KR20120024201A - Removable post-tensioned soil nailing structure and method constructing it - Google Patents
Removable post-tensioned soil nailing structure and method constructing it Download PDFInfo
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- KR20120024201A KR20120024201A KR1020100086965A KR20100086965A KR20120024201A KR 20120024201 A KR20120024201 A KR 20120024201A KR 1020100086965 A KR1020100086965 A KR 1020100086965A KR 20100086965 A KR20100086965 A KR 20100086965A KR 20120024201 A KR20120024201 A KR 20120024201A
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- soil nailing
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- 239000002689 soil Substances 0.000 title claims abstract description 17
- 238000000034 method Methods 0.000 title description 17
- 238000010276 construction Methods 0.000 claims abstract description 19
- 239000011440 grout Substances 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 229920000915 polyvinyl chloride Polymers 0.000 abstract 3
- 239000004800 polyvinyl chloride Substances 0.000 abstract 3
- 238000006073 displacement reaction Methods 0.000 description 16
- 238000009412 basement excavation Methods 0.000 description 11
- 230000007423 decrease Effects 0.000 description 7
- 238000005259 measurement Methods 0.000 description 4
- 230000008261 resistance mechanism Effects 0.000 description 4
- 238000012360 testing method Methods 0.000 description 4
- 241000587161 Gomphocarpus Species 0.000 description 3
- 238000005553 drilling Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000001629 suppression Effects 0.000 description 2
- 230000003442 weekly effect Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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Classifications
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
-
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
Description
본 발명은 제거식 네일에 텐션력을 가하여 굴착시 유발되는 변위를 억제하는 방식의 제거식 포스트텐션 쏘일네일링 구조 및 이를 이용한 제거식 포스트텐션 쏘일네일링의 시공방법에 관한 것으로 일반적인 쏘일네일의 거동과는 달리 쏘일네일과 앵커의 저항력이 복합적으로 작용하는 복합 저항 메커니즘이다.
The present invention relates to a removable post-tension saw nailing structure of a method of suppressing displacement caused by excavation by applying a tension force to a removable nail and a method of constructing a removable post-tension saw nailing method using the same. Unlike this, it is a complex resistance mechanism in which the resistance of the nail nail and the anchor acts in combination.
복합 저항 메커니즘이므로 그 저항력이 커 구조적으로 안정적이고 경제적으로 시공할 수 있는 유용한 발명이다.
Since it is a complex resistance mechanism, it is a useful invention that can be constructed structurally and economically because its resistance is large.
쏘일네일링 공법은 국내의 경우 1993년 가시설 흙막이 벽체에 처음으로 적용된 이후 주로 사면 지반굴착분야 등에 그 적용성이 더욱 확대되고 있는 공법이며 이에 관한 이론적 연구 및 실무적 응용기술이 계속적으로 진보하여 개발되는 추세이다. 현재 쏘일네일링 공법은 최근 영구사면보강 등에 그 적용성이 점차 확대되고 있으나 도심지 지하굴착 공사에 있어서는 인접구조물에 대한 영향을 최소화하기 위해 굴착으로 인한 지반의 변형을 최소화하는 것이 중요한 문제로 대두되고 있다. 또한, 지중매설물이 인접하여 존재하거나 대지경계선 등의 준수 등 시공조건에 따라 설치네일의 길이가 제한되는 경우 및 연약한 지반조건으로 구성된 사면을 보강할 경우 등과 같은 벽체변위 및 배면 지반의 지표침하 억제와 안정성 증대 등을 도모하기 위하여 지반앵커공법(Ground anchor system)과 유사한 포스트텐션(Post-tension) 방식의 쏘일네일링 공법(Soil nailing system) 도입이 필요한 실정이다. 또한, 부분적으로 대지경계선을 벗어나 쏘일네일링의 시공이 이루어지는 경우가 있으며 이 경우 향후 인접건물 축조를 위한 흙막이 공사과정에서 기 매립된 쏘일네일링 구조체(철근+시멘트 그라우트체)의 제거에 어려움이 따를 수 있으며 도로 하부에 쏘일네일링이 매립 설치되는 경우에도 향후 지중매설물이나 지하철관련 구조물 등의 시공과정에서 역시 제거상의 어려움이 있을 수 있다. 이와 같은 기술적인 문제점과 대지경계선 침범, 점용료 납부 등 시공 및 행정상의 문제점 등을 사전에 해결하기 위한 대책의 일환으로 제거식 쏘일네일링 공법이 개발되어 현재 사용되고 있으나, 굴착시 유발되는 변위 증가 등으로 인해 적용대상 지반이 제한적이라 할 수 있다.
