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TEST RESULTS <br />• Test results from holes M, N, P and 0 are the most applicable due to their <br />location with respect to Haul Road G. The laboratory analysis corxluctd <br />on these holes were the Consolidated Undrained Test, Unconfined <br />Compressive Test, Swell Consolidation Test, Moisture Density Test, and <br />Standard Penetration Test. All analysis were not performed on each hole. <br />Consolidated Undrained Test (Triaxiall <br />To analyze the long term stability of the road, the Consolidated <br />Undrained Test was run on Hole M (as well as Holes B and J). This test <br />takes into effect the potential for seepage conditions long after <br />wnstruction by measuring pore water pressures. According to the test <br />results, the cohesion (0.72 ksf), and friction angle ~ (30°) display <br />characteristics of a clay that is relatively dense. A normally <br />consolidated clay (CL) generally has a saturated cohesion of 0.32k sf and <br />a ~ angle of 28±2° according to published reports. <br />Unconfined Compressive Test <br />The Unconfined Con~ressive Test was run on a relatively natural sample <br />taken from Hole M. The strength, qu, 23.5 ksf as tested, was taken at a <br />depth of 24 feet. A qu of over 8 ksf is considered a hartii clay. <br />Swell-Consolidation <br />The Swell-Consolidation Test was run on a sample taken from Hole P. The <br />sample was taken at a depth of 19 ft. which is the proposed depth of the <br />cut along the haul road alignment at STA 51+00. The sample swelled a <br />• total of 7% during the test. According to Peck 1974, a swell factor <br />between 5 and 25 percent is listed as high. This correlates to its <br />Plasticity Index (PI) of 29. A PI between 20 and 55 indicates the clay <br />has a high swelling potential. <br />Standard Penetration Test <br />Standard Penetration Tests were run at varying depths for all centerline <br />holes (M, N, P and Q). Holes M and N contained clay that is less dense <br />than P aril Q. M and N ranged in 30-60 blows per foot and P and O had <br />blow count values of 100-150 blows per foot. The following table gives <br />empirical relationships between SFT values and strength parameters. <br />N* Consistency Qu,Ksf <br /><2 Very Soft 0.50 <br />2-4 Soft 0.50-1.0 <br />4-8 Medium 1.0-2.0 <br />8-16 Stiff 2.0-4.0 <br />16-32 Very Stiff 4.0-8.0 <br />>32 Hard 8.0 <br />*Number of blows per 12 inches from a 140 lb. hammer falling 30 inches. <br />Standard Proctor Test <br />The Standard Proctor Test was run on select holes to determine the <br />density and moisture content required for e~nbanlarent compaction. <br />Moisture-density relations are given for Holes M and P (also J). In <br />3 <br />