Lightweight Concrete for High Strength - Expanded Shale & Clay

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Cagley, J. R., “Changing from ACI 318-99 to ACI 318-02, What’s New?,” Concrete International, Vol. 23, No. 6, June 2001, pp. 69-182. Carolina Stalite, Information from Carolina Stalite Company, Salisbury, NC, 2000, 6 pp. Collins, M. P., Mitchell, D., Prestressed Concrete Structures, Prentice Hall, Englewood Cliffs, New Jersey, 1991. Comite Euro-Internacional du Beton (CEB), Federation Internationale de la Precontrainte (FIP) (1977) "Lightweight Aggregate Concrete. CEB/FIP Manual of Design and Technology", The Construction Press, Lancaster. Comite Euro-Internacional du Beton (CEB), Federation Internationale de la Precontrainte (FIP) (1990) "Evaluation of the Time Dependent Behavior of Concrete", The Construction Press, Lancaster. Deatherage, J. H., Burdette, E. G., and Chew, C. K., “Development Length and Lateral Spacing Requirements of Prestressing Strand for Prestressed Concrete Bridge Girders,” PCI Journal, Vol. 39, No. 1, January/February 1994, pp. 70-83. den Uijl, J. A., “Bond Modeling of Prestressing Strand,” ACI SP 180, ed. Roberto Leon, American Concrete Institute, Farmington Hills, pp. 145-169. Dill, J. C., “Development Length of 0.6-inch Diameter Prestressing Strand in High- Performance Concrete,” Masters Thesis, Georgia Institute of Technology, May 2000, 322 pp. Expanded Shale, Clay and Slate Institute, “Back-up Statistics to Building Bridges,” Information Sheet # 470.4, Salt Lake City, June 1994, 15 pp. Findley, W. N., Lai J. S. and Onaran K. (1989) "Creep ands Relaxation of Nonlinear Viscoelastic Materials", Dover Publications, Inc, New York. FIP Committee, “Chapter 7, Design of Prestressed Lightweight Concrete Structures,” Federation Internationale de la Precontrainte Manual of Lightweight Aggregate Concrete, 2 nd Edition, 1983, pp. 168-206. Fujji, K., Kakizaki, M., Edahiro, H., Unisuga, Y., Yamamoto, Y., “Properties of High- Strength and High-Fluidity Lightweight Concrete,” ACI SP 179, American Concrete Institute, Detroit, pp. 254-271. Gardner, N. J., and Lockman, M. J. (2001) "Design Provisions for Drying Shrinkage and Creep of Normal-Strength Concrete", ACI Material Journal, V. 98 No.2: p. 159-67. Goodspeed, C. H., Vanikar, S., and Cook, Raymond A. (1996) "High-Performance Concrete Definition for Highway Structures", Concrete International, V. 18 No.2: p. 62-67. Guide for High-Strength Concrete, ACI 363, American Concrete Institute, Detroit, 2000. References-4
Guide for Structural Lightweight Aggregate Concrete, ACI 213, (Draft Copy for Voting by Committee 213), American Concrete Institute, Detroit, 2002. Hansen, H. H., “Shelby Creek Bridge,” Portland Cement Association Engineered Concrete Structures, Vol. 5, No. 2, August 1992, p. 3. Hanson, J. A., “Tensile Strength and Diagonal Tension Resistance of Structural Lightweight Concrete,” Journal of the American Concrete Institute, Vol. 58, No. 1, July 1961, pp. 1-37. Hanson, N. W., Karr, P. H., “Flexural Bond Tests of Pretensioned Prestressed Beams,” Journal of the American Concrete Institute, Vol. 55, No. 7, January 1959, pp. 783-802. Harmon, K., “Physical Characteristics of Rotary Kiln Expanded Slate Lightweight Aggregate,” Proceedings, Second International Symposium on Structural Lightweight Aggregate Concrete, Kristiansand, Norway, June 2000, 11 pp. Hoff, G. C. (1990). "High-Strength Lightweight Concrete - Current Status and Future Needs". High- Strength Concrete. Second International Symposium, Berkeley, California, American Concrete Institute. Hoff, G. C., “High Strength Lightweight Aggregate Concrete for Arctic Applications,” ACI SP 136, American Concrete Institute, Detroit, 1992, pp. 1-65. Holm, T. A. (1995) "Lightweight Concrete and Aggregates, Standard Technical Publication STP 169C", American Society for Testing and Materials, Philadelphia, PA. Holm, T. A., and Bremner, T. W. (1994) "High Strength Lightweight Aggregate Concrete", High Performance Concrete: Properties and Applications(Ed, Shah, S. P. a. A., S. H.), McGraw-Hill, New York, NY, pp. 341-74. Holm, T. A., and Bremner, T. W. (2000) "State-of-the-Art Report on High-Strength, High- Durability Structural Low-Density Concrete for Applications in Severe Marine Environments", US Army Corps of Engineers. Engineer Research and Development Center, Structures Laboratory, ERDC/SL TR-00-3, Vicksburg, MS. 103 pp. Holm, T. A., Bremner, T. W., “70 Year Performance record for High-Strength Structural Lightweight Concrete,” Proceedings of the First Materials Engineering Congress, Serviceability & Durability of Construction Materials, Denver, August 2000, pp. 884-893. Holm, T. A., Bremner, T. W., “Chapter 10, High Strength Lightweight Aggregate Concrete,” High Performance Concretes and Applications, S. P. Shah and S. H. Ahmad, ed., Edward Arnold, London, pp. 341-374. Holm, T. A., Personal telephone conversation on March 25, 2002 concerning the origination of the lightweight concrete factor, λ. Holm, T. A., Valsangkar, A. J., “Lightweight Aggregate Soil Mechanics: Properties and Applications,” Transportation Research Record 1422; Soils, Geology, and Foundations; References-5
Page 1 and 2:
School of Civil and Environmental E
Page 3 and 4:
ACKNOWLEDGMENTS The research presen
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A statistical evaluation based on f
Page 7 and 8:
5.6 - Transfer Length 5-13 5.7 - Gi
Page 9 and 10:
Report ACI 318- 99 AASHTO Standard
Page 11 and 12:
Chapter 1. Introduction 1.1 Purpose
Page 13 and 14:
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
Page 39 and 40:
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
Page 85 and 86:
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
Page 91 and 92:
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
Page 97 and 98:
including strand diameter, embedmen
Page 99 and 100: l d = l t + l fb = f si 3 d b + 1.5
Page 101 and 102: 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: ASTM C 618, Standard Specification
Page 153 and 154: Martin, L. D., Scott, N. L., “Dev
Page 155: Shahawy, M. A., Batchelor, B., “S
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