Soil nailing method is the method that is applied to slope wall excavation field mainly in Korea since it was first applied to temporary wall in 1993 in Korea, and the theoretical research and practical application technology are continuously developed and developed. to be. Currently, the application of the soil nailing method is gradually increasing its application to permanent slope reinforcement, but in urban underground excavation work, it is important to minimize the deformation of the ground due to excavation in order to minimize the impact on adjacent structures. . In addition, the ground subsidence and surface ground restraint suppression such as when the length of the installation nail is limited depending on the construction conditions such as the presence of underground works or adhering to the ground boundary line, and when reinforcing slopes composed of soft ground conditions, In order to increase stability, it is necessary to introduce a post-tension soil nailing system similar to the ground anchor system. In addition, the construction of the soil nailing may be partially out of the ground boundary line, in which case, it will be difficult to remove the soil nailing structure (reinforcement + cement grout body) that is already embedded in the construction of the retaining wall for the construction of the adjacent building. Even if the soil nailing is installed in the lower part of the road, there may be difficulty in removing it in the future construction process of underground works or subway-related structures. As a part of measures to solve such technical problems, construction and administrative problems such as landline infringement and payment of utility fees in advance, a removable soil nailing method has been developed and is currently being used, but due to the increased displacement caused by excavation, etc. Therefore, the ground to be applied is limited.
본 발명에서는 제거식 네일에 텐션력을 가하여 굴착시 유발되는 변위를 억제할 수 있는 방식의 제거식 포스트텐션 쏘일네일링(RPTN, Removable Post-tensioned Soil Nailing) 공법을 개발하였으며, 개발된 RPTN 시스템의 거동특성을 확인해보기 위해 현장시험시공을 수행하였으며, 현장시험시공시 텐션력에 의한 변위 억제효과 등을 확인하기 위해, 지중경사계, 변형율계 등의 다양한 계측기를 설치하였다.
The present invention has developed a Removable Post-tensioned Soil Nailing (RPTN) method that can suppress displacement caused by excavation by applying tension to the removable nail, and developed the RPTN system. In order to confirm the behavior characteristics, the field test construction was carried out. In order to confirm the displacement suppression effect by the tension force during the field test construction, various measuring instruments such as the ground slope meter and the strain meter were installed.
본 발명에서 개발한 RPTN 시스템의 기본적인 구성요소를 살펴보면, 포스트 텐션을 가해줄 때 정착장 역할을 하는 고정단(길이 47cm), 그라우트체와 이형철근이 부착되지 않도록 분리해주는 역할을 하는 PVC 파이프, 제거식 네일체 등이 본 공법의 주된 구성요소라 할 수 있다 (도면 1)
Looking at the basic components of the RPTN system developed in the present invention, when the post tension is applied to the fixed end (length 47cm) acts as a anchorage, PVC pipe that serves to separate the grout body and the deformed reinforcing bar to be attached, removal A nail or the like can be said to be the main component of the process (Fig. 1).
포스트텐션 쏘일네일을 제거할 때 사용되는 제거식 앵커체와 제거식 네일체의 구성 및 상세도는 도면 2와 같다.
The construction and detail of the removable anchor body and the removable nail body used when removing the post tension nail are shown in FIG. 2.
본 발명의 RPTN 공법에서 네일 인발시 작용하는 마찰력을 일반 쏘일네일링 공법과 비교해보면 그림 1과 같다. 일반 쏘일네일의 경우에는 시멘트 그라우트체와 철근이 완전히 일체화되어 거동함으로써 네일의 인발시 네일두부 부근에서의 주면마찰력은 크고 끝단으로 갈수록 주면마찰력은 줄어들어 그림 1(a)와 같은 거동특성을 나타낸다. 그러나 본 연구에서 개발된 RPTN 시스템의 경우에는, 그림 1(b)와 같이 앵커의 정착부에서의 저항으로 인해 보강재 선단부에서의 주면마찰력이 크고, 제거식 네일의 고정소켓이 설치된 부분에서의 주면마찰저항이 크도록 고안하였다. 따라서, 본 공법의 경우 네일과 앵커의 복합저항으로 인해 주면마찰저항력이 크게 향상될 수 있을 것으로 판단된다.
