We Energies Coal Combustion Products ... - The White House

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The following tests were performed: • Particle size analysis (ASTM D-422) • Moisture-density relationship test - to establish maximum dry density (ASTM D-698-78, Method A). • California Bearing Ratio (CBR) test - to develop a basis for comparison of bottom ash material with conventional base course aggregates (ASTM D 1883). • Laboratory permeability test (ASTM D-2434) • Direct shear test - to determine the angle of internal friction (ASTM D 3080) The scope of this study included establishing an equivalent thickness of bottom ash compared to conventional aggregates in road construction. To address frost susceptibility in a meaningful manner, a sample of bottom ash was compacted into a 6” mold at its optimum moisture content. The mold with its perforated base was placed in a container of water for three (3) days to allow the sample to absorb water. The sample was then frozen and subsequently thawed. Volume change measurements were made after both freezing and thawing. The gradation of bottom ash tested was comparable to a silty fine to coarse sand with little gravel. However, bottom ash was considerably finer grained than the conventional gradation for fine aggregate. The PPPP bottom ash exhibited a maximum dry density of 88.5 pounds per cubic foot and optimum water content of 28%. Conventional aggregates have maximum densities in the range of 105 to 120 lb/cu ft. at optimum moisture contents typically in the range of 8% to 16%. The CBR test results showed PPPP bottom ash had a CBR value on the order of 30% of that of conventional aggregate. In general, more coarsely graded and more angular materials tend to exhibit greater stiffness and tend to distribute load more evenly. The results showed that when used in a comparable thickness, bottom ash exhibits less favorable load distribution characteristics and would be more flexible, i.e., greater surface deformation under a load, than for conventional aggregates. However, based on accepted pavement design principles, it was estimated that bottom ash used at approximately 1.5 times the thickness of conventional aggregates achieves a comparable stress level in the underlying clay subgrade. For equivalent deformation, it was estimated that the thickness of bottom ash should be two times the thickness of conventional aggregates to maintain similar deflection at the surface of the base course layer (42). Figure 6-1 shows the stress penetration CBR curve for PPPP bottom ash. We Energies 160 Coal Combustion Products Utilization Handbook
The report also evaluated frost susceptibility, since bottom ash contains more fine-grained particles than conventional aggregates. The permeability study of compacted bottom ash was in the same range as conventional base course aggregates, i.e., 8 × 10 -4 to 5 × 10 -5 cm/sec. However, due to the presence of slightly higher fines when compared to conventional materials, it is recommended that bottom ash be used at locations with reasonably good drainage. The direct shear test indicated an angle of internal friction of 40 degrees and cohesion of 750 psf, for the ash tested. The friction angle is consistent with this type of material. Figure 6-2 is a graph showing the normal stress vs. shearing stress relationship. However zero cohesion was expected due to its similarity to silty sand. Freeze-thaw test results showed a volumetric expansion of the compacted ash of 0.4% upon freezing. But after thawing, the net volumetric expansion was 0.1%. Table 6-1 shows the gradation for PPPP bottom ash and crushed aggregate base course (crushed gravel) per the 1996 Wisconsin DOT Standard Specification for Highway and Structure Construction at the time of testing. A comparison of We Energies’ bottom ash to crushed aggregate base course in 2003 Wisconsin DOT Standard Specifications can be found in Chapter 3. Table 6-1: Grain Size Distribution (ASTM D422) PPPP Bottom Ash and Comparison with WDOT Crushed Gravel Specification for Crushed Aggregate Base Course Sieve Size PPPP Bottom Ash % Passing Gradation No. 1 Crushed Gravel % Passing Gradation No. 2 Crushed Gravel % Passing Gradation No. 3 Crushed Gravel % Passing 1.5” 100.00 100 - - 1” 98.15 75 - 100 100 100 .75” 94.09 - - 95 - 100 .50” 85.29 - - - .375” 78.28 40 - 75 50 - 85 50 - 90 #4 57.78 30 - 60 35 - 65 35 - 70 #8 41.51 - - - #10 36.99 20 - 45 25 - 50 20 - 55 #16 27.92 - - - #30 17.72 - - - #40 13.10 10 - 30 10 - 30 10 - 35 #50 10.56 - - - #100 6.05 - - - #200 3.05 3 - 10* 3 - 10* 8-15 161 We Energies Coal Combustion Products Utilization Handbook
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Ramme - Tharaniyil Second Edition A
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This book is dedicated to all the i
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Contents Chapter 5 Controlled Low-S
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Contents Appendix A Product Data Sh
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Chapter 1 Background and History o
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The United States is the world's se
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are currently installed on about 25
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problems. In the late 1920’s, cin
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Chapter 2 CCPs and Electric Power
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for loading dry bulk semi tankers o
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Figure 2-2: Basic Diagram of an IGC
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Properties of Fly Ash Fly ash is a
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for air entraining admixtures, maki
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Fly ash is an artificial pozzolan.
