Pulacayo Project Feasibility Study - Apogee Silver

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Pulacayo 1 000 t/d Phase I Feasibility Study - NI 43-101 Technical Report 090644-3-0000-20-IFI-100 Table 18.6: TSF Water Balance Results with 100-Year, 24 Hour Storm Event Subdrain Monitoring Ports Emergency Pond Month Flow (m 3 /h) Residence Time (h) Flow (m 3 /h) Residence Time (h) January 2.2 7 8.1 215 February 1.9 8 9.0 195 March 1.4 10 8.1 215 April 1.1 14 8.4 208 May 1 15 8.1 215 June 1.1 14 8.4 208 July 1 15 8.1 215 August 1 15 8.1 215 September 1.1 14 8.4 208 October 1 14 8.1 215 November 1.1 13 8.4 208 December 1.5 10 8.1 215 18.9.12 TSF Stability Evaluation The dikes and tailings deposit were analyzed for slope stability under static (normal) and pseudostatic (earthquake) conditions. Additionally, the earthquake-induced deformations were estimated. A seismicity study was completed to determine the design peak ground acceleration (PGA). Based on the available literature and other studies performed in the area, and based on a return interval of 475 years, the design PGA is 0.2 g. This is the value that was used in the deformation analysis. Based on standard convention and the guidelines published by the US Army Corps of Engineers, for the purposes of the pseudo-static analysis only, the PGA was reduced by 50% to 0.1 g. The geotechnical parameters used and the results of these analyses are summarized in the following tables. The yield acceleration, Ky, is the ground acceleration, which causes initial or incipient yield within the considered mass. When the required acceleration to produce yield (Ky) is greater than the design acceleration to be imparted to the TSF (PGA), the expected deformations are very small. That is the case here, with predicted deformations of under 20 mm. For these types of facilities, it is generally accepted that deformations of under 1.0 m will not seriously affect the performance of the facility. Therefore, the predicted deformations should cause no damage or performance problems within the TSF and will likely be hard even to detect TWP Sudamérica S.A. Av. Encalada 1257 Of. 801, Santiago de Surco Lima 33, Perú (51-1) 4377473 Page 203
Pulacayo 1 000 t/d Phase I Feasibility Study - NI 43-101 Technical Report 090644-3-0000-20-IFI-100 Table 18.7: Summary of Geotechnical Properties used in Satability and Deformation Analyses Material Properties Tailings Tailings with 3% cement Structural Fill Basement Rock Density, total (kN/m 3 ) 17 18 18 21 Density, saturated (kN/m 3 ) 18 19 19 22 Cohesion, effective 0 10 0 80 Friction angle, effective 25 28 35 30 Cohesion, total 0 0 na na Friction angle, total 0 17 na na Note: na = not applicable to this layer or material Table 18.8: Static & Pseudo-Static Factors of Safety for the TSF (Slide 6.0) Factor of Safety Section Type of Failure Static Pseudo-Static (0.1 g) (0.1 g) Section 3-3 (local) Circular 1.31 Not analyzed (local condition) Section 1-1 (global) Circular 2.09 1.57 Section 2-2 (global) Circular 2.05 1.53 Section 3-3 (global) Circular 1.87 1.41 Section 4-4 Circular 1.96 1.46 Table 18.9: Earthquake-Induced Deformations, PGA= 0.2 g (Bray & Travasarou, 2007) Section Yield Acceleration, Ky Permanent Deformation, Average (Range), mm Section 1-1 0.255 15 (13 to 15) Section 2-2 0.277 13 (12 to 15) Section 3-3 0.247 17 (15 to 19) Section 4-4 0.263 15 (13 to 17) TWP Sudamérica S.A. Av. Encalada 1257 Of. 801, Santiago de Surco Lima 33, Perú (51-1) 4377473 Page 204
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Pulacayo Project Feasibility Study - Apogee Silver

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