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| DC 欄位 | 值 | 語言 |
|---|---|---|
| dc.contributor.advisor | 黃世建(Shyh-Jiann Huang) | |
| dc.contributor.author | Cian Coughlan | en |
| dc.contributor.author | 柯祁恩 | zh_TW |
| dc.date.accessioned | 2021-06-16T05:41:10Z | - |
| dc.date.available | 2016-08-17 | |
| dc.date.copyright | 2014-08-17 | |
| dc.date.issued | 2014 | |
| dc.date.submitted | 2014-08-11 | |
| dc.identifier.citation | [1] Wallace, J.W., (2012). “Behaviour, Design, and Modelling of Structural Walls and Coupling Beams – Lessons from Recent Laboratory Tests and Earthquakes” International Journal of Concrete Structures and Materials, Vol. 6, No. 1, pp.3-18.
[2] NCh 433. Of 96 (1996), “Diseno Sismico de Edificious (Chilean Building Code)”, Chile. [3] ACI 318 (1995), “Building Code Requirements for Structural Concrete (ACI 318 – 95) and Commentary”, ACI 318-95, American Concrete Institute, Farmington Hills, Michigan, USA. [4] ACI 318 (2011). “Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary”, ACI 318-11, American Concrete Institute, Farmington Hills, Michigan, USA. [5] Wallace, J. W. (2013), “ACI 318-14 – CH030 Special Structural Wall”, ACI 318 Change Submittal; 8443 – 8462. [6] ACI 318 (1999). “Building Code Requirements for Structural Concrete (ACI 318-99) and Commentary”, ACI 318-11, American Concrete Institute, Farmington Hills, Michigan, USA. [7] ACI Innovation Task Group 4 and Other Contributors, (2007), “Report on Structural Design and Detailing for High-Strength Concrete in Moderate to High Seismic Applications” ACI ITG-4.3R-07. [8] Sezen, H.,(2002) “Seismic behaviour and modelling of reinforced concrete building columns”, PhD. Dissertation, Department of Civil and Environmental Engineering, University of California, Berkley. [9] Wallace, J.W. and Moehle, J.P., (1992), “Ductility and Detailing Requirements of Bearing Wall Buildings” Journal of Structural Engineering .118:1625-1644. [10] Thompsen J.H. and Wallace, J.W. (2004), “Displacement Based Design of Slender Reinforced Concrete Structural Walls – Experimental Verification.” Journal of Structural Engineering, Vol. 130, No. 4, April 1 2004 pp. 618 – 630. [11] Priestley, M.J.N. and Kowalsky, M.J., (1998), “Aspects of Drift and Ductility Capacity of Rectangular Cantilever Structural Walls”, Bulletin of the New Zealand National Society for Earthquake Engineering, Vol. 31, No.2, pp. 73 – 85. [12] Paulay, T., and Priestley, M.J.N. (1992), “Seismic Design of Reinforced Concrete and Masonry Buildings,” John Wiley and sons, New York. [13] FEMA 356 (2000), “Prestandard and Commentary for the Seismic Rehabilitation of Buildings”, Federal Emergency Management Agency, Washington D.C. [14] Eurocode 8 (2004), “Design of Structures for Earthquake Resistance – Part 1: General Rules, Seismic Actions and Rules for Buildings” , BS EN 1998-1:2004, European Committee for Standardisation. [15] NZS 3101 (1995), “Commentary on the Design of Concrete Structures”, Standards New Zealand, New Zealand. [16] CSA (2004), “Design of Concrete Structures”, CSA Standard A23. 3-04, Canadian Standards Associations, Rexdale Ontario. [17] Liang, X. et. Al. (2013), “Seimic Behaviour of High-Strength Concrete Structural Walls with Edge Columns”, ACI Structural Journal, Vol. 110, No. 6, November –December 2013. [18] NZS 3101 (2006), “Concrete Structures Standard”, Standards New Zealand, New Zealand. [19] Moehle, J. P., Ghodsi, T., Hooper, J. D., Fields, D. C., and Gedhada, R., (2011), “Seismic Design of Cast-in-place Concrete Special Structural Walls and Coupling Beams: A Guide For Practicing Engineers”, NEHRP Seismic Design Technical Brief, No.6, Produced by the NEHRP Consultants Joint Venture, A Partnership of the Applied Technology Council and the Consortium of Universities for Research in