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Structural Analysis of an Aluminum Pedestrian Bridge

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Structural Analysis of an Aluminum Pedestrian Bridge STRUCTURAL ANALYSIS OF AN ALUMINUM PEDESTRIAN BRIDGE IN CONFORMITY TO AASHTO SPECIFICATIONS FOR HIGHWAY BRIDGES & THE ALUMINUM ASSOCIATION DESIGN MANUAL A Thesis Presented to The Graduate Faculty of The University of Akron In Partial Fulfillment of the Requirements for the Degree Master of Science Ramon Ortiz-Morgado August 2006 STRUCTURAL ANALYSIS OF AN ALUMINUM PEDESTRIAN BRIDGE IN CONFORMITY TO AASHTO SPECIFICATIONS FOR HIGHWAY BRIDGES & THE ALUMINUM ASSOCIATION DESIGN MANUAL Ramon Ortiz-Morgado Thesis Approved: Accepted: ________________________________ ________________________________ Advisor Dean of the College Dr. Craig Menzemer Dr. George K. Haritos ________________________________ ________________________________ Co-Advisor Dean of Graduate School Dr. Teresa Cutright Dr. George R. Newkome ________________________________ ________________________________ Department Chair Date Dr. Wieslaw Binienda ii ABSTRACT This thesis project was developed with the main objective to present the results obtained from a structural analysis performed on a bridge system patented and produced by PML LOGIS Bridge System Company from Singen, Germany. Its design is intended primarily for pedestrian or bicycle traffic, however it could also be conceived for any possible equestrian or snowmobile passage. In general, the target of the designer is to introduce this bridge concept into the ongoing expanding market for aluminum transportation facilities in the United States. In view of such prospective applications, the groundwork for such structural evaluation consist of the specifications provided by the governing agency which is the American Association of State and Highway Transportation Officials and in consideration of those design provisions stipulated by the Aluminum Association. Its distinctive design, although incorporates simple structural features from a conventional, sturdy and well-built half-through truss, it does show various deficiencies which may possibly put at risk the overall integrity of the system under certain loading and geometric conditions. Therefore, the subject matter of this evaluation is to examine the system response to a set of prescribed load combinations considering the applicable standards and to identify the areas with such potential deficiencies with the intention to delineate appropriate corrective actions. iii TABLE OF CONTENTS Page LIST OF TABLES..…………………………………………………………….…...…. vi LIST OF FIGURES ………………………………………………………..…...….…. viii CHAPTER I. INTRODUCTION…………………………………………………………….… 1 II. LITERATURE RIVIEW………………………………………………………… 9 III. ANALYTICAL APPROACH AND METHODOLOGY……………………… 24 IV. DISCUSSION OF ANALYSIS RESULTS…………………………………….. 41 V. CONCLUSION………………………………………………………………… 79 BIBLIOGRAPHY……………………………………………………………………… 85 APPENDICES …………………………………………………………………………. 86 APPENDIX A - EFFECTIVE MOMENT OF INERTIA FOR COMPOSITE SECTION…………………….…………………………….…... 87 APPENDIX B - EFFECTIVE LENGTH FACTOR FOR COMPRESSIVE MEMBER, K…………….………………………………..… 97 APPENDIX C - EQUIVALENT SLENDERNESS RATIO FOR FLEXURAL BUCKLING….………………………………………………… 103 APPENDIX D - PEDESTRIAN AND BICYCLE RAILING COMBINED STRESSES…...………………………………………………… 124 APPENDIX E - TENSILE CAPACITY OF BOTTOM CHORD…………..... 139 APPENDIX F - TENSILE CAPACITY OF DIAGONALS………………….. 144 iv APPENDIX G - BENDING CAPACITY OF FLOOR BEAM….…………… 149 APPENDIX H - COMPRESSIVE CAPACITY OF VERTICAL POST…………………………………………………………….. 156 APPENDIX I - TYPICAL CONNECTIONS…………………...…….………. 158 APPENDIX J - ABUTMENT CONNECTIONS……….…………………….. 163 APPENDIX K - EFFECTIVE MOMENT OF INERTIA VS. EFFECTIVE LENGTH OF BRACING ARM………………….….…..… 168 APPENDIX L - ELASTIC TRANSVERSE FRAME STIFFNESS VS. EFFECTIVE LENGTH OF BRACING ARM………….…………..……. 170 APPENDIX M - EFFECTIVE LENGTH FACTOR VS. EFFECTIVE LENGTH OF BRACING ARM……………….……..……. 172 APPENDIX N - OVERALL FACTOR OF SAFETY VS. EFFECTIVE LENGTH OF BRACING ARM……………….…….…….. 174 APPENDIX O - DEFLECTION AND VIBRATION ANALYSIS……….…………………………………………………..……….. 176 v LIST OF TABLES Table Page 1. U.S. Hurricane Prone Regions – Site Specific Design Wind Speeds ………………………………………...…………………. 21 2. AASHTO Coefficients for Ground Acceleration on Rock Type Soils……………………………………………………………... 22 3. Frame Combinations Considered for Analysis ………………………………… 44 4. Effective Moment of Inertia of a Non Prismatic Member – Case A………….... 94 5. Effective Moment of Inertia of a Non Prismatic Member – Case B………..….. 95 6. Effective Moment of Inertia of a Non Prismatic Member – Case C…………… 96 7. 1/k for Various Values of (C x L)/L…………………………………………... 102 8. Overall Slenderness for Vertical Post – Case 1……………………………….. 111 9. Overall Factor of Safety for Vertical Post – Case 1…………………………... 