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국문초록 13

제1장 서론 15

1.1. 연구 배경 15

1.2. 연구 필요성 16

1.3. 연구 목적 18

1.4. 연구 내용 및 범위 20

제2장 RC 기둥과 무량판 슬래브 접합부 22

2.1. 무량판 슬래브의 휨설계 22

2.1.1. 중력시스템의 휨설계 23

2.1.2. 횡력시스의 휨설계 30

2.1.3. ACI 318-05 21장의 내진설계를 위한 특별조항 38

2.2. 무량판 슬래브의 전단설계 41

2.2.1. 전단설계 위험단면 41

2.2.2. 이방향 거동에 대한 전단강도 42

2.2.3. 전단보강철근 47

2.3. 편심전단응력모델 51

2.3.1. Di Stasio & Buren 52

2.3.2. Johannes Moe, ASI-ASCE Committee 326 53

2.3.3. ACI 318-05, KBC 2005 55

2.4. 접합부의 횡변위 성능 57

제3장 CFT 기둥과 무량판 슬래브의 횡저항 실험 59

3.1. 중력하중 실험 59

3.1.1. 실험체 상세 59

3.1.2. 실험체 설계 60

3.1.3. 중력하중 실험결과 61

3.2. 내부접합부 횡하중 실험 64

3.2.1. 실험 개요 64

3.2.2. 실험체 설계 66

3.2.3. 실험체 설치 및 실험 75

3.3. 외부접합부 횡하중 실험 82

3.3.1. 실험 개요 82

3.3.2. 실험체 설계 84

3.3.3. 실험체 설치 및 실험 89

제4장 횡저항 실험결과 및 분석 94

4.1. 내부접합부 실험결과 및 분석 94

4.1.1. 불균형모멘트-횡변위비 관계 94

4.1.2. 상부 휨철근의 응력 분포 98

4.1.3. 연성 및 등가점성감쇠비 100

4.1.4. 상부 슬래브의 균열 분포 102

4.1.5. 전단머리의 변형률 분포 105

4.1.6. 펀칭전단-불균형모멘트 상관관계 109

4.1.7. 기존 RC 내부접합부 실험결과와의 비교 및 분석 116

4.2. 외부접합부 실험결과 및 분석 119

4.2.1. 불균형모멘트-횡변위비 관계 119

4.2.2. 상부 휨철근의 응력 분포 123

4.2.3. 연성 및 등가점성감쇠비 124

4.2.4. 상부 슬래브의 균열 분포 126

4.2.5. 기존 RCE 외부접합부 실험결과와의 비교 및 분석 128

제5장 유한요소해석과 CFT 접합부 설계 프로세스 130

5.1. 실험검증을 위한 유한요소해석 130

5.1.1. 해석모델 130

5.1.2. 해석결과 및 고찰 134

5.1.3. 접합부 성능에 영향을 미치는 요인 분석 137

5.2. CFT 접합부 설계 프로세스 145

제6장 결론 149

참고문헌 151

Abstract 156

부록 158

부록 A 158

부록 B 164

부록 C 166

표목차

[Table 1.1] Economics review according to structural material and type 16

[Table 1.2] Domestic building applied by RC flat plate structural system 17

[Table 1.3] Domestic building applied by CFT structural system 17

[Table 2.1] In an end span, distribution ratio of positive/negative factored static moment 25

[Table 2.2] Percent of interior negative factored moments in column strip 26

[Table 2.3] Percent of exterior negative factored moments in column strip 26

[Table 2.4] Percent of positive factored moments in column strip 26

[Table 2.5] Critical section (interior connections) 41

[Table 2.6] Critical section (exterior connections) 42

[Table 3.1] Specimens sets for gravity loads 61

[Table 3.2] Test variables (interior connections) 65

[Table 3.3] Geometry of specimens (interior connections) 67

[Table 3.4] Material property of specimens (interior connections) (MPa) 68

[Table 3.5] Test variables (exterior connections) 82

[Table 3.6] Geometry of specimens (exterior connection) 83

[Table 3.7] Material property of specimens (MPa) 84

[Table 4.1] Test results at peak moment (interior connections) 97

[Table 4.2] Comparison of RC and CFT interior connections for test results 117

[Table 4.3] Test results at peak moment (exterior connections) 121

[Table 4.4] Comparison of RCE and CFT-E exterior connections for test results 128

