KR20030029073A - Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement - Google Patents

Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement Download PDF

Info

Publication number
KR20030029073A
KR20030029073A KR1020030011096A KR20030011096A KR20030029073A KR 20030029073 A KR20030029073 A KR 20030029073A KR 1020030011096 A KR1020030011096 A KR 1020030011096A KR 20030011096 A KR20030011096 A KR 20030011096A KR 20030029073 A KR20030029073 A KR 20030029073A
Authority
KR
South Korea
Prior art keywords
pile
large diameter
drainage
installing
rigidity
Prior art date
Application number
KR1020030011096A
Other languages
Korean (ko)
Other versions
KR100457995B1 (en
Inventor
서동현
Original Assignee
(주)현이앤씨
서동현
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 (주)현이앤씨, 서동현 filed Critical (주)현이앤씨
Priority to KR10-2003-0011096A priority Critical patent/KR100457995B1/en
Publication of KR20030029073A publication Critical patent/KR20030029073A/en
Application granted granted Critical
Publication of KR100457995B1 publication Critical patent/KR100457995B1/en

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors
    • 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
    • E02D2600/30—Miscellaneous comprising anchoring details

Abstract

PURPOSE: A large-diameter rigid anti-slide pile system is provided to resist slides effectively, to increase shear strength of the ground and to discharge underground water effectively. CONSTITUTION: The large-diameter rigid anti-slide pile system for drainage and ground reinforcement comprises the steps of: driving in an anti-slide pile(80), then excavating and reinforcing with a timbering circular wale(70); placing nails(50) between large-diameter rigid anti-slide piles(10) to prevent plastic flow and to reinforce ground; installing a steel bar(60) to fix the large-diameter rigid anti-slide pile(10) to bedrock; installing a radial horizontal drainage hole(20) for system drainage; installing a drainage connection pipe(30) for drainage between the large-diameter rigid anti-slide piles(10); and connecting the drainage connection pipe(30) to a manhole.

Description

배수 및 지반보강을 겸한 대구경 강성억지말뚝장치와 공법{Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement}Method for large size stiffness passive pile with dewatering and soil reinforcement

본 발명은 대규모 사면활동을 방지하기 위한 사면의 보강공법과 그 장치에 관한 것으로 더욱 상세하게는 배수 및 지반보강을 겸한 대구경 강성억지말뚝장치와 그 공법에 관한 것이다.The present invention relates to a slope reinforcement method and a device for preventing large-scale slope activity, and more particularly, to a large diameter rigid restraint pile device combined with drainage and ground reinforcement and the method.

오랜 세월을 통해 균형을 이룬 사면이 도로나 구조물 설치등을 위해 사면절취를 하면 사면내의 응력이 해방되거나 지하수의 흐름을 차단하여 지하수위를 상승시켜 사면활동이 시작되며, 이러한 원인으로 인하여 귀중한 인명이나 가옥의 손실과 같은 경제적인 손실 등을 초래하는 불안요소로 작용한다.If the slopes that have been balanced for a long time to cut the slopes for roads or structures, the slopes are released or the groundwater level is raised by blocking the flow of groundwater. It acts as anxiety factor that causes economic loss such as loss of house.

특히, 절취사면이 붕적층 및 파쇄대가 발달되어 있고 지하수위가 높은 대규모 활동사면인 경우에 대해서는 사면의 안정성확보를 위해 사면보강측면과 지하수 배제측면을 동시에 만족해야 하는 어려움이 있으므로 시공성 및 경제성 측면에서 효과적인 보강공법이 요구된다.Particularly, in case of cut slope is a large-scale active slope with high level of groundwater and crushed band, it is difficult to satisfy slope slope and groundwater exclusion in order to secure slope stability. Effective reinforcement is required.