The frictional force acting on nail drawing in the RPTN method of the present invention is shown in Fig. 1 when compared to the general nailing method. In the case of general nails, the cement grout body and the reinforcing bar are fully integrated and thus the principal friction in the vicinity of the nail head is large when the nail is drawn out, and the friction in the principal surface decreases toward the tip, resulting in the behavior characteristics as shown in Fig. 1 (a). However, in the case of the RPTN system developed in this study, the principal surface friction at the tip of the reinforcement is large due to the resistance at the anchorage of the anchor as shown in Fig. 1 (b), and the principal surface friction at the fixed socket of the removable nail is installed. It is designed to have high resistance. Therefore, in the case of the present method, due to the complex resistance of the nail and the anchor, it is determined that the frictional resistance of the principal surface can be greatly improved.
(a) 일반 쏘일네일
(a) General Soil Nails
(b) 제거식 포스트텐션 쏘일네일
(b) Removable Post Tension Soil Nails
그림 1. 자유물체도 및 주면마찰특성 비교
Figure 1. Free object diagram and principal friction characteristics
본 발명은 제거식 네일에 텐션력을 가하여 굴착시 유발되는 변위를 억제하는 방식이므로 일반적인 쏘일네일의 거동과는 달리 쏘일네일과 앵커의 저항력이 복합적으로 작용하는 복합 저항 메커니즘으르 거동함으로써 구조적으로 안정적이고 경제적으로 시공할 수 있는 효과를 지닌 유용한 발명이다.
Since the present invention is a method of suppressing displacement caused by excavation by applying tension to the removable nail, unlike the behavior of general nail nails, it is structurally stable by acting as a complex resistance mechanism in which the resistance of the nail nail and the anchor acts in combination. It is a useful invention having an effect that can be economically constructed.
[도1] 본 발명의 제거식 포스트텐션 쏘일네일 구조
[도2a] 본 발명 제거식 포스트텐션 쏘일네일의 제거식 앵커체 및 상세도
[도2b] 본 발명 제거식 포스트텐션 쏘일네일의 제거식 네일체 및 상세도]
[도3a] 본 발명이 적용된 보강 단면도
[도3b] 도3a의 현장전경
[도4a~f] 본 발명 포스트텐션 쏘일네일을 시공하는 순서(숏크리트 타설→천공→네일 조립 및 삽입→그라우팅 및 양생→L형 bar 및 지압판 설치→강선인장)를 나타낸 사시도
[도5a] 자동계측 BOX가 설치된 사시도
[도5b] 경사계가 설치된 사시도
[도5c] 하중계가 설치된 사시도
[도5d] 변형률계가 설치된 사시도1 is a removable post-tension saw nail structure of the present invention
Figure 2a] Removable anchor body and detailed view of the present invention removable post-tension nail
2b is a removable nail body and a detailed view of the present invention removable post-tension nail;
3a is a sectional view to which the present invention is applied
FIG. 3b the foreground of FIG. 3a
4a ~ f] perspective view showing the construction procedure (shotcrete → drilling → nail assembly and insertion → grouting and curing → L-bar and acupressure plate installation → steel wire tensioning) of the present invention construction
5a is a perspective view of an automatic measurement box installed
5b is a perspective view of the inclinometer installed
5c is a perspective view of a load meter installed
5d is a perspective view of the strain gauge installed
본 발명 RPTN 시스템의 거동특성 및 안정성 등을 평가하기 위해, 성남 OO 주택재개발 정비사업구역 공동주택 건설공사 현장에 제거식 포스트텐션 네일링의 현장시험시공을 실시하였으며 지층구성 및 현장전경은 도3과 같다.
In order to evaluate the behavior characteristics and stability of the RPTN system of the present invention, field test construction of removable post-tension nailing was performed at the construction site of multi-unit housing construction in Seongnam OO Housing Redevelopment Maintenance Project Area. same.