Earthquake Engineering for the National Institute of Standards and Technology, Gaithersburg, MD, NIST GCR 11-917-11REV-1. [20] ACI 374 (2005), “Acceptance Criteria for Moment Frames Based on Structural Testing and Commentary” ACI 374.1-05, American Concrete Institute, Farmington Hills, Michigan, USA. [21] Liu, X., Burgueno, R.,Egleston, E. and Hines, E.M.,(2009), “Inelastic Web Crushing Performance Limits of High-Strength-Concrete Structural Wall – Single wall Test Program”, Report No. CEE-RR-2009/03, Michigan State University, East Lansing, MI, 2009, 281 pp. [22] XTRACT (2007), “Cross Sectional Structral Analysis of Components”, XTRACT v.3.0.9. Computer Program, Imbsen Software Systems. [23] Saatcioglu M., and Razvi S. R. (1999), “Confinement Model for High-Strength Concrete” Journal of Structural Engineering, ASCE 118(6), 1590 – 1607. [24] Adebar, P. and Ibrahim, A. M. M.,(2007), “Test of High-Rise Core Wall: Effective Stiffness for Seismic Analysis”, ACI Structural Journal, Vol. 104, No. 5, September – October 2007. [25] Perera, S.V.T.J., and Mutsuyoshi, H.,(2011), “Tension Stiffening Behaviour of High-Strength Concrete Tension Members”, Annual Research Journal of SLSAJ, Vol. 11, pp. 10 – 18. [26] Koh, S. K., and Stephens, R. I. (1991), “Mean Stress Effects on Low Cycle Fatigue For a High Strength Steel”, Fatigue Fracture of Engrg. Mater. And Struct., 14 (4) 413 – 428. [27] Manson, S. S. (1953), “Behaviour of Materials Under Conditions of Thermal Stress”, Heat Transfer Symp., University of Michigan Engineering Research Institue, Ann Arbor, Michigan, 9 – 75. [28] Mander, J.B. and Panthaki, F. D., (1994), “Low-Cycle Fatigue Behaviour of Reinforcing Steel”, Journal of Materials in Civil Engineering, Vol. 6., No. 4, November 1994. ASCE. | |
| dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/56670 | - |
| dc.description.abstract | In areas of high seismicity, a common and efficient method for resisting lateral loads is by incorporating a structural wall in the building design. Structural walls can provide sufficient strength, stiffness and deformation capacity when proportioned and detailed correctly. To achieve more efficient, economical and reliable designs, it is important to understand the response and behaviour of structural walls. With the use of high-strength materials becoming increasingly popular, the need for analytical methods for predicting behaviour and deformation capacity of high-strength structural walls is crucial.
Two high-strength material flexural walls were constructed and tested under reversed cyclic lateral loading. Based on observations of recent earthquakes in Chile and New Zealand, a number of researchers felt that the current ACI 318-11 standards may have some deficiencies with regards to the structural wall provisions. This study aimed to compare the performance of two specimens, one of which was designed and detailed according to the current provisions, and the second in accordance with the proposed code change requirements for the next series of ACI 318, ACI 318-14. However, due to the premature fracturing of longitudinal steel, large inelastic strains in the confining steel were not developed and a definitive conclusion could not be made. Also in this study, the current ACI recommendations for the effective stiffness used when calculating lateral displacements is evaluated and compared with the experimental results. It was found that the code recommendations overestimated the wall stiffness by over 40%. This result suggests that further research into the stiffness degradation of members constructed with high-strength material is necessary Simplified computational methods to estimate the force-displacement response of a flexural wall were examined, a comprehensive fibre sectional analysis and basic bilinear stiffness relationships were considered. The results showed that the response of the high-strength walls can be predicted effectively. | en |
