WEKO3
アイテム
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In composite girders under un-shored construction method, which is very common for composite girders, first, a steel girder only resists a bending moment due to dead loads of steel and wet concrete. The local buckling of the top flange plate in the steel girder due to the initial bending moment critically dominates the flexural resistance of the composite girders in the construction state. Besides, application of bridge high performance steels SBHS500, SBHS700 and hybrid steel girders is expected to be an economical solution for composite girder bridges. Steels SBHS500 and SBHS700, with yield strengths of 500 and 700 MPa, respectively, have been standardized in 2008 in Japannese Industrial Standards (JIS). They present the advantage of high yield strength, good weldability. However, if compared to conventional (normal) steels they possess different inelastic behavior, such as almost no yield plateau, smaller ductility, and a greater yield-to-tensile strength ratio. The bending moment capacity of a composite girder largely depends on local bucking of compressive components, such as flange plates and web plates. Hence, the local buckling strength of simply supported steel plates and section classifications based on the web slenderness limits of composite girders with SBHS steels for homogeneous as well as hybrid sections are investigated in the current study.\nIn this dissertation, a probabilistic distribution of buckling strengths for compressive plates with normal and bridge high performance steels was obtained through numerical analyses to propose nominal design strength and a corresponding safety factor. In the numerical analyses, Monte Carlo based simulation, which is combined with the response surface method, was employed to reduce exertion of finite element analyses. For each of 10 widthto- thickness parameter R values ranging from 0.4 to 1.4, a response surface of the normalized compressive strength was identified based on 114 finite element analysis results which include 4 normal and 2 high strength steel grades with different residual stresses and initial defections. The response surface is approximated as a simple algebraic function of the residual stress and the initial deflection. For the Monte Carlo based simulation in the current study, a pair of variables of residual stress and initial deflection is generated randomly in accordance with the probabilistic characteristics reported by Fukumoto and Itoh (1984). The LBS is evaluated deterministically by means of the response surface for the generated random variables. The probabilistic distribution of LBS is obtained from simulating 10,000 pairs of the random variables. The mean values obtained from results of LBS probabilistic distribution in the current study agree to those from experiments reported by Fukumoto and Itoh (1984). The obtained standard deviations of the current study exhibit about half of experimental results in a range of 0.6\u003cR\u003c1.2. Regarding each of 6 steel grades, the mean LBS strength of SBHS steel plates is greater than that of the normal steel plate. For R\u003e0.55 the standard deviation of LBS regarding SBHS steel plate is lower that that of normal steel plates. Judging this behavior, the design normalized LBS strength of steel plate will attain higher value with application of SBHS steels than normal steels for R\u003e0.55. In the range of 0.4≤R≤0.85, the variance of LBS is more sensitive with initial deflection than residual stress. Whereas in the range of R\u003e0.9, the variance of LBS is more sensitive with residual than initial deflection. For the nominal strength set to the mean value and probabilistic distribution of LBS is the normal distribution, the partial safety factors are obtained as 1.11, 1.13, and 1.16 for non-exceedance probability of the probabilistic LBS with respect to the nominal LBS equal to 5.0, 3.0, and 1.0%, respectively.\nFor investigation of web slenderness limits for section classifications of composite girders, the positive bending moment capacity of composite girders is examined through parametric study employing elasto-plastic finite element analyses. The section classification based on web slenderness limits for composite homogeneous and hybrid steel girders with bridge high performance steel SBHS500 are explored. Besides, the effects of the initial bending moment due to unshored construction method on the web slenderness limit are investigated. For section classification of composite hybrid girders, the yield moment, which is calculated from the yield moment of the corresponding composite homogeneous girders and hybrid factor, is an essential quantity. However, the hybrid factor specified in AASHTO was proposed without considering the initial bending moment. In the current study, the modified hybrid factor is proposed to determine the yield moment of hybrid sections from the corresponding homogeneous sections. Under the effect of different inelastic behavior of SBHS500 steel and the initial bending moment, it is shown that the compact- noncompact web slenderness limits in conventional design standards are over-conservative for both composite SBHS500 homogeneous and SBHS500-SM490Y hybrid steel girders. Many composite sections, which are classified as slender by current specifications, demonstrate sufficient flexural capacity as noncompact. The compact-noncompact web slenderness limit of composite SBHS500-SM490Y steel sections is greater than that of composite SBHS500 homogeneous steel sections. However, the noncompact-slender web slenderness limit for SBHS500-SM490Y hybrid sections is a little lower than that of SBHS500 homogeneous sections. For composite girders with non-compact sections with the initial bending moment, the proposal hybrid factors are slightly lower than those obtained from FEM analysis results, and the difference is about 5%. With considering a higher level of the initial bending moment, the hybrid factors using in AASHTO shows un-conservativeness. The investigation of section classification based on web slenderness limits of composite girders with SBHS500 steel for both homogeneous and hybrid steel girders shows that the web plate of steel girder can be designed with higher slenderness than requirements of current specifications such as AASHTO and Eurocode.", "subitem_description_type": "Abstract"}]}, "item_113_description_24": {"attribute_name": "目次", "attribute_value_mlt": [{"subitem_description": "ABSTRACT ........................................................................................................................iii\nACKNOWLEDGEMENTS ............................................................................................... vii\nTABLE OF CONTENTS.................................................................................................... ix\nLIST OF FIGURES ............................................................................................................ xi\nLIST OF TABLES ........................................................................................................... xvii\nCHAPTER 1......................................................................................................................... 