[Table 5.1] Material property of analysis (MPa) 133

[Table 5.2] Comparison of test and analysis result 135

[Table 5.3] Analysis result by reinforcement ratio of slab effective width 139

[Table 5.4] Analysis resuit by gravity load ratio(Vg/ Vc)(이미지참조) 141

[Table 5.5] Analysis result by shearhead length 143

[Table 5.6] Welded H-shape steel (H＝B) 147

그림목차

[Fig. 1.1] Concept of load-transfer 20

[Fig. 2.1] Examples of equivalent square section for supporting members 24

[Fig. 2.2] Equivalent column (column + torsional members) 29

[Fig. 2.3] Equivalent frame model 31

[Fig. 2.4] Equivalent frame model of Cano & Klingner 33

[Fig. 2.5] Concept of effective beam width model 34

[Fig. 2.6] Relationship of design story drift ratio and Vu/ΦVc(이미지참조) 38

[Fig. 2.7] Location of reinforcement in slabs 39

[Fig. 2.8] Effective width for reinforcement placement in edge and corner connections 40

[Fig. 2.9] Arrangement of reinforcement in slabs 40

[Fig. 2.10] Stirrup-type slab shear reinforcement 47

[Fig. 2.11] Slab shear reinforcement except stirrup-type 48

[Fig. 2.12] Arrangement and location critical section of shear reinforcement 49

[Fig. 2.13] Unbalanced moment vs. drift ratio of shear reinforcement specimens 50

