다음과 같다.First, as the step of constructing the intermediate support 10 in the dense layer and the rock layer 100, such as rock, drilling step (S11), foundation mortar filling step (S12), pile penetration step (S13), support mortar Looking at the construction method consisting of the filling step (S14), curing step (S15) as follows.

먼저, 천공단계(S11)는 복선터널(300) 사이의 지층(100) 중앙을 오거스쿠류(12)를 이용하여 구간별로 천공홀(11)을 복선터널(300)의 하부에 위치된 기초지층(101)까지 천공되게 천공홀(11)을 형성하는 단계이다.First, the drilling step (S11) is a base layer located in the lower portion of the double track tunnel 300 in the drill hole 11 for each section using the augers 12 in the center of the strata 100 between the double track tunnel (300) ( In step 101, the hole 11 is formed to be drilled.

즉, 천공홀(11)을 연속적으로 복선터널(300)의 길이방향 따라 수직되게 천공할 때, 지층(100)의 지지력이 약해져 붕괴되는 현상을 방지하기 위하여 3~5m간경의 범위로 구간을 정하여 천공하는 것이 바람직하겠다.That is, when the drilling hole 11 is continuously vertically drilled along the longitudinal direction of the double-wire tunnel 300, the section is set in a range of 3 to 5 m in order to prevent the collapse of the supporting force of the ground layer 100 to collapse. Perforation would be desirable.

여기서, 천공단계(S11)는 복선터널(300)의 사이 지층(100)을 오거스쿠류(12)를 이용하여 천공홀(11)을 형성하는 단계로서, 비트(도면번호 미도시)가 선단에 부착된 오거스쿠류(12)를 이용하여 천공이 가능하다.Here, the drilling step (S11) is a step of forming a hole (11) by using the augers (12) in the ground layer 100 of the double-track tunnel 300, the bit (not shown) attached to the tip Augustusukuru (12) Perforation is possible.

이러한, 천공단계(S11)를 통한 천공작업시 천공홀(11)은 천공홀(11)에 관입될 말뚝(14)의 직경보다 크게 지층(100)을 천공하여, 말뚝(14)이 관입된 천공홀(11)과 말뚝(14)의 사이에 여유공간이 형성되도록 천공홀(11)을 천공하는 것이다.When the drilling operation through the drilling step (S11), such as the drilling hole 11 drills the ground layer 100 larger than the diameter of the pile 14 to be inserted into the drilling hole 11, the pile 14 is drilled through The drilling hole 11 is to be drilled so that a free space is formed between the hole 11 and the pile 14.

또한, 천공단계(S11)를 통한 천공작업시 천공홀(11)이 수직하게 천공되는지 확인하기 위하여 천공장비(굴착기와 같은 장비)에 장착된 수평기(도시하지 않음)와 내림추(도시하지 않음)를 이용하여 천공작업 동안 지속적으로 천공홀(11)이 수직으로 천공되는지를 관측하여야 한다.In addition, the horizontal level (not shown) mounted on the drilling equipment (equipment such as excavator) to check whether the drilling hole 11 is vertically drilled during the drilling operation through the drilling step (S11) and It is necessary to observe whether the drilling hole 11 is vertically drilled continuously during the drilling operation by using a down weight (not shown).

이는, 천공홀(11)이 수직으로 천공되지 않아 시공이 완료된 후 지층(100)의 내부에서 작용되는 수평토압을 효과적으로 지지할 수 없는 문제점을 방지하기 위함이다.This is to prevent a problem in that the hole 11 is not vertically drilled so that it cannot effectively support the horizontal earth pressure acting inside the ground layer 100 after the construction is completed.

그리고, 다른 실시 예로서의, 천공단계(S21)는 조밀한 매립층이나 연약점성토층, 모래자갈층 및 풍화잔류토층 같은 지층(200)에 중간지지대(20)를 시공하는 방법으로서 이용되되, 천공단계(S11)과 동일한 방법으로 시행되나, 복선터널(300) 사이의 지층(100) 중앙을 오거스쿠류(22) 및 케이싱스쿠류(26)를 이용하여 구간별로 천공홀(21)을 복선터널(300)의 기초지층(201)까지 천공홀(21)을 형성하는 단계이다.And, as another embodiment, the drilling step (S21) is used as a method of constructing the intermediate support 20 in the ground layer 200, such as dense landfill layer or soft viscous soil layer, sand gravel layer and weathered residual soil layer, the drilling step (S11) It is implemented in the same manner as the above, but the boring hole 21 for each section using the augers (22) and casings (26) in the center of the strata 100 between the double tracks (300) base layer of the double tracks (300) It is a step of forming the drilling hole 21 up to 201.

