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annual daily traffic (AADT) of 1150. The pavement was constructed over a natural cohesive soil subgrade material. Through a 1.5 mile length of the pavement was resurfaced, two 800 ft. long test sections were stabilized with a fly ash binder and an asphalt emulsion binder respectively. The project was undertaken in August of 1997. The existing HMA surface was pulverized to a total depth of 8”, then graded and compacted using standard procedures. The 800 ft. asphalt emulsion stabilized test section was constructed by repulverizing the upper 4” of the CIR base, and incorporating emulsified asphalt at a rate of 1½ gallons per square yard. The base was then graded and compacted. The 800-ft. length of fly ash stabilized CIR section was constructed by applying 35 lbs./yd 2 of Pleasant Prairie ASTM C618, Class C fly ash over the pulverized CIR base and repulverizing the top 5” of CIR base. The pulverized layer was shaped with the grader and moistened with surface applied water, at the rate of 8 gal/yd 2 . The stabilized base was graded and compacted similar to the other test section. The asphalt emulsion stabilized test section received a 3½” HMA surface, and the fly ash stabilized test section received a 4” HMA surface. The remaining portion of the pavement received a 4” HMA surface without repulverization of the base. Due to the lack of established procedures and equipment to transfer fly ash from the supply tank to the spreader truck and in spreading fly ash, some delays and dusting problems occurred. This problem has now been solved by using a vein feeder spreader for the fly ash and by addition of water to the reclaimer mixing chamber. Pavement Performance Representative sections, 500 ft. each in length, were selected from the asphalt emulsion stabilized, fly ash stabilized and control sections. Visual inspections performed on these three sections do not show any surface distress (i.e., cracking, rutting or raveling). Nondestructive deflection testing using the Marquette Falling Weight Deflectometer (FWD) was conducted prior to the construction, after initial pulverization, after one year, and after six years of service to establish structural integrity of each test section. This data was used to back calculate in-situ subgrade resilient moduli and the structural number of the pavement (53). The preconstruction and post pulverization structural number (SN) results (back calculated) indicate general between section uniformity of the upper pavement layers. The post construction testing and back calculation of SN shows that the fly ash stabilized section gave an 8.6% increase in SN (2.53 vs. 2.33) when compared to the control section. Also the fly ash stabilized section gave a 4.6% increase in SN (2.53 vs. 2.42) compared to the asphalt stabilized section, after making adjustments for the difference in thickness of the HMA surface. We Energies 186 Coal Combustion Products Utilization Handbook
Using the back-calculated SN values of the pavement sections, the structural coefficients of the stabilized and unstabilized CIR base material were calculated. The structural coefficient was found to be 0.11 for the untreated CIR base layer, 0.13 for the asphalt emulsion stabilized layer and 0.15 for the fly ash stabilized base layer. Based on the 1993 edition of the AASHTO Guide for Design of Pavement, an estimate of the allowable number of 18,000 lb. equivalent single axle loads (ESALs) was determined. In this calculation a design reliability of 85%, an overall standard deviation of 0.35 and a design serviceability loss due to traffic of 2.0 were used. Figure 7-1 shows the allowable ESALs vs. SN (structural number) for the range of subgrade resilient moduli exhibited within the test sections. By holding the subgrade resilient modulus constant and adjusting the asphalt layer coefficient to 0.44, the structural numbers were recalculated. The revised values of SN are as follows: Control section = 2.65 Emulsion stabilized section = 2.74 Fly ash stabilized section = 2.85 The allowable traffic estimate based on the revised SN provided a more meaningful comparison. Based on the revised SN, the fly ash test section provided a 58% increase in the allowable traffic compared to the control section and a 28% increase in the allowable traffic compared to the asphalt emulsion test section. Long term testing of the pavement is required to understand its behavior. However from the studies completed to date, the fly ash stabilized CIR appears to have good potential. 1000 Allowable ESALs ( x10000 ) 100 10 Eri=4ksi Eri=6ksi Eri=8ksi Eri=10ksi 1 2 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3 3.1 SN of Pavement Figure 7-1: Allowable Traffic Estimates 187 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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3.00 M 101.5 MM WRAPPED UNDERDRAIN
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mixture and concrete mixture. Also,
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Testing Program The testing program
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Test Results Table 4-46 shows the c
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Fly Ash Concrete for Precast/Prestr
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Table 4-49: Concrete Mixture Propor
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Figure 4-27: Electrical Resistance
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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
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 and 168: Chapter 6 Commercial Applications
Page 169 and 170: The report also evaluated frost sus
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: Chapter 7 Fly Ash Stabilized Cold
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
Page 219 and 220: Table 9-5: NR 538 Bottom Ash Analys
Page 221 and 222: 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
Page 227 and 228: General Usage - NR 538 Applicabilit
Page 229 and 230: * Use Property Owner Notification -
Page 231 and 232: Mercury Removal-Ash Beneficiation (
Page 233 and 234: the air slide inlet was set at 538
Page 235 and 236: equired removal temperatures of 813
Page 237 and 238: Chapter 10 Minergy LWA - Structura
Page 239 and 240: Chapter 11 Sample Specifications
Page 241 and 242: Part 2 - Products 2.01 Concrete Mat
Page 243 and 244: 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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