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<br /> Kni ght Piesold <br /> CONSULTING <br /> <br /> 205 concrete must produce an average 56 day compressive strength at least 115 percent of the <br /> 206 required 56 day field compressive strength. <br /> 207 <br /> 208 The laboratory trial mix shall have a relative yield of 0.99 to 1.02. When Portland Cement <br /> 209 Concrete Pavement is paid with a volumetric pay quantity, the relative yield of the concrete <br />1 210 produced on the project shall be 0.99 to 1.02. If the relative yield of the produced concrete does <br /> 211 not conform to this range for two consecutive yield determinations, concrete production shall <br /> 212 <br />213 cease and the Contractor shall present a plan to correct the relative yield to the Engineer. <br /> 214 Aggregate data shall include the results of the following: <br /> 215 <br />216 <br />(1} AASHTO T 11 Materials Finer Than 75 um (No. 200} Sieve in Mineral Aggregates by <br /> 217 Washing. <br /> <br />I 218 <br />219 <br />(2) AASHTO T 19 Unit Weight and Voids in Aggregate. <br />- 220 <br /> 221 <br />222 (3) AASHTO T 21 Organic Impurities in Fine Aggregate for Concrete. <br /> 223 (4) AASHTO T 27 Sieve Analysis of Fine and Coarse Aggregates. <br /> 224 <br /> 225 (5) AASHTO T 84 Specific Gravity and Absorption of Fine Aggregate. <br /> 226 <br /> 227 (6) AASHTO T 85 Specific Gravity and Absorption of Coazse Aggregate. <br /> 228 <br /> 229 (7) AASHTO T 96 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and <br /> 230 Impact in the Los Angeles Machine. <br /> 231 <br /> 232 (8) AASHTO T 104 Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate. <br /> 233 <br /> 234 (9) AASHTO T 176 Plastic Fines in Graded Aggregates and Soils by use of the Sand Equivalent <br /> 235 Test <br /> 236 <br /> 237 (] 0) ASTM C 535 Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and <br /> 238 Impact in the Los Angeles Machine <br /> 239 <br /> 240 (1])ASTM C 1260 Potential Alkali Reactivity of Aggregates (Mortaz-Bar Method) Any <br /> 241 aggregate with an expansion of 0.10 percent or more at 16 days afrer casting as determined <br />' 242 by ASTM C 1260 shall not be used unless mitigative measures are included in the mix <br /> 243 design and subsequent results of CPL 4202 with the design mix proportions show an <br /> 244 expansion not exceeding 0.10 percent ai 16 days afrer casting. <br />' 245 <br /> 246 The Concrete Mix Design Report shall state what mitigative measwes were included in the <br /> 247 concrete mix design and include results for ASTM C ]260 and CPL 4202. The Concrete Mix <br /> 248 Design Report shall include Certified Test Reports showing that the cement, flyash and silica <br /> 249 fume admixture meet the specification requirements-and supporting this statement with actual <br />3-35 <br />G \101\00100.021A1itepaets\KRTechnioal Speci(rations.tloc February 3, 2006 <br />