8 research outputs found
κ°μ§μ λν κ°μ±ν λμμ μ ν¨μ©μ± : μμ λΆμ λ° μμ μ±μ
νμλ
Όλ¬Έ(μμ¬)--μμΈλνκ΅ λνμ :μνκ³Ό μ κ²½μΈκ³Όνμ 곡,2003.Maste
νμ΄λΈλ¦¬λ κ±°λ μ ν©λΆμ μ€κ³ μ§μΉ¨ μ μ
νμλ
Όλ¬Έ (μμ¬)-- μμΈλνκ΅ λνμ : 곡과λν 건μ€ν경곡νλΆ, 2018. 2. μ‘°μ¬μ΄.νμ΄λΈλ¦¬λ κ±°λλ κ°κ±°λμ μ½ν¬λ¦¬νΈκ±°λλ₯Ό κΈΈμ΄λ°©ν₯μΌλ‘ μ ν©νμ¬ μ€κ³ν κ±°λμ΄λ€. κ°κ±°λμ μ½ν¬λ¦¬νΈκ±°λλ₯Ό μ°κ²°νλ νμ΄λΈλ¦¬λ κ±°λ μ ν©λΆλ μΌλ°μ μΌλ‘ κ°νκ³Ό μμ±μ μ½ν¬λ¦¬νΈ, κ·Έλ¦¬κ³ μ λ¨μ°κ²°μ¬λ‘ ꡬμ±λμ΄μλ€. μ ν©λΆμμλ μ΄μ’
μ¬λ£ κ°μ κ°μ± μ°¨μ΄λ‘ μλ ₯μ§μ€νμμ΄ λ°μν μ μμ΄ μ€κ³ μ μ£Όμκ° μꡬλλ λΆλΆμ΄λ€. νμ¬ κ΅λ΄μλ νμ΄λΈλ¦¬λ κ΅λ μ ν©λΆ μ€κ³λ₯Ό μν μ€κ³κΈ°μ€μ΄ μ‘΄μ¬νμ§ μλ μν©μ΄λ€. μ λ¨μ°κ²°μ¬μ κ΄λ ¨νμ¬ κ΅λ΄ λλ‘κ΅ μ€κ³κΈ°μ€μλ κ°κ±°λμ μ½ν¬λ¦¬νΈλ°λ₯νμΌλ‘ μ΄λ£¨μ΄μ§ ν©μ±λ¨λ©΄μ λν μ€ν°λν μ λ¨μ°κ²°μ¬μ λν κ·μ μ΄ μ‘΄μ¬νλ μ΄λ₯Ό μ ν©λΆ μ€κ³μ μ μ© κ°λ₯νμ§μ λν΄μλ κ²μ¦ κ³Όμ μ΄ νμνλ€. λ³Έ μ°κ΅¬μμλ ν΄λΉ κ·μ μ μ μ© κ°λ₯μ±μ νμΈνκΈ° μν΄μ ν΄μ λ° μ€νμ μ°κ΅¬λ₯Ό μννμλ€. μΆκ°μ μΌλ‘ μ ν©λΆλ₯Ό ꡬμ±νλ κ°νμ κΈΈμ΄, μ¦ μ ν©λΆμ κΈΈμ΄κ° νμ΄λΈλ¦¬λ κ±°λμ λ―ΈμΉλ μν₯μ λν΄μ 맀κ°λ³μ μ°κ΅¬λ₯Ό μΆκ°μ μΌλ‘ μννμλ€.
νμ΄λΈλ¦¬λ κ±°λ μ ν©λΆμμλ μ€ν°λμ ν¨λ³νμΌλ‘ μΈν΄ λΆλΆν©μ±κ±°λμ΄ λ°μνλ―λ‘ μ μ λ°©ν₯μ μ¬λ¦½λ¬Όμ±μ κ³ λ €ν ν΄μλͺ¨λΈμ μ 립νμλ€. ν΄μμ μ°κ΅¬μ μ¬μ©λ κ±°λλ κΈ°μ‘΄ μ°κ΅¬μμ ν΄μμ μ°κ΅¬μμ μ¬μ©ν κ±°λλ₯Ό μ¬μ©νμλ€. κ°λ¨ν κ²μ¦μ μνν κ²°κ³Ό μ 립ν ν΄μλͺ¨λΈμ μ μ λ°©ν₯μ λ¬Όμ±μ λ°λΌμ λΉν©μ± κ±°λκ³Ό λΆλΆν©μ± κ±°λ, μμ ν©μ± κ±°λμΌλ‘ ꡬλΆλλ ν©μ±κ±°λμ μ νμ μ λͺ¨μ¬ν μ μμλ€.