112 10. Overall Slenderness for Vertical Post – Case 2……………………………….. 113 11. Overall Factor of Safety for Vertical Postv – Case 2…………………………... 114 12. Overall Slenderness for Vertical Post – Case 3……………………………….. 115 13. Overall Factor of Safety for Vertical Post – Case 3…………………………... 116 14. Overall Slenderness for Vertical Post – Case 4……………………………….. 117 15. Overall Factor of Safety for Vertical Post – Case 4…………………………... 118 16. Overall Slenderness for Vertical Post – Case 5……………………………….. 119 17. Overall Factor of Safety for Vertical Post – Case 5…………………………... 120 vi 18. Overall Slenderness for Vertical Post – Case 6……………………………….. 121 19. Overall Factor of Safety for Vertical Post – Case 6…………………………... 122 20. Elastic Buckling Stress – Case I ……………………………………………… 130 21. Elastic Buckling Stress – Case II ……………………………………………... 130 22. Elastic Buckling Stress – Case III ……………………………………………. 131 23. Elastic Buckling Stress – Case IV ……………………….…………………… 131 24. Elastic Buckling Stress – Case V …………………………………………….. 132 25. Elastic Buckling Stress – Case VI ……………………………………………. 132 26. Interaction Equation for Combined Stresses – Pedestrian Railing (Case 1)……………………………………………………………….. 133 27. Interaction Equation for Combined Stresses – Pedestrian Railing (Case 2)……………………………………………………………….. 134 28. Interaction Equation for Combined Stresses – Pedestrian Railing (Case 3)……………………………………………………………….. 135 29. Interaction Equation for Combined Stresses – Pedestrian Railing (Case 4)……………………………………………………….………. 136 30. Interaction Equation for Combined Stresses – Pedestrian Railing (Case 5)……………………………………………………….………. 137 31. Interaction Equation for Combined Stresses – Pedestrian Railing (Case 6)………………………………………………………….……. 138 32. Maximum Induced Forces on Truss Members – Deflection Analysis (Based on Controlling Load Combination)……………………………….…… 177 33. Deflection Analysis based on Original Bridge Design………………………... 178 34. Deflection Analysis using Tower Profile as Top Chord………………………. 179 35. Deflection Analysis based on Solid Diagonal and Post……………………….. 180 vii LIST OF FIGURES Figure Page 1. PML System S – Second Generation Conventional Modular Construction (Pratt Trusses)……………………………………………………... 2 2. PML System S – Second Generation Top Chord Profiles: (a) Tubular Section with Side-flat Plates (b) Tower Profile...…………….……... 4 3. PML System S – Second Generation Typical Foundation Support…………………………………………………………………………... 5 4. PML System S – Second Generation Bottom Chord Splice Joint…………………………….……..……………………………………….… 6 5. PML System S – Second Generation Cross Section of Bottom Chord Splice Joint Riveted Connection…………………………………….…… 7 6. “System L” of First Generation………………………………………………… 16 7. Top-chord Profiles (a) Tubular Section with Flat Plates (b) Tower Profile…………………………………………………………………………… 17 8. Standard H-Trucks Loading W=10 Kips……………………………………….. 20 9. Pony Truss and Analogous Top-chord……………………………………....…. 27 10. Resistance of Structure to Rotation and Translation of the Column-ends……………………………………………………………………. 30 11. Transverse Frame Spring Constant “C” for Half-Through Trusses………………………………………………………. 30 12. Typical Connection for External Bracing Arm…………………………………. 42 13. Typical Vertical Post Composite Member…………………………………….... 45 viii 14. Comparison of Buckling Axis to the Axis of Symmetry for Equivalent Section of Top Chord (Post-buckling Strength)……………………. 50 15. Splice Connection at Bottom Chord via Inner Tube……………………………. 54 16. Rivet Pattern at Typical Splice Connection on Bottom Chord…………………. 55 17. Blind Rivet……………………………………………………………………… 56 18. Diagonal Member (Top Chord/Diagonal Bolt Pattern)………………………… 60 19. Block Shear Failure Paths in Diagonal Member………………………………... 63 20. (a) Double-solid Floor Beam and (b) Equivalent Rectangular Profile to evaluate Lateral Torsional Buckling…………………………..………………70 21. U-Bracket Beam Support………………………………………………………. 73 22. (a) Bridge Support A (b) Bridge Support B…………………………………….. 76 23. U-Bracket……………………………………………………………………….. 78 24. Bridge Typical Cross Section …………...…………………...……………….. 87 25. Vertical Post Composite Section – Hollow/Hollow……………………………. 88 26. Vertical Post Composite Section – Solid/Solid………………………………… 89 27. Vertical Post Composite Section – Hollow/Solid…………………….………… 90 28. Typical Arrangement for Composite Member (Vertical Post and Bracing Arm)……………………………………………….. 91 29. Analogy Diagram for Composite Member……………………………………... 92 30. Transverse Frame Spring Constant……………………………………...……… 97 31. Top Chord Sectional View (a) Original Section (b) Equivalent Section……….. 98 32. Top Chord Equivalent Channel Section……………………….……………… 104 33. Vertical Post Composite Member – Effect of Bracing Arm on Factor of Safety……………………………………………… 123 34. Typical Truss Panel – Pedestrian Railing Biaxial Bending and Axial Compression ……………………………….……. 124 ix 35. Allowable Tensile Capacity of Bottom
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