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Appendix C Preliminary Hydrology Report
C Appendix C Preliminary Hydrology Report UNIVERSITY MEDICAL OFFICE PARK PRELIMINARY HYDROLOGY REPORT Palm Desert, California December 7, 2022 Contact Persons: Todd Pitner, PE Danielle Peltier, EIT Prepared for: JFK Memorial Hospital 47111 Monroe St Indio, CA 92201 (760) 347-6191 Prepared by: Michael Baker International 75-410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 MBI JN 190641 i University Medical Office Park Michael Baker International Preliminary Hydrology Report Table of Contents 1 Introduction ............................................................................................................................. 1 2 Hydrology ................................................................................................................................. 2 2.1 Project Condition Descriptions......................................................................................... 2 2.2 Description of Analysis ..................................................................................................... 3 2.3 Rational Method .............................................................................................................. 4 2.3.1 Soil Conditions .............................................................................................................. 5 2.3.2 Land Use ....................................................................................................................... 5 2.4 Catch Basins...................................................................................................................... 5 3 Hydraulics ................................................................................................................................ 5 3.1 Proposed Improvements .................................................................................................. 5 3.2 Flood Attention ................................................................................................................ 6 4 Water Quality Treatment Measures ....................................................................................... 6 4.1 Water Quality Basins ........................................................................................................ 6 4.1.1 Proposed Condition Flood Routing............................................................................... 6 4.1.2 Drawdown Time Determination ................................................................................... 7 5 Conclusion ............................................................................................................................... 7 6 References ............................................................................................................................... 8 Figures Figure 1: Vicinity Map ..................................................................................................................... 1 Exhibits Exhibit 1 – Proposed Condition Hydrology Map ii University Medical Office Park Michael Baker International Preliminary Hydrology Report Technical Appendices Appendix A: Rational Method Calculations - 100-Year Storm Event (to be included in Final) Appendix B: Storm Drain Sizing (to be included in Final) Appendix C: Retention Basin Sizing Appendix C.1: Short Cut Synthetic Hydrograph Calculations Appendix C.2: Drawdown Time Calculation Appendix C.3: Excerpt from North Sphere Drainage Master Plan, October 2007 Appendix C.4: University Park Hydrology Study, November 2004 Appendix C.5: Underground Retention Chambers Specifications Appendix D: Soils Data Appendix D.1: Results of On-Site Percolation Testing (to be provided in Final) Appendix D.2: USDA NRCS Custom Soil Resource Report – University Park Appendix E: Flood Data Appendix E.1: FEMA FIRMette Appendix E.2: NOAA Atlas 14 Point Precipitation Frequency Estimates Appendix F: RCFC&WCD Hydrology Manual Plates E-6.1-6.3 1 University Medical Office Park Michael Baker International Preliminary Hydrology Report 1 Introduction Michael Baker International has been retained to prepare engineering design for a new commercial development known as University Medical Office Park in the City of Palm Desert, APNs 694-580-026 and -027. The proposed development includes two medical office buildings, a courtyard, and a surrounding parking lot with respective landscape, and requires a drainage report to show how storm water runoff from the 100-year storm event shall be handled on-site for proper storm water handling and safety to the public. The project site is located in Palm Desert, California in the County of Riverside. The site lies between Gerald Ford Drive and College Drive, west of Technology Drive. Figure 1 shows the general vicinity of the project location. Figure 1: Vicinity Map The objectives of this study include the following: 1. Develop a hydrology map which identifies drainage boundaries and subareas within the project site. Subarea boundaries are based on the proposed development drainage patterns, desired concentration points, and the existing topography. 2 University Medical Office Park Michael Baker International Preliminary Hydrology Report 2. Prepare an analysis of the proposed development hydrology based on the Riverside County Flood Control and Water Conservation District (RCFC&WCD) rational method for the 100-year storm events (Rational Method calculations to be provided in Final). 3. Perform catch basin sizing calculations to determine the sizes of inlets needed to provide required flood protection within the site (catch basin sizing provided in Final). 4. Determine proposed storm drain facility design with hydraulic calculations based on the proposed site plan and delineated drainage areas (hydraulics provided in Final). 5. Utilize the short cut synthetic hydrograph to perform retention basin sizing, basins shall be sized to contain the runoff resulting from the 100-year, 24-hour storm event and to evacuate the storm event within 48 hours. The included calculations are prepared in accordance with the criteria and procedures described in the RCFC&WCD Hydrology Manual (April 1978). To comply with the Colorado River Basin Regional Water Quality Control Board for discretionary new developments and redevelopment projects a separate submittal will be made for the project-specific WQMP. 2 Hydrology 2.1 Project Condition Descriptions Existing Condition The approximately 10.5-acre site is on vacant land with poor land cover. The neighboring properties consist of undeveloped land and commercial developments. There are two existing retention basins on-site that collect runoff from the three adjacent streets in accordance with the City of Palm Desert North Sphere Drainage Master Plan (October 2007). In 2004, RBF Consulting prepared a Hydrology Study for University Park Internal Streets, which included a hydrologic analysis of College Drive, University Park Drive, Pacific Avenue, and Technology Drive. The study shows that the basins on the project site collect the runoff from about 10.9 acres. According to the report, the basin in the southern corner of the project site collects 4.46 acres of College Drive and the basin in the eastern corner collects 6.40 acres of Gerald Ford Drive and portions of College Drive and Technology Drive. The basin in the eastern corner also collects the on-site runoff. The Hydrology Study prepared by RBF Consulting is included in Appendix C of this report. The site is generally flat, and slopes toward the east, in which site runoff sheet flows to the eastern retention basin. The site currently lies within a FEMA mapped flood plain Zone X, an 3 University Medical Office Park Michael Baker International Preliminary Hydrology Report area determined to be outside the 0.2% annual chance floodplain and of minimal flood hazard; the FIRMette is provided in Appendix F. Proposed Condition The hydrology delineation is based on proposed site grading and aerial topography flown and compiled for the project; the proposed project area is approximately 10.5 acres. The proposed drainage pattern is similar to the existing in that majority of the site runoff flows easterly to the on-site retention areas. Site runoff sheet flows through the proposed parking lot and is intercepted by catch basins. Runoff from the buildings, the proposed courtyard area, and the respective landscape will use roof runoff controls and area drains to convey runoff to the retention areas; these systems will be defined and sized in Final. Two underground chamber systems are proposed to replace the existing aboveground retention basin in the eastern corner. Basin B will be located under a portion of the eastern parking area and will collect on-site runoff and Basin C will be located under the north-eastern landscape area and collect offsite runoff. These two systems will prevent the commingling of stormwater from the public streets and private development, allowing effective stormwater quality monitoring. The Basin A, the southern retention basin, will remain aboveground and will be expanded to properly store the increase in runoff due to development, in addition to the existing capture of offsite runoff from the adjacent streets. New storm drain connections are proposed for the existing offsite catch basins to align with the proposed configurations of the retention areas. Drywells are included in this design to properly evacuate the runoff of the 100 - year, 24-hour storm event. One drywell will be included in each basin. The drywell locations and specifications will be detailed in the final grading and utility plans. The collection locations and basin sizes are carefully planned to proportionately collect and convey runoff for retention and eventual drawdown of the storm water volume generated from the site. The proposed on-site water quality basins are designed to retain 100% of the 100-year, 24-hour storm and infiltrate within 48 hours. Geotechnical tests will provide confirmation of timely infiltration in Final. Overflow is planned to ultimately flow east along Gerald Ford Drive and is based on underground storage top of stone, catch basin flow line, and bui lding pad elevations; a detailed discussion of overflow for all three basins will be provided in final. Exhibit 1, the Proposed Condition Hydrology Map, clearly details the various subareas and collection systems to be employed. 