λ€μμΌλ‘ ν΄μ λͺ¨λΈμ μ€κ³ μμΈλ₯Ό κΈ°λ°μΌλ‘ μ€ν°λμ κ°μλ₯Ό μ€ν λ³μλ‘ νμ¬ μ΄ 3κ°μ μ€ν체λ₯Ό μ μνκ³ νμ€μ¬νμ€νμ μννμ¬ ν©μ±κ±°λμ μ νκ³Όμ κ΄κ³λ₯Ό λΆμνμλ€. μ€ν κ²°κ³Ό μ ν©λΆ λ΄λΆμ λ°°μΉλ μ€ν°λμ κ°μμ λ°λΌ μ€ν체λ λΉν©μ± κ±°λκ³Ό μμ ν©μ± κ±°λμ 보μ΄λ κ²μ νμΈν μ μμλ€. λν λλ‘κ΅ μ€κ³κΈ°μ€μ μ μλ ν©μ±λ¨λ©΄μ μ μ©νλ μ€ν°λμ λν μ€κ³κΈ°μ€μ νμ΄λΈλ¦¬λ κ±°λ μ ν©λΆ μ€κ³μ μ μ©ν κ²½μ° μμ ν©μ± κ±°λμ 보μ΄λ―λ‘ ν΄λΉ κ·μ μ μ μ© κ°λ₯νλ€λ μ¬μ€μ νμΈν μ μμλ€.
μ ν©λΆμ κΈΈμ΄μ λν μν₯μ νμΈνκΈ° μν΄ λ§€κ°λ³μμ°κ΅¬λ₯Ό μννμλ€. λͺ¨λ ν΄μμμ μ΄ κΈΈμ΄μ κ°κ±°λμ κΈΈμ΄λ λμΌνκ² μ€μ νμκΈ° λλ¬Έμ μ ν©λΆμ κΈΈμ΄κ° μ¦κ°ν μλ‘ PSCκ±°λμ κΈΈμ΄κ° 짧μμ§κ³ ꡬ쑰물μ κ°μ±μ΄ 컀μ§λ―λ‘ κ±°λμ μ΅λνμ€μ μ¦κ°νκ² λλ€. μ¦κ°λ ꡬ쑰물μ κ°μ±μ μν ν¨κ³Όλ₯Ό μ κ±°ν μμν μ ν©λΆ κΈΈμ΄μ λν ν¨κ³Όλ₯Ό μ»κΈ° μν΄ λμΌν κΈΈμ΄μμ λΉν©μ± κ±°λκ³Ό μμ ν©μ± κ±°λμ μ΅λνμ€ μ°¨μ΄λ₯Ό κΈΈμ΄ ν¨κ³Όλ‘ κ°μ νκ³ μ ν©λΆ κΈΈμ΄ μ¦κ°μ λ°λ₯Έ λ³νλ₯Ό νμΈνμλ€. 맀κ°λ³μμ°κ΅¬ κ²°κ³Ό μ ν©λΆ κΈΈμ΄κ° μ¦κ°ν¨μ λ°λΌ λ°μνλ κΈΈμ΄ ν¨κ³Όλ μ΅λνμ€ λλΉ μ½ 1 % λ΄μΈλ‘ λ―ΈλΉν κ²μΌλ‘ λνλ¬λ€.Hybrid girder consists of steel girder and concrete girder connecting in longitudinal direction. Joint in hybrid girder, connecting steel girder and concrete girder, is composed of the steel plate, filling concrete and shear connector. Joint is critical part because stress concentration can occur the difference of stiffness between two materials. For this reason, it is needed to be careful when design of joint.