전통적인 사면활동방지공법은 강관말뚝(연성말뚝), 네일보강공법, 앵커공법 및 강성말뚝공법 등이 있다. 하지만, 강관말뚝(연성말뚝)의 경우 하부에 강성구조물로 계획되어 있다면, 강관말뚝은 일정변위가 발생한 후에야 힘을 발휘하는 연성기초이므로 계획된 강성구조물이 더 많은 응력을 받게되므로 불안정한 구조이며 별도의 배수시스템을 계획하여야 하는 어려움이 있다. 또한, 지반 속에 일정한 인장강도를 가진 보강재를 배치하여 흙과 보강재를 일체화하여 지반을 강화하고 안정화를 도모하는 네일보강공법과 앵커공법등은 대규모 사면활동을 방지하기에는 불가능하며, 영구적인 안정성 확보가 미흡한 공법이다. 그리고 단순 강성말뚝은 지반자체의 지반반력을 효과적이며 구조적으로 이용하지 못하므로 비경제적이다.Traditional slope prevention methods include steel pipe piles (soft piles), nail reinforcement methods, anchor methods and rigid pile methods. However, in the case of steel pipe piles (flexible piles), if it is planned as a rigid structure at the bottom, the steel pipe piles are a flexible foundation that exerts force only after a certain displacement, so the planned rigid structures receive more stress and are unstable and separate drainage. There is a difficulty in planning the system. In addition, the nail reinforcement method and anchor method, which reinforces the soil by integrating soil and reinforcement by arranging reinforcement materials with a certain tensile strength in the ground, are not possible to prevent large-scale slope activities and insufficient permanent stability. It is a construction method. And the simple rigid piles are uneconomical because they do not use the ground force of the ground itself effectively and structurally.

이와 같이 전통적인 사면활동방지공법은 하부구조물과의 상관관계를 적절히 고려할 수 없고, 별도의 배수시스템을 도입해야 하는 등 효과적인 사면활동을 방지하는 역할을 하지 못했다.As such, the traditional slope activity prevention method could not properly consider the correlation with the substructure and did not play a role in preventing effective slope activity such as introducing a separate drainage system.

상술한 바와 같은 문제점을 해결하기 위하여, 사면활동의 하단부에 구조물을 설치할 경우 적은 변형으로 사면활동을 방지할 수 있고, 연약지반에서 지반보강을 통해 전단강도를 증가시켜 말뚝간 거리를 멀리하여도 사면의 소성유동을 방지할 수 있는 사면의 보강공법과 더불어 효과적인 지하수 저감대책을 적용하여 사면에서의 안정성을 확보하기 위한 배수 및 지반보강을 겸한 대구경 강성억지말뚝공법과 그 장치를 제공하고자 한다.In order to solve the problems as described above, when installing the structure at the lower end of the slope activity can prevent the slope activity with a small deformation, the slope is increased through the ground reinforcement in the soft ground slope even if the distance between the piles far away In addition to the slope reinforcement method that can prevent plastic flow, effective groundwater reduction measures are provided to provide large diameter rigidity suppression pile method and device that combine drainage and ground reinforcement to secure stability on slope.

상술한 목적을 달성하기 위하여 사면의 보강장치에 있어서, 바닥이 강봉에 의해 고정되는 대구경 강성억지말뚝의 하단부가 배수연결관을 통하여 수평방향으로 이웃하는 대구경 강성억지말뚝과 관통하여 연결되고, 상기 대구경 강성억지말뚝의 하단의 일측은 방사상 수평배수공으로 연결되고, 또다른 일측은 자연배수관으로 연결되며, 상기 자연배수관은 맨홀에 연결되는 것을 특징으로 하는 대구경 강성억지말뚝장치와,In the reinforcing device of the slope to achieve the above object, the bottom portion of the large diameter rigidity inhibiting pile, the bottom is fixed by the steel rod is connected through the drainage pipe adjacent to the large diameter rigidity inhibiting pile adjacent to the horizontal direction, the large diameter One side of the lower end of the rigid restraint pile is connected to the radial horizontal drainage hole, the other side is connected to the natural drainage pipe, the natural drainage pipe is characterized in that connected to the manhole large diameter rigid restraint pile device,