2.2 Description of Analysis The 10.5-acre project site consists of three sub-watershed areas; the runoff from the parking areas northeast and northwest will be conveyed to Basin B and the remainder of the site, including the proposed buildings, will be conveyed to the aboveground system , Basin A. A small portion of the parking lot, some of the proposed landscaped areas and two driveways along the perimeter of the site will flow towards the adjacent streets, Gerald Ford Drive and Technology 4 University Medical Office Park Michael Baker International Preliminary Hydrology Report Drive, and will use the offsite catch basins to enter Basin C. Site runoff for these sub-watersheds will be determined based on rational method hydrology analysis in Final. 2.3 Rational Method Hydrology calculations for the project conditions to determine 100-year discharges for the project drainage area will be performed per the RCFC&WCD Hydrology Manual guidelines. The guidelines suggest that watershed budgets for drainage areas encompassing less than one square mile be calculated using the rational method (RM). Detailed RM calculations for the 100-year storm event will be included in Appendix A. The RM is an empirical computation procedure for developing a peak runoff rate for small watersheds for storms of a specified recurrence interval. The RM equation is based on the assumption that the peak flow is directly proportional to the drainag e area, rainfall intensity, and a loss coefficient, which considers the effects of land use and soil type. The design discharges were computed generated a hydrologic “link-node” model that divides the area into sub-area, each tributary to a concentration point or hydrologic “node” point determined by the existing terrain or proposed site layout. A thorough technical description of the RM is provided in the RCFC&WCD Hydrology Manual. The Antecedent Moisture Condition (AMC) can be defined as the relative wetness of a watershed just prior to a flood producing storm event and is expressed as the amount of rainfall occurring in a specific period of time prior to a major storm. The generalized definitions of AMC levels are: AMC I: Lowest runoff potential. The watershed soils are dry enough to allow satisfactory grading or cultivation to take place. AMC II: Moderate runoff potential, an intermediate condition. AMC III: Highest runoff potential. The watershed is practically saturated from antecedent rains. AMC II is applied for the 100-year storm event as outlined in the RCFC&WCD Hydrology Manual. RCFC&WCD Hydrology Manual reference plates are included in Appendix G; deviations from the RCFC&WCD Hydrology Manual include the precipitation and soil data used. Precipitation data used in this study is taken from the NOAA Atlas 14 website at the project location and is included in Appendix F. See the next section for more information on soil data deviation. 5 University Medical Office Park Michael Baker International Preliminary Hydrology Report 2.3.1 Soil Conditions The RCFC&WCD uses the SCS soils classification system, which categorizes soils into four hydrologic groups A, B, C and D with D being the least pervious, thus providing the highest runoff potential. Soil data from the USDA’s Natural Resources Conservation Service Web Soil Survey is included in Appendix E, the project site drainage area consists of hydrologic soil type A. 2.3.2 Land Use The developed site will consist of commercial land use. The commercial land use actual impervious cover range of 80 to 90 percent is provided on Plate E-6.3 of the RCFC&WCD Hydrology Manual. The proposed on-site impervious area is approximately 7.10 acres, resulting in about 68% of impervious cover and 32% pervious cover. Upon incorporating offsite flows using a 90% impervious value, the tributary area of Basin A is 80.5% impervious and 75.1% impervious for Basin C. Basin B does not collect any offsite runoff and its tributary area is 83.7% impervious. The difference of the pre and post land use development condition result s in impacts to the existing drainage systems, in which approximately 33% of the total area attributed to the retention systems will be converted to impervious cover from the pervious, undeveloped condition. 2.4 Catch Basins Each on-site catch basin will be sized appropriately to collect its tributary flows, inlet sizing calculations will be performed in Final. 3 Hydraulics Hydraulic calculations for the proposed pipe systems will be performed and provided in Final using the Los Angeles County Flood Control District Water Surface Pressure Gradient (WSPGW – CivilDesign) design software. WSPGW computes and plots uniform and non -uniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The computation procedure is based on solving Bernoulli’s equation for the total energy between two sections in a reach. 3.1 Proposed Improvements The proposed facilities constitute of multiple storm drain lines that convey runoff. The three off-site catch basins will require new storm drain connections to the on -site retention systems due to the replacement of the northern basin with underground chambers and the expansion 6 University Medical Office Park Michael Baker International Preliminary Hydrology Report of the southern, aboveground basin. A complete layout of the proposed improvements can be seen on Exhibit 1, the Proposed Condition Hydrology Map. 3.2 Flood Attention There are no anticipated negative downstream or upstream impacts from this development, therefore, no on-site flood attention is needed for this project. 4 Water Quality Treatment Measures 4.1 Water Quality Basins Low Impact Development (LID) is implemented for this project site and is in accordance with the Riverside County Design Handbook for Low Impact Development Best Management Practices. The project is required to retain 100% of the 100-year, 24-hour storm event on-site per the City of Palm Desert retention requirements. A spreadsheet based on the short cut synthetic hydrograph method approach as prescribed by the RCFC&WCD Hydrology Manual has been utilized to perform the calculations and is found in Appendix C, a summary is provided below. 4.1.1 Proposed Condition Flood Routing Basin storage capacity is modeled based on the “truncated pyramid” formula, a more conservative estimate than “average end areas” sometimes used. Percolation is taken incrementally, and the proposed drywells are incorporated in the analysis. Rainfall input data for the 100-year, 24-hour storm is input per said Hydrology Manual using the aforementioned NOAA Atlas 14 point precipitation frequency estimates. Basin inflow is modeled in 15-minute intervals for the 24-hour storm, based on the design storm unit hydrographs presented in the RCFC&WCD Hydrology Manual. Basin ID: A Depth: 5 feet + 1 foot of freeboard Area at Top of Basin: 12,240.3 SF Max Storage: 41,162.14 CF Total Flow Volume: 54,681.65 CF 100-Year, 24-Hour Water Surface Elevation: 171.9 ft Basin ID: B Depth: 6.00 feet 7 University Medical Office Park Michael Baker International Preliminary Hydrology Report Area at Top of Basin: 6000.15 SF Max Storage: 20,327.43 CF Total Flow Volume: 30,597.87 CF Basin ID: C Depth: 8.50 feet Area at Top of Basin: 6552 SF Max Storage: 33,202 CF Total Flow Volume: 45,245.25 CF The maximum side slope of the aboveground basin is 3:1 in order to accommodate the site plan due to the large volume of offsite run-on. The aboveground basin meets the requirement for 1 foot minimum of freeboard. No percolation tests have been performed yet for this project, results of geotechnical analysis will be included in Appendix D. The basin depth shown on the unit hydrograph calculations for the underground basins are not representative of the actual depth since pore space has to be incorporated into the design. The depth is adjusted so that the unit hydrographs use the actual storage provided by the systems, and still account for appropriate infiltration based on the area. 4.1.2 Drawdown Time Determination Drawdown time is the amount of time the design volume takes to pass through the effective storage area of the retention basin. Per the City of Palm Desert requirement, the drawdown time must not exceed 48 hours in order to implement proper vector control and prevent other nuisance issues. The drawdown times for the proposed basins are analyzed using an infiltration rate of 2 in/hr due to the use of drywells that allow for even greater infiltration. A factor of safety of 3 will be applied to the determined infiltration rate. The anticipated design infiltrate rate of 2 in/hr is applied to the total dead storage volume and results in a drawdown time of approximately 33, 12, and 22 hours for Basins A, B, and C, respectively, which all fall within the 48-hour maximum; the drawdown time calculations are included in Appendix C. 5 Conclusion The methodologies used in this study are in compliance with the City of Palm Desert and RCFC&WCD criteria. The proposed retention basin systems will retain 100% of the 100-year, 24- hour storm event. Based on the provided design calculations, the proposed drainage system will capture sufficient on-site and offsite runoff to prevent significant flooding during the 100- year storm event. There are no anticipated negative upstream or downstream impacts. 8 University Medical Office Park Michael Baker International Preliminary Hydrology Report 6 References 1. Riverside County Flood Control and Water Conservation District Hydrology Manual, RCFC&WCD April 1978. 2. Design Handbook for Low Impact Development Best Management Practices, RCFC&WCD September 2011. 3. Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development, RCFC&WCD June 2014. 4. Hydrology Study University Park Internal Streets, RBF Consulting November 2004. 5. City of Palm Desert North Sphere Drainage Master Plan, VA Consulting, Inc. October 2007. 75410 GERALD FORD DRIVE, STE. 100, PALM DESERT, CA. 92211 760-346-7481 RE V I S E D : 1 2 / 0 7 / 2 0 2 2 VICINITY MAP University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX A RATIONAL METHOD CALCULATIONS - 100-YEAR STORM EVENT (TO BE INCLUDED IN FINAL) University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX B STORM DRAIN SIZING (TO BE INCLUDED IN FINAL) University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX C RETENTION BASIN SIZING University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX C.1 SHORT CUT SYNTHETIC HYDROGRAPH CALCULATIONS 1 of 6 HYDROLOGY CALCULATIONS - UNIVERSITY PARK Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Drainage Area (ac.) 8.6300 Unit time (minutes)5 5 5 15 100 Year Storm Duration (hrs)1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.)1.53 2.21 2.89 4.49 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1)32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr)0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3)80.46 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.)0.20 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr)2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell can be zeroed out by entering .001 for values Drywell design factors Upper sec. (ft.)=5 Lower sec. (ft.)=15 Ring diam. (ft.) =4 Drywell lower max. (cf)=298.45 Upper max.(cf)=62.83 Gravel bed width around drwyell=1 Drywell total(cf)=361.28 Ret. Basin design (area, depth) Top =12240.3 s.f.Bot. =4795.5 s.f.Max. Depth (d)=5 Max. storage=41162.14 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5)(values must be non-zero or error occurs) Outside input from:N/A 1 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 3.7 0.6793 0.2041 N/A 0.4752 4.1350 1240.50 0.00 30.89 0.43 361.28 20.00 878.79 4795.50 66.60 812.19 0.10 0.00 0.00 0:10 4.8 0.8813 0.2041 N/A 0.6771 5.8924 1767.73 0.00 286.14 3.97 361.28 20.00 1763.76 4942.40 68.64 2507.30 0.30 0.00 0.00 0:15 5.1 0.9364 0.2041 N/A 0.7322 6.3717 1911.52 0.00 286.14 3.97 361.28 20.00 1907.55 5248.98 72.90 4341.95 0.53 0.00 0.00 0:20 4.9 0.8996 0.2041 N/A 0.6955 6.0522 1815.66 0.00 286.14 3.97 361.28 20.00 1811.69 5580.81 77.51 6076.13 0.74 0.00 0.00 0:25 6.6 1.2118 0.2041 N/A 1.0076 8.7683 2630.48 0.00 286.14 3.97 361.28 20.00 2626.50 5894.46 81.87 8620.77 1.05 0.00 0.00 0:30 7.3 1.3403 0.2041 N/A 1.1361 9.8866 2965.99 0.00 286.14 3.97 361.28 20.00 2962.01 6354.70 88.26 11494.52 1.40 0.00 0.00 0:35 8.4 1.5422 0.2041 N/A 1.3381 11.6441 3493.22 0.00 286.14 3.97 361.28 20.00 3489.25 6874.46 95.48 14888.29 1.81 0.00 0.00 0:40 9 1.6524 0.2041 N/A 1.4483 12.6027 3780.80 0.00 286.14 3.97 361.28 20.00 3776.83 7488.27 104.00 18561.11 2.25 0.00 0.00 0:45 12.3 2.2583 0.2041 N/A 2.0541 17.8750 5362.50 0.00 286.14 3.97 361.28 20.00 5358.52 8152.56 113.23 23806.40 2.89 0.00 0.00 0:50 17.6 3.2314 0.2041 N/A 3.0272 26.3426 7902.79 0.00 286.14 3.97 361.28 20.00 7898.82 9101.25 126.41 31578.82 3.84 0.00 0.00 PEAK 0:55 16.1 2.9560 0.2041 N/A 2.7518 23.9461 7183.84 0.00 286.14 3.97 361.28 20.00 7179.87 10507.01 145.93 38612.75 4.69 0.00 0.00 1:00 4.2 0.7711 0.2041 N/A 0.5670 4.9338 1480.15 0.00 286.14 3.97 361.28 20.00 1476.18 11779.20 163.60 39925.33 4.85 0.00 0.00 0 0.0000 0.2041 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 12016.60 166.90 39758.43 4.83 0.00 0.00 0 0.0000 0.2041 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 11986.42 166.48 39591.96 4.81 0.00 0.00 1:15 0 0.0000 0.2041 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 11956.31 166.06 39425.90 4.79 0.00 0.00 Total volume (cf)41535.20 Total Overflow (cf)0.00 Proposed Conditions*-Basin A (College & Tech)*receiving runoff from south half of College Dr. from northwestern University Park/College intersection to southwestern University Park/College intersection AND 4.17 acres of on-site development. 2 of 6 3 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 1.3 0.34 0.20 N/A 0.1406 1.2237 367.11 0.00 30.89 0.43 361.28 20.00 5.40 4795.50 5.40 0.00 0.00 0.00 0.00 0:10 1.3 0.34 0.20 N/A 0.1406 1.2237 367.11 0.00 286.14 3.97 361.28 20.00 363.13 4795.50 66.60 296.53 0.04 0.00 0.00 0:15 1.1 0.29 0.20 N/A 0.0876 0.7621 228.64 0.00 286.14 3.97 361.28 20.00 224.67 4849.13 67.35 453.85 0.06 0.00 0.00 0:20 1.5 0.40 0.20 N/A 0.1937 1.6852 505.57 0.00 286.14 3.97 361.28 20.00 501.60 4877.59 67.74 887.71 0.11 0.00 0.00 0:25 1.5 0.40 0.20 N/A 0.1937 1.6852 505.57 0.00 286.14 3.97 361.28 20.00 501.60 4956.06 68.83 1320.47 0.16 0.00 0.00 0:30 1.8 0.48 0.20 N/A 0.2732 2.3776 713.27 0.00 286.14 3.97 361.28 20.00 709.30 5034.33 69.92 1959.85 0.24 0.00 0.00 0:35 1.5 0.40 0.20 N/A 0.1937 1.6852 505.57 0.00 286.14 3.97 361.28 20.00 501.60 5149.97 71.53 2389.92 0.29 0.00 0.00 0:40 1.8 0.48 0.20 N/A 0.2732 2.3776 713.27 0.00 286.14 3.97 361.28 20.00 709.30 5227.75 72.61 3026.61 0.37 0.00 0.00 0:45 1.8 0.48 0.20 N/A 0.2732 2.3776 713.27 0.00 286.14 3.97 361.28 20.00 709.30 5342.91 74.21 3661.70 0.44 0.00 0.00 0:50 1.5 0.40 0.20 N/A 0.1937 1.6852 505.57 0.00 286.14 3.97 361.28 20.00 501.60 5457.77 75.80 4087.49 0.50 0.00 0.00 0:55 1.6 0.42 0.20 N/A 0.2202 1.9160 574.81 0.00 286.14 3.97 361.28 20.00 570.83 5534.79 76.87 4581.45 0.56 0.00 0.00 1:00 1.8 0.48 0.20 N/A 0.2732 2.3776 713.27 0.00 286.14 3.97 361.28 20.00 709.30 5624.13 78.11 5212.64 0.63 0.00 0.00 1:05 2.2 0.58 0.20 N/A 0.3793 3.3007 990.20 0.00 286.14 3.97 361.28 20.00 986.23 5738.28 79.70 6119.16 0.74 0.00 0.00 1:10 2.2 0.58 0.20 N/A 0.3793 3.3007 990.20 0.00 286.14 3.97 361.28 20.00 986.23 5902.24 81.98 7023.41 0.85 0.00 0.00 1:15 2.2 0.58 0.20 N/A 0.3793 3.3007 990.20 0.00 286.14 3.97 361.28 20.00 986.23 6065.79 84.25 7925.39 0.96 0.00 0.00 1:20 2 0.53 0.20 N/A 0.3263 2.8391 851.74 0.00 286.14 3.97 361.28 20.00 847.76 6228.93 86.51 8686.64 1.06 0.00 0.00 1:25 2.6 0.69 0.20 N/A 0.4854 4.2238 1267.13 0.00 286.14 3.97 361.28 20.00 1263.16 6366.61 88.43 9861.37 1.20 0.00 0.00 1:30 2.7 0.72 0.20 N/A 0.5119 4.4545 1336.36 0.00 286.14 3.97 361.28 20.00 1332.39 6579.08 91.38 11102.39 1.35 0.00 0.00 1:35 2.4 0.64 0.20 N/A 0.4323 3.7622 1128.67 0.00 286.14 3.97 361.28 20.00 1124.69 6803.54 94.49 12132.58 1.47 0.00 0.00 1:40 2.7 0.72 0.20 N/A 0.5119 4.4545 1336.36 0.00 286.14 3.97 361.28 20.00 1332.39 6989.86 97.08 13367.89 1.62 0.00 0.00 1:45 3.3 0.88 0.20 N/A 0.6710 5.8392 1751.76 0.00 286.14 3.97 361.28 20.00 1747.78 7213.29 100.18 15015.49 1.82 0.00 0.00 1:50 3.1 0.82 0.20 N/A 0.6180 5.3776 1613.29 0.00 286.14 3.97 361.28 20.00 1609.32 7511.28 104.32 16520.48 2.01 0.00 0.00 1:55 2.9 0.77 0.20 N/A 0.5649 4.9161 1474.83 0.00 286.14 3.97 361.28 20.00 1470.85 7783.48 108.10 17883.23 2.17 0.00 0.00 2:00 3 0.80 0.20 N/A 0.5915 5.1469 1544.06 0.00 286.14 3.97 361.28 20.00 1540.09 8029.95 111.53 19311.79 2.35 0.00 0.00 2:05 3.1 0.82 0.20 N/A 0.6180 5.3776 1613.29 0.00 286.14 3.97 361.28 20.00 1609.32 8288.33 115.12 20805.99 2.53 0.00 0.00 2:10 4.2 1.11 0.20 N/A 0.9097 7.9162 2374.85 0.00 286.14 3.97 361.28 20.00 2370.88 8558.58 118.87 23058.00 2.80 0.00 0.00 2:15 5 1.33 0.20 N/A 1.1219 9.7624 2928.71 0.00 286.14 3.97 361.28 20.00 2924.73 8965.89 124.53 25858.21 3.14 0.00 0.00 2:20 3.5 0.93 0.20 N/A 0.7241 6.3007 1890.22 0.00 286.14 3.97 361.28 20.00 1886.25 9472.35 131.56 27612.90 3.35 0.00 0.00 2:25 6.8 1.80 0.20 N/A 1.5992 13.9163 4174.89 0.00 286.14 3.97 361.28 20.00 4170.92 9789.71 135.97 31647.85 3.84 0.00 0.00 2:30 7.3 1.94 0.20 N/A 1.7318 15.0702 4521.06 0.00 286.14 3.97 361.28 20.00 4517.08 10519.49 146.10 36018.82 4.38 0.00 0.00 2:35 8.2 2.17 0.20 N/A 1.9705 17.1472 5144.15 0.00 286.14 3.97 361.28 20.00 5140.17 11310.05 157.08 41001.91 4.98 0.00 0.00 2:40 5.9 1.56 0.20 N/A 1.3605 11.8393 3551.80 0.00 286.14 3.97 361.28 20.00 3547.83 12211.32 169.60 41162.14 5.00 3218.00 10.73 PEAK 2:45 2 0.53 0.20 N/A 0.3263 2.8391 851.74 0.00 286.14 3.97 361.28 20.00 847.76 12240.30 170.00 41162.14 5.00 677.76 2.26 2:50 1.8 0.48 0.20 N/A 0.2732 2.3776 713.27 0.00 286.14 3.97 361.28 20.00 709.30 12240.30 170.00 41162.14 5.00 539.29 1.80 2:55 1.8 0.48 0.20 N/A 0.2732 2.3776 713.27 0.00 286.14 3.97 361.28 20.00 709.30 12240.30 170.00 41162.14 5.00 539.29 1.80 3:00 0.6 0.16 0.20 0.14 0.0159 0.1385 41.54 0.00 286.14 3.97 361.28 20.00 37.57 12240.30 170.00 41029.70 4.98 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 12216.35 169.67 40860.03 4.96 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 12185.66 169.25 40690.79 4.94 0.00 0.00 3:15 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 12155.05 168.82 40521.97 4.92 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 345.38 18.73 0.00 12124.51 168.40 40353.57 4.90 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 341.41 18.42 0.00 12094.06 167.97 40185.60 4.88 0.00 0.00 3:30 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 337.44 18.10 0.00 12063.68 167.55 40018.05 4.86 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 333.46 17.79 0.00 12033.37 167.13 39850.92 4.84 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 329.49 17.47 0.00 12003.14 166.71 39684.21 4.82 0.00 0.00 Total volume (cf)50206.63 Total Overflow (cf)4974.34 3 of 6 6 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 0.5 0.17 0.20 0.16 0.0173 0.1509 45.27 0.00 30.89 0.43 44.84 2.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10 0.6 0.21 0.20 0.19 0.0208 0.1811 54.32 0.00 69.24 0.96 98.20 4.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:15 0.6 0.21 0.20 0.19 0.0208 0.1811 54.32 0.00 114.88 1.60 150.92 7.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:20 0.6 0.21 0.20 0.19 0.0208 0.1811 54.32 0.00 159.97 2.22 203.02 10.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:25 0.6 0.21 0.20 0.19 0.0208 0.1811 54.32 0.00 204.53 2.84 254.50 12.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:30 0.7 0.24 0.20 N/A 0.0386 0.3361 100.83 0.00 248.56 3.45 361.28 20.