[Fig. 2.14] Eccentric shear stress model 51

[Fig. 2.15] Interior column 53

[Fig. 2.16] Shear stress diagram for an interior column 53

[Fig. 2.17] Assumed distribution of shear stress 56

[Fig. 2.18] Effect of gravity of load on drift 57

[Fig. 3.1] Specimens for gravity loads 60

[Fig. 3.2] Load-displacement curves 62

[Fig. 3.3] Comparison of secant stiffness 63

[Fig. 3.4] Prototype model 65

[Fig. 3.5] Specimens plan (interior connections) 67

[Fig. 3.6] Layout of slab flexural reinforcement (interior connections) 69

[Fig. 3.7] Details of specimens (interior connections) 70

[Fig. 3.8] Shearhead length 72

[Fig. 3.9] Critical section by shearhead (interior connections) 72

[Fig. 3.10] Detail of seismic band 73

[Fig. 3.11] Arrangement of seismic band (interior connections) 74

[Fig. 3.12] 3D view of CFT specimens (interior connections) 74

[Fig. 3.13] Specimens setup (interior connections) 75

[Fig. 3.14] Column hinge 76

[Fig. 3.15] Boundary condition of gravity loading (interior connections) 77

[Fig. 3.16] Boundary condition of lateral loading (interior connections) 77

[Fig. 3.17] Detail of Edge Resistant System (interior connections) 78

[Fig. 3.18] Picture of Edge Resistant System (interior connections) 78

[Fig. 3.19] Detail of Hinge System 79

[Fig. 3.20] Picture of Hinge System 79

[Fig. 3.21] Gravity loading pattern (interior connections) 80

[Fig. 3.22] Lateral loading pattern 81

[Fig. 3.23] Specimens plan (exterior connections) 83

[Fig. 3.24] Layout of slab flexural reinforcement (exterior connections) 85

[Fig. 3.25] Details of specimens (exterior connections) 86

[Fig. 3.26] Critical section by shearhead (exterior connections) 87

[Fig. 3.27] Details of CFT-E3 specimens 88

[Fig. 3.28] Specimens setup North-South direction (exterior connections) 89

[Fig. 3.29] Boundary condition of gravity loading (exterior connections) 90

[Fig. 3.30] Boundary condition of lateral loading (exterior connections) 91

[Fig. 3.31] Detail of New Edge Resistant System 92

[Fig. 3.32] Picture of New Edge Resistant System 92

[Fig. 3.33] Gravity loading pattern (exterior connections) 93

[Fig. 4.1] Lateral loading history (interior connections) 94

[Fig. 4.2] Unbalanced moment-drift ratio (RC interior connection) 95

[Fig. 4.3] Unbalanced moment-drift ratio (CFT-1 interior connection) 95

[Fig. 4.4] Unbalanced moment-drift ratio (CFT-2 Interior connection) 96

[Fig. 4.5] Unbalanced moment-drift ratio (CFT-3 interior connection) 96

[Fig. 4.6] Envelope curve (interior connections) 98

[Fig. 4.7] Stress distribution for interior connections specimens at maximum moment 99

[Fig. 4.8] Ductility (interior connections) 100

[Fig. 4.9] Effect of gravity load on drift (interior connections) 101

[Fig. 4.10] Equivalent viscous damping (interior connections) 102

[Fig. 4.11] Crack pattern of slab top (interior connections) 103

[Fig. 4.12] Location of strain gauge in flange of H-shape steel 105

[Fig. 4.13] Strain of gauge No.1 106

[Fig. 4.14] Strain of gauge No.2 106

[Fig. 4.15] Strain of gauge No.3 107

[Fig. 4.16] Strain of gauge No.4 107

[Fig. 4.17] Concept of stress transmission (pure lateral loading) 108

[Fig. 4.18] Slab moment capacity of CFT-1 in column strip 108

[Fig. 4.19] Design concept of RC flat plate 109

[Fig. 4.20] Punching shear-unbalanced moment interrelation model for the flat plates (without shear reinforcements) 110

[Fig. 4.21] Punching shear-unbalanced moment interrelation model for the flat plates (with shear reinforcements) 112

[Fig. 4.22] Prediction of failure modes for the flat plates (with and without shear reinforcements) 113

[Fig. 4.23] Prediction of failure modes for RC specimen 114

[Fig. 4.24] Prediction of failure modes for CFT-1 specimen 114

[Fig. 4.25] Prediction of failure modes for CFT-2 specimen 115

[Fig. 4.26] Prediction of failure modes for CFT-3 specimen 115

[Fig. 4.27] Lateral loading history (exterior connections) 119

[Fig. 4.28] Unbalanced moment-drift ratio (RCE exterior connection) 120

[Fig. 4,29] Unbalanced moment-drift ratio (CFT-E1 exterior connection) 120

[Fig. 4.30] Unbalanced moment-drift ratio (CFT-E3 exterior connection) 121

[Fig. 4.31] Envelope curve (exterior connections) 122

[Fig. 4.32] Stress distribution for exterior connections specimens at maximum moment 123

[Fig. 4.33] Ductility (exterior connections) 124

[Fig. 4.34] Effect of gravity load on drift (exterior connections) 125

[Fig. 4.35] Equivalent viscous damping (exterior connections) 126

[Fig. 4.36] Crack pattern of slab top (exterior connections) 127

[Fig. 5.1] Uniaxial stress-strain law for concrete 130

[Fig. 5.2] Biaxial failure law for concrete 130

[Fig. 5.3] Fixed crack model 131

[Fig. 5.4] Softening displacement law in compression 131

[Fig. 5.5] Analysis modeling of shearhead 133

[Fig. 5.6] Comparison of test and analysis 135

[Fig. 5.7] Stress distribution for CFT-1 and CFT-3 interior connections 137

[Fig. 5.8] Moment-displacement curve by reinforcement ratio of slab effective width 138

[Fig. 5.9] Yielding stress ratio for steel reinforcement ratio of slab effective width 139

[Fig. 5.10] Load-displacement curve by gravity load ratio(Vg/Vc)(이미지참조) 140

[Fig. 5.11] Effect of gravity load ratio(Vg/Vc) on drift(이미지참조) 141

[Fig. 5.12] Load-displacement curve by shearhead length 142

[Fig. 5.13] Yielding stress ratio for steel reinforcement ratio of shearhead length 143