즉, 천공홀(21)이 붕괴되는 것을 방지하기 위하여 선단에 비트(도면번호 미도시)가 형성된 케이싱스쿠류(26)를 이용하여 천공하는 동시에, 케이싱스쿠류(26)의 내부에 오거스쿠류(22)를 삽입시켜 케이싱스쿠류(26)의 내부의 지층(200)을 천공하게되는 것이다. That is, in order to prevent the drilling hole 21 from collapsing, the drilling holes are drilled by using the casing screw 26 having a bit (not shown) at the tip, and the auger screw 22 is formed inside the casing screw 26. By inserting the perforated layer 200 inside the casing screw 26.

아울러, 기초부몰탈충진단계(S12)는 천공단계(S11)를 거친 후, 천공홀(11)의 하부에 기초지지력 발휘를 위한 기초몰탈(13)을 충진하는 단계이다.In addition, the base part mortar filling step (S12) is a step of filling the base mortar 13 for showing the basic support force in the lower portion of the drilling hole 11 after the drilling step (S11).

즉, 기초몰탈(13)은 천공홀(11)의 길이를 'H'라고 가정하였을 때, 바닥면으로부터 H/3지점의 높이까지 충진하게 된다.That is, the basic mortar 13 is filled from the bottom surface to the height of the H / 3 assuming that the length of the drilling hole 11 is 'H'.

이러한, 기초몰탈충진단계(S12)는 천공홀(11)의 바닥부가 지층(100)의 공극에 먼저 주입되도록 하여 접착력을 증대시키기 위한 것이다.This, basic mortar filling step (S12) is to increase the adhesion by allowing the bottom portion of the drilling hole 11 is first injected into the pores of the ground layer (100).

더불어, 기초몰탈(13)을 충진하는 장치로써는 내부가 중공된 오거스쿠류(12)를 이용하거나, 별도의 기초몰탈(13)을 고압으로 분사가능한 분사장치를 이용하여 시공가능할 것이다.In addition, as a device for filling the basic mortar 13 may be constructed by using an auger (12) inside the hollow hollow, or using an injection device capable of spraying a separate basic mortar 13 at a high pressure.

이후, 말뚝관입단계(S13)는 기초부몰탈충진단계(S12)를 거친 후, 기초몰탈(13)이 충진된 천공홀(11)에 말뚝(14)을 압입이나 회전시켜 관입하는 단계이다.Thereafter, the pile penetration step (S13) is a step of infiltrating or rotating the pile 14 into the drilling hole 11 filled with the foundation mortar 13 after the base mortar filling step S12.

여기서, 말뚝(14)의 관입시기는 기초몰탈(13)이 양생되기 전에 말뚝(14)의 관입장비(도면상 미도시)를 이용하여 시행하며, 말뚝(14)이 'H'파일인 경우에는 압 입하여 관입하며, 강관파일인 경우에는 회전시키며 관입하는 것이 바람직하겠다.Here, the penetration time of the pile 14 is carried out using the penetration equipment (not shown in the figure) of the pile 14 before the foundation mortar 13 is cured, in the case where the pile 14 is an 'H' pile It is preferable to intrude by injecting and in the case of steel pipe pile, rotating and intruding.

아울러, 말뚝(14)를 관입 시공할 때, 말뚝(14)의 선단에는 말뚝(14)의 파손 및 변형을 방지하기 위하여 보호판(도면상 미도시)을 안치시켜 관입장비를 이용하여 관입시킬 수 있을 것이다.In addition, when the construction of the pile 14, when the penetration of the pile 14, to prevent the damage and deformation of the pile 14, the protective plate (not shown in the figure) can be inserted by using the penetration equipment will be.

또한, 말뚝관입단계(S13)에서는 말뚝(14)의 관입으로 인하여 천공홀(11)에 충진된 지초몰탈(13)은 말뚝(14)의 부피만큼 천공홀(11)을 따라 상부로 이동하여 말뚝(14)의 주변과 천공홀(11)의 내벽에 부착되게 되는 것이다.In addition, in the pile penetration step (S13), the ground mortar 13 filled in the drilling hole 11 due to the penetration of the pile 14 is moved upward along the drilling hole 11 by the volume of the pile (14) It will be attached to the periphery of the (14) and the inner wall of the drilling hole (11).