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:35 0.7 0.24 0.20 N/A 0.0386 0.3361 100.83 0.00 286.14 3.97 361.28 20.00 96.86 4795.50 66.60 30.25 0.00 0.00 0.00 0:40 0.7 0.24 0.20 N/A 0.0386 0.3361 100.83 0.00 286.14 3.97 361.28 20.00 96.86 4800.97 66.68 60.43 0.01 0.00 0.00 0:45 0.7 0.24 0.20 N/A 0.0386 0.3361 100.83 0.00 286.14 3.97 361.28 20.00 96.86 4806.43 66.76 90.53 0.01 0.00 0.00 0:50 0.7 0.24 0.20 N/A 0.0386 0.3361 100.83 0.00 286.14 3.97 361.28 20.00 96.86 4811.87 66.83 120.55 0.01 0.00 0.00 0:55 0.7 0.24 0.20 N/A 0.0386 0.3361 100.83 0.00 286.14 3.97 361.28 20.00 96.86 4817.30 66.91 150.50 0.02 0.00 0.00 1:00 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4822.72 66.98 270.91 0.03 0.00 0.00 1:05 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4844.50 67.28 391.01 0.05 0.00 0.00 1:10 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4866.22 67.59 510.82 0.06 0.00 0.00 1:15 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4887.89 67.89 630.32 0.08 0.00 0.00 1:20 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4909.50 68.19 749.52 0.09 0.00 0.00 1:25 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4931.06 68.49 868.43 0.11 0.00 0.00 1:30 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4952.57 68.79 987.03 0.12 0.00 0.00 1:35 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4974.02 69.08 1105.34 0.13 0.00 0.00 1:40 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 4995.42 69.38 1223.35 0.15 0.00 0.00 1:45 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 5016.76 69.68 1341.06 0.16 0.00 0.00 1:50 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 5038.05 69.97 1458.48 0.18 0.00 0.00 1:55 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 5059.29 70.27 1575.60 0.19 0.00 0.00 2:00 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5080.47 70.56 1782.96 0.22 0.00 0.00 2:05 0.8 0.28 0.20 N/A 0.0733 0.6379 191.36 0.00 286.14 3.97 361.28 20.00 187.39 5117.98 71.08 1899.27 0.23 0.00 0.00 2:10 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5139.01 71.38 2105.82 0.26 0.00 0.00 2:15 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5176.37 71.89 2311.85 0.28 0.00 0.00 2:20 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5213.63 72.41 2517.36 0.31 0.00 0.00 2:25 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5250.80 72.93 2722.36 0.33 0.00 0.00 2:30 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5287.88 73.44 2926.84 0.36 0.00 0.00 2:35 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5324.86 73.96 3130.81 0.38 0.00 0.00 2:40 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 5361.76 74.47 3334.27 0.41 0.00 0.00 2:45 1 0.35 0.20 N/A 0.1427 1.2414 372.43 0.00 286.14 3.97 361.28 20.00 368.46 5398.55 74.98 3627.75 0.44 0.00 0.00 2:50 1 0.35 0.20 N/A 0.1427 1.2414 372.43 0.00 286.14 3.97 361.28 20.00 368.46 5451.63 75.72 3920.49 0.48 0.00 0.00 2:55 1 0.35 0.20 N/A 0.1427 1.2414 372.43 0.00 286.14 3.97 361.28 20.00 368.46 5504.58 76.45 4212.50 0.51 0.00 0.00 3:00 1 0.35 0.20 N/A 0.1427 1.2414 372.43 0.00 286.14 3.97 361.28 20.00 368.46 5557.39 77.19 4503.77 0.55 0.00 0.00 3:05 1 0.35 0.20 N/A 0.1427 1.2414 372.43 0.00 286.14 3.97 361.28 20.00 368.46 5610.08 77.92 4794.31 0.58 0.00 0.00 3:10 1.1 0.38 0.20 N/A 0.1773 1.5432 462.97 0.00 286.14 3.97 361.28 20.00 458.99 5662.62 78.65 5174.66 0.63 0.00 0.00 3:15 1.1 0.38 0.20 N/A 0.1773 1.5432 462.97 0.00 286.14 3.97 361.28 20.00 458.99 5731.42 79.60 5554.05 0.67 0.00 0.00 3:20 1.1 0.38 0.20 N/A 0.1773 1.5432 462.97 0.00 286.14 3.97 361.28 20.00 458.99 5800.04 80.56 5932.49 0.72 0.00 0.00 3:25 1.2 0.42 0.20 N/A 0.2120 1.8450 553.50 0.00 286.14 3.97 361.28 20.00 549.53 5868.48 81.51 6400.51 0.78 0.00 0.00 3:30 1.3 0.45 0.20 N/A 0.2467 2.1468 644.04 0.00 286.14 3.97 361.28 20.00 640.06 5953.13 82.68 6957.90 0.85 0.00 0.00 3:35 1.4 0.49 0.20 N/A 0.2814 2.4486 734.57 0.00 286.14 3.97 361.28 20.00 730.60 6053.94 84.08 7604.41 0.92 0.00 0.00 3:40 1.4 0.49 0.20 N/A 0.2814 2.4486 734.57 0.00 286.14 3.97 361.28 20.00 730.60 6170.87 85.71 8249.30 1.00 0.00 0.00 3:45 1.5 0.52 0.20 N/A 0.3161 2.7504 825.11 0.00 286.14 3.97 361.28 20.00 821.13 6287.51 87.33 8983.11 1.09 0.00 0.00 3:50 1.5 0.52 0.20 N/A 0.3161 2.7504 825.11 0.00 286.14 3.97 361.28 20.00 821.13 6420.23 89.17 9715.08 1.18 0.00 0.00 3:55 1.6 0.55 0.20 N/A 0.3507 3.0521 915.64 0.00 286.14 3.97 361.28 20.00 911.67 6552.62 91.01 10535.73 1.28 0.00 0.00 4:00 1.6 0.55 0.20 N/A 0.3507 3.0521 915.64 0.00 286.14 3.97 361.28 20.00 911.67 6701.05 93.07 11354.33 1.38 0.00 0.00 4:05 1.7 0.59 0.20 N/A 0.3854 3.3539 1006.18 0.00 286.14 3.97 361.28 20.00 1002.20 6849.10 95.13 12261.41 1.49 0.00 0.00 4:10 1.8 0.62 0.20 N/A 0.4201 3.6557 1096.71 0.00 286.14 3.97 361.28 20.00 1092.74 7013.16 97.41 13256.74 1.61 0.00 0.00 4 of 6 4:15 1.9 0.66 0.20 N/A 0.4548 3.9575 1187.25 0.00 286.14 3.97 361.28 20.00 1183.27 7193.18 99.91 14340.11 1.74 0.00 0.00 4:20 2 0.69 0.20 N/A 0.4895 4.2593 1277.78 0.00 286.14 3.97 361.28 20.00 1273.81 7389.13 102.63 15511.29 1.88 0.00 0.00 4:25 2.1 0.73 0.20 N/A 0.5241 4.5611 1368.32 0.00 286.14 3.97 361.28 20.00 1364.34 7600.95 105.57 16770.06 2.04 0.00 0.00 4:30 2.1 0.73 0.20 N/A 0.5241 4.5611 1368.32 0.00 286.14 3.97 361.28 20.00 1364.34 7828.62 108.73 18025.67 2.19 0.00 0.00 4:35 2.2 0.76 0.20 N/A 0.5588 4.8628 1458.85 0.00 286.14 3.97 361.28 20.00 1454.88 8055.72 111.88 19368.67 2.35 0.00 0.00 4:40 2.3 0.80 0.20 N/A 0.5935 5.1646 1549.39 0.00 286.14 3.97 361.28 20.00 1545.41 8298.62 115.26 20798.82 2.53 0.00 0.00 4:45 2.4 0.83 0.20 N/A 0.6282 5.4664 1639.92 0.00 286.14 3.97 361.28 20.00 1635.95 8557.28 118.85 22315.91 2.71 0.00 0.00 4:50 2.4 0.83 0.20 N/A 0.6282 5.4664 1639.92 0.00 286.14 3.97 361.28 20.00 1635.95 8831.67 122.66 23829.20 2.89 0.00 0.00 4:55 2.5 0.87 0.20 N/A 0.6629 5.7682 1730.46 0.00 286.14 3.97 361.28 20.00 1726.48 9105.37 126.46 25429.22 3.09 0.00 0.00 5:00 2.6 0.90 0.20 N/A 0.6975 6.0700 1820.99 0.00 286.14 3.97 361.28 20.00 1817.02 9394.76 130.48 27115.75 3.29 0.00 0.00 5:05 3.1 1.08 0.20 N/A 0.8709 7.5789 2273.66 0.00 286.14 3.97 361.28 20.00 2269.69 9699.80 134.72 29250.72 3.55 0.00 0.00 5:10 3.6 1.25 0.20 N/A 1.0443 9.0878 2726.34 0.00 286.14 3.97 361.28 20.00 2722.36 10085.94 140.08 31833.00 3.87 0.00 0.00 5:15 3.9 1.35 0.20 N/A 1.1484 9.9931 2997.94 0.00 286.14 3.97 361.28 20.00 2993.97 10552.98 146.57 34680.40 4.21 0.00 0.00 5:20 4.2 1.46 0.20 N/A 1.2524 10.8985 3269.55 0.00 286.14 3.97 361.28 20.00 3265.57 11067.98 153.72 37792.25 4.59 0.00 0.00 5:25 4.7 1.63 0.20 N/A 1.4258 12.4074 3722.22 0.00 286.14 3.97 361.28 20.00 3718.25 11630.80 161.54 41162.14 5.00 186.81 0.62 5:30 5.6 1.94 0.20 N/A 1.7379 15.1234 4537.03 0.00 286.14 3.97 361.28 20.00 4533.06 12240.30 170.00 41162.14 5.00 4363.05 14.54 PEAK 5:35 1.9 0.66 0.20 N/A 0.4548 3.9575 1187.25 0.00 286.14 3.97 361.28 20.00 1183.27 12240.30 170.00 41162.14 5.00 1013.27 3.38 5:40 0.9 0.31 0.20 N/A 0.1080 0.9397 281.90 0.00 286.14 3.97 361.28 20.00 277.93 12240.30 170.00 41162.14 5.00 107.92 0.36 5:45 0.6 0.21 0.20 0.19 0.0208 0.1811 54.32 0.00 286.14 3.97 361.28 20.00 50.35 12240.30 170.00 41042.48 4.99 0.00 0.00 5:50 0.5 0.17 0.20 0.16 0.0173 0.1509 45.27 0.00 286.14 3.97 361.28 20.00 41.29 12218.66 169.70 40914.07 4.97 0.00 0.00 5:55 0.3 0.10 0.20 0.09 0.0104 0.0905 27.16 0.00 286.14 3.97 361.28 20.00 23.19 12195.43 169.38 40767.88 4.95 0.00 0.00 6:00 0.2 0.07 0.20 0.06 0.0069 0.0604 18.11 0.00 286.14 3.97 361.28 20.00 14.13 12168.99 169.01 40613.00 4.93 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 12140.98 168.62 40444.37 4.91 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 12110.48 168.20 40276.17 4.89 0.00 0.00 6:15 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 12080.06 167.78 40108.39 4.87 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 345.38 18.73 0.00 12049.71 167.36 39941.04 4.85 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 341.41 18.42 0.00 12019.44 166.94 39774.10 4.83 0.00 0.00 6:30 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 337.44 18.10 0.00 11989.25 166.52 39607.58 4.81 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 333.46 17.79 0.00 11959.13 166.10 39441.48 4.79 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 329.49 17.47 0.00 11929.09 165.68 39275.80 4.77 0.00 0.00 6:45 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 325.51 17.15 0.00 11899.13 165.27 39110.54 4.75 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 321.54 16.84 0.00 11869.24 164.85 38945.69 4.73 0.00 0.00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 317.56 16.52 0.00 11839.42 164.44 38781.25 4.71 0.00 0.00 7:00 0 0.00 0.20 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 313.59 16.20 0.00 11809.68 164.02 38617.23 4.69 0.00 0.00 Total volume (cf)53294.54 Total Overflow (cf)5671.05 5 of 6 24 Hour Storm in 15 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:15 0.2 0.04 0.36 0.03 0.0036 0.0313 28.13 0.00 30.89 1.29 26.84 1.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:30 0.3 0.05 0.35 0.05 0.0054 0.0469 42.20 0.00 53.85 2.24 66.80 3.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:45 0.3 0.05 0.35 0.05 0.0054 0.0469 42.20 0.00 88.02 3.67 105.33 5.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:00 0.4 0.07 0.35 0.06 0.0072 0.0625 56.26 0.00 120.97 5.04 156.55 7.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:15 0.3 0.05 0.34 0.05 0.0054 0.0469 42.20 0.00 164.78 6.87 191.88 9.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:30 0.3 0.05 0.34 0.05 0.0054 0.0469 42.20 0.00 195.00 8.13 225.95 11.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:45 0.3 0.05 0.33 0.05 0.0054 0.0469 42.20 0.00 224.14 9.34 258.81 13.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:00 0.4 0.07 0.33 0.06 0.0072 0.0625 56.26 0.00 252.24 10.51 319.17 16.