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~' <br />Golder Associates Inc. • <br />dd Union Boulevard. Suite 300 <br />Lakewood. CO USA 80228 <br />Telephone (303) 980-OSdO <br />Fax (303)985-2080 <br />July 24, 1998 <br />III IIIIIIII~IIII'll <br />Cripple Creek & Victor Gold Mining Company <br />2755 State Highway 67 <br />P.O. Box 191 <br />Victor, Colorado 80860 <br />Attention: Mr. Lowe Billingsley <br />'~ <br />~T rTRi~m011~ j_ <br />Golder <br />~AssociTtes <br />Our Ref: 983-2348.195 <br />RECEIVED <br />AUG 6 1998 <br />DIV. OF MINERALS <br />8 GEOLOGY <br />RE: REVISED SLOPE STABILITY EVALUATION FOR THE PROPOSED <br />INTERMEDIATE HAUL ROAD CONFIGURATION, UPPER SQUAW <br />GULCH OVERBURDEN STORAGE FACILITY, SQUAW CREEK <br />DRAINAGE <br />Dear Mr. Billingsley, <br />Golder Associates Inc. (Golder) is pleased [o submit this letter report which summarizes <br />the results of the slope stability evaluation for the proposed intermediate haul road <br />configuration for the Upper Squaw Gulch Overburden Storage Facility (SGOSF). The <br />slope stability evaluation has been performed in response to the Cripple Creek & Victor <br />Gold Mining Company's (CC&V) faxed request on March 22, 1998. <br />The SGOSF is currently being used to store overburden material produced from mining <br />activities at the Cresson Project. Some overburden material has already been placed, and <br />there is an existing haul road from the Cresson Mine to the SGOSF, as shown on Figure 1. <br />The overburden and haul road sideslopes will be approximately 1.5 horizontal to 1 vertical <br />(1.SH:1V), which represents the approximate angle of repose of the end dumped <br />overburden material, except along a small section of the haul road which will be regraded <br />to a sideslope of 1.8H:1V. The existing haul road crosses a historic drainage, therefore a <br />culvert was installed, which connects an upper and lower detention ponds. Layouts and <br />base topography for the area were based on digital contour maps provided by CC&V. <br />Golder has performed static slope stability analysis for two sections through the existing <br />overburden fill as shown in plan view in Figure 1. Section A-A' represents the section <br />with the steepest basal topography through the existing overburden, while Section B-B' is <br />the maximum section which intersects both retention ponds. Section A-A' and Section B- <br />B' are shown in Figures 2 and 3, respectively. The stability analyses were performed <br />using the computer program XSTABL version 5.20. Analyses were performed using <br />Spencer's Method for either circular or block failures. <br />OFFICES IN AUSTRALIA, CANADA, GERMANY, HUNGARY, ITALY, SWEDEN. UNITED KINGDOM. UNITED STATES <br />