Lightweight Concrete for High Strength - Expanded Shale & Clay

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while creep coefficient of 10,000-psi HPLC for was best predicted by Shams and Kahn for high performance concrete with 6% overestimate. The AASHTO-LRFD and Shams and Kahn’s models were used to estimate the 8,000-psi and 10,000-psi ultimate strains, by modifying each model to yield the same shrinkage and creep coefficient as those measured. The AASHTO- LRFD model was developed for normal strength concrete and was applicable for the 8,000 psi design strength. The Shams and Kahn’s model was developed for high strength/high performance normal strength concrete and was applied to the 10,000 psi design strength mixes. 700 600 8,000-psi Measured Shams &Kahn AASHTO LRFD ACI-209 Gardner Lockman 500 Sakata 2001 AFREM Shrinkage (µε) 400 300 200 Bažant Panula Bažant Baweja CEB-FIP 100 Sakata 93 0 0.01 0.10 1.00 10.0 100 1000 10000 Time under Drying (days) Figure 4.4a. Comparison between measured shrinkage of 8,000 psi HPLC and estimated from models for normal and high strength concrete. 4-5
700 600 10,000-psi Measured Shams &Kahn AASHTO LRFD ACI-209 Gardner Lockman 500 Sakata 2001 Bažant Baweja Shrinkage (µε) 400 300 AFREM 200 100 Bažant Panula Sakata 93 CEB-FIP 0 0.01 0.10 1.00 10.0 100 1000 10000 Time under Drying (days) Figure 4.4b. Comparison between measured shrinkage of 10,000 psi HPLC and estimated from models for normal and high strength concrete. Based on the modified relationships, the ultimate shrinkage would be 795 and 625 µε for 8,000- psi and 10,000-psi HPLC, respectively. In addition, the ultimate creep coefficient would be 1.925 and 1.431 for 8,000-psi and 10,000-psi HPLC, respectively. Figure 4.4 shows the various models for predicting shrinkage, while Figures 4.5 and 4.6 show the creep models for normal strength concrete and for high strength concrete, respectively. The models are presented in Appendix B. 4-6
Page 1 and 2: School of Civil and Environmental E
Page 3 and 4: ACKNOWLEDGMENTS The research presen
Page 5 and 6: 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
Page 15 and 16: ottom flange. Prestressing strands
Page 17 and 18: 12500 12000 Concrete Strength, fc'
Page 19 and 20: Chapter 3. Mix Designs, Field Evalu
Page 21 and 22: Variation of coarse-to-fine aggrega
Page 23 and 24: 3.2.1 Compressive Strength Figure 3
Page 25 and 26: Table 3.5 Chloride Permeability --
Page 27 and 28: 12,000 11,500 11,000 Compressive St
Page 29 and 30: 1,400 1,300 1,200 1,100 Experimenta
Page 31 and 32: strength (10L made in the laborator
Page 33: The 50% and 90% of the 620-day cree
Page 37 and 38: a Creep Coefficient 3.0 2.5 2.0 1.5
Page 39 and 40: Chapter 5. Behavior of AASHTO Type
Page 41 and 42: Portion of Girder Damaged During Te
Page 43 and 44: 2” End Cover (Typ both ends) 4 Sp
Page 45 and 46: 5.3 Instrumentation The surface of
Page 47 and 48: Figure 5.7 Installation of stirrups
Page 49 and 50: Table 5.3 Girder concrete propertie
Page 51 and 52: 120 100 80 Stress (ksi) 60 40 20 0
Page 53 and 54: Table 5.5 -Transfer Length Results
Page 55 and 56: Figure 5.12 Typical flexural failur
Page 57 and 58: Since G2 girders had a higher concr
Page 59 and 60: V " pc cw− Pr ed = ft −Pr ed 1
Page 61 and 62: Test # Table 5.9 Predicted vs. Expe
Page 63 and 64: this research project, modification
Page 65 and 66: Chapter 6. Prestress Losses in HPLC
Page 67 and 68: losses in the 10,000-psi girders to
Page 69 and 70: Microstrains (in/inx10 -6 ) 0 500 1
Page 71 and 72: 6.3 Conclusions Regarding Prestress
Page 73 and 74: 7.3 Transfer Length An evaluation o
Page 75 and 76: Shrinkage after 620 days of drying
Page 77 and 78: More research is required to examin
Page 79 and 80: Appendix A. Background A.1 Introduc
Page 81 and 82: Raithby and Lydon described the use
Page 83 and 84: 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
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Table A.1 Summary of Development Le
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strand release, the strand attempts
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Appendix B. Creep and Shrinkage B.1
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Changes in moisture migration: the
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t′: age of concrete at loading (d
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s: slump (in) γ ψ ⎧ 0.30 −1.4
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t: age of concrete (days) t 0 : age
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where ε sh ∞ ⎧ 510 µε for st
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left girder-end. The dimension L wa
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6” 85” 50” Segment of girder
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146” 89” 96” 137” Stirrups
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were added in a specific sequence f
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C.2.3 Formwork Removal, Detensionin
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Figure C.19 Mostafa Prestressing St
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Figure C.22 Ms. Lyn Clements (GDOT)
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If significant strand end slip over
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CSS at Level of Bottom Strands (µ
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Appendix D. Prestress Losses in HPL
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E ps : elastic modulus of prestress
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D.2.2. AASHTO-LRFD Refined Estimate
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∆f log(24 ⋅t) ⎛ f ⎜ ⎞ 55
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P i : initial prestressing force af
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References AASHTO (1996), Standard
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ASTM C 618, Standard Specification
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Guide for Structural Lightweight Ag
Page 153 and 154:
Martin, L. D., Scott, N. L., “Dev
Page 155:
Shahawy, M. A., Batchelor, B., “S
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Lightweight Concrete for High Strength - Expanded Shale & Clay

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