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:15 0.4 0.07 0.33 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 2.23 4795.50 2.23 0.00 0.00 0.00 0.00 2:30 0.4 0.07 0.32 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 4795.50 44.34 0.00 0.00 0.00 0.00 2:45 0.5 0.09 0.32 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 4795.50 58.41 0.00 0.00 0.00 0.00 3:00 0.5 0.09 0.31 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 4795.50 58.41 0.00 0.00 0.00 0.00 3:15 0.5 0.09 0.31 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 4795.50 58.41 0.00 0.00 0.00 0.00 3:30 0.5 0.09 0.31 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 4795.50 58.41 0.00 0.00 0.00 0.00 3:45 0.5 0.09 0.30 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 4795.50 58.41 0.00 0.00 0.00 0.00 4:00 0.6 0.11 0.30 0.10 0.0108 0.0938 84.39 0.00 286.14 11.92 361.28 20.00 72.47 4795.50 72.47 0.00 0.00 0.00 0.00 4:15 0.6 0.11 0.29 0.10 0.0108 0.0938 84.39 0.00 286.14 11.92 361.28 20.00 72.47 4795.50 72.47 0.00 0.00 0.00 0.00 4:30 0.7 0.13 0.29 0.11 0.0126 0.1094 98.46 0.00 286.14 11.92 361.28 20.00 86.54 4795.50 86.54 0.00 0.00 0.00 0.00 4:45 0.7 0.13 0.29 0.11 0.0126 0.1094 98.46 0.00 286.14 11.92 361.28 20.00 86.54 4795.50 86.54 0.00 0.00 0.00 0.00 5:00 0.8 0.14 0.28 0.13 0.0144 0.1250 112.53 0.00 286.14 11.92 361.28 20.00 100.60 4795.50 100.60 0.00 0.00 0.00 0.00 5:15 0.6 0.11 0.28 0.10 0.0108 0.0938 84.39 0.00 286.14 11.92 361.28 20.00 72.47 4795.50 72.47 0.00 0.00 0.00 0.00 5:30 0.7 0.13 0.28 0.11 0.0126 0.1094 98.46 0.00 286.14 11.92 361.28 20.00 86.54 4795.50 86.54 0.00 0.00 0.00 0.00 5:45 0.8 0.14 0.27 0.13 0.0144 0.1250 112.53 0.00 286.14 11.92 361.28 20.00 100.60 4795.50 100.60 0.00 0.00 0.00 0.00 6:00 0.8 0.14 0.27 0.13 0.0144 0.1250 112.53 0.00 286.14 11.92 361.28 20.00 100.60 4795.50 100.60 0.00 0.00 0.00 0.00 6:15 0.9 0.16 0.27 0.15 0.0162 0.1407 126.59 0.00 286.14 11.92 361.28 20.00 114.67 4795.50 114.67 0.00 0.00 0.00 0.00 6:30 0.9 0.16 0.26 0.15 0.0162 0.1407 126.59 0.00 286.14 11.92 361.28 20.00 114.67 4795.50 114.67 0.00 0.00 0.00 0.00 6:45 1 0.18 0.26 0.16 0.0180 0.1563 140.66 0.00 286.14 11.92 361.28 20.00 128.74 4795.50 128.74 0.00 0.00 0.00 0.00 7:00 1 0.18 0.25 0.16 0.0180 0.1563 140.66 0.00 286.14 11.92 361.28 20.00 128.74 4795.50 128.74 0.00 0.00 0.00 0.00 7:15 1 0.18 0.25 0.16 0.0180 0.1563 140.66 0.00 286.14 11.92 361.28 20.00 128.74 4795.50 128.74 0.00 0.00 0.00 0.00 7:30 1.1 0.20 0.25 0.18 0.0198 0.1719 154.72 0.00 286.14 11.92 361.28 20.00 142.80 4795.50 142.80 0.00 0.00 0.00 0.00 7:45 1.2 0.22 0.24 0.19 0.0216 0.1875 168.79 0.00 286.14 11.92 361.28 20.00 156.87 4795.50 156.87 0.00 0.00 0.00 0.00 8:00 1.3 0.23 0.24 0.21 0.0233 0.2032 182.86 0.00 286.14 11.92 361.28 20.00 170.93 4795.50 170.93 0.00 0.00 0.00 0.00 8:15 1.5 0.27 0.24 N/A 0.0317 0.2761 248.46 0.00 286.14 11.92 361.28 20.00 236.54 4795.50 199.81 36.73 0.00 0.00 0.00 8:30 1.5 0.27 0.23 N/A 0.0350 0.3050 274.48 0.00 286.14 11.92 361.28 20.00 262.55 4802.14 200.09 99.19 0.01 0.00 0.00 8:45 1.6 0.29 0.23 N/A 0.0563 0.4899 440.92 0.00 286.14 11.92 361.28 20.00 429.00 4813.44 200.56 327.63 0.04 0.00 0.00 9:00 1.7 0.31 0.23 N/A 0.0775 0.6746 607.13 0.00 286.14 11.92 361.28 20.00 595.21 4854.76 202.28 720.55 0.09 0.00 0.00 9:15 1.9 0.34 0.22 N/A 0.1167 1.0153 913.77 0.00 286.14 11.92 361.28 20.00 901.84 4925.82 205.24 1417.16 0.17 0.00 0.00 9:30 2 0.36 0.22 N/A 0.1378 1.1995 1079.51 0.00 286.14 11.92 361.28 20.00 1067.59 5051.81 210.49 2274.25 0.28 0.00 0.00 9:45 2.1 0.38 0.22 N/A 0.1590 1.3834 1245.02 0.00 286.14 11.92 361.28 20.00 1233.10 5206.83 216.95 3290.40 0.40 0.00 0.00 10:00 2.2 0.40 0.22 N/A 0.1801 1.5670 1410.29 0.00 286.14 11.92 361.28 20.00 1398.36 5390.62 224.61 4464.15 0.54 0.00 0.00 10:15 1.5 0.27 0.21 N/A 0.0575 0.5001 450.05 0.00 286.14 11.92 361.28 20.00 438.13 5602.91 233.45 4668.82 0.57 0.00 0.00 10:30 1.5 0.27 0.21 N/A 0.0605 0.5269 474.18 0.00 286.14 11.92 361.28 20.00 462.26 5639.93 235.00 4896.08 0.59 0.00 0.00 10:45 2 0.36 0.21 N/A 0.1534 1.3348 1201.35 0.00 286.14 11.92 361.28 20.00 1189.43 5681.03 236.71 5848.80 0.71 0.00 0.00 11:00 2 0.36 0.20 N/A 0.1564 1.3611 1224.99 0.00 286.14 11.92 361.28 20.00 1213.06 5853.34 243.89 6817.98 0.83 0.00 0.00 11:15 1.9 0.34 0.20 N/A 0.1414 1.2308 1107.72 0.00 286.14 11.92 361.28 20.00 1095.79 6028.63 251.19 7662.58 0.93 0.00 0.00 11:30 1.9 0.34 0.20 N/A 0.1444 1.2565 1130.85 0.00 286.14 11.92 361.28 20.00 1118.93 6181.39 257.56 8523.95 1.04 0.00 0.00 11:45 1.7 0.31 0.19 N/A 0.1114 0.9694 872.42 0.00 286.14 11.92 361.28 20.00 860.50 6337.19 264.05 9120.40 1.11 0.00 0.00 12:00 1.8 0.32 0.19 N/A 0.1322 1.1508 1035.71 0.00 286.14 11.92 361.28 20.00 1023.78 6445.06 268.54 9875.64 1.20 0.00 0.00 12:15 2.5 0.45 0.19 N/A 0.2608 2.2696 2042.68 0.00 286.14 11.92 361.28 20.00 2030.76 6581.66 274.24 11632.16 1.41 0.00 0.00 12:30 2.6 0.47 0.19 N/A 0.2816 2.4505 2205.45 0.00 286.14 11.92 361.28 20.00 2193.53 6899.35 287.47 13538.22 1.64 0.00 0.00 6 of 6 12:45 2.8 0.50 0.18 N/A 0.3203 2.7873 2508.61 0.00 286.14 11.92 361.28 20.00 2496.69 7244.09 301.84 15733.07 1.91 0.00 0.00 13:00 2.9 0.52 0.18 N/A 0.3410 2.9676 2670.85 0.00 286.14 11.92 361.28 20.00 2658.93 7641.06 318.38 18073.62 2.20 0.00 0.00 13:15 3.4 0.61 0.18 N/A 0.4336 3.7727 3395.45 0.00 286.14 11.92 361.28 20.00 3383.53 8064.39 336.02 21121.14 2.57 0.00 0.00 13:30 3.4 0.61 0.17 N/A 0.4362 3.7961 3416.50 0.00 286.14 11.92 361.28 20.00 3404.57 8615.58 358.98 24166.73 2.94 0.00 0.00 13:45 2.3 0.41 0.17 N/A 0.2413 2.1000 1890.03 0.00 286.14 11.92 361.28 20.00 1878.11 9166.42 381.93 25662.90 3.12 0.00 0.00 14:00 2.3 0.41 0.17 N/A 0.2439 2.1228 1910.52 0.00 286.14 11.92 361.28 20.00 1898.60 9437.03 393.21 27168.29 3.30 0.00 0.00 14:15 2.7 0.48 0.17 N/A 0.3184 2.7704 2493.37 0.00 286.14 11.92 361.28 20.00 2481.44 9709.30 404.55 29245.18 3.55 0.00 0.00 14:30 2.6 0.47 0.16 N/A 0.3030 2.6363 2372.64 0.00 286.14 11.92 361.28 20.00 2360.72 10084.94 420.21 31185.69 3.79 0.00 0.00 14:45 2.6 0.47 0.16 N/A 0.3055 2.6581 2392.28 0.00 286.14 11.92 361.28 20.00 2380.36 10435.91 434.83 33131.22 4.02 0.00 0.00 15:00 2.5 0.45 0.16 N/A 0.2900 2.5233 2270.98 0.00 286.14 11.92 361.28 20.00 2259.05 10787.79 449.49 34940.79 4.24 0.00 0.00 15:15 2.4 0.43 0.16 N/A 0.2744 2.3882 2149.38 0.00 286.14 11.92 361.28 20.00 2137.46 11115.07 463.13 36615.11 4.45 0.00 0.00 15:30 2.3 0.41 0.15 N/A 0.2589 2.2528 2027.48 0.00 286.14 11.92 361.28 20.00 2015.56 11417.90 475.75 38154.93 4.63 0.00 0.00 15:45 1.9 0.34 0.15 N/A 0.1894 1.6481 1483.31 0.00 286.14 11.92 361.28 20.00 1471.39 11696.40 487.35 39138.97 4.75 0.00 0.00 16:00 1.9 0.34 0.15 N/A 0.1917 1.6683 1501.47 0.00 286.14 11.92 361.28 20.00 1489.55 11874.38 494.77 40133.75 4.88 0.00 0.00 PEAK 16:15 0.4 0.07 0.15 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 12054.30 502.26 39675.83 4.82 0.00 0.00 16:30 0.4 0.07 0.15 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 11971.48 498.81 39221.36 4.76 0.00 0.00 16:45 0.3 0.05 0.14 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 11889.28 495.39 38756.25 4.71 0.00 0.00 17:00 0.3 0.05 0.14 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 11805.16 491.88 38294.64 4.65 0.00 0.00 17:15 0.5 0.09 0.14 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 11721.67 488.40 37864.64 4.60 0.00 0.00 17:30 0.5 0.09 0.14 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 11643.90 485.16 37437.89 4.55 0.00 0.00 17:45 0.5 0.09 0.13 0.08 0.0090 0.0781 70.33 0.00 286.14 11.92 361.28 20.00 58.41 11566.71 481.95 37014.35 4.50 0.00 0.00 18:00 0.4 0.07 0.13 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 11490.11 478.75 36579.93 4.44 0.00 0.00 18:15 0.4 0.07 0.13 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 11411.54 475.48 36148.79 4.39 0.00 0.00 18:30 0.4 0.07 0.13 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 11333.56 472.23 35720.90 4.34 0.00 0.00 18:45 0.3 0.05 0.13 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 11256.17 469.01 35282.17 4.29 0.00 0.00 19:00 0.2 0.04 0.12 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 11176.82 465.70 34832.68 4.23 0.00 0.00 19:15 0.3 0.05 0.12 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 11095.52 462.31 34400.64 4.18 0.00 0.00 19:30 0.4 0.07 0.12 0.06 0.0072 0.0625 56.26 0.00 286.14 11.92 361.28 20.00 44.34 11017.38 459.06 33985.92 4.13 0.00 0.00 19:45 0.3 0.05 0.12 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10942.37 455.93 33560.26 4.08 0.00 0.00 20:00 0.2 0.04 0.12 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 10865.38 452.72 33123.75 4.02 0.00 0.00 20:15 0.3 0.05 0.12 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10786.43 449.43 32704.59 3.97 0.00 0.00 20:30 0.3 0.05 0.12 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10710.62 446.28 32288.59 3.92 0.00 0.00 20:45 0.3 0.05 0.11 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10635.38 443.14 31875.72 3.87 0.00 0.00 21:00 0.2 0.04 0.11 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 10560.71 440.03 31451.90 3.82 0.00 0.00 21:15 0.3 0.05 0.11 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10484.05 436.84 31045.34 3.77 0.00 0.00 21:30 0.2 0.04 0.11 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 10410.52 433.77 30627.78 3.72 0.00 0.00 21:45 0.3 0.05 0.11 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10335.00 430.62 30227.43 3.67 0.00 0.00 22:00 0.2 0.04 0.11 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 10262.59 427.61 29816.03 3.62 0.00 0.00 22:15 0.3 0.05 0.11 0.05 0.0054 0.0469 42.20 0.00 286.14 11.92 361.28 20.00 30.27 10188.18 424.51 29421.79 3.57 0.00 0.00 22:30 0.2 0.04 0.11 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 10116.88 421.54 29016.47 3.52 0.00 0.00 22:45 0.2 0.04 0.10 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 10043.57 418.48 28614.19 3.48 0.00 0.00 23:00 0.2 0.04 0.10 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 9970.81 415.45 28214.95 3.43 0.00 0.00 23:15 0.2 0.04 0.10 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 9898.60 412.44 27818.72 3.38 0.00 0.00 23:30 0.2 0.04 0.10 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 9826.94 409.46 27425.47 3.33 0.00 0.00 23:45 0.2 0.04 0.10 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 9755.81 406.49 27035.19 3.28 0.00 0.00 24:00 0.2 0.04 0.10 0.03 0.0036 0.0313 28.13 0.00 286.14 11.92 361.28 20.00 16.21 9685.23 403.55 26647.85 3.24 0.00 0.00 0 0.00 0.10 0.00 0.0000 0.0000 0.00 0.00 286.14 11.92 349.36 19.05 0.00 9615.17 400.63 26247.21 3.19 0.00 0.00 Total volume (cf)54681.65 Total Overflow (cf)0.00 1 of 6 HYDROLOGY CALCULATIONS - UNIVERSITY PARK Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Drainage Area (ac.) 4.4200 Unit time (minutes)5 5 5 15 100 Year Storm Duration (hrs)1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.)1.53 2.21 2.89 4.49 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1)32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr)0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3)83.7 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.)0.18 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr)2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell is zeroed out by entering .001 for values Drywell design factors Upper sec. (ft.)