| dc.description.provenance | Made available in DSpace on 2021-06-16T05:41:10Z (GMT). No. of bitstreams: 1 ntu-103-R01512049-1.pdf: 23848455 bytes, checksum: a25ad7c00f5140052d2c2bfa2a0a771b (MD5) Previous issue date: 2014 | en |
| dc.description.tableofcontents | Acknowledgements i
Abstract ii Table of Contents iv List of Tables vii List of Symbols xv Chapter 1. Introduction 1 1.1 Introductory Remarks 1 1.1.1 Motivation 2 1.1.2 ACI Code Change Proposal 2 1.1.3 High Strength Material 3 1.2 Common Construction Practice 4 Chapter 2. Literature Review 5 2.1 Introduction 5 2.2 ACI-318 Current and Proposed Provisions 5 2.3 ACI Innovation Task Group Recommendations 7 2.4 Yield Displacement and Deformations 8 2.5 Shear Displacement 9 2.6 Slip Displacement 9 2.7 Moment-Curvature Analysis 10 2.8 Effective Stiffness 11 2.8.1 ACI 318-11 (2011) 12 2.8.2 Paulay and Priestley (1992) 13 2.9 Experimental Studies 13 Chapter 3. Test Program 15 3.1 Introduction 15 3.2 Specimen Design 16 3.2.1 Specimen information 16 3.2.2 Concrete 16 3.2.3 Steel for reinforcements 16 3.2.4 Steel for confinement 17 3.2.5 Steel for shear resistance 17 3.2.6 Wall reinforcements 18 3.2.7 Boundary element reinforcement 18 3.2.8 Special Boundary Element (SBE) 19 3.2.9 Development Length of Transverse web reinforcement into the SBE 24 3.2.10 SBE transverse reinforcement amount 24 3.2.11 Shear capacity 26 3.2.12 Flexural capacity 27 3.2.13 Shear friction requirements 28 3.2.14 Other requirements 29 3.3 Material Properties 30 3.3.1 Concrete 30 3.3.2 Steel 31 3.4 Construction of Specimens 31 3.5 Test Setup 33 3.6 Loading History 37 3.7 Instrumentation 37 Chapter 4. Test Results and Observations 42 4.1 Introduction 42 4.2 Specimen HSSW-11: ACI 318-11 43 4.3 Specimen HSSW-14: ACI 318-14 45 4.4 Performance of Confining Steel 48 4.5 Flexural Behaviour 48 4.6 Shear Behaviour 50 Chapter 5. Evaluation of Test Results and Analytical Studies 52 5.1 Introduction 52 5.2 Material Models for Moment-Curvature Analysis 52 5.2.1 Concrete Model 52 5.2.2 Steel Model 55 5.3 Moment-Curvature Analysis 55 5.4 Comparison of Monotonic Moment-Curvature Analysis with Test Data 57 5.5 Effective Stiffness 59 5.5.1 Possible Hypotheses for Lower Effective Stiffness 61 5.5.1.1 Reduced Tension-Stiffening Effect 61 5.5.1.2 Reduced Bond Due to Shallow Ribs in D10 Reinforcing Steel 62 Chapter 6. Summary and Conclusion 63 6.1 Summary 63 6.2 Moment-Curvature Analysis 63 6.3 Low Cycle Fatigue 64 6.4 Effective Stiffness Recommendations 64 6.5 ACI Code Change Evaluation 64 References 66 Tables 70 Figures 81 | |
| dc.language.iso | en | |
| dc.subject | 高強度 | zh_TW |
| dc.subject | 剪力牆 | zh_TW |
| dc.subject | 鋼筋混凝土 | zh_TW |
| dc.subject | 耐震 | zh_TW |
| dc.subject | High-Strength material | en |
| dc.subject | Reinforced Concrete Flexural Wall | en |
| dc.subject | Deformational Capacity | en |
| dc.subject | Stiffness Degradation | en |
| dc.title | 高強度鋼筋混凝土撓曲剪力牆之耐震行為研究 | zh_TW |
| dc.title | Seismic Behaviour of RC Flexural Walls using High Strength Materials | en |
| dc.type | Thesis | |
| dc.date.schoolyear | 102-2 | |
| dc.description.degree | 碩士 | |
| dc.contributor.oralexamcommittee | 蔡克銓(Keh-Chyuan Tsai),蕭輔沛(Fu-Pei Hsiao) | |
| dc.subject.keyword | 耐震,高強度,鋼筋混凝土,剪力牆, | zh_TW |
| dc.subject.keyword | Reinforced Concrete Flexural Wall,High-Strength material,Deformational Capacity,Stiffness Degradation, | en |
| dc.relation.page | 168 | |
| dc.rights.note | 有償授權 | |
| dc.date.accepted | 2014-08-12 | |
| dc.contributor.author-college | 工學院 | zh_TW |
| dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
| 顯示於系所單位： | 土木工程學系 | |
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