1\nBACKGROUND .................................................................................................................. 1\n1.1 Introduction of composite girder bridge .............................................................. 1\n1.2 Design issues for composite girder bridges ......................................................... 5\n1.2.1 Thicker steel plates and new steel grades ............................................................ 5\n1.2.2 Allowable Stress and Limit State Design Method ............................................... 8\n1.3 Trend of recent design methods .......................................................................... 9\n1.3.1. Probability-based design..................................................................................... 9\n1.3.2. Allowable stress of JSHB ................................................................................. 11\n1.3.3. AASHTO-Load and Resistance Factor Design (LRFD).................................. 11\n1.3.4. Eurocode-Format of partial safety factor format............................................. 12\n1.4 Summary of issues............................................................................................ 13\nCHAPTER 2....................................................................................................................... 15\nLITERATURE REVIEW AND OBJECTIVES ............................................................... 15\n2.1 Reviews on compressive steel plates................................................................. 15\n2.2 Review on bending composite girder ................................................................ 21\n2.2.1. Hybrid factor .................................................................................................... 21\n2.2.2. Current classification of composite sections...................................................... 23\n2.2.3. Study of Gupta et al., (2006)............................................................................. 24\n2.3 Objectives ........................................................................................................ 26\nCHAPTER 3....................................................................................................................... 28\nSTATISTICAL INFORMATION OF LBS FOR STEEL PLATES................................ 28\n3.1. Introduction...................................................................................................... 28\n3.2. Plates properties ............................................................................................... 30\n3.3. Random inputs.................................................................................................. 32\n3.4. FE steel plate model ......................................................................................... 37\n3.5. Response surface .............................................................................................. 42\n3.6. Results from random simulation and discussion................................................ 46\n3.6.1. Convergence of the random simulation results.................................................. 46\n3.6.2. Results from random simulation ....................................................................... 47\n3.6.3. Approximate estimation of mean and variance.................................................. 55\n3.6.4. Proposal of partial safety factor ........................................................................ 60\n3.7. Conclusions...................................................................................................... 67\nCHAPTER 4....................................................................................................................... 69\nWEB SLENDERNESS LIMITS FOR SECTION CLASSIFICATION OF COMPOSITE GIRDERS........................................................................................................................... 69\n4.1. Introduction...................................................................................................... 69\n4.2. FEM simulation model of pure flexural composite girder ................................. 73\n4.3. Proposal of hybrid factor .................................................................................. 81\n4.4. Web slenderness limits in design of composite girders...................................... 86\n4.5. Conclusions...................................................................................................... 95\nCHAPTER 5....................................................................................................................... 97\nCONCLUSIONS AND RECOMMENDATIONS............................................................. 97\n5.1. Conclusion remarks .......................................................................................... 97\n5.2. Contribution of the current study .................................................................... 100\n5.3. Recommendations for future research............................................................. 100\nREFERENCES ................................................................................................................ 102\nAPPENDIX 1 ................................................................................................................... 