판앵커의 인발 속도에 따른 극한 인발저항력 분석

다국어 초록 (Multilingual Abstract)

Anchors are primarily designed and constructed to resist outwardly-directed loads imposed on the foundation of the structure. These outwardly-directed loads are transmitted to the soil at a greater depth by the anchors. Buried anchors have been used for thousands of years to stabilize the structures. Various types of earth anchors are nowadays used for the uplift resistance of transmission towers, utility poles, submerged pipelines and tunnels. Anchors are also used for tieback resistance of earth-retaining structures, waterfront structures, at bends in pressure pipelines, and when it is necessary to control thermal stress. In this research we have analyzed the uplift behavior of plate anchors in sand and clay by laboratory experiment to estimate the uplift behavior of plate anchor in various conditions. To archive the research purpose, uplift resistance and displacement characteristics of plate anchors caused by embedment ratio, plate diameter, loading rate were studied, compared and analyzed with various cases.

목차 (Table of Contents)

• 목 차
• List of Figures iii
• List of Tables vii
• Abstract viii
• 제 1 장 서 론 1
• 1.1 연구의 배경 1
• 1.2 연구내용 및 방법 3
• 제 2 장 기존 연구 4
• 2.1 Meyerhof and Adam 이론 4
• 2.2 Vesic 이론 8
• 2.3 Meyerhof 이론 11
• 제 3 장 유한요소해석 및 실내모형실험 13
• 3.1 사용 시료 13
• 3.1.1 물리적 특성 13
• 3.2 모형 지반 15
• 3.2.1 모형 토조 15
• 3.2.2 강사장치와 상대밀도 16
• 3.2.3 함수비 17
• 3.3 실험장치 및 실험방법 18
• 3.3.1 판앵커 18
• 3.3.2 인발장치 18
• 3.3.3 모형실험방법 18
• 3.3.4 모형실험순서 20
• 3.4 유한요소해석 22
• 3.4.1 Plaxis Foundation 22
• 3.4.2 프로그램 해석 22
• 3.4.3 벽체구속효과 23
• 제 4 장 실험 결과 25
• 4.1 유한요소해석 결과 및 분석 25
• 4.1.1 사질토 지반에서 근입비에 따른 극한 인발저항력-근입비 관계 25
• 4.1.2 사질토 지반에서 판의 지름에 따른 극한 인발저항력-근입비 관계 28
• 4.1.3 점토 지반에서 근입비에 따른 극한 인발저항력-근입비 관계 29
• 4.1.4 점토 지반에서 판의 지름에 따른 극한 인발저항력-근입비 관계 31
• 4.2 실내모형실험 결과 및 분석 32
• 4.2.1 사질토 지반에서 근입비에 따른 극한 인발저항력-근입비 관계 32
• 4.2.2 사질토 지반에서 판의 지름에 따른 극한 인발저항력-근입비 관계 35
• 4.2.3 사질토 지반에서 인발 속도에 따른 극한 인발저항력-근입비 관계 36
• 4.2.4 점토 지반에서 근입비에 따른 극한 인발저항력-근입비 관계 39
• 4.2.5 점토 지반에서 판의 지름에 따른 극한 인발저항력-근입비 관계 41
• 4.2.6 점토 지반에서 인발 속도에 따른 극한 인발저항력-근입비 관계 42
• 제 5 장 고 찰 44
• 5.1 판앵커의 극한 인발저항력 산정식 제안 44
• 5.2 이론식 및 기존이론과의 비교 47
• 5.2.1 사질토 지반에서의 극한 인발저항력 47
• 5.2.2 사질토 지반에서의 인발 속도에 의한 영향 49
• 5.2.3 점토 지반에서의 극한 인발저항력 53
• 5.2.4 점토 지반에서의 인발 속도에 의한 영향 55
• 제 6 장 결 론 59
• 참고문헌 62
• 감사의 글 65
• List of Figures
• Fig. 2.1 Derivation of Equation (2.7) 6
• Fig. 2.2 Variation of Ku with soil friction angle 6
• Fig. 2.3 Plot of Fc for square and circular anchors 8
• Fig. 2.4 Plot of Fq' for deep square and circular anchors 8
• Fig. 2.5 Vesic's theory of expansion of cavities 9
• Fig. 2.6 Vesic's theory of deep anchor 9
• Fig. 2.7 Nature of variation of Fc with H/h 11
• Fig. 2.8 Variation of Fc with H/h 12
• Fig. 3.1 Grain-size distribution curves 14
• Fig. 3.2 Calibration chamber 15
• Fig. 3.3 Variation of relative density versus falling height 17
• Fig. 4.1 FEA - D=25mm, Dr=35%, V=1mm/min (sand) 26
• Fig. 4.2 FEA – D=50mm, Dr=35%, V=1mm/min (sand) 26
• Fig. 4.3 FEA – D=75mm, Dr=35%, V=1mm/min (sand) 26
• Fig. 4.4 FEA – D=25mm, Dr=75%, V=1mm/min (sand) 26
• Fig. 4.5 FEA – D=50mm, Dr=75%, V=1mm/min (sand) 27
• Fig. 4.6 FEA – D=75mm, Dr=75%, V=1mm/min (sand) 27
• Fig. 4.7 FEA – Dr=35%, V=1mm/min (sand) 28
• Fig. 4.8 FEA – Dr=75%, V=1mm/min (sand) 28
• Fig. 4.9 FEA - D=25mm, w=60%, V=1mm/min (clay) 29
• Fig. 4.10 FEA - D=50mm, w=60%, V=1mm/min (clay) 29
• Fig. 4.11 FEA - D=75mm, w=60%, V=1mm/min (clay) 30
• Fig. 4.12 FEA - D=25mm, w=80%, V=1mm/min (clay) 30
• Fig. 4.13 FEA - D=50mm, w=80%, V=1mm/min (clay) 30
• Fig. 4.14 FEA - D=75mm, w=80%, V=1mm/min (clay) 30
• Fig. 4.15 FEA – w=60%, V=1mm/min (clay) 31
• Fig. 4.16 FEA – w=80%, V=1mm/min (clay) 31
• Fig. 4.17 Variation of Qu with H/D in loose sand (D=25mm, Dr=35%, V=1mm/min) 33