다음으로, 지지부몰탈충진단계(S14)는 말뚝관입단계(S13)에서 천공홀(11)에 관입된 말뚝(14)의 주변으로 마찰지지력 확보를 위한 지지몰탈(15)을 재 충진하는 단계이다.Next, the support part mortar filling step (S14) is a step of refilling the support mortar (15) for securing the friction support force to the periphery of the pile (14) inserted into the drilling hole 11 in the pile penetration step (S13).

이때의, 지지몰탈(15)은 기초몰탈(13)을 충진하는 동일한 장비를 이용하여 충진가능하며, 천공홀(11)에 충만되도록 충진한다.At this time, the support mortar 15 can be filled using the same equipment for filling the basic mortar 13, and is filled to be filled in the drilling hole (11).

그리고, 다른 실시 예로서의 케이싱스쿠류인발 및 지지부몰탈충진단계(S24)는 말뚝관입단계(S13)에서 천공홀(21)에 관입된 말뚝(24)의 상부를 압입한 상태에서 케이싱스쿠류(26)를 인발하는 동시에, 천공홀(21)에 관입된 말뚝(24)의 주변으로 마찰지지력 확보를 위해 지지몰탈(25)을 충진하는 단계이다.In addition, the casing screw pull-out and support part mortar filling step S24 as another embodiment draws the casing screw 26 in a state in which the upper portion of the pile 24 penetrated into the drilling hole 21 is press-fitted in the pile penetration step S13. At the same time, the step of filling the support mortar 25 in order to secure the frictional support force to the periphery of the pile 24 introduced into the drilling hole 21.

이때, 말뚝(24)의 상부를 지지하면서 지지몰탈(25)을 천공홀(21)의 빈공간에 주입하는 동시에, 지지몰탈(25)이 충진되는 속도에 맞추어 케이싱스쿠류(26)를 지층(200)의 외부로 인발하는 인발작업과 충진작업이 동시에 이루어지는 것이다.At this time, the support mortar 25 is injected into the empty space of the drilling hole 21 while supporting the upper portion of the pile 24, and the casing screw 26 is formed at the speed at which the support mortar 25 is filled. At the same time, the drawing work and the filling work to be drawn to the outside are performed at the same time.

즉, 말뚝관입단계(S13)에서 말뚝(14)의 관입으로 인해 압밀되어 말뚝(14)의 주위와 천공홀(11)의 내부로 지지몰탈(15)을 충진시켜 말뚝(14)과 천공홀(11) 사이의 빈 공간을 충진시키게 되는 것이다.That is, the pile penetration step (S13) is consolidated due to the penetration of the pile 14 to fill the support mortar (15) to the periphery of the pile 14 and the inside of the drilling hole 11, the pile 14 and the hole ( 11) Fill the empty space between.

아울러, 말뚝(14)이 관입된 천공홀(11)에 지지몰탈(15)을 주입할 경우, 말뚝(14)이 수직으로 직립될 수 있도록 지지하는 것이 바람직할 것이다.In addition, when the support mortar 15 is injected into the drilled hole 11 into which the pile 14 is inserted, it will be preferable to support the pile 14 so that it can be vertically upright.

마지막으로, 양생단계(S15)는 기초몰탈(13) 및 지지몰탈(15)이 경화되는 단계이다.Finally, curing step (S15) is a step of curing the base mortar 13 and the support mortar (15).

더불어, 양생단계(S15)에서 기초몰탈(13) 및 지지몰탈(15)이 양생되면 다음 가장 먼저 시공된 구간에 연속되게 천공단계(S11), 기초부몰탈충진단계(S12), 말뚝관입단계(S13), 지지부몰탈충진단계(S14), 양생단계(S15)를 반복적으로 시행하면서 복선터널의 중간지지대 시공방법을 완료하게 된다.In addition, when the foundation mortar 13 and the support mortar (15) is cured in the curing step (S15) and then continuously drilled in the first construction section (S11), foundation mortar filling step (S12), pile penetration step ( S13), while repeatedly performing the support mortar filling step (S14), curing step (S15) to complete the intermediate support construction method of the double track tunnel.

그리고, 말뚝(14,24)은 'H'형강파일이나 강관파일을 각각 이용하여 시공할 수도 있으며, 조합하여 시공할 수도 있다.The piles 14 and 24 may be constructed using 'H' steel piles or steel pipe piles, or may be combined and constructed.

