Lightweight Concrete for High Strength - Expanded Shale & Clay

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a 3.0 2.5 Gardner Lockman Bažant Baweja CEB-FIP Sakata 93 ACI-209 Creep Coefficient 2.0 1.5 1.0 Bažant Panula AASHTO LRFD 0.5 8,000-psi Measured b 0.0 0.01 0.10 1.00 10.0 100 1000 10000 Time under Load (days) Bažant 3.0 Gardner Baweja Lockman CEB-FIP 2.5 Sakata 93 ACI-209 Creep Coefficient 2.0 1.5 1.0 Bažant Panula AASHTO LRFD 0.5 10,000-psi Measured 0.0 0.01 0.10 1.00 10.0 100 1000 10000 Time under Load (days) Figure 4.5. Comparison between measured creep coefficient and estimated from models <strong>for</strong> normal strength concrete: (a) 8,000-psi HPLC, (b) 10,000-psi HPLC. 4-7
a Creep Coefficient 3.0 2.5 2.0 1.5 1.0 0.5 8,000-psi Measured BP MOD-HSC CEB-FIP MOD-HSC Sakata 2001 Shams & Kahn AFREM 0.0 0.01 0.10 1.00 10.0 100 1000 10000 Time under Load (days) b 3.0 10,000-psi Measured Creep Coefficient 2.5 2.0 1.5 1.0 0.5 0.0 BP CEB-FIP MOD-HSC MOD-HSC Shams & Kahn Sakata 2001 AFREM 0.01 0.10 1.00 10.0 100 1000 10000 Time under Load (days) Figure 4.6. Comparison between measured creep coefficient and estimated from models <strong>for</strong> high strength concrete: (a) 8,000-psi HPLC, (b) 10,000-psi HPLC. 4-8
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 and 34: The 50% and 90% of the 620-day cree
Page 35: 700 600 10,000-psi Measured Shams &
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
Page 85 and 86: aggregate must be saturated by pres
Page 87 and 88:
A.7.2 Strength Ceiling Harmon discu
Page 89 and 90:
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
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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
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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
Page 151 and 152:
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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