사면의 보강공법에 있어서, 엄지말뚝을 관입하고 굴착하면서 지보용 원형띠장으로 보강하는 단계; 대구경 강성억지말뚝과 대구경 강성억지말뚝 사이의 소성유동방지 및 지반보강을 위해 네일링을 실시하는 단계; 대구경 강성억지말뚝을 암반에 고정시키기 위해 강봉을 설치하는 단계; 시스템 배수를 위해 방사상 수평배수공을 설치하는 단계; 대구경 강성억지말뚝사이의 배수를 위한 배수연결관을 설치하는 단계; 상기 배수연결관을 맨홀에 연결하여 설치하는 단계를 포함하는 것을 특징으로 하는 대구경 강성억지말뚝공법을 제공한다.In the reinforcement method of the slope, the step of injecting and digging the thumb pile to reinforce with a circular band for jibo; Performing nailing to prevent plastic flow between the large diameter rigidity suppression pile and the large diameter rigidity inhibition pile and to reinforce the ground; Installing a steel rod to fix the large diameter rigidity suppressing pile to the rock; Installing a radial horizontal drain for system drainage; Installing a drainage pipe for drainage between large diameter rigidity suppressing piles; It provides a large diameter rigidity suppression method comprising the step of installing the drain connection pipe to the manhole.

도 1은 본 발명인 대구경 강성억지말뚝의 설치 단면도를 개략적으로 나타낸 도면.1 is a view schematically showing the installation cross-sectional view of the large diameter rigid inhibiting pile of the present invention.

도 2는 본 발명의 배수시스템을 개략적으로 나타낸 측단면도.Figure 2 is a side cross-sectional view schematically showing the drainage system of the present invention.

도 3은 본 발명의 배수시스템을 개략적으로 나타낸 평면도.3 is a plan view schematically showing the drainage system of the present invention.

도 4는 본 발명인 대규모 강성억지말뚝을 이용한 현장의 시공을 개략적으로 나타낸 도면.Figure 4 is a schematic view showing the construction of the site using the large-scale stiffness inhibiting piles of the present invention.

<도면의 주요 부분에 대한 부호의 간단한 설명><Brief description of symbols for main parts of the drawings>

10 : 대구경 강성억지말뚝10: Large Diameter Rigidity Pile

20 : 시스템배수를 위한 방사상 수평배수공20: Radial horizontal drainage for system drainage

30 : 대구경 강성억지말뚝 사이의 배수를 위한 배수연결관30: drainage pipe for drainage between large diameter rigidity suppression pile

40 : 차집된 지하수를 자연배수시키기 위한 자연배수관40: Natural drainage pipe for natural drainage of collected groundwater

50 : 대구경 강성억지말뚝 주변부 보강을 위한 네일링50: Nailing for reinforcement of large diameter rigidity suppression pile

60 : 대구경 강성억지말뚝을 암반에 정착시키기 위한 강봉60: Steel rod for fixing large diameter rigidity suppressing pile to rock

70 : 대구경 강성억지말뚝 시공시 지보용 원형띠장70: Circular band for gibo when constructing large diameter rigidity deterrent pile

80 : 대구경 강성억지말뚝 설치를 위한 엄지말뚝(H-PILE)80: Thumb pile for installation of large diameter rigidity suppression pile (H-PILE)

90 : 자연배수관를 통해 물을 차집하는 맨홀90: Manhole draining water through natural drainage pipe

본 고안의 구성을 첨부된 도면을 참조하여 설명하면 다음과 같다. 그러나 다음 설명에 의해 본 고안의 기술적 범위가 한정되는 것은 아니다.Referring to the configuration of the present invention with reference to the accompanying drawings as follows. However, the technical scope of the present invention is not limited by the following description.

본 발명의 장치는 대구경 강성억지말뚝의 시공방법을 이용하여 설치되며 장치의 측단면도를 도시한 도1에서 알 수 있듯이, 바닥이 강봉(60)에 의해 고정되는 대구경 강성억지말뚝(10)의 하단부가 배수연결관(30)을 통하여 수평방향으로 이웃하는 대구경 강성억지말뚝(10)과 관통하여 연결되고, 상기 대구경 강성억지말뚝(10)의 하단의 일측은 방사상 수평배수공(20)으로 연결되고, 또다른 일측은 자연배수관(40)으로 연결되며, 상기 자연배수관(40)은 맨홀(90)에 연결되는 구조로 되어 있다.The device of the present invention is installed using the construction method of the large diameter rigidity inhibiting pile and as can be seen in Figure 1 showing a side cross-sectional view of the device, the bottom portion of the large diameter rigidity inhibiting pile 10 is fixed by the steel bar (60) Is connected through the drain connection pipe 30 in the horizontal direction adjacent to the large diameter rigidity inhibiting pile (10), one side of the bottom of the large diameter rigidity inhibiting pile (10) is connected to the radial horizontal drain hole (20), Another side is connected to the natural drainage pipe 40, the natural drainage pipe 40 has a structure that is connected to the manhole (90).