이렇게, 중간지지대(10,20)의 시공이 완료되게 되면, 복선터널(300)의 본선터널(300A,300B)중 임의의 순번을 정해 하나의 본선터널(300A,300B)을 시공한 후, 나머지 본선터널(300A,300B)을 간단하면서 안전하게 시공하게 되는 것이다.In this way, when the construction of the intermediate supports (10, 20) is completed, by setting any order of the main line (300A, 300B) of the double track tunnel (300A, 300B) after the construction of one main tunnel (300A, 300B), the rest Main tunnels (300A, 300B) will be simple and safe construction.

이로 인하여, 본 발명의 복선터널의 중간지지대 시공방법은 종래의 복선터널(300)을 시공하기 위하여 복선터널(300)들의 시공시 발생되는 충격이나 진동이 서로 간섭으로 인해 붕괴현상 및 크랙현상을 방지할 수 있다.Therefore, the intermediate support construction method of the double track tunnel of the present invention prevents the collapse and crack phenomenon due to the interference or vibration generated during the construction of the double track tunnel 300 in order to construct the conventional double track tunnel (300). can do.

더불어, 종래에는 중간지지대를 형성하기 위하여 파이롯터널을 복선터널(300)의 사이에 형성하는 동시에, 파이롯터널을 지지하기 위한 구조물을 시공의 필요성이 없어져 공사비용의 절감과 공사기간의 단축의 이점이 있다.In addition, in the related art, a pilot tunnel is formed between the double-turn tunnels 300 to form an intermediate support, and at the same time, there is no need to construct a structure for supporting the pilot tunnel, thereby reducing the construction cost and shortening the construction period. There is an advantage.

그리고, 복선터널(300)의 시공되기 전에 복선터널(300)의 중간지지대 시공함으로써, 복선터널(300)에 영향을 미치지 않게 되어 안정화된 시공방법으로 이용될 수 있는 것이다.In addition, by constructing the intermediate support of the double track tunnel 300 before the double track tunnel 300 is constructed, it does not affect the double track tunnel 300 and thus can be used as a stabilized construction method.

또한, 복선터널(300)이 시공된 지층(100,200)에 삽입시키는 방법으로 시공이 간단하여 자연친화적이며 안전하게 시공할 수 있는 기능이 있다.In addition, the double track tunnel 300 is inserted into the ground layer (100, 200) to be installed, the construction is simple, there is a function that can be installed in a friendly and safe construction.

이상에서와 같이 본 발명은 중간지지대를 시공하기 위한 파이롯터널을 시공하는 단계가 필요하지 않아 시공이 간단하며 공기가 짧아지는 이점이 있으며, 파일롯터널의 보강을 위한 시설비가 소요되지 않는 효과가 있다.As described above, the present invention does not require the step of constructing the pilot tunnel for constructing the intermediate support, so the construction is simple and the air is shortened, and the facility cost for reinforcing the pilot tunnel is not required. .

그리고, 복선터널의 본선터널들의 지층 사이에 중간지지대를 설치함으로써, 일차로 시공된 본선터널에 이차로 시공되는 본선터널의 발파작업이나 파쇄작업으로 인한 충격 및 진동이 전달되지 않도록 하여 안정성을 확보하는 효과가 있다.And, by installing an intermediate support between the strata of the main line tunnels of the double track tunnel, to ensure stability by preventing shock and vibration from the blasting or crushing operation of the main line tunnels to be constructed secondly to the main line tunnels. It works.

아울러, 복선터널의 본선터널들 지층 사이에 중간지지대를 설치함으로써, 반영구적으로 사용이 가능하며, 주기적으로 유지나 보수 및 관리가 요구되지 않아 우수한 경제성을 구현할 수 있는 효과가 있다.In addition, by installing an intermediate support between the layers of the main tunnel of the double track tunnel, it is possible to use semi-permanent, there is no need to periodically maintain, repair and management, there is an effect that can implement excellent economics.

