Lightweight Concrete for High Strength - Expanded Shale & Clay

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Table 1.1 Characteristics for Performance of High Performance Concrete Grades (Goodspeed et al. 1996) Performance Standard FHWA Grade characteristic Test Method 1 2 3 4 Compressive strength) Modulus of elasticity Chloride Penetraion (coulombs) Creep microstrain/ pressure unit Shrinkage (microstrain) AASHTO T 2 ASTM C39 41 < x < 55 Mpa (6000 < x < 8000 psi) ASTM 469 28 < x < 40 Gpa (4000 < x < 6000 ksi) AASHTO T 277 ASTM C 1202 ASTM C 512 ASTM C 157 55 < x < 69 Mpa (8000 < x < 10000 psi) 40 < x < 50 Gpa (6000 < x < 7500 ksi) 69 < x < 97 Mpa (10000 < x < 14000 psi) 3000 > x > 2000 2000 > x > 800 800 > x 75 > x > 60 / Mpa (0.52 > x > 0.41 / psi) 60 > x > 45 / Mpa (0.41 > x > 0.31 / psi) 50 < x Gpa (7500 ksi < x) 45 > x > 30 / Mpa (0.31 > x > 0.21 / psi) 800 > x > 600 600 > x > 400 400 > x 97 MPa < x (14000 < x) 30 MPa > x (0.21 / psi > x) 1.4 Report Organization This report summarizes the complete research project. The analytical investigation is summarized in Chapter 2. Mix designs, short term properties and the field evaluation are presented in Chapter 3. Long term creep and shrinkage performance are summarized in Chapter 4. The behavior of the six AASHTO Type II girders is discussed in Chapter 5. Prestress loss is given in Chapter 6. Conclusions and recommendations for use of HPLC are presented in Chapter 7. 1.5 Background Previous task reports give detailed background studies of high performance and lightweight concrete research. Buchberg and Kahn (2002) presents details of lightweight concrete and high performance concrete mix designs and of the short term properties of HPLC. 1-2
Long term properties including pretress losses are given by Lopez et al. (2003). Meyer et al. (2002) presents the behavior of prestressed girders made of lightweight concrete, high performance concrete and of HPLC. Appendix A gives a detailed background of research conducted on high performance lightweight concrete mixes and properties. 1-3
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: Chapter 1. Introduction 1.1 Purpose
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
Page 61 and 62: Test # Table 5.9 Predicted vs. Expe
Page 63 and 64:
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
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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
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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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