106\nRESPONSE SURFACES................................................................................................. 106\nA1-1 Case 1-regarding all 6 steel grades for each R value ................................... 106\nA1-2 Case 2-regarding each among 6 steel grades for each R value ................... 108\nAPPENDIX 2 ................................................................................................................... 120\nPROBABILISTIC INFORMATION OF LBS................................................................ 120\nA2-1 Case 1-regarding all 6 steel grades for each R value ..................................... 120\nA2-2 Case 2-regarding each steel grade for each R value ...................................... 122\nAPPENDIX 3 ................................................................................................................... 132\nPROPERTIES OF COMPOSITE SECTION................................................................. 132\nA3-1 Yield moment.............................................................................................. 132\nA3-2 Plastic neutral axis and plastic moment capacity of homogeneous and hybrid section................................................................................................ 136", "subitem_description_type": "Other"}]}, "item_113_description_25": {"attribute_name": "注記", "attribute_value_mlt": [{"subitem_description": "主指導教員 : 奥井義昭", "subitem_description_type": "Other"}]}, "item_113_description_33": {"attribute_name": "資源タイプ", "attribute_value_mlt": [{"subitem_description": "text", 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FLEXURAL CAPACITY OF COMPOSITE GIRDERS : DESIGN EQUATION ACCOUNTING FOR BRIDGE HIGH PERFORMANCE STEELS
https://doi.org/10.24561/00010299
https://doi.org/10.24561/000102998912eae3-9651-405b-ac90-64966e81b03e
名前 / ファイル | ライセンス | アクション |
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GD0000513.pdf (8.3 MB)
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Item type | 学位論文 / Thesis or Dissertation(1) | |||||||||
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公開日 | 2014-07-17 | |||||||||
タイトル | ||||||||||
言語 | en | |||||||||
タイトル | FLEXURAL CAPACITY OF COMPOSITE GIRDERS : DESIGN EQUATION ACCOUNTING FOR BRIDGE HIGH PERFORMANCE STEELS | |||||||||
言語 | ||||||||||
言語 | eng | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | bridge high performance steels | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | local bucking strength | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | residual stress | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | initial deflection | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | Monte Carlo based simulation | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | response surface | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | partial safety factor | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | composite I-girder | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | web slenderness limit | |||||||||
キーワード | ||||||||||
主題Scheme | Other | |||||||||
主題 | ultimate flexural strength | |||||||||
資源タイプ | ||||||||||
資源タイプ識別子 | http://purl.org/coar/resource_type/c_db06 | |||||||||
資源タイプ | doctoral thesis | |||||||||
ID登録 | ||||||||||
ID登録 | 10.24561/00010299 | |||||||||
ID登録タイプ | JaLC | |||||||||
アクセス権 | ||||||||||
アクセス権 | open access | |||||||||
アクセス権URI | http://purl.org/coar/access_right/c_abf2 | |||||||||
タイトル(別言語) | ||||||||||
その他のタイトル | 合成桁の曲げ強度 : 橋梁用高性能鋼を考慮した設計式 | |||||||||
著者 |
Dang, Viet Duc
× Dang, Viet Duc
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著者 所属 | ||||||||||
埼玉大学大学院理工学研究科(博士後期課程)理工学専攻 | ||||||||||
著者 所属(別言語) | ||||||||||
Graduate School of Science and Engineering, Saitama University | ||||||||||
書誌 | ||||||||||
収録物名 | 博士論文(埼玉大学大学院理工学研究科(博士後期課程)) | |||||||||
書誌情報 |
発行日 2013 |
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出版者名 | ||||||||||
出版者 | 埼玉大学大学院理工学研究科 | |||||||||
出版者名(別言語) | ||||||||||
出版者 | Graduate School of Science and Engineering, Saitama University | |||||||||
形態 | ||||||||||
内容記述タイプ | Other | |||||||||
内容記述 | xviii, 144 p. | |||||||||
学位授与番号 | ||||||||||
学位授与番号 | 乙第212号 | |||||||||
学位授与年月日 | ||||||||||
学位授与年月日 | 2013-09-20 | |||||||||
学位名 | ||||||||||
学位名 | 博士(学術) | |||||||||
学位授与機関 | ||||||||||
学位授与機関識別子Scheme | kakenhi | |||||||||
学位授与機関識別子 | 12401 | |||||||||
学位授与機関名 | 埼玉大学 | |||||||||
抄録 | ||||||||||
内容記述タイプ | Abstract | |||||||||
内容記述 | The steel-concrete composite girder is one of the most common supper-structural types for highway and railway bridges. In composite girders under un-shored construction method, which is very common for composite girders, first, a steel girder only resists a bending moment due to dead loads of steel and wet concrete. The local buckling of the top flange plate in the steel girder due to the initial bending moment critically dominates the flexural resistance of the composite girders in the construction state. Besides, application of bridge high performance steels SBHS500, SBHS700 and hybrid steel girders is expected to be an economical solution for composite girder bridges. Steels SBHS500 and SBHS700, with yield strengths of 500 and 700 MPa, respectively, have been standardized in 2008 in Japannese Industrial Standards (JIS). They present the advantage of high yield strength, good weldability. However, if compared to conventional (normal) steels they possess different inelastic behavior, such as almost no yield plateau, smaller ductility, and a greater yield-to-tensile strength ratio. The bending moment capacity of a composite girder largely depends on local bucking of compressive components, such as flange plates and web plates. Hence, the local buckling strength of simply supported steel plates and section classifications based on the web slenderness limits of composite girders with SBHS steels for homogeneous as well as hybrid sections are investigated in the current study. In this dissertation, a probabilistic distribution of buckling strengths for compressive plates with normal and bridge high performance steels was obtained through numerical analyses to propose nominal design strength and a corresponding safety factor. In the numerical analyses, Monte Carlo based simulation, which is combined with the response surface method, was employed to reduce exertion of