압밀그라우팅에 의한 불연속성암반의 개량효과에 관한 연구 = (A) study on consolidation grouting effects of discontinuous rock mass

다국어 초록 (Multilingual Abstract)

This thesis deals with the consolidation grouting effects ; improvement of deformation and permeability after consolidation grouting in fracture zones. In tunnels, and underground excavations in rock mass, failures are frequently controled by the presence of discontinuities such as faults, shear zones, bedding planes and joints. Mechanical behavior and permeability of rock mass appears different pattern according to presence of discontinuities, in fact, deformation and strength of rock mass is dominated by their discontinuities. Rock mass deformation appears due to the synthetic effects of rocks and joints deformations. Rock and rock mass properties are measured by engineer in construction site, and many improvement methods of rock mass are applied in situ. Grouting is general method for improving rock mass, as filling grout in discontinuities. Using Lugeon test and Elastometer test, physical and mechanical properties of rock mass are measured.
Study area is classified two sections, called Area 1, and Area 2. The former(Area 1) consisting of dacitic pyroclastic rock is located 8338～8354m away from the tunnel entrance, and the later(area 2) consisting of quartz monzonite is located 1369～1390m away from the tunnel entrance.
In Area 1, total number of drill holes is 124. Number of drill holes for consolidation grouting is 48, 1st certifying holes are 42, and 2nd certifying holes are 34.
As a result, grouting took total 3042.07kg cement. Lu value decreased by about 2.44%, outflow decreased by about 65.27%, natural water pressure increased by about 106.54%. In Area 2, total number of drill holes is 48. After consolidation grouting, improve ratio for modulus of average deformation is about 2.30 and modulus of average elasticity is about 2.49.

목차 (Table of Contents)

• 목차
• 제1장 서언 = 1
• 제1절 연구의 목적 = 2
• 제2절 터널 = 2
• 제2장 지질 = 5
• 제1절 지표지질 = 5
• 제2절 터널지질 = 8
• 제3장 그라우팅 = 14
• 제1절 압밀그라우팅 = 14
• 1. 시추공의 천공 = 15
• 1.1 재래식 터널구간의 천공 = 15
• 1.2. TBM 터널구간의 천공 = 17
• 2. 주입압력 = 20
• 3. 그라우트 배합비 = 20
• 4. 주입 종료 = 21
• 5. 주입결과 = 21
• 5.1. 재래식 발파구간 = 21
• 5.1.1 1차～4차 압밀구라우팅 주입 = 21
• 5.1.2 1차 확인공 주입 = 23
• 5.1.3 2차 확인공 주입 = 25
• 5.2. TBM 굴진구간 = 28
• 제4장 암반의 특성 = 36
• 제1절 암반의 특수성 = 36
• 1. 루전시험 = 37
• 1.1 시험방법 = 40
• 1.1.1 시험전 유출량, 자연수압 측정 = 40
• 1.2 루전시험결과 = 43
• 1.2.1 압밀그라우팅 주입 전 루전시험 = 43
• 1.2.2. 1차～4차 압밀그라우팅 주입 후 루전시험 = 48
• 1.2.3 1차 확인공의 루전시험 = 53
• 1.2.4. 2차 확인공의 루전시험 = 57
• 제2절 암반의 변형성 = 61
• 1. 공내재하시험 = 61
• 1.1. 재하방법 = 63
• 1.2. 변위측정방식 = 64
• 1.3. 기기의 보정 = 64
• 1.4 시험방법 = 65
• 1.4.1. 시험공 천공 = 65
• 1.4.2. 최대하중 설정 = 69
• 1.4.3. 재하방법 설정 = 70
• 2. 변형계수, 탄성계수 = 70
• 3. 시험결과 = 72
• 제5장 결과 및 토의 = 82
• 제1절 그라우팅 = 82
• 1. 재래식 터널구간 그라우팅 = 82
• 2. TBM 터널구간 그라우팅 = 85
• 제2절 루전시험 = 87
• 제3절 공내재하시험 = 88
• 제6장 결언 = 94
• 참고문헌 = 96
• Abstract = 98