그리고 본 발명의 배수시스템을 개략적으로 나타낸 측단면도인 도2와, 본 발명의 배수시스템을 개략적으로 나타낸 평면도인 도3과, 본 발명인 대규모 강성억지말뚝을 이용한 현장의 시공을 개략적으로 나타낸 도면인 도4에서 알 수 있듯이, 시공순서는 엄지말뚝(80)을 관입하고 굴착하면서 지보용 원형띠장(70)으로 보강한다. 굴착하면서 주변지반의 지층을 확인할 수 있으며, 소성변형방지 및 주변부의 전단강도 증가를 위해 네일링(50)을 하여 지반을 보강할 수 있다. 굴착바닥이 암반에 도달하면 강성억지말뚝(10)을 고정단으로 하기 위해 강봉(60)을 암반에 정착한다.2 is a side cross-sectional view schematically showing the drainage system of the present invention, FIG. 3 is a plan view schematically showing the drainage system of the present invention, and a diagram schematically showing the construction of a site using the large-scale rigidity restraint pile according to the present invention. As can be seen from the 4, the construction order is reinforced with a circular gimbal 70 for the support while injecting and digging the thumb pile (80). Excavation can confirm the ground layer of the surrounding ground, and can be reinforced by nailing (50) to prevent plastic deformation and increase the shear strength of the peripheral portion. When the excavation bottom reaches the rock, the steel bar 60 is fixed to the rock to make the rigid deterrent pile 10 a fixed end.

다시말해, 엄지말뚝(80)을 관입하고 굴착하면서 지보용 원형띠장(70)으로 보강하는 단계; 대구경 강성억지말뚝(10)과 대구경 강성억지말뚝(10) 사이의 소성유동방지 및 지반보강을 위해 네일링(50)을 실시하는 단계; 대구경 강성억지말뚝(10)을 암반에 고정시키기 위해 강봉(60)을 설치하는 단계; 시스템 배수를 위해 방사상 수평배수공(20)을 설치하는 단계; 대구경 강성억지말뚝(10)사이의 배수를 위한 배수연결관(30)을 설치하는 단계; 상기 배수연결관(30)을 맨홀(90)에 연결하여 설치하는 단계로 이루어진다.In other words, the step of injecting and digging the thumb pile 80, the step of reinforcing with a circular gimbal 70; Performing nailing (50) to prevent plastic flow and ground reinforcement between the large diameter rigidity inhibiting pile (10) and the large diameter rigidity inhibiting pile (10); Installing a steel bar 60 to fix the large diameter rigidity suppressing pile 10 to the rock; Installing a radial horizontal drain hole 20 for draining the system; Installing a drain connection pipe 30 for drainage between the large diameter rigidity suppressing piles 10; The drain connection pipe 30 consists of connecting to the manhole 90 and installing.

즉, 대구경 강성억지말뚝의 배수기능을 표현한 도 2에서 나타낸 것처럼 시스템배수를 위해 방사상의 수평배수공(20)을 천공하여 효과적으로 지하수를 배제할 수 있으며 도 3에 나타낸 것처럼 각각의 대구경 강성억지말뚝(10)사이에 배수를 위한 배수연결관(30)을 설치하고 차집된 지하수를 자연배수시키기 위한 자연배수관(40)을 설치하고 맨홀(90)을 통해 외부로 배출한다.That is, as shown in FIG. 2 representing the drainage function of the large diameter rigidity inhibiting pile, the horizontal horizontal drainage hole 20 can be drilled effectively for the system drainage, and groundwater can be effectively excluded as shown in FIG. 3. Install a drain connection pipe (30) for drainage between) and install a natural drainage pipe (40) for natural drainage of the collected groundwater and discharge to the outside through the manhole (90).

