Lightweight Concrete for High Strength - Expanded Shale & Clay

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TABLE OF CONTENTS Acknowledgments ii Executive Summary iii Notation vi Chapter 1 - Introduction 1-1 1.1 – Purpose and Objectives 1-1 1.2 – Scope 1-1 1.3 –High Performance Lightweight Concrete 1-1 1.4 – Report Organization 1-2 1.5 – Background 1-2 Chapter 2 – Analytical Investigation 2-1 2.1 – General 2-1 2.2 – Scope 2-1 2.3 – Parametric Study 2-2 2.4 – Analysis Results and Discussion 2-3 Chapter 3 – Mix Designs, Field Evaluation, and Short-term Properties 3-1 3.1 – Preliminary Laboratory Investigation 3-1 3.2 – Laboratory Investigation – Short-term Properties 3-4 3.3 – Field Investigation 3-7 Chapter 4 – Creep and Shrinkage of High Performance Lightweight Concrete 4-1 4.1 – Introduction 4-1 4.2 – Experimental Program and Results 4-1 4.3 – Creep and Shrinkage Test Results vs. Model Estimates 4-4 4.4 – Conclusions Regarding Creep and Shrinkage 4-8 Chapter 5 – Behavior of AASHTO Type II HPLC Girders 5-1 5.1 – Introduction 5-1 5.2 – Girder Design 5-2 5.3 – Instrumentation 5-7 5.4 – Girder Construction 5-8 5.5 – Material Properties 5-10 v
5.6 – Transfer Length 5-13 5.7 – Girders Tests and Results 5-15 5.8 – Cracking Results 5-18 5.9 – Shear Behavior 5-19 5.10 – Development Length of 0.6-in. Strand in HPLC 5-24 Chapter 6 – Prestress Losses in HPLC 6-1 6.1 – Introduction 6-1 6.2 – Strain Measurements and Comparison to Predicted Losses 6-1 6.3 – Conclusions Regarding Prestress Losses 6-4 Chapter 7 – Conclusions and Recommendations 7-1 7.1 – Analytical Investigation 7-1 7.2 – HPLC Mixes and Properties 7-1 7.3 – Transfer Length 7-2 7.4 – Flexural Behavior 7-2 7.5 – Shear Behavior 7-2 7.6 – Development Length 7-3 7.7 – Long-term Performance of HPLC 7-3 7.8 – Recommendations 7-4 Appendices A - Background A-1 B – Creep and Shrinkage B-1 C – Girder Construction and Testing C-1 D – Prestress Losses in HPLC D-1 References References-1 vi
Page 1 and 2: School of Civil and Environmental E
Page 3 and 4: ACKNOWLEDGMENTS The research presen
Page 5: A statistical evaluation based on f
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 and 36: 700 600 10,000-psi Measured Shams &
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
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Test # Table 5.9 Predicted vs. Expe
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this research project, modification
Page 65 and 66:
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
Page 73 and 74:
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
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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