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ESTERN ENGINEERS, INC. • / C(1 A'S f// !/;. (. I.\'G /A'f f KS l I A.4'U }I/h'L'! )'f1K\ October 6, 1980 Highland Engineering P.O. Box 631 Delta, CO 81916 ATTN: Mr. F. Dan Rinehart Mr. Rinehart: E S. SCk: AF, II~IG 6~ 16 ]S°uD ReCE11/>:D I am enclosing the results of a series of direct shear tests which we ran on a sample which you submitted to us in July, 1980. As you well know, we had a difficult time obtaining consistent re- sults running these samples at optimum moisture due to the mois- ture sensitive nature of the clay constituents. In order to main- tain consistent moisture during testing we finally had to run satu- rated samples. The results of these tests are the ones indicated on the enclosed 1lohr's evelope. These values will be conservative if used in the analysis of slopes which remain under optimum or less moisture conditions. Our other option to provide you with the necessary data would have been to perform consolidated, drained • (or undrained with pore pressure measurements), triaxial tests which would have been much more costly and would have entailed more time. The direct shear results are for consolidated, drained tests. Er- ratic results which we initially obtained and which we gave to you verbally are as follows: Confining Pressure Shear Strength 1000 PSF 3500 PSF 1000 PSF 3300 PSF 2000 PSF 2800 PSF The soil tested consisted of a relatively highly plastic clay intermixed with coarse sand and fine gravel fragments which resemble burnt clay. The samples were molded at about 108 PCF and 17.3 mois- ture. If you have any questions, please call me. Submitted by: AGE D. lvigy` WESTERN ENGINEERS, INC. O~~oLSrc?Fa q2 • ~ 14586 D L • Bruce D. Marvin, P.E. `!La °~ G r 0~ 9T r/^NAl E2 / BDM: slv ~GF CGUGJ 2150 HIVVAV 6 d 50 P. O. lIOX 571 GRA.vO /UNCTION, COLORADO 8]502 PHONE 242-5202