이상에서는 본 발명을 특정의 바람직한 실시예를 예를들어 도시하고 설명하였으나, 본 발명은 상기한 실시예에 한정되지 아니하며 본 발명의 정신을 벗어나지 않는 범위내에서 당해 발명이 속하는 기술분야에서 통상의 지식을 가진자에 의해 다양한 변경과 수정이 가능할 것이다.In the above, the present invention has been illustrated and described with reference to specific preferred embodiments, but the present invention is not limited to the above-described embodiments and is not limited to the spirit of the present invention. Various changes and modifications can be made by those who have

Claims (2)

조밀한 퇴적층, 암반과 같은 지층의 천공시 천공홀이 붕괴되지 않는 복선터널의 중간지지대 시공방법에 있어서,In the method of constructing the intermediate support of the double track tunnel, in which the perforation hole does not collapse during the drilling of dense sedimentary layers or rocks, 복선터널(300) 사이의 지층(100) 중앙을 오거스쿠류(12)를 이용하여 구간별로 천공홀(11)을 하부에 위치된 기초지층(101)까지 천공되게 형성하는 천공단계(S11)와,Drilling step (S11) for forming the center of the ground layer (100) between the double-track tunnel 300 by the augers (12) to the perforation hole 11 to the base layer 101 is located at the bottom, 천공단계(S11)를 거친 후, 천공홀(11)의 하부에 기초지지력 발휘를 위한 기초몰탈(13)을 천공홀(11)의 길이를 'H'라고 가정하였을 때, 바닥면으로부터 H/3지점의 높이까지 충진하는 기초부몰탈충진단계(S12)와,After passing through the drilling step (S11), when the basic mortar 13 for exerting the basic bearing force on the lower portion of the drilling hole 11, the length of the drilling hole 11 is assumed to be 'H', H / 3 from the bottom surface And base part mortar filling step (S12) to fill up to the height of the point, 기초부몰탈충진단계(S12)를 거친 후, 기초몰탈(13)이 충진된 천공홀(11)에 말뚝(14)을 압입이나 회전시켜 관입하는 말뚝관입단계(S13)와,After passing through the base mortar filling step (S12), the pile penetration step (S13) for injecting or rotating the pile 14 in the drilling hole 11 filled with the foundation mortar 13, 말뚝관입단계(S13)에서 천공홀(11)에 관입된 말뚝(14)의 주변으로 마찰지지력 확보를 위한 지지몰탈(15)을 재 충진하는 지지부몰탈충진단계(S14)와,Support mortar filling step (S14) for refilling the support mortar 15 for securing the frictional support force to the periphery of the pile 14 introduced into the drilling hole 11 in the pile penetration step (S13), 기초몰탈(13) 및 지지몰탈(15)이 경화되는 양생단계(S15)로 구성되는 것을 특징으로 하는 복선터널의 중간지지대 시공방법.Method of construction of the intermediate support of the double track tunnel, characterized in that consisting of a curing step (S15) that the basic mortar (13) and the support mortar (15) is cured. 제 1항에 있어서, 천공단계(S11)는 복선터널(300) 사이의 지층(200) 중앙을 오거스쿠류(22) 및 케이싱스쿠류(26)를 이용하여 구간별로 천공홀(21)을 형성하는 천공단계(S21)로 형성되며, 지지부몰탈재충진단계(S14)는 말뚝관입단계(S13)에서 천공홀(21)에 관입된 말뚝(24)의 상부를 압입한 상태에서 케이싱스쿠류(26)를 인발하는 동시에, 천공홀(21)에 관입된 말뚝(24)의 주변으로 마찰지지력 확보를 위해 지지몰탈(25)을 충진하는 케이싱스쿠류인발 및 지지부몰탈재충진단계(S24)로 구성되는 것을 특징으로 하는 복선터널의 중간지지대 시공방법.The method of claim 1, wherein the drilling step (S11) is a perforation to form a punching hole 21 for each section using the augers 22 and casings 26 in the center of the strata 200 between the double track tunnel (300). It is formed in the step (S21), the support mortar refilling step (S14) draws the casing screw 26 in the state in which the upper portion of the pile 24 infiltrated into the drilling hole 21 in the pile penetration step (S13) At the same time, it is characterized in that it comprises a casing screw drawing and the support mortar refilling step (S24) to fill the support mortar 25 to secure the frictional support force around the pile 24 infiltrated into the hole (21) Method of construction of intermediate supports for double track tunnels.
KR1020060132560A 2006-12-22 2006-12-22 Carrier construction method of double track tunnel KR100731573B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020060132560A KR100731573B1 (en) 2006-12-22 2006-12-22 Carrier construction method of double track tunnel

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR1020060132560A KR100731573B1 (en) 2006-12-22 2006-12-22 Carrier construction method of double track tunnel

Publications (1)

Publication Number Publication Date
KR100731573B1 true KR100731573B1 (en) 2007-06-22

Family

ID=38373206

Family Applications (1)

