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Freezing and Thawing Durability Freezing and thawing tests were performed on two 4,000 psi, 28-day compressive strength concrete mixtures with 45% fly ash replacement for cement. Mix P4-26 was non-air-entrained, and mix P4-39 was air-entrained. Tables 4-13 and 4-14 give the freeze-thaw test results for non-air-entrained concrete and air-entrained concrete, respectively. ASTM Test Designation C666-84, Procedure A, was followed. Non-air-entrained concrete failed after a low number of cycles of rapid freezing and thawing as expected. However, air-entrained concrete didn’t indicate failure even after 300 cycles of freezing and thawing. These test results demonstrate that properly air-entrained fly ash concrete with 45% of cement replacement with fly ash exhibits a high durability against freezing and thawing. Mix No. Table 4-13: Freeze-Thaw Tests* - Non-Air-Entrained Concrete Percent Expansion at 25 Freeze-Thaw Cycles Percent Expansion at 44 Freeze-Thaw Cycles P4-26 A 0.189 0.293 B 0.180 0.258 C 0.130 0.189 Average 0.166 0.247 Percent Weight Change at Mix No. 25 Freeze-Thaw Cycles 44 Freeze-Thaw Cycles P4-26 A +0.2 +0.4 B +0.2 +0.3 C +0.1 +0.2 Average +0.2 +0.3 Relative Dynamic Modulus of Elasticity at Mix No. 25 Freeze-Thaw Cycles, % 44 Freeze-Thaw Cycles, % P4-26 A 61 45 B 71 58 C 78 45 Average 70 49 Mix No. Durability Factor P4-26 A 5 B 9 C 10 Average 8 * Tested in accordance with ASTM Designation C-666-84 Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing (Procedure A). We Energies 70 Coal Combustion Products Utilization Handbook
Table 4-14: Freeze-Thaw Tests* (Air-Entrained Concrete) Percent Expansion at Freeze-Thaw Cycle Indicated Mix No. 40 75 106 141 195 238 267 300 P4-39 A 0.004 0.011 0.022 0.030 0.041 0.057 0.062 0.078 B 0.004 0.012 0.021 0.024 0.028 0.041 0.047 0.053 C 0.008 0.0111 0.024 0.036 0.050 0.059 0.065 0.075 Average 0.005 0.011 0.022 0.030 0.040 0.052 0.058 0.068 Percent Weight Loss at Freeze-Thaw Cycle Indicated Mix No. 40 75 106 141 195 238 267 300 P4-39 A 0.0 0.2 0.8 1.3 1.9 2.6 3.0 3.4 B 0.0 0.6 0.6 0.9 1.4 1.8 2.2 2.6 C 0.0 0.1 0.2 0.6 1.2 1.7 2.3 3.0 Average 0.0 0.3 0.5 0.9 1.5 2.0 2.5 3.0 Relative Dynamic Modulus of Elasticity at Freeze-Thaw Cycle Indicated Mix No. 40 75 106 141 195 238 267 300 P4-39 A 99 98 98 97 95 90 86 83 B 99 99 99 98 98 98 95 92 C 99 99 99 98 98 98 97 96 Average 99 99 99 98 97 95 93 90 Mix No. Durability Factor P4-39 A 83 B 92 C 96 Average 90 * Tested in accordance with ASTM Designation C-666-84 Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing (Procedure A). Phase II Test Result Conclusions The following are the major results of this study: 1. For both air-entrained and non-air-entrained concrete, the initial and final setting time is not significantly different for normal strength concrete with up to 55% replacement of cement with fly ash. 2. For non-air-entrained and air-entrained fly ash concrete, with fly ash replacement of up to 45% and compressive strength in the range 3,000 to 5,000 psi, the static modulus of elasticity is in conformance with established relationships to compressive strength. 3. Poisson’s ratio of these fly ash concretes is within the accepted limits for concrete. 4. Properly air-entrained high-volume fly ash concrete exhibits good resistance to freezing and thawing. 71 We Energies Coal Combustion Products Utilization Handbook
Page 1 and 2:
Ramme - Tharaniyil Second Edition A
Page 3 and 4:
This book is dedicated to all the i
Page 5 and 6:
Contents Chapter 5 Controlled Low-S
Page 7 and 8:
Contents Appendix A Product Data Sh
Page 9 and 10:
Chapter 1 Background and History o
Page 11 and 12:
The United States is the world's se
Page 13 and 14:
are currently installed on about 25
Page 15 and 16:
problems. In the late 1920’s, cin
Page 17 and 18:
Chapter 2 CCPs and Electric Power
Page 19 and 20:
for loading dry bulk semi tankers o
Page 21 and 22:
Figure 2-2: Basic Diagram of an IGC
Page 23 and 24:
Properties of Fly Ash Fly ash is a
Page 25 and 26:
for air entraining admixtures, maki
Page 27 and 28: Fly ash is an artificial pozzolan.
