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r WMU FU -03, WMU F -West Leachate Impoundment and Desilting Basin February 2004 Forward Landfill Job No. 021605.03 SAMPLE NO. DATE SOIL DESCRIPTION MODIFIED PROCTOR Pax W% ATTERBERG LIMIT LL PL PI SIEVE ANAYLSIS 1.0 #4 -200% PERM. (cm/sec /sec ; 20-60 1 100%, , >90°ra >60% � $44 E=0 CLA 9/8/03 Lt. Brown Silty clay 115.9 15.1 32 20 12 100.0 99.1 65.4 2.0 E-08 CL -2 9/17/03 Lt. Brown Silty clay 116.3 15.4 29 19 10 1100.0 99.3 60.8 1.5 E-08 CL -3 9/24/03 Lt. Brown Silty clay 116.2 15.4 32 21 11 100.0 98.9 60.9 1.4E-08 CL -4 9/26/03 Lt. Brown Silty clay 115.8 15 37 21 16 100.0 99.2 63.4 5.9E-09 CL -5 9/30/03 Lt. Brown Silty clay 115.5 15.5 36 22 14 100.0 100.0 60.3 2.0E-08 CL -6 10/9/03 Lt. Brown Silty clay 115.2 15.9 30 19 11 100.0 99.5 72.3 7.4E-09 CL -7 10/13/03 Lt. Brown Silty clay 115.0 15.6 34 21 13 100.0 96.8 68.9 5.0E-09 CL -8 10/22/03 Lt. Brown Silty clay 113.9 16.7 30 20 10 100.0 98.8 77.7 1.0E-08 CL -9 10/25/03 Lt. Brown Silty clay --- --- 32 21 11 100.0 98.4 71.2 1.0E-08 CL -10 10/26/03 Lt. Brown Silty clay I --- - 33 119 14 100.0 98.9 73.4 3.1 E-08 • Moisture and Density Testing The CQA Monitor performed 85 passing in-place unit weights (ASTM D-2922) and in-place moisture contents (ASTM D-2216) during the compaction of the clay liner. Based on 21,000 cy of prepared material, the total number of passing test performed corresponds to a frequency of 1 per 236 cy, which satisfies the minimum required frequency of 1 per 250 cy. Areas that failed to meet the acceptable compaction were reworked and/or replaced and retested until a passing result was achieved. Summaries of the field moisture/density testing and test locations are included in Appendix D. • Density Verification To verify the in situ density by the nuclear gauge, the wet density values obtained by the nuclear gauge were compared to the wet density determined from the sand cone tests. Five (5) sandcone tests were conducted at a frequency on 1 per 4,200 cy, which meets the specified frequency of 1 per 5,000 cy. Results indicated that on average the wet density obtained by the sand cone samples were within 0.7 pcf of the nuclear gauge and thus deemed acceptable. Results of the density testing conducted by the sand cone method are included in Appendix D. Moisture Checks After construction of the overlying geomembrane, rainwater ran beneath the edge of the liner before the termination was completed. The termination was completed to prevent further rainwater intrusion and the liner was cut to remove the water. The rainwater was located mainly within the eastern LCRS trench and was blocked from moving down gradient by the placement of the overlying LCRS gravel. The size of the affected area was approximately 20 feet wide at the down -gradient end of the LCRS trench and approximately 75 feet up the trench. Two moisture samples were taken to verify that moisture of the clay liner was within project specifications. Results of the moisture contents were 22.8% and 23.8%, which Vector Engineering, Inc. - 143E Spring Hill Drive • Grass Valley, CA 95945 - (530) 272-2448 -14-