본 발명은 대구경의 콘크리트 말뚝으로 강성이 크며, 모멘트와 전단력 분포를 고려하여 배근하므로써 구조적으로 경제성을 확보할 수 있고 지반 활동력의 크기에 따라 철근보강에 따른 강성을 조절할 수 있으며, 시스템 배수를 위해 방사상수평배수공을 설치하여 대수층에서 넓은 지역에 효과적으로 배수를 할 수 있으며 지반의 포화수위를 저하시킬 수 있는 배수기능이 있고, 시공과정에서 지층을 확인할 수 있으며 소규모 장비로 시공이 가능하며 주변지반을 동시에 보강가능하고 약대 발견시 네일링공법을 병행하여 집중보강할 수 있다.The present invention is a large diameter concrete pile has a large rigidity, structurally secured by reinforcement in consideration of the distribution of moment and shear force, and can adjust the stiffness according to the reinforcing reinforcement according to the size of the ground active force, radial for drainage system By installing horizontal drainage holes, it is possible to effectively drain a large area from the aquifer, and it has a drainage function that can reduce the saturation level of the ground. It can check the ground during the construction process and can be constructed with small-scale equipment. It is possible to reinforce the nailing method in parallel with the discovery of medicine.

또한, 본 발명은 대구경 강성억지말뚝의 바닥부에 강봉을 설치하여 대구경 강성억지말뚝의 바닥부가 고정단 역할을 할 수 있도록 하고 발파를 배제하여 발파진동으로 인한 사면활동 마찰력 감소를 방지할 수 있다.In addition, the present invention is to install a steel bar on the bottom of the large diameter rigidity inhibiting pile to enable the bottom portion of the large diameter rigidity inhibiting pile to serve as a fixed end and to prevent the reduction of the slope activity frictional force due to the blasting vibration by excluding the blasting.

본 발명은 지하수위가 높고 붕적층 및 파쇄대가 발달한 대규모 활동사면의 하단에 구조물이 위치할 경우 대구경의 강성억지말뚝을 설치하여 사면활동에 효과적으로 저항할 수 있다.In the present invention, when the structure is located at the bottom of a large activity slope where the groundwater level is high and the crushed layer and the crushing zone are developed, it is possible to effectively resist the slope activity by installing the stiffness inhibiting pile of the large diameter.

설치되는 말뚝이 대구경 말뚝이므로 굴착과정에서 지층의 확인이 가능하며 사면활동시 소성변형 방지를 위해 말뚝과 말뚝사이에 네일링으로 지반을 보강하여 지반의 전단강도를 더욱 증가시킬 수 있다.Since the installed pile is a large diameter pile, it is possible to check the ground layer during the excavation process and to increase the shear strength of the ground by reinforcing the ground by nailing between the pile and the pile to prevent plastic deformation during slope activities.

또한, 시스템배수를 위해 방사상 수평배수공을 설치하여 효율적으로 지하수를 배재할 수 있으며, 차집된 지하수는 자연배수 시키거나 강성말뚝 내에서 펌핑을 통해 외부로 배출이 가능하다.In addition, it is possible to efficiently discharge groundwater by installing radial horizontal drainage for system drainage, and the collected groundwater can be discharged to the outside through natural drainage or pumping in rigid piles.

Claims (2)