Page 29 and 30: Table 2-6: Geotechnical Properties
Page 31 and 32: Table 2-9 shows the chemical compos
Page 33 and 34: Table 2-12: Typical Chemical Compos
Page 35 and 36: The following coal fired power plan
Page 37 and 38: All bottom ash is removed as necess
Page 39 and 40: ottom ash is removed by a hydraulic
Page 41 and 42: Chapter 3 Properties of We Energie
Page 43 and 44: that distribute and test fly ash to
Page 45 and 46: Physical, Chemical and Mechanical P
Page 47 and 48: However, some engineering propertie
Page 49 and 50: ----------------------------U.S. ST
Page 51 and 52: Results of Testing to AASHTO Standa
Page 53 and 54: Table 3-8: Summary of We Energies B
Page 55 and 56: Chapter 4 Concrete and Concrete Ma
Page 57 and 58: alumina in the pozzolan may also re
Page 59 and 60: Dunstan summarized his work in term
Page 61 and 62: The level of shrinkage strains depe
Page 63 and 64: strength tests were performed at va
Page 65 and 66: Discussion of Test Results - 4,000
Page 67 and 68: Other important observations from t
Page 69 and 70: Figure 4-3: Compressive Strength vs
Page 71 and 72: 300 290 AMOUNT OF WATER, lbs 280 27
Page 73 and 74: Table 4-8: PPPP ASTM C618 Class C F
Page 75 and 76: The final setting time for 5000 psi
Page 77: Table 4-12: Length Change* NON-AIR-
Page 81 and 82: Abrasion resistance tests were perf
Page 83 and 84: Table 4-16: Compressive Strength Te
Page 85 and 86: 4 DEPTH OF WEAR, mm @ 60 Minutes 3.
Page 87 and 88: Table 4-19: Mixture Proportions Usi
Page 89 and 90: 12000 COMPRESSIVE STRENGTH, PSI 100
Page 91 and 92: Table 4-21: Air Permeability Test R
Page 93 and 94: Table 4-22: Water Permeability Test
Page 95 and 96: Table 4-23: Chloride Permeability T
Page 97 and 98: Tax Incremental Financing (TIF) was
Page 99 and 100: Figure 4-20 : Maple Avenue roadway
Page 101 and 102: Figure 4-22: Finishing touch to We
Page 103 and 104: Table 4-26: Concrete Mixture and Si
Page 105 and 106: 6. The high-volume Class C fly ash
Page 107 and 108: Table 4-31: Average Tensile Strengt
Page 109 and 110: Table 4-35: Changes in Ultrasonic P
Page 111 and 112: Table 4-38: Results of De-Icing Sal
Page 113 and 114: Table 4-40: Abrasion Resistance of
Page 115 and 116: Summary Based on the data recorded
Page 117 and 118: 3.00 M 101.5 MM WRAPPED UNDERDRAIN
Page 119 and 120: mixture and concrete mixture. Also,
Page 121 and 122: Testing Program The testing program
Page 123 and 124: Test Results Table 4-46 shows the c
Page 125 and 126: Fly Ash Concrete for Precast/Prestr
Page 127 and 128: Table 4-49: Concrete Mixture Propor
Page 129 and 130:
Figure 4-27: Electrical Resistance
Page 131 and 132:
Table 4-51: Electrical Properties o
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fly ash by weight of total cementit
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Table 4-53: Compressive Strength of
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Chapter 5 Controlled Low-Strength
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Table 5-1: Mixture Proportions and
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1800 COMPRESSIVE STRENGTH, psi 1600
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Table 5-3: Chemical and Fineness Te
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1800 COMPRESSIVE STRENGTH, psi 1600
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and corresponding compressive stren
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conductivity tests were conducted u
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It can be concluded from this resea
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Table 5-13: Compressive Strength of
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(4) Compatible with copper, aluminu
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Mechanical Properties The compressi
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Figure 5-10: Electrical permeabilit
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Pilot Projects Using We Energies CL
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WisDOT Low Permeability CLSM with W
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material for foundations, changing
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Chapter 6 Commercial Applications
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The report also evaluated frost sus
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Field Study Following the initial s
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Figure 6-3: Bottom ash base course
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Table 6-2: Permeability and Drainag
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Bottom Ash as an Aggregate in Aspha
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Table 6-4: Total Elemental Analysis
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We Energies Bottom Ash as a Soil In