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Table 2-6: Geotechnical Properties
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Table 2-9 shows the chemical compos
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Table 2-12: Typical Chemical Compos
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The following coal fired power plan
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All bottom ash is removed as necess
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ottom ash is removed by a hydraulic
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Chapter 3 Properties of We Energie
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that distribute and test fly ash to
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Physical, Chemical and Mechanical P
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However, some engineering propertie
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----------------------------U.S. ST
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Results of Testing to AASHTO Standa
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Table 3-8: Summary of We Energies B
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Chapter 4 Concrete and Concrete Ma
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alumina in the pozzolan may also re
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Dunstan summarized his work in term
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The level of shrinkage strains depe
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strength tests were performed at va
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Discussion of Test Results - 4,000
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Other important observations from t
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Figure 4-3: Compressive Strength vs
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300 290 AMOUNT OF WATER, lbs 280 27
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Table 4-8: PPPP ASTM C618 Class C F
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The final setting time for 5000 psi
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Table 4-12: Length Change* NON-AIR-
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Table 4-14: Freeze-Thaw Tests* (Air
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Abrasion resistance tests were perf
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Table 4-16: Compressive Strength Te
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4 DEPTH OF WEAR, mm @ 60 Minutes 3.
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Table 4-19: Mixture Proportions Usi
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12000 COMPRESSIVE STRENGTH, PSI 100
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Table 4-21: Air Permeability Test R
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Table 4-22: Water Permeability Test
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Table 4-23: Chloride Permeability T
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Tax Incremental Financing (TIF) was
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Figure 4-20 : Maple Avenue roadway
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Figure 4-22: Finishing touch to We
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Table 4-26: Concrete Mixture and Si
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6. The high-volume Class C fly ash
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Table 4-31: Average Tensile Strengt
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Table 4-35: Changes in Ultrasonic P
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Table 4-38: Results of De-Icing Sal
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Table 4-40: Abrasion Resistance of
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Summary Based on the data recorded
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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
Page 133 and 134: fly ash by weight of total cementit
Page 135 and 136: Table 4-53: Compressive Strength of
Page 137 and 138: Chapter 5 Controlled Low-Strength
Page 139 and 140: Table 5-1: Mixture Proportions and
Page 141 and 142: 1800 COMPRESSIVE STRENGTH, psi 1600
Page 143 and 144: Table 5-3: Chemical and Fineness Te
Page 145 and 146: 1800 COMPRESSIVE STRENGTH, psi 1600
Page 147 and 148: and corresponding compressive stren
Page 149 and 150: conductivity tests were conducted u
Page 151 and 152: It can be concluded from this resea
Page 153 and 154: Table 5-13: Compressive Strength of
Page 155 and 156: (4) Compatible with copper, aluminu
Page 157 and 158: Mechanical Properties The compressi
Page 159 and 160: Figure 5-10: Electrical permeabilit
Page 161 and 162: Pilot Projects Using We Energies CL
Page 163 and 164: WisDOT Low Permeability CLSM with W
Page 165 and 166: material for foundations, changing
Page 167: Chapter 6 Commercial Applications
Page 171 and 172: Field Study Following the initial s
Page 173 and 174: Figure 6-3: Bottom ash base course
Page 175 and 176: Table 6-2: Permeability and Drainag
Page 177 and 178: Bottom Ash as an Aggregate in Aspha
Page 179 and 180: Table 6-4: Total Elemental Analysis
Page 181 and 182: We Energies Bottom Ash as a Soil In
Page 183 and 184: The coal combustion materials landf
Page 185 and 186: The only other compounds detected t
Page 187 and 188: affect combustion. The resulting fl
Page 189 and 190: Table 6-7: Dry-Cast Concrete Block
Page 191 and 192: Table 6-10 Compressive Strength of
Page 193 and 194: Chapter 7 Fly Ash Stabilized Cold
Page 195 and 196: Using the back-calculated SN values
Page 197 and 198: Falling Weight Deflectometer tests
Page 199 and 200: unconfined compressive strength of
Page 201 and 202: Chapter 8 Fly Ash Metal Matrix Com
Page 203 and 204: The green density of the aluminum f
Page 205 and 206: Table 8-1: Alloy Samples Tested in
Page 207 and 208: Cenospheres Cenospheres are hollow,
Page 209 and 210: Chapter 9 Environmental Considerat
Page 211 and 212: judgment is required for new applic
Page 213 and 214: Table 9-2: NR 538 Fly Ash Analysis
Page 215 and 216: Table 9-3: NR 538 Fly Ash Analysis
Page 217 and 218: 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
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Table 9-8: Typical Heavy Metals Fou
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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 -
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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
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FirstAid Eyes Inhalation Ingestion
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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
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Index Pavement, 26, 109, 187; botto
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Index Size, boiler slag, 22; bottom
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About the Authors Bruce W. Ramme B
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