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Admin Order 58-12-14
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Admin Order 58-12-14
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Last modified
11/7/2012 2:23:00 PM
Creation date
11/7/2012 2:09:00 PM
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City Recorder
CMO_Document_Type
Admin Orders
Document_Date
11/2/2012
Document_Number
58-12-14
Author
CRO
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SECTION 3 Flood Control Euaination <br />9. Channel roughness coefficients (for open channels). <br />For the River Road Santa Clara basin, the model was used to evaluate the capacity of <br />approximately 160 open waterway and pipe segments under existing and future land use <br />conditions. Table 3 -2 (provided at the back of this section) provides the major hydraulic <br />information for each of the modeled conduits in the 4 major subbasins evaluated within the River <br />Road Santa Clara basin. Specifically, the table provides the information for parameters 1 — 6 <br />listed above, in addition to the drainage area for each conduit, the relevant design storm, and the <br />model results for the relevant design storm. Model results are presented in terms of peak flows <br />and maximum water surface elevations. The results for all storm events that were run through the <br />models (i.e., 10 -year, 25 -year, 50 -year, and 100 -year storms) can be found in Appendix B. <br />As discussed previously, due to the multi jurisdictional ownership of the drainage system, the <br />City did not have a comprehensive data set on the drainage system in this basin at the time the <br />original River Road Santa Clara Basin Plan was completed. Since the original Plan was <br />completed in 2002, the City and County partnered to develop this revised Plan, and the following <br />areas were surveyed and updated in the original model, resulting in a more refined hydrologic <br />and hydraulic data set and a more refined modeled system. A more detailed summary of major <br />changes made to the model is provided in Appendix G. The refined model results were used for <br />design of the capital projects described in Section 3.5. <br />Willamette Overflow major subbasin: <br />— A large elevation difference was noted between the inlet and outlet pipes to the manhole <br />at node 58287, located east of River Road and north of Division on Figure 3 -7. <br />Hydraulic conditions at this location were field verified and surveyed. <br />— The pipe system that conveys stormwater from Beltline Road to the Willamette Overflow <br />drainage system, as shown on Figure 3 -7, appeared to include pipes with a diameter equal <br />to or greater than 36 inches, which would ordinarily be included in the model, but <br />insufficient data were initially available for these pipes. Hydraulic conditions at this <br />location were field verified and surveyed. <br />— Field crews noted that fill had been placed in the open waterway between Division and <br />Hunsaker, which blocks the waterway except under high flow conditions. This fill was <br />not reflected in the original survey data so a revised survey of this open channel segment <br />was conducted. <br />• Flat Creek major subbasin: <br />— The hydrologic connection of subbasin FC -070 and Flat Creek was field verified. <br />• A -I Channel major subbasin: <br />— Hydraulic conditions in the pipe system along Irving Road that conveys stormwater to the <br />A -1 Channel, shown on Figure 3 -7, were unclear, and therefore the system was field <br />verified and surveyed. <br />— Drainage patterns in the A -1 Channel major subbasin, south of Beltline Road on Figures <br />3 -7 and 3 -8 were unclear. A number of drywells may result in less area that is directly <br />connected with the A -1 channel. Hydrologic conditions at this location were field <br />verified. <br />0:\25695978 Eugene RR -SC Final Basin P1an\Nlaster P1anTINAL 2- 2010\Master_Plan 3- 11- 10_FINAL_ Word _Version.doc 3-5 <br />
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