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The coal combustion materials landf
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The only other compounds detected t
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affect combustion. The resulting fl
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Table 6-7: Dry-Cast Concrete Block
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Table 6-10 Compressive Strength of
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Chapter 7 Fly Ash Stabilized Cold
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Using the back-calculated SN values
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Falling Weight Deflectometer tests
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unconfined compressive strength of
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Chapter 8 Fly Ash Metal Matrix Com
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The green density of the aluminum f
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Table 8-1: Alloy Samples Tested in
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Cenospheres Cenospheres are hollow,
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Chapter 9 Environmental Considerat
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judgment is required for new applic
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Table 9-2: NR 538 Fly Ash Analysis
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Table 9-3: NR 538 Fly Ash Analysis
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Table 9-4: NR 538 Bottom Ash Analys
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Table 9-5: NR 538 Bottom Ash Analys
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Table 9-7: ASTM D3987 Extraction An
Page 223 and 224:
Table 9-8: Typical Heavy Metals Fou
Page 225 and 226:
The voluntary C 2 P 2 Challenge Pro
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General Usage - NR 538 Applicabilit
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* Use Property Owner Notification -
Page 231 and 232:
Mercury Removal-Ash Beneficiation (
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the air slide inlet was set at 538
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equired removal temperatures of 813
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Chapter 10 Minergy LWA - Structura
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Chapter 11 Sample Specifications
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Part 2 - Products 2.01 Concrete Mat
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3.02 Embedded Items A. All sleeves,
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C. Provide adequate number of units
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B. Reinforce or replace deficient w
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show the strength of masonry strong
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3.02 Bottom Ash Placing and Compact
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3. The CLSM shall meet the followin
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3.02 CLSM Depositing A. CLSM shall
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11.5 Sample Specification for We En
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D. Basis of Payment This item, meas
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If the reprocessed asphaltic base-f
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Chapter 12 References 1. American
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33. University of Wisconsin-Milwauk
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69. Naik, T.R., Kraus, R.N., and Si
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Appendix A Product Data Sheets Min
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Personal Protective Equipment Speci
Page 273 and 274:
FirstAid Eyes Inhalation Ingestion
Page 275 and 276:
Appendix B Radioactivity in Coal a
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annual number of curies of each of
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is divided among cosmic (30 mrem),
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constructed with fly ash building m
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Appendix C Field Guide for Recycli
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‣ Blend the fly ash and prepared
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Index AASHTO See American Associati
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Index Backfill material, 6, 43, 138
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Index Disposal costs, 5 See also La
Page 293 and 294:
Index Pavement, 26, 109, 187; botto
Page 295 and 296:
Index Size, boiler slag, 22; bottom
Page 297:
About the Authors Bruce W. Ramme B
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