Lightweight Concrete for High Strength - Expanded Shale & Clay

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4.40E+06 4.20E+06 4.00E+06 Elastic Modulus (psi) 3.80E+06 3.60E+06 3.40E+06 3.20E+06 3.00E+06 Experimental Linear (Morales) Linear (ACI) Linear (Meyer and Kahn) Linear (Proposed) Linear (Best Fit) 6,000 6,500 7,000 7,500 8,000 8,500 9,000 9,500 10,000 10,500 11,000 Compressive Strength (psi) Figure 3.7 Predicted Modulus Equation Comparison for 8 ksi Mixes for Laboratory, Session 1 and Session 2 Mixes (Mix A and G1) Based on Compressive Strength 3.3.3 Modulus of Rupture The modulus of rupture of laboratory and field specimens were compared to standard relations in Figure 3.8. Figure 3.8 indicates that a coefficient of 12 should be used based on a "best fit" analysis. Using λ = 0.85, the equation f r = .5λ f ' , 6 c provides conservative rupture modulus values in 95 percent of the rupture modulus tests. 3-10
1,400 1,300 1,200 1,100 Experimental Linear (ACI, 7.5*SQRT(fc')*lambda, lambda = 0.85) Linear (6.5*SQRT(fc')*lambda, lambda = 0.85) Linear (7.5*Sqrt(fc')*lambda, lambda = 0.75) Linear (10*sqrt(fc')*lambda, lambda = 0.85) Linear (Best Fit) Modulus Rupture (psi) 1,000 900 800 700 600 500 400 6,000 7,000 8,000 9,000 10,000 11,000 12,000 Cylinder Strength (psi) Figure 3.8 Predicted Rupture Modulus Equation Comparison for All Mixes (Mix A, Mix B, Mix C, G1, and G2) for Laboratory, Session 1 and Session 2 Mixes Based on Compressive Strength 3.3.4 Field Investigation Conclusion The field investigation showed that HPCL with both 8,000 psi and 10,000 psi design strengths could be produced at precast concrete plants. The field mixes exceeded the strengths of laboratory mixes. It was further concluded that a design strength mix of 12,000 psi could not be produced. A maximum strength of about 11,600 psi was found. 3-11
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: 12,000 11,500 11,000 Compressive St
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
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
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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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