Currently there is no domestic design standard for design of joint in hybrid girder. The design standard about stud type shear connector for design of composite section combining steel girder and concrete slab is presented in Korean highway bridge design code, but the applicability of this standard for design of joint is not verified. In this thesis, finite element analysis and experimental test were conducted for suggestion of design guideline for joint in hybrid girder.
Finite element model was developed using interface element to consider slip behavior in tangential direction at the interface between steel and concrete. Slip behavior should be considered because partial composite behavior was able to occur due to flexural deformation of stud. Target structure was selected which used in previous study conducted by other researcher. As a result of simple verification, the developed model was proper to simulate all types of composite behavior β non composite behavior, partial composite behavior and full composite behavior β just changing material properties of interface element.
Total three specimens were fabricated and experimental test was conducted to find the relation between the number of stud and type of composite behavior. As experimental results, the specimen using the number of stud followed Korean highway bridge design code was shown full composite behavior and the other specimens which using less number of stud was shown non composite behavior. As a result, the design standard about stud in Korean highway bridge design code was applicable to design of joint in hybrid girder.
Parametric study was conducted to find the effect of joint length. Equal total length and steel girder length were used in all analysis case. If the joint length was increased, PSC girder length was decreased. Therefore, the stiffness of structure was increased and finally the maximum load of hybrid girder was also increased. In order to exclude the effect of stiffness, the effect of joint length was calculated by the difference of maximum load increment between full composite behavior and non composite behavior. The results of parametric study showed that the effect of joint length was insignificant, less than about 1.5 % of maximum load.1. Introduction 1
1.1. Research Background 1
1.2. Research Objectives 3
1.3. Outline 3
2. Literature Review 5
2.1. Design of Joint in Hybrid Girder 5
2.1.1. Korean highway bridge design code (2010) (Korea) 5
2.1.2. Design of joint using prestressing tendon 6
2.1.3. Design of joint using stud type shear connector 7
2.2. Previous Studies 8
2.2.1. Kim, Kwang-Soo et al (2008) 8
2.2.2. Kim, Sang-Hyo et al (2011) 9
2.2.3. Park, Bong-Sik (2016) 10
2.2.4. Limitations of previous studies 10
3. Development of Finite Element Model using Interface Element 12
3.1. Interface Element 12
3.1.1. General 12
3.1.2. Slip properties 13
3.2. Finite Element Model 14
3.2.1. Geometry of target structure 14
3.2.2. Finite element type and mesh 16
3.2.3. Material models and properties 19
3.2.3.1. Concrete 19
3.2.3.2. Steel, reinforcing bar, stud and tendon 21
3.3.2.3. Interface 22
3.2.4. Constraint conditions 23
3.2.5. Boundary conditions 23
3.2.6. Loading conditions 23
3.3. Simple Verification 24
3.3.1. Comparison model for verification 24
3.3.1.1. Park (2016) model 24
3.3.1.2. Merging Nodes model 24
3.3.2. Analysis results 24
3.4. Conclusion 26
4. Experimental Verification 27
4.1. Experimental Program 27
4.1.1 Test specimens 27
4.1.2. Material properties 31
4.1.3. Test set-up 31
4.2 Test Result 33
4.2.1. Failure mode and crack pattern 33
4.2.2. Measurement position-deflection relationship 35
4.2.3. Load-deflection relationship 36
4.3. Finite Element Analysis 36
4.4. Conclusion 39
5. Parametric study 40
5.1 Finite Element Model 40
5.1.1 Geometry of target structure 40
5.1.2. Finite element type and mesh 41
5.1.3. Material models and properties 41
5.1.4. Constraint conditions 44
5.1.5. Boundary conditions 44
5.1.6. Loading conditions 44
5.2 Parametric Study 45
5.2.1. Parameter : joint length 45
5.2.2. Assumption to find the effect of joint length 46
5.2.3. Analysis results 47
5.3 Conclusion 50
6. Conclusions 51
6.1 Summary and Conclusions 51
6.2 Prospects for Further Study 52
Reference 53
κ΅λ¬Έμ΄λ‘ 61Maste