UID:
almahu_9949984180802882
Umfang:
1 online resource (976 pages)
Ausgabe:
First edition.
ISBN:
9780443158667
,
0443158665
Serie:
Woodhead Publishing Series in Civil and Structural Engineering Series
Anmerkung:
Intro -- Innovative Bridge Structures Based on Ultra-High Performance Concrete (UHPC) -- Copyright -- Contents -- Foreword by Eugen Brühwiler -- Foreword by Chen Zhengqing -- Preface -- Chapter 1: Basic properties of UHPC and its applications in bridge engineering -- 1.1. Overview of ultra-high performance concrete -- 1.2. Mechanical properties of ultra-high performance concrete -- 1.2.1. Compressive performance -- 1.2.1.1. Overview -- 1.2.1.2. Compression performance test method -- 1.2.1.3. Compression stress-strain curve -- 1.2.2. Tensile performance -- 1.2.2.1. Overview -- 1.2.2.2. Factors affecting tensile properties -- 1.2.2.3. Tensile performance test method -- 1.2.2.4. Tensile stress-strain curve -- 1.2.3. Fatigue performance -- 1.2.3.1. Classification of fatigue problems -- 1.2.3.2. Compressive fatigue performance -- 1.2.3.3. Tensile fatigue performance -- 1.2.4. Shrinkage performance -- 1.2.4.1. The basic concept of contraction -- 1.2.4.2. Factors affecting the shrinkage performance of UHPC -- 1.2.4.3. Test method -- 1.2.4.4. Shrinkage strain values of UHPC specifications in various countries -- 1.2.5. Creep performance -- 1.2.5.1. The basic concept of creep -- 1.2.5.2. Factors affecting the creep performance of UHPC -- 1.2.5.3. Specifications of UHPC in various countries -- 1.3. Durability of ultra-high performance concrete -- 1.3.1. Frost resistance -- 1.3.2. Carbonization resistance -- 1.3.3. Impermeability -- 1.4. Research on UHPC and its application in bridge engineering -- 1.4.1. Overview of the current research status of UHPC materials and structures -- 1.4.2. Application statistics of ultra-high performance concrete bridge engineering -- 1.4.3. Application of UHPC in bridge engineering abroad -- 1.4.3.1. Europe -- 1.4.3.2. North America -- 1.4.3.3. Asia -- 1.4.3.4. Oceania -- 1.4.4. Application of UHPC in Chinese bridge projects.
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1.4.4.1. Combined bridge structure -- 1.4.4.2. All-UHPC bridge structure -- 1.4.4.3. UHPC for bridge reinforcement -- 1.4.4.4. UHPC joints -- 1.4.4.5. UHPC railroad bridge -- 1.4.4.6. Special applications -- 1.5. Overview of this chapter -- References -- Chapter 2: Design method of UHPC bridges -- 2.1. Overview -- 2.2. Basic regulations -- 2.3. Raw materials, mix proportion, and dry mix -- 2.3.1. Raw materials -- 2.3.2. Mix proportion -- 2.3.3. Dry mix -- 2.4. UHPC properties -- 2.4.1. Mixture workability -- 2.4.2. Mechanical properties -- 2.4.3. Long-term performance and durability -- 2.5. Ultimate limit state calculations under the permanent situation -- 2.5.1. General provisions -- 2.5.2. Bending capacity of normal section -- 2.5.2.1. Calculation method -- 2.5.2.2. Applicability verification -- 2.5.3. Shear capacity of the inclined section -- 2.5.3.1. Calculation method -- 2.5.3.2. Verification of suitability -- 2.5.4. Shear capacity of the keyed joint -- 2.5.4.1. Calculation method -- 2.5.4.2. Suitability verification -- 2.5.5. Punching shear capacity -- 2.5.5.1. Calculation method -- 2.5.5.2. Verification of suitability -- 2.5.6. Partial compressive bearing capacity -- 2.5.6.1. Calculation method -- 2.5.6.2. Suitability verification -- 2.5.7. Checking of fatigue -- 2.6. Serviceability limit state calculations under the persistent condition -- 2.6.1. General provisions -- 2.6.2. Checking of anticracking -- 2.6.3. Calculation of crack width -- 2.6.3.1. Calculation method -- 2.6.3.2. Verification of suitability -- 2.6.4. Checking of deflection -- 2.7. Stress calculation of members under permanent and short-term situations -- 2.8. Detailing requirements -- 2.9. Appendix A: Test method for axial tensile properties of UHPC -- 2.9.1. General provisions -- 2.9.2. Size and number of specimens -- 2.9.3. Fabrication of specimens -- 2.9.4. Equipment.
