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06-03-09 Drainage and Flooding Committee minutes
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06-03-09 Drainage and Flooding Committee minutes
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City Meetings
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Drainage and Flooding Committee
Meeting Doc Type
Minutes
Date
6/3/2009
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<br />runoff based on inlet capacity alone. Eleven (11) streets intersect Fleetwood Drive with <br />forty-four (44) inlets for all residential streets and one (1) inlet on Fleetwood Drive, total <br />number of inlets is forty-five (45). Three-year runoff for most of the contributing areas is <br />about 5.0 (cfs) with the highest equal to 8.1 (cfs) and lowest equal to 2.2 (cfs). Overall, <br />total inlet flow capable entering the storm sewer can be estimated to be 225.0 (cfs) (45 <br />inlets x 5 (cfs)/inlet = 225.0 (cfs)). With a 3-year overall runoff of 180.0 (cfs) for 106.6 <br />acres (194 (cfs) for C = 0.60) the total inlet capacity is adequate. <br /> <br />2.4 Storm Sewer Capacity Analysis <br /> <br />Existing storm sewer sizes were field measured along the main trunk line on the east side <br />of Fleetwood Drive; using LiDAR manhole rims and curb inlet tops were combined with <br />field measurement to determine elevations. Field survey collected for design of overland <br />sheet flow swales was checked against LiDAR at the outfall pipe to determine accuracy <br />of the LiDAR data to +/-0.30 feet. From this, a storm sewer model was constructed in <br />Hydraflow Storm Sewer Extension of AutoCAD Civil 3D 2008. This software was <br />chosen to easily evaluate different alternatives. Existing storm sewer sizes were obtained <br />from the City of La Porte and field verified, (See Exhibit 2). <br /> <br />The outfall pipe is a sixty-inch (60-inch) corrugated metal pipe (CMP) with invert <br />elevation six-inches (6-inches) above HCFCD Unit B106-02-00 channel flow line. <br />Typically, storm sewers are designed with velocities of 6.0 feet per second (fps), based <br />on this, the capacity of a 60-inch CMP has a cross sectional area of 19.6 (sf) capable of <br />producing 118.0 (cfs) (6.0 fps x 19.6 (sf) = 118 (cfs)). This is inadequate to carry the <br />peak runoff for Fairmont Park East at 180.0 (cfs) for the 3-year event. Verification of <br />these results were performed in a Hydroflow model which calculated an existing capacity <br />of 116.0 (cfs), (See Appendix A). <br /> <br />2-3 <br /> <br />Klotz Associates Project No. 0127.009.000 <br />May 2009 <br /> <br />Fairmont Park East & Brookglen Drainage Study <br />City of La Porte <br />
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