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PROJ01828
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PROJ01828
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Last modified
11/19/2009 11:17:47 AM
Creation date
4/2/2007 3:05:46 PM
Metadata
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Template:
Loan Projects
Contract/PO #
C153749
Contractor Name
DeWeese-Dye Ditch and Reservoir Company
Contract Type
Loan
Water District
12
County
Custer
Loan Projects - Doc Type
Contract Documents
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<br />~ <br /> <br />Ms. Honey R. Moschetti, President <br /> <br />-7- <br /> <br />December 19, 1994 <br /> <br />Loading Case 5. <br /> <br />Maximum reservoir water surface from the 50 percent PMF event, gage <br />height 65.6; with 23.5 feet of overtopping on the darn crest. Minimum <br />required sliding factor of safety of 2.0. Maximum allowable compressive <br />stress of 500 psi, based on a compressive strength in the lower portion of <br />the raise section of 1,000 psi and a factor of safety of 2.0. <br /> <br />Loading Case 6. <br /> <br />Normal reservoir water surface, gage height 42.1; with 10,000 pounds per <br />linear foot ice load applied at 0.5 feet below the water surface. Minimum <br />required sliding factor of safety of 2.0. Maximum allowable compressive <br />stress of 500 psi, based on a compressive strength in the lower portion of <br />the raise section of 1,000 psi and a factor of safety of 2.0. <br /> <br />Seismic loading conditions were not considered in these evaluations. The dam is located in a <br />low seismic area (1994 Uniform Building Code Zone 1), and seismic loads are not expected to <br />produce severe stability and stress conditions in comparison to those resulting from the <br />overtopping cases considered. Seismic loading conditions will need to be considered in future <br />analyses. <br /> <br />Results of Stability and Stress Analyses <br /> <br />The results of the stability and stress analyses are presented in Tables 1 and 2, respectively. <br />These results are discussed in detail in the following paragraphs. <br /> <br />Sliding stability analyses indicate that the raise section does not meet accepted factors of safety <br />for any of the load cases considered. For overtopping depths of more than about 2 feet (Loading <br />Cases 4 and 5) and for the ice loading case (Loading Case 6) the computed factors of safety are <br />less than 1, indicating that the section would fail under the assumptions used in the analyses. <br />The actual depth of overtopping which would cause failure of the raise section cannot be <br />determined from these analyses. In our opinion, the raise section will be capable of withstanding <br />an overtopping depth greater than that indicated by the two-dimensional analyses. Factors <br />influencing the structural stability of the raise section which were not considered in the analyses <br />include the resisting effects of any reinforcement which might extend into the original dam <br />section, hydraulic forces acting on the crest and downstream face of the raise section, and three- <br />dimensional arching effects. We did not include the reinforcement in our calculations because <br />of a lack of available information regarding the size, spacing, grade, and condition of <br />reinforcement anchorage provided during construction of the two portions of the raise section. <br />Hydraulic and arching effects were not included because the relatively complex analyses needed <br />to accurately evaluate these techniques (such as three-dimensional structural analyses) were <br />outside the scope of the present evaluation. <br /> <br />The stress analyses indicate that the concrete in the raise section and the original dam has <br />sufficient strength to resist the compressive stresses imposed by the all of the loading conditions <br /> <br />94311IDDREPORT.L TR <br />
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