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2.9.5. Test procedure -- 2.9.6. Result calculation and determination -- 2.10. Appendix B: Determination method and value of fiber orientation coefficient of UHPC -- 2.10.1. General provisions -- 2.10.2. Manufacture of the solid model and molded specimen -- 2.10.3. Solid model cutting -- 2.10.4. Test method -- 2.10.5. Result calculation and determination -- 2.11. Appendix C: Test method for UHPC shrinkage -- 2.12. Appendix D: Calculation of shrinkage strain and creep coefficient of UHPC -- 2.13. Test E Test method for chloride ion diffusion coefficient of UHPC -- 2.14. French UHPC structural design code NF P18-710 essentials -- 2.14.1. UHPFRC -- 2.14.1.1. General -- 2.14.1.2. Strength -- 2.14.1.3. Creep and shrinkage -- 2.14.1.4. Stress-strain relation for nonlinear structural analysis -- 2.14.1.5. Tensile strength -- 2.14.1.6. UHPFRC characteristic reference value -- 2.14.2. Bearing capacity calculation -- 2.14.2.1. Bending capacity -- 2.14.2.2. Shear -- 2.14.2.3. Punching -- 2.14.2.4. Partially compressive bearing capacity -- 2.14.3. Serviceability limit states -- 2.14.3.1. Crack control -- 2.14.3.2. Calculation of crack widths -- References -- Chapter 3: Steel-UHPC lightweight composite deck structures -- 3.1. Overview -- 3.2. Issues with OSDs -- 3.2.1. Characteristics of OSDs -- 3.2.2. The issue of fatigue cracking in OSDs -- 3.2.2.1. Deck-to-rib welded connection -- 3.2.2.2. Splice welds in the longitudinal welded connection -- 3.2.2.3. Rib-to-crossbeam welded connection -- 3.2.3. Premature damage of asphalt overlay on OSD -- 3.2.3.1. Overview -- 3.2.3.2. Cracking -- 3.2.3.3. Rutting -- 3.2.3.4. Delamination and slip -- 3.2.3.5. Shoving -- 3.2.3.6. Ring cracks -- 3.3. Steel-UHPC lightweight composite deck and its structural mechanism -- 3.3.1. Brief introduction to LWCD -- 3.3.2. Structural mechanism of the LWCD.
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3.3.2.1. Core concerns with the LWCD -- 3.3.2.2. Measures to improve the anticracking behavior of UHPC for OSDs -- 3.4. Flexural behavior of the LWCD -- 3.4.1. Static flexural behavior for LWCD -- 3.4.1.1. Test program and failure mode -- 3.4.1.2. Main test results -- 3.4.2. Calculation of crack width in UHPC -- 3.4.2.1. Calculation method for stress in steel bars -- 3.4.2.2. Crack width calculation theory for the LWCD -- 3.4.2.3. Verification of applicability of crack width calculation method for the LWCD -- 3.4.3. Flexural fatigue performance -- 3.4.3.1. Longitudinal flexural test for the LWCD -- 3.4.3.2. Transverse flexural fatigue test for the LWCD -- 3.4.4. Behavior of strengthening joints in the LWCD -- 3.4.4.1. Overview -- 3.4.4.2. Configuration of the wet joint strengthened by Z-shaped steel plate -- 3.4.4.3. Test setup and fabrication of the specimen -- 3.4.4.4. Loading scheme and measuring points -- 3.4.4.5. Test results -- 3.4.4.6. Calculation method for crack width in UHPC joint -- 3.5. Fatigue shear resistance of short stud shear connectors -- 3.5.1. Purpose of the test -- 3.5.2. Test setup -- 3.5.3. Loading device and testing scheme -- 3.5.4. Test results and analysis -- 3.5.5. Fatigue evaluation for the short-headed studs in the thin UHPC layer -- 3.6. Fatigue evaluation of the steel deck plate at the stud root positions -- 3.6.1. Overview -- 3.6.2. Fatigue analysis and parametric analysis -- 3.6.2.1. Establishment of S-N curves for the steel deck plate at the stud root position based on the hot-spot stress method -- 3.6.2.2. Analysis results for steel deck plate at the stud root position based on the hot-spot stress method -- 3.6.3. Parametric analysis of the LWCD in terms of fatigue evaluation -- 3.6.3.1. Purpose of calculation -- 3.6.3.2. Fatigue-prone details -- 3.6.3.3. Calculation methods.
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3.6.3.4. FE analysis of the fatigue-prone details -- 3.6.3.5. Fatigue load and load cases -- 3.6.3.6. Parameter analysis and results -- 3.7. Engineering applications -- 3.7.1. Primary construction processes -- 3.7.2. Application on practical bridges -- 3.8. Latest research advance: The hot-rolled section steel-UHPC composite deck with open ribs -- 3.9. Summary -- References -- Chapter 4: UHPC strengthening for in-service cracked orthotropic steel decks -- 4.1. Overview -- 4.2. The challenge of repairing cracked steel bridge decks in service-The case of a bridge in Hubei, China -- 4.2.1. Brief introduction to the bridge in Hubei, China -- 4.2.2. Development of fatigue cracks in the orthotropic steel deck -- 4.2.3. Finite element analysis -- 4.2.3.1. Analysis purpose -- 4.2.3.2. Established overview -- 4.2.3.3. Crack simplification in the FE model -- 4.2.3.4. Loading and boundary conditions -- 4.2.3.5. Material property -- 4.2.4. Summary of the FE analysis results -- 4.2.4.1. Stress distribution at RD joints -- 4.2.4.2. Tensile stress of UHPC at the significantly cracked zones -- 4.2.5. Alternative retrofitting schemes -- 4.2.6. Bending tests on the retrofitting schemes -- 4.2.6.1. Test specimens -- 4.2.6.2. Test apparatus and testing procedure -- 4.2.6.3. Materials and material properties -- 4.2.6.4. Experimental results and discussion -- 4.3. Full-scale model test of Yichang Yangtze River Highway Bridge -- 4.3.1. Background -- 4.3.2. Configurations of the specimen -- 4.3.3. Testing stages -- 4.3.3.1. Detailed loading program in Stage- (static test for the OSD specimen) -- 4.3.3.2. Detailed loading program in Stage- (fatigue test for the OSD specimen) -- 4.3.3.3. Detailed loading program in Stage- (static test for the LWCD specimen) -- 4.3.3.4. Detailed loading program in Stage- (fatigue test for the LWCD specimen).
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4.3.4. Deployment of strain gauges.
Weitere Ausg.:
ISBN 9780443158650
Sprache:
Englisch
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