finite element analyses. For each of 10 widthto- thickness parameter R values ranging from 0.4 to 1.4, a response surface of the normalized compressive strength was identified based on 114 finite element analysis results which include 4 normal and 2 high strength steel grades with different residual stresses and initial defections. The response surface is approximated as a simple algebraic function of the residual stress and the initial deflection. For the Monte Carlo based simulation in the current study, a pair of variables of residual stress and initial deflection is generated randomly in accordance with the probabilistic characteristics reported by Fukumoto and Itoh (1984). The LBS is evaluated deterministically by means of the response surface for the generated random variables. The probabilistic distribution of LBS is obtained from simulating 10,000 pairs of the random variables. The mean values obtained from results of LBS probabilistic distribution in the current study agree to those from experiments reported by Fukumoto and Itoh (1984). The obtained standard deviations of the current study exhibit about half of experimental results in a range of 0.6<R<1.2. Regarding each of 6 steel grades, the mean LBS strength of SBHS steel plates is greater than that of the normal steel plate. For R>0.55 the standard deviation of LBS regarding SBHS steel plate is lower that that of normal steel plates. Judging this behavior, the design normalized LBS strength of steel plate will attain higher value with application of SBHS steels than normal steels for R>0.55. In the range of 0.4≤R≤0.85, the variance of LBS is more sensitive with initial deflection than residual stress. Whereas in the range of R>0.9, the variance of LBS is more sensitive with residual than initial deflection. For the nominal strength set to the mean value and probabilistic distribution of LBS is the normal distribution, the partial safety factors are obtained as 1.11, 1.13, and 1.16 for non-exceedance probability of the probabilistic LBS with respect to the nominal LBS equal to 5.0, 3.0, and 1.0%, respectively. For investigation of web slenderness limits for section classifications of composite girders, the positive bending moment capacity of composite girders is examined through parametric study employing elasto-plastic finite element analyses. The section classification based on web slenderness limits for composite homogeneous and hybrid steel girders with bridge high performance steel SBHS500 are explored. Besides, the effects of the initial bending moment due to unshored construction method on the web slenderness limit are investigated. For section classification of composite hybrid girders, the yield moment, which is calculated from the yield moment of the corresponding composite homogeneous girders and hybrid factor, is an essential quantity. However, the hybrid factor specified in AASHTO was proposed without considering the initial bending moment. In the current study, the modified hybrid factor is proposed to determine the yield moment of hybrid sections from the corresponding homogeneous sections. Under the effect of different inelastic behavior of SBHS500 steel and the initial bending moment, it is shown that the compact- noncompact web slenderness limits in conventional design standards are over-conservative for both composite SBHS500 homogeneous and SBHS500-SM490Y hybrid steel girders. Many composite sections, which are classified as slender by current specifications, demonstrate sufficient flexural capacity as noncompact. The compact-noncompact web slenderness limit of composite SBHS500-SM490Y steel sections is greater than that of composite SBHS500 homogeneous steel sections. However, the noncompact-slender web slenderness limit for SBHS500-SM490Y hybrid sections is a little lower than that of SBHS500 homogeneous sections. For composite girders with non-compact sections with the initial bending moment, the proposal hybrid factors are slightly lower than those obtained from FEM analysis results, and the difference is about 5%. With considering a higher level of the initial bending moment, the hybrid factors using in AASHTO shows un-conservativeness. The investigation of section classification based on web slenderness limits of composite girders with SBHS500 steel for both homogeneous and hybrid steel girders shows that the web plate of steel girder can be designed with higher slenderness than requirements of current specifications such as AASHTO and Eurocode. |
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目次 | ||||||||||
内容記述タイプ | Other | |||||||||
内容記述 | ABSTRACT ........................................................................................................................iii ACKNOWLEDGEMENTS ............................................................................................... vii TABLE OF CONTENTS.................................................................................................... ix LIST OF FIGURES ............................................................................................................ xi LIST OF TABLES ........................................................................................................... xvii CHAPTER 1......................................................................................................................... 1 BACKGROUND .................................................................................................................. 1 1.1 Introduction of composite girder bridge .............................................................. 1 1.2 Design issues for composite girder bridges ......................................................... 5 1.2.1 Thicker steel plates and new steel grades ............................................................ 5 1.2.2 Allowable Stress and Limit State Design Method ............................................... 8 1.3 Trend of recent design methods .......................................................................... 9 1.3.1. Probability-based design..................................................................................... 9 1.3.2. Allowable stress of JSHB ................................................................................. 11 1.3.3. AASHTO-Load and Resistance Factor Design (LRFD).................................. 