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Experimental Study on Shear Strength of Prestressed PC-CIP Composite Beams
| DC Field | Value | Language |
|---|---|---|
| dc.contributor.advisor | 박홍근 | - |
| dc.contributor.author | 서정일 | - |
| dc.date.accessioned | 2017-07-14T03:58:01Z | - |
| dc.date.available | 2017-07-14T03:58:01Z | - |
| dc.date.issued | 2015-02 | - |
| dc.identifier.other | 000000025473 | - |
| dc.identifier.uri | https://hdl.handle.net/10371/124077 | - |
| dc.description | 학위논문 (석사)-- 서울대학교 대학원 : 건축학과, 2015. 2. 박홍근. | - |
| dc.description.abstract | Recently, demands of precast (PC) composite method combined prestressed PC concrete and cast-in place(CIP) concrete increase in modular architectures. Because there is not obvious design code for shear strength of composite beam, in spite of increasing demands, engineers lead to being in difficulty to estimate shear strength of composite beams. Current design code (KCI 2012, ACI 318-11) suggests that properties of the individual elements or the most critical values shall be used in design if the specified strength, unit weight, or other properties of the various elements are different. Based on current code, 34 of prestressed composite specimens were tested and investigated consideration for shear design of composite beam. Test variables were section type, prestressing force (fse/fpu), shear span-to-depth ratio (a/d), and shear reinforcement ratio (ρvfy).
In the result of tests, there were three failure modes: shear compression failure, horizontal shear failure, and web shear failure. Shear strength occurred shear compression failure was 2.4 times higher than that occurred horizontal shear failure and web shear failure. Also, shear strength increased as prestressed area and prestressing force increased and shear span-to-depth ratio decreased. Especially, in the case of specimens having a/d=3.0 and 62 percent~65 percent of effective prestressing force, shear strength did not increase though shear reinforcement ratio increased. Comparison between experimental values in this study and predicted values with current design code (KCI 2012, ACI 318-11), Eurocode2, empirical equation of Sozen et al., and theoretical equation of Bažant et al. was investigated. Consequently, shear strength with simplified method and detailed method of ACI 318 were in safety side and detailed method was rather conservative than simplified method. Thus it is reasonable to estimate shear strength of composite beams using current design code (ACI 318-11) which reflects properties of the individual elements. In addition, shear database (UTPCSDB) analysis which the number of specimens is 159 was performed included data in this study. As a results according to experimental variables, there was 2.3 percent of non-safety side in the case of upper 40 percent effective prestressing force in the case of simplified method (ACI 318-11) but all specimens were in safety side in case of detailed method. | - |
| dc.description.tableofcontents | Contents
Abstract i Contents iii List of Tables vi List of Figures viii List of Symbols xi Chapter 1. Introduction 1 1.1 General 1 1.2 Scope and Objectives 4 1.3 Outline of Masters Thesis 5 Chapter 2. Review 6 2.1 Design Codes 6 2.1.1 ACI 318-11 6 2.1.2 Other Design Codes for Prestressed Member 9 2.2 Preceding Research 11 2.2.1 Revesz (1953) 11 2.2.2 Saemann and Washa (1964) 12 2.2.3 Bryson, Skoda, and Watstein (1965) 14 2.2.4 Loov and Patnaik (1994) 16 Chapter 3. Shear Strength of Prestressed PC-CIP Composite Beams without Web Reinforcement 19 3.1 Test Program 19 3.1.1 Test Parameters 19 3.1.2 Test Specimens and Set-up 23 3.1.3 Materials 26 3.2 Result 28 3.2.1 Specimens 1-A ~ 1-D (a/d=3.0, fpj=0.55fpu) 28 3.2.2 Specimens 2-A ~ 2-D (a/d=3.0, fpj=0.70fpu) 30 3.2.3 Specimens 3-A ~ 3-D (a/d=4.0, fpj=0.70fpu) 32 3.2.4 Specimens 4-A ~ 4-D (a/d=4.0, fpj=0.70fpu, s=450 mm) 34 3.3 Analysis 36 3.3.1 Effect of Test Parameters 36 3.3.2 Contribution of prestress force 39 3.3.3 Comparison with Criteria of Vertical Shear Strength 42 3.3.4 Comparison with Criteria of Horizontal Shear Strength 44 3.4 Discussion 47 Chapter 4. Shear Strength of Prestressed PC-CIP Composite Beams with Web Reinforcement 49 4.1 Test Program 49 4.1.1 Test Parameters 49 4.1.2 Test Specimens and Setup 54 4.1.3 Materials 58 4.2 Result 60 4.2.1 Specimens 1-AS ~ 1-DS (a/d=3.0, fpj=0.55fpu, s=200 mm) 60 4.2.2 Specimens 2-AS ~ 2-DS (a/d=3.0, fpj=0.55fpu, s=450 mm) 62 4.2.3 Specimens 3-BS ~ 3-DS (a/d=3.0, fpj=0.70fpu, s=200 mm) 64 4.2.4 Specimens 4-AS ~ 4-DS (a/d=3.0, fpj=0.70fpu, s=300 mm) 66 4.2.5 Specimens 5-BS ~ 5-DS (a/d=3.0, fpj=0.70fpu, s=450 mm) 68 4.2.6 Specimens 6-AS ~ 6-DS (a/d=4.0, fpj=0.70fpu, s=450 mm) 70 4.3 Analysis 72 4.3.1 Effect of Test Parameters 72 4.3.2 Contribution of Shear Reinforcement 76 4.3.3 Relationship between tensile strain of shear reinforcement and shear crack occurrence 80 4.3.4 Comparison with Criteria of Vertical Shear Strength 84 4.3.5 Comparison with Criteria of Horizontal Shear Strength 86 4.4 Discussion 91 Chapter 5. Shear Database for Prestressed Concrete Members 93 5.1 Introduction 93 5.2 Prediction of Experimental Values 94 5.3 Shear Database Analysis 102 Chapter 6. Conclusion 109 References 111 Appendix A: List of Collected References 113 Appendix B: Evaluation Database 115 초 록 122 | - |
| dc.format | application/pdf | - |
| dc.format.extent | 3330007 bytes | - |
| dc.format.medium | application/pdf | - |
| dc.language.iso | en | - |
| dc.publisher | 서울대학교 대학원 | - |
| dc.subject | composite beam | - |
| dc.subject | precast concrete | - |
| dc.subject | prestressed beam | - |
| dc.subject | shear strength | - |
| dc.subject.ddc | 690 | - |
| dc.title | Experimental Study on Shear Strength of Prestressed PC-CIP Composite Beams | - |
| dc.type | Thesis | - |
| dc.description.degree | Master | - |
| dc.citation.pages | xiii,123 | - |
| dc.contributor.affiliation | 공과대학 건축학과 | - |
| dc.date.awarded | 2015-02 | - |
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