=5 Lower sec. (ft.)=15 Ring diam. (ft.) =4 Drywell lower max. (cf)=298.45 Upper max.(cf)=62.83 Gravel bed width around drwyell=1 Drywell total(cf)=361.28 Ret. Basin design (area, depth) Top =6000.15 s.f.Bot. =6000.15 s.f.Max. Depth (d)=3.388 Max. storage=20328.51 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5)(values must be non-zero or error occurs) Outside input from:N/A 1 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 3.7 0.6793 0.1826 N/A 0.4968 2.2140 664.20 0.00 30.89 0.43 361.28 20.00 302.49 6000.15 83.34 219.15 0.04 0.00 0.00 0:10 4.8 0.8813 0.1826 N/A 0.6987 3.1141 934.23 0.00 286.14 3.97 361.28 20.00 930.25 6000.15 83.34 1066.07 0.18 0.00 0.00 0:15 5.1 0.9364 0.1826 N/A 0.7538 3.3596 1007.87 0.00 286.14 3.97 361.28 20.00 1003.90 6000.15 83.34 1986.63 0.33 0.00 0.00 0:20 4.9 0.8996 0.1826 N/A 0.7171 3.1959 958.77 0.00 286.14 3.97 361.28 20.00 954.80 6000.15 83.34 2858.09 0.48 0.00 0.00 0:25 6.6 1.2118 0.1826 N/A 1.0292 4.5870 1376.09 0.00 286.14 3.97 361.28 20.00 1372.12 6000.15 83.34 4146.88 0.69 0.00 0.00 0:30 7.3 1.3403 0.1826 N/A 1.1577 5.1598 1547.93 0.00 286.14 3.97 361.28 20.00 1543.96 6000.15 83.34 5607.50 0.93 0.00 0.00 0:35 8.4 1.5422 0.1826 N/A 1.3597 6.0599 1817.96 0.00 286.14 3.97 361.28 20.00 1813.99 6000.15 83.34 7338.15 1.22 0.00 0.00 0:40 9 1.6524 0.1826 N/A 1.4698 6.5508 1965.25 0.00 286.14 3.97 361.28 20.00 1961.28 6000.15 83.34 9216.10 1.54 0.00 0.00 0:45 12.3 2.2583 0.1826 N/A 2.0757 9.2511 2775.34 0.00 286.14 3.97 361.28 20.00 2771.37 6000.15 83.34 11904.13 1.98 0.00 0.00 0:50 17.6 3.2314 0.1826 N/A 3.0488 13.5880 4076.40 0.00 286.14 3.97 361.28 20.00 4072.43 6000.15 83.34 15893.22 2.65 0.00 0.00 PEAK 0:55 16.1 2.9560 0.1826 N/A 2.7734 12.3606 3708.18 0.00 286.14 3.97 361.28 20.00 3704.20 6000.15 83.34 19514.09 3.25 0.00 0.00 1:00 4.2 0.7711 0.1826 N/A 0.5886 2.6231 786.94 0.00 286.14 3.97 361.28 20.00 782.96 6000.15 83.34 20213.72 3.37 0.00 0.00 0 0.0000 0.1826 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 6000.15 83.34 20130.38 3.35 0.00 0.00 0 0.0000 0.1826 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 6000.15 83.34 20047.05 3.34 0.00 0.00 1:15 0 0.0000 0.1826 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 6000.15 83.34 19963.71 3.33 0.00 0.00 Total volume (cf)21619.17 Total Overflow (cf)0.00 Proposed Conditions*- Basin B - UG Retention of On-Site *receiving runoff from on-site ONLY 2 of 6 3 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 1.3 0.34 0.18 N/A 0.1622 0.7229 216.87 0.00 30.89 0.43 216.44 10.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10 1.3 0.34 0.18 N/A 0.1622 0.7229 216.87 0.00 216.01 3.00 361.28 20.00 69.03 6000.15 69.03 0.00 0.00 0.00 0.00 0:15 1.1 0.29 0.18 N/A 0.1092 0.4865 145.96 0.00 286.14 3.97 361.28 20.00 141.98 6000.15 83.34 58.65 0.01 0.00 0.00 0:20 1.5 0.40 0.18 N/A 0.2152 0.9593 287.79 0.00 286.14 3.97 361.28 20.00 283.82 6000.15 83.34 259.13 0.04 0.00 0.00 0:25 1.5 0.40 0.18 N/A 0.2152 0.9593 287.79 0.00 286.14 3.97 361.28 20.00 283.82 6000.15 83.34 459.60 0.08 0.00 0.00 0:30 1.8 0.48 0.18 N/A 0.2948 1.3139 394.17 0.00 286.14 3.97 361.28 20.00 390.19 6000.15 83.34 766.46 0.13 0.00 0.00 0:35 1.5 0.40 0.18 N/A 0.2152 0.9593 287.79 0.00 286.14 3.97 361.28 20.00 283.82 6000.15 83.34 966.94 0.16 0.00 0.00 0:40 1.8 0.48 0.18 N/A 0.2948 1.3139 394.17 0.00 286.14 3.97 361.28 20.00 390.19 6000.15 83.34 1273.80 0.21 0.00 0.00 0:45 1.8 0.48 0.18 N/A 0.2948 1.3139 394.17 0.00 286.14 3.97 361.28 20.00 390.19 6000.15 83.34 1580.65 0.26 0.00 0.00 0:50 1.5 0.40 0.18 N/A 0.2152 0.9593 287.79 0.00 286.14 3.97 361.28 20.00 283.82 6000.15 83.34 1781.13 0.30 0.00 0.00 0:55 1.6 0.42 0.18 N/A 0.2418 1.0775 323.25 0.00 286.14 3.97 361.28 20.00 319.27 6000.15 83.34 2017.07 0.34 0.00 0.00 1:00 1.8 0.48 0.18 N/A 0.2948 1.3139 394.17 0.00 286.14 3.97 361.28 20.00 390.19 6000.15 83.34 2323.92 0.39 0.00 0.00 1:05 2.2 0.58 0.18 N/A 0.4009 1.7867 536.00 0.00 286.14 3.97 361.28 20.00 532.03 6000.15 83.34 2772.61 0.46 0.00 0.00 1:10 2.2 0.58 0.18 N/A 0.4009 1.7867 536.00 0.00 286.14 3.97 361.28 20.00 532.03 6000.15 83.34 3221.30 0.54 0.00 0.00 1:15 2.2 0.58 0.18 N/A 0.4009 1.7867 536.00 0.00 286.14 3.97 361.28 20.00 532.03 6000.15 83.34 3669.99 0.61 0.00 0.00 1:20 2 0.53 0.18 N/A 0.3478 1.5503 465.08 0.00 286.14 3.97 361.28 20.00 461.11 6000.15 83.34 4047.77 0.67 0.00 0.00 1:25 2.6 0.69 0.18 N/A 0.5070 2.2594 677.83 0.00 286.14 3.97 361.28 20.00 673.86 6000.15 83.34 4638.29 0.77 0.00 0.00 1:30 2.7 0.72 0.18 N/A 0.5335 2.3776 713.29 0.00 286.14 3.97 361.28 20.00 709.32 6000.15 83.34 5264.27 0.88 0.00 0.00 1:35 2.4 0.64 0.18 N/A 0.4539 2.0231 606.92 0.00 286.14 3.97 361.28 20.00 602.94 6000.15 83.34 5783.88 0.96 0.00 0.00 1:40 2.7 0.72 0.18 N/A 0.5335 2.3776 713.29 0.00 286.14 3.97 361.28 20.00 709.32 6000.15 83.34 6409.86 1.07 0.00 0.00 1:45 3.3 0.88 0.18 N/A 0.6926 3.0868 926.04 0.00 286.14 3.97 361.28 20.00 922.07 6000.15 83.34 7248.59 1.21 0.00 0.00 1:50 3.1 0.82 0.18 N/A 0.6396 2.8504 855.13 0.00 286.14 3.97 361.28 20.00 851.15 6000.15 83.34 8016.41 1.34 0.00 0.00 1:55 2.9 0.77 0.18 N/A 0.5865 2.6140 784.21 0.00 286.14 3.97 361.28 20.00 780.24 6000.15 83.34 8713.31 1.45 0.00 0.00 2:00 3 0.80 0.18 N/A 0.6130 2.7322 819.67 0.00 286.14 3.97 361.28 20.00 815.69 6000.15 83.34 9445.67 1.57 0.00 0.00 2:05 3.1 0.82 0.18 N/A 0.6396 2.8504 855.13 0.00 286.14 3.97 361.28 20.00 851.15 6000.15 83.34 10213.49 1.70 0.00 0.00 2:10 4.2 1.11 0.18 N/A 0.9313 4.1506 1245.17 0.00 286.14 3.97 361.28 20.00 1241.20 6000.15 83.34 11371.35 1.90 0.00 0.00 2:15 5 1.33 0.18 N/A 1.1434 5.0961 1528.84 0.00 286.14 3.97 361.28 20.00 1524.86 6000.15 83.34 12812.88 2.14 0.00 0.00 2:20 3.5 0.93 0.18 N/A 0.7456 3.3232 996.96 0.00 286.14 3.97 361.28 20.00 992.99 6000.15 83.34 13722.53 2.29 0.00 0.00 2:25 6.8 1.80 0.18 N/A 1.6208 7.2236 2167.09 0.00 286.14 3.97 361.28 20.00 2163.12 6000.15 83.34 15802.31 2.63 0.00 0.00 2:30 7.3 1.94 0.18 N/A 1.7534 7.8146 2344.39 0.00 286.14 3.97 361.28 20.00 2340.41 6000.15 83.34 18059.39 3.01 0.00 0.00 2:35 8.2 2.17 0.18 N/A 1.9921 8.8784 2663.51 0.00 286.14 3.97 361.28 20.00 2659.54 6000.15 83.34 20328.51 3.39 307.08 1.02 2:40 5.9 1.56 0.18 N/A 1.3821 6.1599 1847.97 0.00 286.14 3.97 361.28 20.00 1843.99 6000.15 83.34 20328.51 3.39 1760.66 5.87 PEAK 2:45 2 0.53 0.18 N/A 0.3478 1.5503 465.08 0.00 286.14 3.97 361.28 20.00 461.11 6000.15 83.34 20328.51 3.39 377.77 1.26 2:50 1.8 0.48 0.18 N/A 0.2948 1.3139 394.17 0.00 286.14 3.97 361.28 20.00 390.19 6000.15 83.34 20328.51 3.39 306.86 1.02 2:55 1.8 0.48 0.18 N/A 0.2948 1.3139 394.17 0.00 286.14 3.97 361.28 20.00 390.19 6000.15 83.34 20328.51 3.39 306.86 1.02 3:00 0.6 0.16 0.18 0.14 0.0159 0.0709 21.28 0.00 286.14 3.97 361.28 20.00 17.30 6000.15 83.34 20262.47 3.38 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 6000.15 83.34 20179.14 3.36 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 6000.15 83.34 20095.80 3.35 0.00 0.00 3:15 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 6000.15 83.34 20012.47 3.34 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 345.38 18.73 0.00 6000.15 83.34 19929.13 3.32 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 341.41 18.42 0.00 6000.15 83.34 19845.80 3.31 0.00 0.00 3:30 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 337.44 18.10 0.00 6000.15 83.34 19762.46 3.29 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 333.46 17.79 0.00 6000.15 83.34 19679.13 3.28 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 329.49 17.47 0.00 6000.15 83.34 19595.79 3.27 0.00 0.00 Total volume (cf)26723.97 Total Overflow (cf)3059.22 3 of 6 6 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 0.5 0.17 0.18 0.16 0.0173 0.0773 23.18 0.00 30.89 0.43 22.76 1.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10 0.6 0.21 0.18 N/A 0.0255 0.1137 34.12 0.00 50.35 0.70 56.18 2.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:15 0.6 0.21 0.18 N/A 0.0255 0.1137 34.12 0.00 78.94 1.10 89.21 4.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:20 0.6 0.21 0.18 N/A 0.0255 0.1137 34.12 0.00 107.19 1.49 121.84 6.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:25 0.6 0.21 0.18 N/A 0.0255 0.1137 34.12 0.00 135.10 1.88 154.09 7.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:30 0.7 0.24 0.18 N/A 0.0602 0.2683 80.49 0.00 162.68 2.26 232.32 11.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:35 0.7 0.24 0.18 N/A 0.0602 0.2683 80.49 0.00 229.59 3.19 333.99 17.