City of Frisco Engineering Standards

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Engineering Standards Version 6/19/12 The Engineer shall compare the calculated time to the time listed in Table 4.1. If the calculated Tc differs from the value in Table 4.1, the Engineer shall provide information to justify the Tc calculations. D. Rainfall Intensity (I) The rainfall intensity (I), shall be based on the National Weather Service Rainfall Frequency Data presented in Technical Memorandum NWS Hydro-35, dated June 1977 (2 to 100 year) and U.S. Geologic Survey Frequency Data presented in Water Resources Investigations Report 98-4044, dated 1998 (500 year). The intensity for a particular duration can be obtained using the coefficients from Table 4.3. If the calculated inlet time differs from the value in Table 4.2, the Engineer shall provide information to justify the inlet time calculations.The equation used to determine the intensity values for various storm events and durations is provided below. I = b (Tc + d) e Refer to the following table for b, d, and e. Table 4.3 Intensity Coefficient Table 2-year 5-year 25 year 100- year B 81.319 82.686 106.665 112.783 D 15.788 15.497 18.069 17.572 E 0.864 0.820 0.806 0.771 E. Unit Hydrograph Method (Drainage Areas > 200 acres) 1. The use of a unit hydrograph method shall be based upon standard and accepted engineering principles normally used in the profession subject to the approval Engineering Services. Acceptable methods include the Soil Conservation Services (SCS) Technical Release Number 55 (TR-55) for drainage areas 200 acres to 2,000 acres and SCS’s Technical Release Number 20 (TR-20), or the United States Army Corps of Engineers HEC-HMS models for drainage areas 200 acres or more. 2. The post development unit hydrograph method shall be based upon fully developed watershed conditions assuming no effects from upstream or on-site detention facilities, unless the requirements set forth in Section 4.03.B are met, or as directed by Engineering Services. The Engineer should discuss the approach method with Engineering Services prior to design. 3. Circumstances that may require the use of a unit hydrograph method include open channels, reclaiming floodplains, creating lakes, regional detention/retention facilities or building other types of drainage related facilities on major drainage courses. The city requires fully developed watershed conditions be used for all modeling. FEMA’s flows shall not be used as the flows are generally based upon existing watershed conditions. Section 4 – Drainage Design Requirements May 2012 Page 4-5
Engineering Standards Version 6/19/12 4. Coincident peak flows can also be considered using Table 4.4. Table 4.4: Frequencies for Coincidental Occurrences Area Ratio 100 year design Main Stream Tributary 10000:1 2 100 100 2 1000:1 10 100 100 10 100:1 25 100 100 25 10:1 50 100 100 50 1:1 100 100 100 100 5. Modeling Requirements HEC-HMS shall be used in developing all hydrologic models. Other hydrologic models may be used upon approval from Engineering Services. The following criteria should be used: a. 24-hour storm duration using an SCS Type II distribution. b. Rainfall values calculated using coefficients provided in Table 4.3. c. The SCS Curve Number (CN) method shall be used to determine the loss rate. CN values shall be taken from TR-55. d. Tc values shall be calculated as shown in Section 4.02.C. e. Muskingum Cunge method shall be used for routing of the Unit Hydrograph through the drainage system. Engineering Services may request for other routing methods, such as the Modified Puls Routing Method, to be used in the design if the method is more characteristic of the hydrologic and hydraulic conditions of the watershed. F. Runoff from Off-Site Developments 1. Off-site Flows for Developed Upstream Watershed The Engineer may take the effects of upstream detention into account if the hydrologic and hydraulic information for the existing upstream ponds are shown on the construction plans and the information can be verified by record drawings or a record survey. An emergency overflow path between the existing detention ponds and the proposed site shall be identified and clearly indicated on the construction plans. The Engineer shall confirm the hydrologic and hydraulic effects of upstream facilities in accordance with Section 4.9. Section 4 – Drainage Design Requirements May 2012 Page 4-6
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City of Frisco Engineering Standards

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