Lightweight Concrete for High Strength - Expanded Shale & Clay

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support and point of load application. Spalling of concrete from the top surface was evidence of crushing in the deck. Figure 5.13 shows a typical load deflection curve. In all cases of flexural failure, the AASHTO rectangular stress block technique conservatively predicted the ultimate moment. The average ratio of experimental to predicted moment strength was 1.08 <strong>for</strong> both the G1 and G2 girders. Test # Table 5.6 Overview of Experimental Results Failure Type Crushing Status of Deck Cracking Moment M cr Ultimate Moment M ult Max Deck Strain ε cu (in/in) Max Strand Strain ε ps (in/in) (ft-kips) (ft-kips) G1A-E FL/SH-SL Crushed 1224 1836 0.0038 0.0158 G1A-W FL Crushed 1109 1844 0.0042 0.0168 G1A-C SH Not Crushed 1064 1671 0.0029 0.0086 G1B-E SH-SL Not Crushed 1133 1578 0.0033 0.0078 G1B-W FL Crushed 1109 1840 0.0032 0.0190 G1B-C SH/FL Crushed 1188 1774 0.0039 0.0107 G1C-E SH-SL/FL Crushed 1155 1796 0.0032 0.0113 G1C-W FL Crushed 1145 1828 0.0036 0.0140 G1C-C FL Crushed 1142 1898 0.0049 0.0146 G2A-E FL Crushed 1220 1855 0.0036 0.0190 G2A-W FL Crushed 1176 1855 0.0072 0.0204 G2A-C SH Crushed 1124 1657 0.0086 0.0084 G2B-E FL Crushed 1110 1799 0.0082 0.0155 G2B-W FL Crushed 1124 1840 0.0064 0.0199 G2B-C SH/FL Crushed 1210 1869 0.0035 0.0122 G2C-E FL Crushed 1079 1870 0.0045 0.0228 G2C-W FL Crushed 1094 1793 0.0049 0.0198 G2C-C FL Crushed 1219 1885 0.0089 0.0215 G1 Avg 1141 1785 0.0037 0.0132 G2 Avg 1151 1824 0.0062 0.0177 5-16
Figure 5.12 Typical flexural failure, Girder G1B-West 400 350 300 Load (kips) 250 200 150 100 50 0 0.0 0.5 1.0 1.5 2.0 Deflection (inches) Experimental Theoretical Figure 5.13. Load-deflection curve, girder G1B-West 5.7.2 Shear Failures Within the category of shear failures were included girder tests that failed purely in shear and those that underwent a shear failure initiated by strand slip. In general, the resulting moment-curvature and load-displacement curves were similar. Girder test G2A-Center seen in Figure 5.14 involved a center span where the shear rein<strong>for</strong>cement was spaced at 24 inches. The 5-17
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 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: Table 5.5 -Transfer Length Results
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 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
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Changes in moisture migration: the
Page 111 and 112:
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
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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