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TR 14 Submittal <br /> Page Three <br /> Location - Cont <br /> In addition, the American Tunnel bulkhead site was selected to be <br /> as close to the Sunnyside Mine property line as suitable site <br /> locations would allow. As discussed under Goals above, Sunnyside <br /> Gold Corporation only has an easement for usage of the tunnel and <br /> does not own the portal or land the tunnel passes through . The <br /> site selected is ideal in that a considerable distance (greater <br /> than 1000 feet) towards the portal is dry. This will make <br /> verification of the effects of the impounded water on flows from <br /> non-Sunnyside Gold property in the American Tunnel relatively <br /> certain. <br /> Design <br /> The conceptual plan proposes unreinforced concrete plug design with <br /> the maximum possible head for design loading. Design details were <br /> not addressed. <br /> The attached Bulkhead Design for the Sunnyside Mine by John F . <br /> Abel , Jr. contains the proposed bulkhead designs. It is consistent <br /> with the conceptual plan, the major difference being reinforced <br /> concrete plugs with low pressure contact grouting are proposed <br /> instead of unreinforced plugs . The parameter difference between <br /> the conceptual and proposed design calculation for the American <br /> Tunnel plug is because of plug site location and topographic map <br /> selection for Lake Emma elevation verses actual outlet survey <br /> elevation. <br /> This design was prepared using ACI Building Code Requirements <br /> because of its conservatism. Quantifiable factors of safety built <br /> into the ACI code are shown in Table 1 . of the design report. They <br /> range from 1. 57 to 1 . 77 for the bulkheads. Another ACI design <br /> requirement that is not quantifiable until after completion of the <br /> project but builds conservatism into the design is the mix design <br /> requirement for 4990 psi strength while using a design strength of <br /> 3000 psi . <br /> Other prudent design assumptions that probably increase the factor <br /> of safety providing worst case conditions do not occur are: <br /> 1) Assumption of simple beam loading for flexural stress. <br /> 2) Providing two-way reinforcement while assuming one-way <br /> for design. <br /> 3) Assuming maximum possible head determined by <br /> topographical limits. <br />