사면의 보강장치에 있어서, 바닥이 강봉(60)에 의해 고정되는 대구경 강성억지말뚝(10)의 하단부가 배수연결관(30)을 통하여 수평방향으로 이웃하는 대구경 강성억지말뚝(10)과 관통하여 연결되고, 상기 대구경 강성억지말뚝(10)의 하단의 일측은 방사상 수평배수공(20)으로 연결되고, 또다른 일측은 자연배수관(40)으로 연결되며, 상기 자연배수관(40)은 맨홀(90)에 연결되는 것을 특징으로 하는 대구경 강성억지말뚝장치.In the reinforcement of the slope, the bottom portion of the large diameter rigidity inhibiting pile 10, the bottom of which is fixed by the steel rod 60, penetrates the neighboring large diameter rigidity inhibiting pile 10 in the horizontal direction through the drain connection pipe 30. Is connected, one side of the lower end of the large diameter rigidity suppression pile 10 is connected to the radial horizontal drainage hole 20, the other side is connected to the natural drainage pipe 40, the natural drainage pipe 40 is the manhole 90 Large diameter rigidity suppression device characterized in that connected to. 사면의 보강공법에 있어서, 엄지말뚝(80)을 관입하고 굴착하면서 지보용 원형띠장(70)으로 보강하는 단계; 대구경 강성억지말뚝(10)과 대구경 강성억지말뚝(10) 사이의 소성유동방지 및 지반보강을 위해 네일링(50)을 실시하는 단계; 대구경 강성억지말뚝(10)을 암반에 고정시키기 위해 강봉(60)을 설치하는 단계; 시스템 배수를 위해 방사상 수평배수공(20)을 설치하는 단계; 대구경 강성억지말뚝(10)사이의 배수를 위한 배수연결관(30)을 설치하는 단계; 상기 배수연결관(30)을 맨홀(90)에 연결하여 설치하는 단계를 포함하는 것을 특징으로 하는 대구경 강성억지말뚝공법.In the reinforcement method of the slope, the step of injecting and digging the thumb pile (80) while reinforcing with a circular belt for support (70); Performing nailing (50) to prevent plastic flow and ground reinforcement between the large diameter rigidity inhibiting pile (10) and the large diameter rigidity inhibiting pile (10); Installing a steel bar 60 to fix the large diameter rigidity suppressing pile 10 to the rock; Installing a radial horizontal drain hole 20 for draining the system; Installing a drain connection pipe 30 for drainage between the large diameter rigidity suppressing piles 10; Large diameter rigidity suppression method comprising the step of installing the drain connection pipe 30 to the manhole (90) to install.
KR10-2003-0011096A 2003-02-21 2003-02-21 Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement KR100457995B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR10-2003-0011096A KR100457995B1 (en) 2003-02-21 2003-02-21 Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
KR10-2003-0011096A KR100457995B1 (en) 2003-02-21 2003-02-21 Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement

Publications (2)

Publication Number Publication Date
KR20030029073A true KR20030029073A (en) 2003-04-11
KR100457995B1 KR100457995B1 (en) 2004-11-18

Family

ID=29578571

Family Applications (1)

Application Number Title Priority Date Filing Date
KR10-2003-0011096A KR100457995B1 (en) 2003-02-21 2003-02-21 Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement

Country Status (1)

Country Link
KR (1) KR100457995B1 (en)

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102140800A (en) * 2011-01-24 2011-08-03 中铁西北科学研究院有限公司 Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile
CN107604929A (en) * 2017-09-20 2018-01-19 兰州理工大学 The anti-liquefaction friction pile of integrate draining and construction method
CN110541438A (en) * 2019-09-27 2019-12-06 兰州交通大学 Anti-slide pile horizontal load test device and method for measuring proportionality coefficient
CN111553013A (en) * 2020-05-06 2020-08-18 中铁二院工程集团有限责任公司 Simplified numerical simulation method for simulating effect of anti-slide pile on bridge abutment
CN111577118A (en) * 2020-05-13 2020-08-25 吉林大学 Mechanical rapid hole forming construction method for slide-resistant pile
CN113322983A (en) * 2021-06-03 2021-08-31 重庆千牛建设工程有限公司 Technology for treating sliding bedding sand shale side slope
CN114575357A (en) * 2022-03-16 2022-06-03 兰州理工大学 Self-drainage combined landslide retaining structure and construction method
CN115075223A (en) * 2022-07-05 2022-09-20 应急管理部国家自然灾害防治研究院 Novel combination formula friction pile and monitoring system

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR102179660B1 (en) 2019-05-27 2020-11-17 (주)테르자기 Slope reinforcing apparatus
CN110472313B (en) * 2019-07-29 2022-05-10 西南石油大学 Method for calculating anti-slip width of homogeneous rock mass in front of anti-slip pile