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:40 0.7 0.24 0.18 N/A 0.0602 0.2683 80.49 0.00 286.14 3.97 361.28 20.00 49.23 6000.15 49.23 0.00 0.00 0.00 0.00 0:45 0.7 0.24 0.18 N/A 0.0602 0.2683 80.49 0.00 286.14 3.97 361.28 20.00 76.52 6000.15 76.52 0.00 0.00 0.00 0.00 0:50 0.7 0.24 0.18 N/A 0.0602 0.2683 80.49 0.00 286.14 3.97 361.28 20.00 76.52 6000.15 76.52 0.00 0.00 0.00 0.00 0:55 0.7 0.24 0.18 N/A 0.0602 0.2683 80.49 0.00 286.14 3.97 361.28 20.00 76.52 6000.15 76.52 0.00 0.00 0.00 0.00 1:00 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 39.55 0.01 0.00 0.00 1:05 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 79.10 0.01 0.00 0.00 1:10 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 118.66 0.02 0.00 0.00 1:15 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 158.21 0.03 0.00 0.00 1:20 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 197.76 0.03 0.00 0.00 1:25 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 237.31 0.04 0.00 0.00 1:30 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 276.87 0.05 0.00 0.00 1:35 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 316.42 0.05 0.00 0.00 1:40 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 355.97 0.06 0.00 0.00 1:45 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 395.52 0.07 0.00 0.00 1:50 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 435.08 0.07 0.00 0.00 1:55 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 474.63 0.08 0.00 0.00 2:00 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 560.55 0.09 0.00 0.00 2:05 0.8 0.28 0.18 N/A 0.0949 0.4229 126.86 0.00 286.14 3.97 361.28 20.00 122.89 6000.15 83.34 600.10 0.10 0.00 0.00 2:10 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 686.02 0.11 0.00 0.00 2:15 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 771.94 0.13 0.00 0.00 2:20 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 857.87 0.14 0.00 0.00 2:25 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 943.79 0.16 0.00 0.00 2:30 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 1029.71 0.17 0.00 0.00 2:35 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 1115.63 0.19 0.00 0.00 2:40 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 1201.55 0.20 0.00 0.00 2:45 1 0.35 0.18 N/A 0.1642 0.7320 219.60 0.00 286.14 3.97 361.28 20.00 215.63 6000.15 83.34 1333.84 0.22 0.00 0.00 2:50 1 0.35 0.18 N/A 0.1642 0.7320 219.60 0.00 286.14 3.97 361.28 20.00 215.63 6000.15 83.34 1466.13 0.24 0.00 0.00 2:55 1 0.35 0.18 N/A 0.1642 0.7320 219.60 0.00 286.14 3.97 361.28 20.00 215.63 6000.15 83.34 1598.42 0.27 0.00 0.00 3:00 1 0.35 0.18 N/A 0.1642 0.7320 219.60 0.00 286.14 3.97 361.28 20.00 215.63 6000.15 83.34 1730.71 0.29 0.00 0.00 3:05 1 0.35 0.18 N/A 0.1642 0.7320 219.60 0.00 286.14 3.97 361.28 20.00 215.63 6000.15 83.34 1863.00 0.31 0.00 0.00 3:10 1.1 0.38 0.18 N/A 0.1989 0.8866 265.97 0.00 286.14 3.97 361.28 20.00 261.99 6000.15 83.34 2041.66 0.34 0.00 0.00 3:15 1.1 0.38 0.18 N/A 0.1989 0.8866 265.97 0.00 286.14 3.97 361.28 20.00 261.99 6000.15 83.34 2220.32 0.37 0.00 0.00 3:20 1.1 0.38 0.18 N/A 0.1989 0.8866 265.97 0.00 286.14 3.97 361.28 20.00 261.99 6000.15 83.34 2398.98 0.40 0.00 0.00 3:25 1.2 0.42 0.18 N/A 0.2336 1.0411 312.34 0.00 286.14 3.97 361.28 20.00 308.36 6000.15 83.34 2624.01 0.44 0.00 0.00 3:30 1.3 0.45 0.18 N/A 0.2683 1.1957 358.71 0.00 286.14 3.97 361.28 20.00 354.73 6000.15 83.34 2895.40 0.48 0.00 0.00 3:35 1.4 0.49 0.18 N/A 0.3030 1.3503 405.08 0.00 286.14 3.97 361.28 20.00 401.10 6000.15 83.34 3213.17 0.54 0.00 0.00 3:40 1.4 0.49 0.18 N/A 0.3030 1.3503 405.08 0.00 286.14 3.97 361.28 20.00 401.10 6000.15 83.34 3530.93 0.59 0.00 0.00 3:45 1.5 0.52 0.18 N/A 0.3376 1.5048 451.44 0.00 286.14 3.97 361.28 20.00 447.47 6000.15 83.34 3895.07 0.65 0.00 0.00 3:50 1.5 0.52 0.18 N/A 0.3376 1.5048 451.44 0.00 286.14 3.97 361.28 20.00 447.47 6000.15 83.34 4259.20 0.71 0.00 0.00 3:55 1.6 0.55 0.18 N/A 0.3723 1.6594 497.81 0.00 286.14 3.97 361.28 20.00 493.84 6000.15 83.34 4669.71 0.78 0.00 0.00 4:00 1.6 0.55 0.18 N/A 0.3723 1.6594 497.81 0.00 286.14 3.97 361.28 20.00 493.84 6000.15 83.34 5080.21 0.85 0.00 0.00 4:05 1.7 0.59 0.18 N/A 0.4070 1.8139 544.18 0.00 286.14 3.97 361.28 20.00 540.21 6000.15 83.34 5537.08 0.92 0.00 0.00 4:10 1.8 0.62 0.18 N/A 0.4417 1.9685 590.55 0.00 286.14 3.97 361.28 20.00 586.58 6000.15 83.34 6040.32 1.01 0.00 0.00 4:15 1.9 0.66 0.18 N/A 0.4764 2.1231 636.92 0.00 286.14 3.97 361.28 20.00 632.95 6000.15 83.34 6589.93 1.10 0.00 0.00 4 of 6 4:20 2 0.69 0.18 N/A 0.5110 2.2776 683.29 0.00 286.14 3.97 361.28 20.00 679.31 6000.15 83.34 7185.91 1.20 0.00 0.00 4:25 2.1 0.73 0.18 N/A 0.5457 2.4322 729.66 0.00 286.14 3.97 361.28 20.00 725.68 6000.15 83.34 7828.26 1.30 0.00 0.00 4:30 2.1 0.73 0.18 N/A 0.5457 2.4322 729.66 0.00 286.14 3.97 361.28 20.00 725.68 6000.15 83.34 8470.61 1.41 0.00 0.00 4:35 2.2 0.76 0.18 N/A 0.5804 2.5868 776.03 0.00 286.14 3.97 361.28 20.00 772.05 6000.15 83.34 9159.33 1.53 0.00 0.00 4:40 2.3 0.80 0.18 N/A 0.6151 2.7413 822.40 0.00 286.14 3.97 361.28 20.00 818.42 6000.15 83.34 9894.41 1.65 0.00 0.00 4:45 2.4 0.83 0.18 N/A 0.6498 2.8959 868.76 0.00 286.14 3.97 361.28 20.00 864.79 6000.15 83.34 10675.87 1.78 0.00 0.00 4:50 2.4 0.83 0.18 N/A 0.6498 2.8959 868.76 0.00 286.14 3.97 361.28 20.00 864.79 6000.15 83.34 11457.32 1.91 0.00 0.00 4:55 2.5 0.87 0.18 N/A 0.6844 3.0504 915.13 0.00 286.14 3.97 361.28 20.00 911.16 6000.15 83.34 12285.15 2.05 0.00 0.00 5:00 2.6 0.90 0.18 N/A 0.7191 3.2050 961.50 0.00 286.14 3.97 361.28 20.00 957.53 6000.15 83.34 13159.34 2.19 0.00 0.00 5:05 3.1 1.08 0.18 N/A 0.8925 3.9778 1193.35 0.00 286.14 3.97 361.28 20.00 1189.37 6000.15 83.34 14265.37 2.38 0.00 0.00 5:10 3.6 1.25 0.18 N/A 1.0659 4.7506 1425.19 0.00 286.14 3.97 361.28 20.00 1421.22 6000.15 83.34 15603.26 2.60 0.00 0.00 5:15 3.9 1.35 0.18 N/A 1.1700 5.2143 1564.30 0.00 286.14 3.97 361.28 20.00 1560.32 6000.15 83.34 17080.24 2.85 0.00 0.00 5:20 4.2 1.46 0.18 N/A 1.2740 5.6780 1703.40 0.00 286.14 3.97 361.28 20.00 1699.43 6000.15 83.34 18696.34 3.12 0.00 0.00 5:25 4.7 1.63 0.18 N/A 1.4474 6.4508 1935.25 0.00 286.14 3.97 361.28 20.00 1931.27 6000.15 83.34 20328.51 3.39 215.77 0.72 5:30 5.6 1.94 0.18 N/A 1.7595 7.8419 2352.57 0.00 286.14 3.97 361.28 20.00 2348.59 6000.15 83.34 20328.51 3.39 2265.26 7.55 PEAK 5:35 1.9 0.66 0.18 N/A 0.4764 2.1231 636.92 0.00 286.14 3.97 361.28 20.00 632.95 6000.15 83.34 20328.51 3.39 549.61 1.83 5:40 0.9 0.31 0.18 N/A 0.1296 0.5774 173.23 0.00 286.14 3.97 361.28 20.00 169.26 6000.15 83.34 20328.51 3.39 85.92 0.29 5:45 0.6 0.21 0.18 N/A 0.0255 0.1137 34.12 0.00 286.14 3.97 361.28 20.00 30.15 6000.15 83.34 20275.32 3.38 0.00 0.00 5:50 0.5 0.17 0.18 0.16 0.0173 0.0773 23.18 0.00 286.14 3.97 361.28 20.00 19.21 6000.15 83.34 20211.20 3.37 0.00 0.00 5:55 0.3 0.10 0.18 0.09 0.0104 0.0464 13.91 0.00 286.14 3.97 361.28 20.00 9.94 6000.15 83.34 20137.80 3.36 0.00 0.00 6:00 0.2 0.07 0.18 0.06 0.0069 0.0309 9.27 0.00 286.14 3.97 361.28 20.00 5.30 6000.15 83.34 20059.76 3.34 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 6000.15 83.34 19976.43 3.33 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 6000.15 83.34 19893.09 3.32 0.00 0.00 6:15 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 6000.15 83.34 19809.76 3.30 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 345.38 18.73 0.00 6000.15 83.34 19726.42 3.29 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 341.41 18.42 0.00 6000.15 83.34 19643.09 3.27 0.00 0.00 6:30 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 337.44 18.10 0.00 6000.15 83.34 19559.75 3.26 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 333.46 17.79 0.00 6000.15 83.34 19476.41 3.25 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 329.49 17.47 0.00 6000.15 83.34 19393.08 3.23 0.00 0.00 6:45 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 325.51 17.15 0.00 6000.15 83.34 19309.74 3.22 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 321.54 16.84 0.00 6000.15 83.34 19226.41 3.20 0.00 0.00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 317.56 16.52 0.00 6000.15 83.34 19143.07 3.19 0.00 0.00 7:00 0 0.00 0.18 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 313.59 16.20 0.00 6000.15 83.34 19059.74 3.18 0.00 0.00 Total volume (cf)29144.85 Total Overflow (cf)3116.56 5 of 6 24 Hour Storm in 15 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:15 0.2 0.04 0.32 0.03 0.0036 0.0160 14.41 0.00 30.89 1.29 13.12 0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:30 0.3 0.05 0.32 0.05 0.0054 0.0240 21.61 0.00 42.11 1.75 32.98 1.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:45 0.3 0.05 0.31 0.05 0.0054 0.0240 21.61 0.00 59.10 2.46 52.13 2.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:00 0.4 0.07 0.31 0.06 0.0072 0.0320 28.82 0.00 75.47 3.14 77.80 3.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:15 0.3 0.05 0.31 0.05 0.0054 0.0240 21.61 0.00 97.43 4.06 95.35 4.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:30 0.3 0.05 0.30 0.05 0.0054 0.0240 21.61 0.00 112.44 4.69 112.28 5.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:45 0.3 0.05 0.30 0.05 0.0054 0.0240 21.61 0.00 126.92 5.29 128.60 6.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:00 0.4 0.07 0.29 0.06 0.0072 0.0320 28.82 0.00 140.88 5.87 151.55 7.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:15 0.4 0.07 0.29 0.06 0.0072 0.0320 28.82 0.00 160.51 6.69 173.68 8.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:30 0.4 0.07 0.29 0.06 0.0072 0.0320 28.82 0.00 179.43 7.48 195.02 9.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:45 0.5 0.09 0.28 0.08 0.0090 0.0400 36.02 0.00 197.68 8.24 222.80 11.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:00 0.5 0.09 0.28 0.08 0.0090 0.0400 36.02 0.00 221.44 9.23 249.59 12.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:15 0.5 0.09 0.28 0.08 0.0090 0.0400 36.02 0.00 244.36 10.18 275.43 13.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30 0.5 0.09 0.27 0.08 0.0090 0.0400 36.02 0.00 266.46 11.10 308.83 15.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45 0.5 0.09 0.27 0.08 0.0090 0.0400 36.02 0.00 286.14 11.92 332.93 17.