My WebLink
|
Help
|
About
|
Sign Out
Home
Browse
Search
2008-04-15_REVISION - M1980244 (256)
DRMS
>
Day Forward
>
Revision
>
Minerals
>
M1980244
>
2008-04-15_REVISION - M1980244 (256)
Metadata
Thumbnails
Annotations
Entry Properties
Last modified
6/15/2021 5:52:05 PM
Creation date
5/8/2008 1:25:48 PM
Metadata
Fields
Template:
DRMS Permit Index
Permit No
M1980244
IBM Index Class Name
REVISION
Doc Date
4/15/2008
Doc Name
VOL V APP 8 Valley Leach Facility Phase 5 Extension Design
From
CC & V
To
DRMS
Type & Sequence
AM9
Media Type
D
Archive
No
There are no annotations on this page.
Document management portal powered by Laserfiche WebLink 9 © 1998-2015
Laserfiche.
All rights reserved.
/
70
PDF
Print
Pages to print
Enter page numbers and/or page ranges separated by commas. For example, 1,3,5-12.
After downloading, print the document using a PDF reader (e.g. Adobe Reader).
View images
View plain text
~~' <br />SMITH WILLIAMS CONSULTANTS, INC. <br />indicate the foundation of the VLF will primarily be constructed in bedrock. This is consistent <br />with what was used in Amendment No. 8 to represent the shear strength of the foundation. <br />PSSA Embankment Fill. The PSSA embankment will be constructed using structural fill and <br />-other suitable coarse fill. For the stability analyses, the PSSA embankment fill shear strength <br />was modeled with an angle of internal friction of 38 degrees and no cohesion. <br />Piezometric Data. The piezometric head was modeled as 1 foot above and parallel to the <br />lined surface, which is consistent with the conditions used in Amendment Nos. 6, 7, and 8 <br />(CC&V 1993, 1998, and 2000). <br />5.1.3 Stability Results <br />The maximum side slope of 1..-6H:1 V was calculated as part of an infinite slope analysis, which <br />represents the steepest side slope that will still provide apseudo-static FOS of 1.0 or greater for <br />surface raveling of ore material. during a 0.14g seismic event. Calculations are presented in <br />Appendix E. Based on this analysis, a side slope of 1.6H:1 V was selected as the maximum ore <br />side slope for the VLF that would provide an FOS of 1.0 or greater. <br />• Stability analyses were performed on the configuration of the ore shown on Drawing A200 and <br />with the piezometric surface conditions presented above. A total of eight critical stability <br />sections were selected for the stability analyses, which included the Phase I through IV VLF and <br />Phase 5 VLF. The locations of the stability analyses are shown on Drawings A700 through - <br />A720. <br />Stability analysis results for each of the critical stability sections are summarized in Table 4. The <br />output from the stability analyses are presented in Appendix E. <br />As presented in Table 4, the stability sections indicate that the static FOS .values are 1.5 or <br />greater, and pseudo-static FOS values are 1.0 or greater for design acceleration of 0.14g. It is <br />important to note that the FOS values reported represent the operational ore side slopes of <br />between 1.6H:1 V and 2.SH:1 V. At reclamation, the ore side slopes will be regraded to 2.SH:1 V, <br />which will increase the overall long-term stability of the facility. <br />• <br />S:\PROJECTS\1125 CCBV PHASE 5 VLFlH2 - DESIGNWREQUA VLF\VLF PHASE 5 FINAL REPORT V2.DOC 34 <br />
The URL can be used to link to this page
Your browser does not support the video tag.