Application Number Title Priority Date Filing Date
KR1020060132560A KR100731573B1 (en) 2006-12-22 2006-12-22 Carrier construction method of double track tunnel

Country Status (1)

Country Link
KR (1) KR100731573B1 (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100885302B1 (en) 2007-06-27 2009-02-24 이순하 Developing method the developing of underground water well
CN110331982A (en) * 2019-07-08 2019-10-15 中铁第四勘察设计院集团有限公司 It is a kind of pass through karst region overlying sand shield tunnel protection construction and method

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20040093538A (en) * 2003-04-30 2004-11-06 주식회사 제일종합통상 Construction method for reinforcing the ground using steel pipes and prestressed concrete piles
KR20060125129A (en) * 2005-06-01 2006-12-06 윤석렬 Design and construction method of a twin tunnel by pre-excavation of the tunnel's main section and double support of central part and method how to optimize reinforcement level of a tunnel by changing result of stresses and strains of the main structures of the tunnel

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20040093538A (en) * 2003-04-30 2004-11-06 주식회사 제일종합통상 Construction method for reinforcing the ground using steel pipes and prestressed concrete piles
KR20060125129A (en) * 2005-06-01 2006-12-06 윤석렬 Design and construction method of a twin tunnel by pre-excavation of the tunnel's main section and double support of central part and method how to optimize reinforcement level of a tunnel by changing result of stresses and strains of the main structures of the tunnel

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100885302B1 (en) 2007-06-27 2009-02-24 이순하 Developing method the developing of underground water well
CN110331982A (en) * 2019-07-08 2019-10-15 中铁第四勘察设计院集团有限公司 It is a kind of pass through karst region overlying sand shield tunnel protection construction and method
CN110331982B (en) * 2019-07-08 2023-09-26 中铁第四勘察设计院集团有限公司 Shield tunnel protection device and method for penetrating through sand coating on karst region

Similar Documents

Publication Publication Date Title
CN102146672B (en) Method for constructing pile foundation in karst area
CN102660955B (en) Quick construction method for foundation pit slope support
CN105240024B (en) A kind of method of parallel shield method enlarging construction subway station
CN102912791B (en) Construction method of bored pile
CN110735600B (en) Mechanical pore-forming pile construction process for karst geology
CN104947690A (en) Grooving construction method for embedding underground continuous wall into rock
CN110284885A (en) Shield inspection-pit construction method
KR20100086146A (en) Construction method for composite pile using digging and hardenning
CN110847929B (en) Tunnel portal section pre-reinforcing and excavating construction method based on partition blasting
JP2010255237A (en) Method and structure for tunnel reinforcement
CN105019431B (en) Crush and complete alternate steep dip stratified rock masses Large Diameter Super-long Bored Piles construction method
CN108331595A (en) One kind is soft to mould the body Karst Tunnel reinforcement process that caves in
KR20080027481A (en) Ground boring method using multi-point rock boring
KR100543727B1 (en) Ground boring method using double rock excavation
CN112726627B (en) Bored pile structure in karst region and construction method
KR100731573B1 (en) Carrier construction method of double track tunnel
CN110821500B (en) Large-section tunnel excavation and support construction method for penetrating through earth-rock boundary stratum
KR20070109436A (en) Method for constructing micropile
CN108547628B (en) Quick construction method for pipe-jacking working well in upper-soft and lower-hard stratum
KR101403997B1 (en) Concrete caisson hollow part reinforcement structure and method by using grouting device
KR100835597B1 (en) filling method by blasting and groutting
CN111441794B (en) Underground excavation construction method and structure for rebuilding existing tunnel into double-layer tunnel
KR100565866B1 (en) Inside hollow of abandoned structure filling method of construction using filling system and this
CN209083288U (en) The advanced leverage of IV class of tunnel, V class surrounding rock encircles damping reinforcement structure
JP6259271B2 (en) Caisson installation method and underground column body group

Legal Events

Date Code Title Description
A201 Request for examination
A302 Request for accelerated examination
N231 Notification of change of applicant
N231 Notification of change of applicant
E902 Notification of reason for refusal
E701 Decision to grant or registration of patent right
GRNT Written decision to grant
G170 Publication of correction
FPAY Annual fee payment

Payment date: 20130531

Year of fee payment: 7

FPAY Annual fee payment

Payment date: 20140603

Year of fee payment: 8

FPAY Annual fee payment

Payment date: 20150522

Year of fee payment: 9

FPAY Annual fee payment

Payment date: 20170602

Year of fee payment: 11