• Fig. 4.18 Variation of Qu with H/D in loose sand (D=50mm, Dr=35%, V=1mm/min) 33
• Fig. 4.19 Variation of Qu with H/D in loose sand (D=75mm, Dr=35%, V=1mm/min) 33
• Fig. 4.20 Variation of Qu with H/D in dense sand (D=25mm, Dr=75%, V=1mm/min) 33
• Fig. 4.21 Variation of Qu with H/D in dense sand (D=50mm, Dr=75%, V=1mm/min) 34
• Fig. 4.22 Variation of Qu with H/D in dense sand (D=75mm, Dr=75%, V=1mm/min) 34
• Fig. 4.23 Qu by diameter of plate in loose sand (Dr=35%, V=1mm/min) 35
• Fig. 4.24 Qu by diameter of plate in dense sand (Dr=75%, V=1mm/min) 35
• Fig. 4.25 Qu by loading rate in loose sand (D=25mm, Dr=35%) 37
• Fig. 4.26 Qu by loading rate in loose sand (D=50mm, Dr=35%) 37
• Fig. 4.27 Qu by loading rate in loose sand (D=75mm, Dr=35%) 37
• Fig. 4.28 Qu by loading rate in dense sand (D=25mm, Dr=75%) 37
• Fig. 4.29 Qu by loading rate in dense sand (D=50mm, Dr=75%) 38
• Fig. 4.30 Qu by loading rate in dense sand (D=75mm, Dr=75%) 38
• Fig. 4.31 Variation of Qu with H/D in stiff clay (D=25mm, w=60%, V=1mm/min) 39
• Fig. 4.32 Variation of Qu with H/D in stiff clay (D=50mm, w=60%, V=1mm/min) 39
• Fig. 4.33 Variation of Qu with H/D in stiff clay (D=75mm, w=60%, V=1mm/min) 40
• Fig. 4.34 Variation of Qu with H/D in soft clay (D=25mm, w=80%, V=1mm/min) 40
• Fig. 4.35 Variation of Qu with H/D in soft clay (D=50mm, w=80%, V=1mm/min) 40
• Fig. 4.36 Variation of Qu with H/D in soft clay (D=75mm, w=80%, V=1mm/min) 40
• Fig. 4.37 Qu by diameter of plate in stiff clay (w=60% V=1mm/min) 41
• Fig. 4.38 Qu by diameter of plate in soft clay (w=80% V=1mm/min) 41
• Fig. 4.39 Load by loading rate in stiff clay (D=25mm, w=60%) 42
• Fig. 4.40 Load by loading rate in stiff clay (D=50mm, w=60%) 42
• Fig. 4.41 Load by loading rate in stiff clay (D=75mm, w=60%) 43
• Fig. 4.42 Load by loading rate in soft clay (D=25mm, w=80%) 43
• Fig. 4.43 Load by loading rate in soft clay (D=50mm, w=80%) 43
• Fig. 4.44 Load by loading rate in soft clay (D=75mm, w=80%) 43
• Fig. 5.1 Comparison of experimental data with theoretical values in sand (Dr=35%) 48
• Fig. 5.2 Comparison of experimental data with theoretical values in sand (Dr=75%) 48
• Fig. 5.3 Comparison of experimental data with theoretical values in sand (Dr=35%, 1mm/min) 50
• Fig. 5.4 Comparison of experimental data with theoretical values in sand (Dr=35%, 6mm/min) 50
• Fig. 5.5 Comparison of experimental data with theoretical values in sand (Dr=35%, 15mm/min) 51
• Fig. 5.6 Comparison of experimental data with theoretical values in sand (Dr=75%, 1mm/min) 51
• Fig. 5.7 Comparison of experimental data with theoretical values in sand (Dr=75%, 6mm/min) 52
• Fig. 5.8 Comparison of experimental data with theoretical values in sand (Dr=75%, 15mm/min) 52
• Fig. 5.9 Comparison of experimental data with theoretical values in clay (w=60%) 54
• Fig. 5.10 Comparison of experimental data with theoretical values in clay (w=80%) 54
• Fig. 5.11 Comparison of experimental data with theoretical values in clay (w=60%, 1mm/min) 56
• Fig. 5.12 Comparison of experimental data with theoretical values in clay (w=60%, 6mm/min) 56
• Fig. 5.13 Comparison of experimental data with theoretical values in clay (w=60%, 12mm/min) 57
• Fig. 5.14 Comparison of experimental data with theoretical values in clay (w=80%, 1mm/min) 57
• Fig. 5.15 Comparison of experimental data with theoretical values in clay (w=80%, 6mm/min) 58
• Fig. 5.16 Comparison of experimental data with theoretical values in clay (w=80%, 12mm/min) 58
• List of Tables
• Table 2.1 Variation of m 7
• Table 2.2 Critical Embedment Ratio, (H/h)cr, for Square and Circular Anchor 7
• Table 2.3 Breakout Factor(Fq) for circular anchors 10
• Table 2.4 Variation of Fc (Φ=0 condition) 11
• Table 3.1 Material properties of sand 14
• Table 3.2 Material properties of kaolinite 14
• Table 3.3 Scale effect in sand 24
• Table 3.4 Scale effect in clay 24
• Table 5.1 Variation of Fc 46