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102140800A (en) * 2011-01-24 2011-08-03 中铁西北科学研究院有限公司 Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile
CN102140800B (en) * 2011-01-24 2012-10-03 中铁西北科学研究院有限公司 Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile
CN107604929A (en) * 2017-09-20 2018-01-19 兰州理工大学 The anti-liquefaction friction pile of integrate draining and construction method
CN110541438A (en) * 2019-09-27 2019-12-06 兰州交通大学 Anti-slide pile horizontal load test device and method for measuring proportionality coefficient
CN111553013B (en) * 2020-05-06 2022-06-14 中铁二院工程集团有限责任公司 Simplified numerical simulation method for simulating effect of anti-slide pile on bridge abutment
CN111553013A (en) * 2020-05-06 2020-08-18 中铁二院工程集团有限责任公司 Simplified numerical simulation method for simulating effect of anti-slide pile on bridge abutment
CN111577118A (en) * 2020-05-13 2020-08-25 吉林大学 Mechanical rapid hole forming construction method for slide-resistant pile
CN111577118B (en) * 2020-05-13 2021-07-23 吉林大学 Mechanical rapid hole forming construction method for slide-resistant pile
CN113322983A (en) * 2021-06-03 2021-08-31 重庆千牛建设工程有限公司 Technology for treating sliding bedding sand shale side slope
CN114575357A (en) * 2022-03-16 2022-06-03 兰州理工大学 Self-drainage combined landslide retaining structure and construction method
CN114575357B (en) * 2022-03-16 2023-10-27 兰州理工大学 Self-drainage combined landslide support structure and construction method
CN115075223A (en) * 2022-07-05 2022-09-20 应急管理部国家自然灾害防治研究院 Novel combination formula friction pile and monitoring system
CN115075223B (en) * 2022-07-05 2024-02-09 应急管理部国家自然灾害防治研究院 Monitoring system of combined type slide-resistant pile

Also Published As

Publication number Publication date
KR100457995B1 (en) 2004-11-18

Similar Documents

Publication Publication Date Title
KR101274974B1 (en) Earth retaining wall and construction method thereof
CN101560770B (en) Novel deep building foundation pit supporting system
CN106498953A (en) Cut slope composite supporting construction and its construction method
KR20060049741A (en) Construction method of three arch excavation tunnel
KR20100068597A (en) A shoring method using arch plate pile and h-pile
KR101612521B1 (en) Method for constructing underground structures restraining transformation and using external wall
KR100760293B1 (en) Tunnel construction method for shallow overburden tunnel
KR100457995B1 (en) Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement
CN206034454U (en) Supporting construction
US20120301227A1 (en) Foundation pile and installing method thereof
KR100877452B1 (en) Construction method of middle wall of three arch excavation tunnel
KR100966148B1 (en) Ground adhering soil nailing structure and ground reinforcement method using the same
KR101065017B1 (en) A shoring method using arch plate pile and H-Pile
KR100521076B1 (en) Panel protecting soil
KR102223856B1 (en) Foundation structure of waste landfill site and construction method thereof
CN107044135A (en) A kind of tunnel portal excavates the construction method built
KR100360462B1 (en) Method to construct a structure on soft soil and the structure thereof
KR100823980B1 (en) Drain combination paker type pressurization grouting equipment and the upward method using the same
KR100862387B1 (en) Tensional kit for top-down constructing of acupressure lasting anchor and top-down constructing method of acupressure lasting anchor using this
KR101283663B1 (en) Method for digging two arch type tunnel
KR100984040B1 (en) Method of reinforced earth retaining wall for cutting face through double reinforcing execution
KR101789450B1 (en) Underground structures using overlapped pile wall and construction method thereof
KR101052363B1 (en) Freestanding Digging Method for Deep Excavation
CN110512613A (en) A kind of red sand rock stratum water proof combined bolting and shotcrete method and its water barrier device
KR100637899B1 (en) Pier foundation temporarily structure and method for constructing it

Legal Events

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

Payment date: 20121109

Year of fee payment: 9

FPAY Annual fee payment

Payment date: 20130927

Year of fee payment: 10

FPAY Annual fee payment

Payment date: 20141103

Year of fee payment: 11

FPAY Annual fee payment

Payment date: 20161101

Year of fee payment: 13

FPAY Annual fee payment

Payment date: 20171102

Year of fee payment: 19