Lightweight Concrete for High Strength - Expanded Shale & Clay

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Neville, A. M. (1964) "Creep of Concrete as a Function of its cement Paste Content", Magazine of Concrete Research, V. 16 No.46: p. 21-30. Neville, A. M. (1996) "Properties of Concrete", Addison Wesley Logman Limited, New York. Neville, A. M., Dilger, W.H., and Brooks, J.J. (1983) "Creep of Plain and Reinforced Concrete", Construction Press, London and New York. PCI (1998) "PCI Design Handbook, Precast and Prestressed Concrete", Precast / Prestressed Concrete Institute, Chicago. PCI-Committee on Prestress, L. (1975) "Recommendations for Estimating Prestress Losses", PCI Journal, V. 28 No.4: p. 43-75. Peterman, R. J., Ramirez, J. A., Olek, J., “Design of Semi-lightweight Bridge girders, Development Length Considerations,” Transportation Research Board Record 1696, Paper No. 5B0063, Transportation Research Board, 2000. Peterman, R. J., Ramirez, J. A., Olek, J., “Evaluation of Strand Transfer and Development Lengths in Pretensioned Girders with Semi-Lightweight Concrete,” Final Report,” Report FHWA/IN/JTRP-99/3, Purdue University, July 1999, 89 pp. Pfeiffer, D. W., “Sand Replacement in Structural Lightweight Concrete,” ACI Journal, Vol. 64, No. 7, July 1967, pp. 384-392. Raithby, K. D., Lydon, F. D., “Lightweight Concrete in Highway Bridges,” The International Journal of Cement Composites and Lightweight Concrete, Vol. 2, No. 3, May 1981, pp. 133- 146. Ramirez, J., Olek, J., Rolle, E., Malone, B., “Performance of Bridge Decks and Girders with Lightweight Aggregate Concrete, Final Report,” Report FHWA/IN/JTRP-98/17, Purdue University, October 2000, 616 pp. Reutlinger, C., “Direct Pull-Out Capacity and transfer Length of 0.6-inch Diameter Prestressing Strand in High-Performance Concrete,” Masters Thesis, Georgia Institute of Technology, Atlanta, GA, May 1999, 352 pp. Roberts, J. E., “Lightweight Concrete Bridges for California Highway System,” ACI SP 136, American Concrete Institute, Detroit, 1992, pp. 254-271. Roller, J. J., Russell, H.G., Bruce, R.N., and Martin, B.T. (1995) "Long-Term Performance of Prestressed, Pretensioned High Strength Concrete Bridge Girders", PCI Journal, V. 40 No.6: p. 48-59. Russell, B. W., “Design Guidelines for Transfer, Development and Debonding of Large Diameter Seven Wire Strands in Pretensioned Concrete Girders,” Doctoral Thesis, The University of Texas at Austin, 1992, 464 pp. References-8
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Page 1 and 2:
School of Civil and Environmental E
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ACKNOWLEDGMENTS The research presen
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A statistical evaluation based on f
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5.6 - Transfer Length 5-13 5.7 - Gi
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Report ACI 318- 99 AASHTO Standard
Page 11 and 12:
Chapter 1. Introduction 1.1 Purpose
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Long term properties including pret
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ottom flange. Prestressing strands
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12500 12000 Concrete Strength, fc'
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Chapter 3. Mix Designs, Field Evalu
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Variation of coarse-to-fine aggrega
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3.2.1 Compressive Strength Figure 3
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Table 3.5 Chloride Permeability --
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12,000 11,500 11,000 Compressive St
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1,400 1,300 1,200 1,100 Experimenta
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strength (10L made in the laborator
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The 50% and 90% of the 620-day cree
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700 600 10,000-psi Measured Shams &
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a Creep Coefficient 3.0 2.5 2.0 1.5
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Chapter 5. Behavior of AASHTO Type
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Portion of Girder Damaged During Te
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2” End Cover (Typ both ends) 4 Sp
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5.3 Instrumentation The surface of
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Figure 5.7 Installation of stirrups
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Table 5.3 Girder concrete propertie
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120 100 80 Stress (ksi) 60 40 20 0
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Table 5.5 -Transfer Length Results
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Figure 5.12 Typical flexural failur
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Since G2 girders had a higher concr
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V " pc cw− Pr ed = ft −Pr ed 1
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Test # Table 5.9 Predicted vs. Expe
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this research project, modification
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Chapter 6. Prestress Losses in HPLC
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losses in the 10,000-psi girders to
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Microstrains (in/inx10 -6 ) 0 500 1
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6.3 Conclusions Regarding Prestress
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7.3 Transfer Length An evaluation o
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Shrinkage after 620 days of drying
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More research is required to examin
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Appendix A. Background A.1 Introduc
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Raithby and Lydon described the use
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are normally recognized as being on
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aggregate must be saturated by pres
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A.7.2 Strength Ceiling Harmon discu
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compared to lower strength specimen
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A.8.8 Deatherage, Burdette and Chew
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3. Concrete compressive strength at
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findings were comments that the AAS
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including strand diameter, embedmen
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l d = l t + l fb = f si 3 d b + 1.5
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l d = l t + l fb ⎛ = ⎜ ⎝ f d
Page 103 and 104: Table A.1 Summary of Development Le
Page 105 and 106: strand release, the strand attempts
Page 107 and 108: Appendix B. Creep and Shrinkage B.1
Page 109 and 110: Changes in moisture migration: the
Page 111 and 112: t′: age of concrete at loading (d
Page 113 and 114: s: slump (in) γ ψ ⎧ 0.30 −1.4
Page 115 and 116: t: age of concrete (days) t 0 : age
Page 117 and 118: where ε sh ∞ ⎧ 510 µε for st
Page 119 and 120: left girder-end. The dimension L wa
Page 121 and 122: 6” 85” 50” Segment of girder
Page 123 and 124: 146” 89” 96” 137” Stirrups
Page 125 and 126: were added in a specific sequence f
Page 127 and 128: C.2.3 Formwork Removal, Detensionin
Page 129 and 130: Figure C.19 Mostafa Prestressing St
Page 131 and 132: Figure C.22 Ms. Lyn Clements (GDOT)
Page 133 and 134: If significant strand end slip over
Page 135 and 136: CSS at Level of Bottom Strands (µ
Page 137 and 138: Appendix D. Prestress Losses in HPL
Page 139 and 140: E ps : elastic modulus of prestress
Page 141 and 142: D.2.2. AASHTO-LRFD Refined Estimate
Page 143 and 144: ∆f log(24 ⋅t) ⎛ f ⎜ ⎞ 55
Page 145 and 146: P i : initial prestressing force af
Page 147 and 148: References AASHTO (1996), Standard
Page 149 and 150: ASTM C 618, Standard Specification
Page 151 and 152: Guide for Structural Lightweight Ag
Page 153: Martin, L. D., Scott, N. L., “Dev
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