11 1.3.4. Eurocode-Format of partial safety factor format............................................. 12 1.4 Summary of issues............................................................................................ 13 CHAPTER 2....................................................................................................................... 15 LITERATURE REVIEW AND OBJECTIVES ............................................................... 15 2.1 Reviews on compressive steel plates................................................................. 15 2.2 Review on bending composite girder ................................................................ 21 2.2.1. Hybrid factor .................................................................................................... 21 2.2.2. Current classification of composite sections...................................................... 23 2.2.3. Study of Gupta et al., (2006)............................................................................. 24 2.3 Objectives ........................................................................................................ 26 CHAPTER 3....................................................................................................................... 28 STATISTICAL INFORMATION OF LBS FOR STEEL PLATES................................ 28 3.1. Introduction...................................................................................................... 28 3.2. Plates properties ............................................................................................... 30 3.3. Random inputs.................................................................................................. 32 3.4. FE steel plate model ......................................................................................... 37 3.5. Response surface .............................................................................................. 42 3.6. Results from random simulation and discussion................................................ 46 3.6.1. Convergence of the random simulation results.................................................. 46 3.6.2. Results from random simulation ....................................................................... 47 3.6.3. Approximate estimation of mean and variance.................................................. 55 3.6.4. Proposal of partial safety factor ........................................................................ 60 3.7. Conclusions...................................................................................................... 67 CHAPTER 4....................................................................................................................... 69 WEB SLENDERNESS LIMITS FOR SECTION CLASSIFICATION OF COMPOSITE GIRDERS........................................................................................................................... 69 4.1. Introduction...................................................................................................... 69 4.2. FEM simulation model of pure flexural composite girder ................................. 73 4.3. Proposal of hybrid factor .................................................................................. 81 4.4. Web slenderness limits in design of composite girders...................................... 86 4.5. Conclusions...................................................................................................... 95 CHAPTER 5....................................................................................................................... 97 CONCLUSIONS AND RECOMMENDATIONS............................................................. 97 5.1. Conclusion remarks .......................................................................................... 97 5.2. Contribution of the current study .................................................................... 100 5.3. Recommendations for future research............................................................. 100 REFERENCES ................................................................................................................ 102 APPENDIX 1 ................................................................................................................... 106 RESPONSE SURFACES................................................................................................. 106 A1-1 Case 1-regarding all 6 steel grades for each R value ................................... 106 A1-2 Case 2-regarding each among 6 steel grades for each R value ................... 108 APPENDIX 2 ................................................................................................................... 120 PROBABILISTIC INFORMATION OF LBS................................................................ 120 A2-1 Case 1-regarding all 6 steel grades for each R value ..................................... 120 A2-2 Case 2-regarding each steel grade for each R value ...................................... 122 APPENDIX 3 ................................................................................................................... 132 PROPERTIES OF COMPOSITE SECTION................................................................. 132 A3-1 Yield moment.............................................................................................. 132 A3-2 Plastic neutral axis and plastic moment capacity of homogeneous and hybrid section................................................................................................ 136 |
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内容記述タイプ | Other | |||||||||
内容記述 | 主指導教員 : 奥井義昭 | |||||||||
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[出版社版] | ||||||||||
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出版タイプ | VoR | |||||||||
出版タイプResource | http://purl.org/coar/version/c_970fb48d4fbd8a85 | |||||||||
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内容記述タイプ | Other | |||||||||
内容記述 | text | |||||||||
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内容記述タイプ | Other | |||||||||
内容記述 | application/pdf | |||||||||
作成日 | ||||||||||
日付 | 2014-07-16 | |||||||||
日付タイプ | Created | |||||||||
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GD0000513 |