[Fig. 5.14] Stress distribution for shearhead tension flange 144

[Fig. 5.15] Design process of CFT column-RC flat plate connection 145

[Fig. 5.16] Design process of CFT column 146

[Fig. A.1] Section of RC specimen 158

[Fig. A.2] Section of CFT specimen 159

[Fig. A.3] Dimension of ERS 160

[Fig. A.4] Section of RCE specimen 161

[Fig. A.5] Section of CFT-E specimen 162

[Fig. A.6] Dimension of NERS 163

[Fig. B.1] Formwork of exterior connections 164

[Fig. B.2] Bar arrangement of interior connections 164

[Fig. B.3] Anchorage of through bar in CFT-E specimens 164

[Fig. B.4] Seismic-band arrangement of CFT-3 165

[Fig. B.5] Seismic-band arrangement of CFT-E3 165

[Fig. B.6] Placement of concrete in interior connections 165

[Fig. C.1] Guide rail for preventing torsion of specimens 166

[Fig. C.2] Setup of CFT-1 specimen 166

[Fig. C.3] Setup of ERS and NERS in RCE specimen 166

참고문헌 (52건) : 자료제공( 네이버학술정보 )

참고문헌 목록에 대한 테이블로 번호, 참고문헌, 국회도서관 소장유무로 구성되어 있습니다.
번호 참고문헌 국회도서관 소장유무
1 Reinforced Concrete in Residential Buildings 소장
2 사각형 단면을 갖는 수직부재와 접합되는 슬래브의 탄성 유효보폭 소장
3 하중 특성에 기초한 무량판 슬래브의 강성감소 계수 소장
4 전단보강된 무량판-기둥 접합부의 횡저항 성능 소장
5 Lattice Shear Reinforcement for Slab-Column Connection Subjected to Unbalanced Moment 소장
6 CFT 과거·현재 그리고 미래 소장
7 An Experimental Study for Development of Details and Design Method of CFT Column-to-RC Flat Plate Connections 소장
8 한국강구조학회 논문집 요약문 네이버 미소장
9 사단법인 대한건축학회，건축구조설계기준(Korean Building Code-Structure, KBCS), 대한건축학회，2005. 미소장
10 사단법인 대한건축학회，건축구조설계기준 및 해설(Korean Building Code-Structure, KBCS), 대한건축학회，2006. 미소장
11 ACI Committee 318，Building Code Requirements for Structural Concrete (ACI 318-05) and Commentary (ACI 318R-05), American Concrete Institute,Farmington Hills, Ml, 2005. 미소장
12 Equivalent Frame Analysis For Slab Design 네이버 미소장
13 Frame Analysis of Concrete Buildings 네이버 미소장
14 Comparison of Analysis Procedures for Two-Way Slabs 네이버 미소장
15 No-go activity in the frontal association cortex of human subjects 네이버 미소장
16 Verification of Proposed Design Methodologies for Effective Width of Slabs in Slab-Column Frames 네이버 미소장
17 Shear and Diagonal Tension 네이버 미소장
18 Eurocode 2，“Design of Concrete Structure, Part 1，General Rules and Rules for Buildings", ENV 1992-1-1. 미소장
19 CEB-FIP Model Code 1990， “Structural Concrete Textbook on Behavior", Design and Performance Updated Knowledge of the CEB-FIP Model Code 1990，Lausanne, 1993. 미소장
20 CSA A23.3-04, “Design of Concrete Structures", Canadian Standard Association, Toronto, Ontario, Canada, 2004. 미소장
21 “Shear Strength of Slab with Shear Reinforcement", Shear in Reinforced Concrete, SP-42, Vol.2，American Concrete Institute, Farmington Hills, Ml, 1974，pp.785-815. 미소장
22 Shear Reinforcement For Deflection Ductility of Flat Plates 네이버 미소장
23 Punching Shear Resistance of Flat Slabs: Influence of Reinforcement Type and Ratio 네이버 미소장
24 The Effects of Shear Reinforcement on the Reversed Cyclic Loading Behavior of Flat Plate Structures 네이버 미소장
