Lightweight Concrete for High Strength - Expanded Shale & Clay

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A.11.14 Summary of Development Length Review Again, there are currently no specific equations for predicting development length for girders made with HSLC. Chapter 5, Development Length, uses Equations A.16 through A.20 and A.22 through A.27 for an evaluation of development length results from this research program to determine which variables are most applicable for HSLC girders and to suggest a better equation for predicting development length. A-24
Table A.1 Summary of Development Length Equations Source / Author of Equation Development Length, l d AASHTO / ACI ( f ps − 2 3 f se ) db Barnes, Burns and Kreger ⎛ f ⎞ pt 1.25⎜ + ( f ps − f ⎟ pe ) db ⎜ ' f ⎟ ⎝ ci ⎠ Buckner db f si + λ ( f su − f se ) db 3 Deatherage et al. db f si + 1.5( f su − f se ) db 3 Lane 95% ⎛ 4 f pt db ⎞ ⎛ 6.4( f − ⎟ ⎞ su f se ) db ⎜ − 5 ⎟ + ⎜ + 15 ' ' ⎝ fc ⎠ ⎝ f c ⎠ Lane 95% ⎛ 4 f pt db ⎞ ⎛ 6.4( f − (10 ksi limit on f c ’) ⎟ ⎞ su f se ) db ⎜ − 5 ⎟ + ⎜ + 15 ' ' ⎝ fc ⎠ ⎝ f c ⎠ Lane Mean ⎛ 4 f pt db ⎞ ⎛ 6.4( f − ⎟ ⎞ su f se ) db ⎜ − 21 ⎟ + ⎜ + 26 ' ' ⎝ fc ⎠ ⎝ fc ⎠ Lane Mean ⎛ 4 f pt db ⎞ ⎛ 6.4( f − (10 ksi limit on f c ’) ⎟ ⎞ su f se ) db ⎜ − 21 ⎟ + ⎜ + 26 ' ' ⎝ fc ⎠ ⎝ fc ⎠ Martin and Scott 135 db ( f ps − ) 1/ 6 d 0.39 Mitchell et al. 0.33 f Zia and Mostafa f si d b 3 f ' ci b + ( f su − f se ) d si ( 1.5 db − 4.6) + 1.25( f ' su − f ci b f se 4.5 f ' c ) d b d b f pt f si f se f pe f ps f su ES CR Prestressing strand diameter Stress in prestressing strand prior to release Stress in prestressing strand immediately after release (f pt -ES) Stress in prestressing strand after all losses (f pt -ES-CR-SH) Same as f se Stress in prestressing strand at member nominal strength Ultimate stress of prestressing strand Prestress losses due to elastic shortening Prestress losses due to creep A-25
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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
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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
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
Page 93 and 94: 3. Concrete compressive strength at
Page 95 and 96: 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: l d = l t + l fb ⎛ = ⎜ ⎝ f d
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 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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