Lightweight Concrete for High Strength - Expanded Shale & Clay

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Figure 5.6 Use of Taut Wire for Deflection Measurement at Midspan The force in each prestressing strand was measured using load cells on each strand at the anchor. 5.4 Girder Construction The six girders were constructed at Tindall Corporation precast plant in Jonesboro, Georgia using plant personnel and standard precast plant procedures. The authors together with Georgia Tech students installed and measured all instrumentation and fabricated all material test specimens. The girders were constructed in three identical sequences. During each sequence, two girders were constructed. During the first sequence, girders G1A and G1B were constructed. During the second sequence, girders G2A and G2B were constructed. During the third and final sequence, girders G1C and G2C were constructed. Prestressing strands 0.6-in diameter were stressed; non-prestressed reinforcement was placed (Figure 5.7), forms were erected, and the HPLC was batched and then placed using Tuckerbilt transit trucks. The mixes used are shown in Table 5.2. 5-8
Figure 5.7 Installation of stirrups near girder end Table 5.2 Mix Designs for Girder Placements (2 cubic yard mix) Girder # G1A, G1B G2A, G2B G1C G2C Date of Placement 9 July 01 12 July 01 17 July 17 July 01 Lightweight Aggregate (lbs) 1977 1958 1947 1995 Normal Weight Sand (lbs) 2195 2173 2155 2165 Class F Fly Ash (lbs) 284 300 284 300 Silica Fume (lbs) 38 200 38 200 Type III Portland Cement (lbs) 1570 1480 1570 1480 WRDA 35 (LRWR) (fl oz) 114 119 114 119 Daravair 1000 (AEA) (fl oz) 24 20 24 20 ADVA Flow (HRWR) (fl oz) 95 258 95 258 Water (gal) 39.5 36.7 44.8 33.1 The girders were moved from the Tindall plant to the Structural Engineering Laboratory at Georgia Tech about 4 weeks after construction. Two weeks thereafter, a composite deck slab was cast atop each girder using a nominal 3,500 psi bridge deck concrete mix. The formwork of the deck is shown in Figure 5.8. 5-9
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: 5.3 Instrumentation The surface of
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
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
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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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