25 Joint ACI-ASCE Committee 421， “Shear Reinforcement for Slabs (ACI 421.1 R-99) (Reapproved 2006)", American Concrete Institute, Farmington Hills, Ml, 1999，pp. 15. 미소장
26 Transfer of Bending Moment Between Flat Plate Floor and Column 네이버 미소장
27 “Shearing Strength of Reinforced Concrete Slabs and Footings Under Concentrated Loads", Development Department Bulletin D47, April, 1961，pp. 130. 미소장
28 ，“Shear and Moment Transfer Between Concrete Slabs and Columns", Journal of the PCA Research and Development Laboratories, January, 1968，pp.2-6. 미소장
29 Stresses in Flat Plates Near Columns 네이버 미소장
30 No-carrier-added (NCA) aryl [ 18F]fluorides via the nucleophilic aromatic substitution of electron-rich aromatic rings 네이버 미소장
31 “Lateral Displacement Ductility of Reinforced Concrete Flat Plates", ACI Stuructural Journal, Vol.86, No.3, May-June, 1989， pp.250-258. 미소장
32 Joint ACI-ASCE Committee 352， “Recommendations for Design of Slab-Column Connections in Monolithic Reinforced Concrete Structures", ACI Structural Journal, Nov.-Dec. 1998，pp.675-696. 미소장
33 “Gravity Load Effect on Seismic Behavior of Interior Slab-Column Connections’’, Vol.88，No.3, May-June 1991， pp.255-267. 미소장
34 AISC, Manual of Steel Construction： Load and Resistance Factor Design, Third Edition, 2001 미소장
35 MIDAS IT, “MIDAS GENw Analysis and Design", MIDAS IT. 미소장
36 Preventing Progressive Collapse of Slab Structures 네이버 미소장
37 “단부 및 중앙부 플랫플레이트의 철근 분배율에 따른 모멘트 재분배 실험”，한국콘크리트학회 논문집，V.19，No. 5，pp.603-611. 미소장
38 ACI Innovation Task Group 1 and Collaborators, Acceptance Criteria for Moment Frames Based on Structural Testing (ACI ITG/T1.1-01) and Commentary (ACI ITG/T1.1R-01), American Concrete Institute, Farmington Hills, Ml, 2001. 미소장
39 “횡하중 저항 슬래브-기둥 접합부의 펀칭전단 및 불균형모멘트 강도모델”，대한건축학회 구조계 논문집，V.25，No.1, pp.41-48. 미소장
40 “불균형모멘트와 펀칭전단의 상관관계를 고려한 철근콘크리트 무량판 슬래브의 파괴모델”，한국콘크리트학회 논문집，V.20，No.4, pp.523-530. 미소장
41 “Tests on Slab-Column Connections with Shear and Unbalanced Flexure", Proceedings of Journal of The Structure Division, ASCE, V.102, No.ST3, pp.549-568. 미소장
42 Tests on Concrete Slab-Column Connections With Stud-Shear Reinforcement Subjected to Shear-Moment Transfer 네이버 미소장
43 Cyclic Testing of Slab-Column Connections with Shear Reinforcement 네이버 미소장
44 Seismic Performance of Reinforced Concrete Slab-Column Connections with Thin Plate Stirrups 네이버 미소장
45 Gravity Load Effect on Seismic Behavior of Exterior Slab-Column Connections 네이버 미소장
46 Seismic Behavior of Edge Column-Slab Connections with Stud Shear Reinforcement 네이버 미소장
47 ATENA Program Documentation, Cervenka Consulting, Czech Republic, 2000. 미소장
48 “Local Approach to Fatigue of Concrete", Doctor Dissertation, Delft University of Technology, The Netherlands, ISBN 90/9004519-8. 미소장
49 Constitutive Model for Cracked Reinforced Concrete 네이버 미소장
50 Multiaxial strain-softening of concrete 네이버 미소장
51 사단법인 대한건축학회，콘크리트충전 강관구조 설계 및 시공메뉴얼，대한건축학회，2004. 미소장
52 한국철강협회，새로운 강구조 허용응력설계기준에 따른 H형강 구조설계편람，아이앤아이스틸주식회사，2003. 미소장

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