본 시험시공현장의 전체 굴착깊이는 19m 정도이며, 네일의 수평, 수직 설치간격은 1.5m이다. 첫 단은 풍화토 지반 약 0.8m 지점에 설치하였으며, 텐션력을 가해줄 경우의 펀칭전단파괴를 방지하고 텐션력을 벽체에 등분포 하중으로 분산시켜주기 위해 L형 bar를 제작하여 지압판 바로 앞부분에 설치하였다. 제거식 포스트 텐션 쏘일네일의 시공순서는, 숏크리트 타설→천공→네일 조립 및 삽입→그라우팅 및 양생→L형 bar 및 지압판 설치→강선인장 등의 순으로 진행 하였다(도4).
The total drilling depth of this test site is about 19m, and the horizontal and vertical spacing of nail is 1.5m. The first stage was installed at about 0.8m of weathered soil, and the L-shaped bar was manufactured and installed right in front of the pressure plate to prevent punching shear failure and to distribute the tension force to the wall by equally distributed load. It was. The construction procedure of the removable post tension sole nail was performed in order of shotcrete placement, drilling, nail assembly and insertion, grouting and curing, L type bar and acupressure plate installation, and wire tensioning (Fig. 4).
본 연구에서는 RPTN 시스템의 지반 거동을 관측하기 위해, 3단 및 4단 벽체 전면에 경사계를 설치하였으며, 2단 및 3단 네일에 하중계 및 변형율계를 설치하여 텐션력을 가하기 전, 후의 변위 및 하중 경감을 계측하였다(도5).
In this study, in order to observe the ground behavior of the RPTN system, inclinometers were installed on the front of three- and four-stage walls, and displacement and load before and after applying tension force by installing load gauges and strain gauges on two-stage and three-stage nails. Reduction was measured (FIG. 5).
계측계별 결과는 다음과 같다.
The result of each measurement system is as follows.
가) 경사계분석 결과A) Inclinometer analysis result
제거식 포스트텐션네일이 설치된 구간에서 12m까지 굴착하면서 유발된 수평변위량, 3단 및 4단 네일에서의 텐션력을 가하기 전과 후의 수평변위량 및 최종굴착 깊이(18m)까지 굴착했을 경우 유발된 수평변위량을 도시하면 그림 2(a)와 같다. 그림 2(a)의 수평변위 양상을 살펴보면, 3단 텐션네일에 텐션력을 가해줌에 따라 25% 정도의 수평변위가 감소하는 것으로 나타났으며, 4단 텐션네일에 텐션력을 가해줌에 따라 13.7% 정도의 수평변위가 감소하는 것으로 나타났다. 아울러 최종굴착(18m) 시공완료 후 수행한 주간 수평변위 계측결과를 살펴보면, 텐션하중을 재인장함에 따라 최대 2.58mm 정도의 변위 감소효과가 있는 것으로 계측되어, 텐션력에 따른 수평변위 억제 또는 감소 효과를 직접적으로 확인해 보았다[그림 2(b)].
The horizontal displacement caused by excavation up to 12m in the section where the removable post tension nail was installed, the horizontal displacement before and after applying the tension force in the 3rd and 4th stage nails and the final displacement depth (18m) As shown in Fig. 2 (a). Looking at the horizontal displacement of Fig. 2 (a), the horizontal displacement of 25% decreases as the tension is applied to the three-stage tension nail, and the tension is applied to the four-stage tension nail. The horizontal displacement of about 13.7% decreases. In addition, the results of the weekly horizontal displacement measurement performed after the completion of the final excavation (18m) showed that the displacement reduction effect of up to 2.58mm was measured as the tension load was re-tensioned. We have verified directly [Fig. 2 (b)].
(a) 시공단계에 따른 최대 수평 변위량
(a) Maximum horizontal displacement according to construction stage
(b) 시간에 따른 주간 수평변위량
(b) Weekly horizontal displacement over time
그림 2. 지중경사계 측정결과
Figure 2. Ground Gradient Measurement Results
나) 변형률계 및 하중계 분석결과B) Strain gauge and load gauge analysis results
RPTN 시스템에 작용하는 축력을 평가해 보기 위해, 1단 네일(L=10m)에 2.5m 간격으로 변형률계를 설치하였으며, 2단, 3단 네일 두부에는 하중계를 설치하여 텐션력의 변화를 평가해 보았다. 1단 네일에서의 시간경과에 따른 축력 변화를 나타내면 그림 3과 같으며, 2단, 3단 네일의 시간 경과에 따른 텐션력의 변화를 정리하면 그림 4와 같다.
In order to evaluate the axial force acting on the RPTN system, strain gauges were installed at 2.5m intervals on the 1st stage nail (L = 10m) and load gauges were installed on the 2nd and 3rd stage nail heads to evaluate the change of tension force. saw. The change in axial force over time in the single-stage nail is shown in Figure 3, and the change in tension over time of the two-stage and three-stage nails is summarized in Figure 4.
그림 3. 시간에 따른 축력의 변화(1단)
Figure 3. Axial force change over time (stage 1)
그림 4. 시간에 따른 하중계의 변화(2단, 3단)
Figure 4. Change of Load Gauge with Time (2-Step, 3-Step)
일반적인 쏘일네일의 경우, 네일 두부에서의 축력이 가장 크며, 선단부로 갈수록 축력이 작아지는 거동특성을 나타내나, 제거식 포스트텐션 쏘일네일의 경우, 일반적인 쏘일네일의 거동과는 다소 차이가 있는 것으로 나타났다. 제거식 포스트텐션 네일의 마찰특성을 나타내는 그림 3을 살펴보면, 네일 두부에서 5m 길이까지는 일반적인 쏘일네일의 거동과 유사하게 나타나는 것으로 평가되었으나, 네일길이 5m 이후부터 네일 선단부 구간에서는 선단부에서의 축력이 가장 큰, 앵커의 주면마찰특성과 유사한 것으로 평가되었다. 따라서, 제거식 포스트텐션 쏘일네일의 경우, 쏘일네일과 앵커의 저항력이 복합적으로 작용하는 복합 저항 메커니즘을 나타내는 것으로 사료된다. 아울러, 시간 경과에 따른 텐션력의 변화를 살펴보면(그림 4), 시간경과에 따라 초기 텐션력 10ton이 2단 네일에서는 8.98ton~9.2ton으로 줄어드는 것으로 계측되었으며, 3단 네일에서는 9.41ton~9.4ton으로 감소하는 것으로 평가되었다. 따라서 시간경과에 따른 텐션력의 감소는 초기 굴착단계에서 10% 정도인 것으로 계측되었으나, 굴착시공 완료후에는 상당히 미미한 변화만 있는 것으로 평가되어, 네일 두부에 설치된 L형 bar 및 지압판이 텐션력을 잘 지탱하고 있는 것으로 판단된다. In general, the axial force in the nail head is the largest, and the axial force decreases toward the tip, but in the case of the removable post-tension nail, the behavior of the normal nail is slightly different. . Figure 3, which shows the frictional characteristics of the removable post-tension nail, shows that the nail length is similar to the behavior of normal nails up to 5 m in length. However, after 5 m in nail length, the axial force at the tip is greatest in the nail tip section. In addition, it was evaluated to be similar to the principal frictional characteristics of anchors. Therefore, in the case of the removable post tension sole nail, it is considered to represent a complex resistance mechanism in which the resistance of the nail nail and the anchor act in combination. In addition, when looking at the change of tension force over time (Fig. 4), it is measured that the initial tension of 10 tons decreases from 8.98 to 9.2 tons in the two-stage nail, and 9.41 to 9.4 tons in the three-stage nail over time. It was estimated to decrease as. Therefore, the decrease in tension force over time was estimated to be about 10% in the initial excavation stage, but after the completion of excavation construction, it was evaluated that only a slight change was observed. It seems to be supporting.
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| KR101531754B1 (en) * | 2013-07-22 | 2015-06-25 | 서동현 | Method of construction a shallow tunnel using pre-support beam |
| CN106120821A (en) * | 2016-08-20 | 2016-11-16 | 三峡大学 | Root-type anchoring support device and slope anchorage method for protecting support thereof in a kind of |
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| KR101531754B1 (en) * | 2013-07-22 | 2015-06-25 | 서동현 | Method of construction a shallow tunnel using pre-support beam |
| CN106120821A (en) * | 2016-08-20 | 2016-11-16 | 三峡大学 | Root-type anchoring support device and slope anchorage method for protecting support thereof in a kind of |
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