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00 0.6 0.11 0.27 0.10 0.0108 0.0480 43.22 0.00 286.14 11.92 361.28 20.00 2.95 6000.15 2.95 0.00 0.00 0.00 0.00 4:15 0.6 0.11 0.26 0.10 0.0108 0.0480 43.22 0.00 286.14 11.92 361.28 20.00 31.30 6000.15 31.30 0.00 0.00 0.00 0.00 4:30 0.7 0.13 0.26 0.11 0.0126 0.0560 50.43 0.00 286.14 11.92 361.28 20.00 38.51 6000.15 38.51 0.00 0.00 0.00 0.00 4:45 0.7 0.13 0.26 0.11 0.0126 0.0560 50.43 0.00 286.14 11.92 361.28 20.00 38.51 6000.15 38.51 0.00 0.00 0.00 0.00 5:00 0.8 0.14 0.25 0.13 0.0144 0.0640 57.63 0.00 286.14 11.92 361.28 20.00 45.71 6000.15 45.71 0.00 0.00 0.00 0.00 5:15 0.6 0.11 0.25 0.10 0.0108 0.0480 43.22 0.00 286.14 11.92 361.28 20.00 31.30 6000.15 31.30 0.00 0.00 0.00 0.00 5:30 0.7 0.13 0.25 0.11 0.0126 0.0560 50.43 0.00 286.14 11.92 361.28 20.00 38.51 6000.15 38.51 0.00 0.00 0.00 0.00 5:45 0.8 0.14 0.24 0.13 0.0144 0.0640 57.63 0.00 286.14 11.92 361.28 20.00 45.71 6000.15 45.71 0.00 0.00 0.00 0.00 6:00 0.8 0.14 0.24 0.13 0.0144 0.0640 57.63 0.00 286.14 11.92 361.28 20.00 45.71 6000.15 45.71 0.00 0.00 0.00 0.00 6:15 0.9 0.16 0.24 0.15 0.0162 0.0720 64.84 0.00 286.14 11.92 361.28 20.00 52.91 6000.15 52.91 0.00 0.00 0.00 0.00 6:30 0.9 0.16 0.23 0.15 0.0162 0.0720 64.84 0.00 286.14 11.92 361.28 20.00 52.91 6000.15 52.91 0.00 0.00 0.00 0.00 6:45 1 0.18 0.23 0.16 0.0180 0.0800 72.04 0.00 286.14 11.92 361.28 20.00 60.12 6000.15 60.12 0.00 0.00 0.00 0.00 7:00 1 0.18 0.23 0.16 0.0180 0.0800 72.04 0.00 286.14 11.92 361.28 20.00 60.12 6000.15 60.12 0.00 0.00 0.00 0.00 7:15 1 0.18 0.22 0.16 0.0180 0.0800 72.04 0.00 286.14 11.92 361.28 20.00 60.12 6000.15 60.12 0.00 0.00 0.00 0.00 7:30 1.1 0.20 0.22 0.18 0.0198 0.0880 79.24 0.00 286.14 11.92 361.28 20.00 67.32 6000.15 67.32 0.00 0.00 0.00 0.00 7:45 1.2 0.22 0.22 0.19 0.0216 0.0961 86.45 0.00 286.14 11.92 361.28 20.00 74.53 6000.15 74.53 0.00 0.00 0.00 0.00 8:00 1.3 0.23 0.22 0.21 0.0233 0.1041 93.65 0.00 286.14 11.92 361.28 20.00 81.73 6000.15 81.73 0.00 0.00 0.00 0.00 8:15 1.5 0.27 0.21 N/A 0.0568 0.2534 228.03 0.00 286.14 11.92 361.28 20.00 216.11 6000.15 216.11 0.00 0.00 0.00 0.00 8:30 1.5 0.27 0.21 N/A 0.0598 0.2666 239.94 0.00 286.14 11.92 361.28 20.00 228.02 6000.15 228.02 0.00 0.00 0.00 0.00 8:45 1.6 0.29 0.21 N/A 0.0807 0.3598 323.79 0.00 286.14 11.92 361.28 20.00 311.87 6000.15 250.01 61.87 0.01 0.00 0.00 9:00 1.7 0.31 0.20 N/A 0.1016 0.4528 407.54 0.00 286.14 11.92 361.28 20.00 395.62 6000.15 250.01 207.48 0.03 0.00 0.00 9:15 1.9 0.34 0.20 N/A 0.1404 0.6258 563.22 0.00 286.14 11.92 361.28 20.00 551.29 6000.15 250.01 508.76 0.08 0.00 0.00 9:30 2 0.36 0.20 N/A 0.1612 0.7186 646.75 0.00 286.14 11.92 361.28 20.00 634.82 6000.15 250.01 893.58 0.15 0.00 0.00 9:45 2.1 0.38 0.20 N/A 0.1820 0.8113 730.17 0.00 286.14 11.92 361.28 20.00 718.25 6000.15 250.01 1361.82 0.23 0.00 0.00 10:00 2.2 0.40 0.19 N/A 0.2028 0.9039 813.48 0.00 286.14 11.92 361.28 20.00 801.56 6000.15 250.01 1913.38 0.32 0.00 0.00 10:15 1.5 0.27 0.19 N/A 0.0799 0.3560 320.36 0.00 286.14 11.92 361.28 20.00 308.44 6000.15 250.01 1971.81 0.33 0.00 0.00 10:30 1.5 0.27 0.19 N/A 0.0826 0.3682 331.41 0.00 286.14 11.92 361.28 20.00 319.49 6000.15 250.01 2041.29 0.34 0.00 0.00 10:45 2 0.36 0.18 N/A 0.1752 0.7806 702.55 0.00 286.14 11.92 361.28 20.00 690.63 6000.15 250.01 2481.92 0.41 0.00 0.00 11:00 2 0.36 0.18 N/A 0.1778 0.7926 713.38 0.00 286.14 11.92 361.28 20.00 701.46 6000.15 250.01 2933.37 0.49 0.00 0.00 11:15 1.9 0.34 0.18 N/A 0.1626 0.7245 652.05 0.00 286.14 11.92 361.28 20.00 640.13 6000.15 250.01 3323.49 0.55 0.00 0.00 11:30 1.9 0.34 0.18 N/A 0.1652 0.7363 662.65 0.00 286.14 11.92 361.28 20.00 650.73 6000.15 250.01 3724.21 0.62 0.00 0.00 11:45 1.7 0.31 0.17 N/A 0.1319 0.5878 529.05 0.00 286.14 11.92 361.28 20.00 517.13 6000.15 250.01 3991.33 0.67 0.00 0.00 12:00 1.8 0.32 0.17 N/A 0.1524 0.6794 611.45 0.00 286.14 11.92 361.28 20.00 599.53 6000.15 250.01 4340.86 0.72 0.00 0.00 12:15 2.5 0.45 0.17 N/A 0.2807 1.2511 1125.98 0.00 286.14 11.92 361.28 20.00 1114.06 6000.15 250.01 5204.91 0.87 0.00 0.00 12:30 2.6 0.47 0.17 N/A 0.3012 1.3424 1208.15 0.00 286.14 11.92 361.28 20.00 1196.23 6000.15 250.01 6151.13 1.03 0.00 0.00 12:45 2.8 0.50 0.16 N/A 0.3396 1.5136 1362.24 0.00 286.14 11.92 361.28 20.00 1350.31 6000.15 250.01 7251.44 1.21 0.00 0.00 6 of 6 13:00 2.9 0.52 0.16 N/A 0.3600 1.6046 1444.16 0.00 286.14 11.92 361.28 20.00 1432.24 6000.15 250.01 8433.67 1.41 0.00 0.00 13:15 3.4 0.61 0.16 N/A 0.4523 2.0157 1814.13 0.00 286.14 11.92 361.28 20.00 1802.20 6000.15 250.01 9985.87 1.66 0.00 0.00 13:30 3.4 0.61 0.16 N/A 0.4547 2.0264 1823.76 0.00 286.14 11.92 361.28 20.00 1811.84 6000.15 250.01 11547.70 1.92 0.00 0.00 13:45 2.3 0.41 0.15 N/A 0.2595 1.1565 1040.83 0.00 286.14 11.92 361.28 20.00 1028.91 6000.15 250.01 12326.61 2.05 0.00 0.00 14:00 2.3 0.41 0.15 N/A 0.2618 1.1669 1050.22 0.00 286.14 11.92 361.28 20.00 1038.30 6000.15 250.01 13114.90 2.19 0.00 0.00 14:15 2.7 0.48 0.15 N/A 0.3360 1.4974 1347.64 0.00 286.14 11.92 361.28 20.00 1335.72 6000.15 250.01 14200.61 2.37 0.00 0.00 14:30 2.6 0.47 0.15 N/A 0.3203 1.4275 1284.73 0.00 286.14 11.92 361.28 20.00 1272.80 6000.15 250.01 15223.40 2.54 0.00 0.00 14:45 2.6 0.47 0.14 N/A 0.3225 1.4375 1293.72 0.00 286.14 11.92 361.28 20.00 1281.80 6000.15 250.01 16255.20 2.71 0.00 0.00 15:00 2.5 0.45 0.14 N/A 0.3068 1.3673 1230.55 0.00 286.14 11.92 361.28 20.00 1218.62 6000.15 250.01 17223.82 2.87 0.00 0.00 15:15 2.4 0.43 0.14 N/A 0.2910 1.2969 1167.24 0.00 286.14 11.92 361.28 20.00 1155.31 6000.15 250.01 18129.13 3.02 0.00 0.00 15:30 2.3 0.41 0.14 N/A 0.2752 1.2264 1103.79 0.00 286.14 11.92 361.28 20.00 1091.87 6000.15 250.01 18970.99 3.16 0.00 0.00 15:45 1.9 0.34 0.14 N/A 0.2054 0.9157 824.09 0.00 286.14 11.92 361.28 20.00 812.16 6000.15 250.01 19533.14 3.26 0.00 0.00 16:00 1.9 0.34 0.13 N/A 0.2075 0.9249 832.40 0.00 286.14 11.92 361.28 20.00 820.48 6000.15 250.01 20103.62 3.35 0.00 0.00 PEAK 16:15 0.4 0.07 0.13 0.06 0.0072 0.0320 28.82 0.00 286.14 11.92 361.28 20.00 16.89 6000.15 250.01 19870.50 3.31 0.00 0.00 16:30 0.4 0.07 0.13 0.06 0.0072 0.0320 28.82 0.00 286.14 11.92 361.28 20.00 16.89 6000.15 250.01 19637.39 3.27 0.00 0.00 16:45 0.3 0.05 0.13 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 19397.07 3.23 0.00 0.00 17:00 0.3 0.05 0.13 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 19156.76 3.19 0.00 0.00 17:15 0.5 0.09 0.12 0.08 0.0090 0.0400 36.02 0.00 286.14 11.92 361.28 20.00 24.10 6000.15 250.01 18930.85 3.16 0.00 0.00 17:30 0.5 0.09 0.12 0.08 0.0090 0.0400 36.02 0.00 286.14 11.92 361.28 20.00 24.10 6000.15 250.01 18704.94 3.12 0.00 0.00 17:45 0.5 0.09 0.12 0.08 0.0090 0.0400 36.02 0.00 286.14 11.92 361.28 20.00 24.10 6000.15 250.01 18479.03 3.08 0.00 0.00 18:00 0.4 0.07 0.12 0.06 0.0072 0.0320 28.82 0.00 286.14 11.92 361.28 20.00 16.89 6000.15 250.01 18245.92 3.04 0.00 0.00 18:15 0.4 0.07 0.12 0.06 0.0072 0.0320 28.82 0.00 286.14 11.92 361.28 20.00 16.89 6000.15 250.01 18012.80 3.00 0.00 0.00 18:30 0.4 0.07 0.12 0.06 0.0072 0.0320 28.82 0.00 286.14 11.92 361.28 20.00 16.89 6000.15 250.01 17779.69 2.96 0.00 0.00 18:45 0.3 0.05 0.11 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 17539.37 2.92 0.00 0.00 19:00 0.2 0.04 0.11 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 17291.85 2.88 0.00 0.00 19:15 0.3 0.05 0.11 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 17051.54 2.84 0.00 0.00 19:30 0.4 0.07 0.11 0.06 0.0072 0.0320 28.82 0.00 286.14 11.92 361.28 20.00 16.89 6000.15 250.01 16818.42 2.80 0.00 0.00 19:45 0.3 0.05 0.11 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 16578.11 2.76 0.00 0.00 20:00 0.2 0.04 0.11 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 16330.59 2.72 0.00 0.00 20:15 0.3 0.05 0.10 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 16090.27 2.68 0.00 0.00 20:30 0.3 0.05 0.10 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 15849.95 2.64 0.00 0.00 20:45 0.3 0.05 0.10 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 15609.64 2.60 0.00 0.00 21:00 0.2 0.04 0.10 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 15362.12 2.56 0.00 0.00 21:15 0.3 0.05 0.10 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 15121.80 2.52 0.00 0.00 21:30 0.2 0.04 0.10 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 14874.28 2.48 0.00 0.00 21:45 0.3 0.05 0.10 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 14633.96 2.44 0.00 0.00 22:00 0.2 0.04 0.10 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 14386.44 2.40 0.00 0.00 22:15 0.3 0.05 0.10 0.05 0.0054 0.0240 21.61 0.00 286.14 11.92 361.28 20.00 9.69 6000.15 250.01 14146.12 2.36 0.00 0.00 22:30 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 13898.60 2.32 0.00 0.00 22:45 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 13651.08 2.28 0.00 0.00 23:00 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 13403.56 2.23 0.00 0.00 23:15 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 13156.04 2.19 0.00 0.00 23:30 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 12908.52 2.15 0.00 0.00 23:45 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 12661.00 2.11 0.00 0.00 24:00 0.2 0.04 0.09 0.03 0.0036 0.0160 14.41 0.00 286.14 11.92 361.28 20.00 2.49 6000.15 250.01 12413.48 2.07 0.00 0.00 0 0.00 0.09 0.00 0.0000 0.0000 0.00 0.00 286.14 11.92 349.36 19.05 0.00 6000.15 250.01 12163.47 2.03 0.00 0.00 Total volume (cf)30597.87 Total Overflow (cf)0.00 1 of 6 HYDROLOGY CALCULATIONS - UNIVERSITY PARK Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Drainage Area (ac.) 8.2800 Unit time (minutes)5 5 5 15 100 Year Storm Duration (hrs)1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.)1.53 2.21 2.89 4.49 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1)32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr)0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3)75.2 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.)0.24 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr)2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell is zeroed out by entering .001 for values Drywell design factors Upper sec. (ft.)=5 Lower sec. (ft.)=15 Ring diam. (ft.) =4 Drywell lower max. (cf)=298.45 Upper max.(cf)=62.83 Gravel bed width around drwyell=1 Drywell total(cf)=361.28 Ret. Basin design (area, depth) Top =6552 s.f.Bot. =6552 s.f.Max. Depth (d)=5.067 Max. storage=33198.98 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5)(values must be non-zero or error occurs) Outside input from:N/A 1 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 3.7 0.6793 0.2392 N/A 0.4402 3.6748 1102.45 0.00 30.89 0.43 361.28 20.00 740.74 6552.00 91.00 649.74 0.10 0.00 0.00 0:10 4.8 0.8813 0.2392 N/A 0.6421 5.3610 1608.30 0.00 286.14 3.97 361.28 20.00 1604.32 6552.00 91.00 2163.06 0.33 0.00 0.00 0:15 5.1 0.9364 0.2392 N/A 0.6972 5.8209 1746.26 0.00 286.14 3.97 361.28 20.00 1742.28 6552.00 91.00 3814.35 0.58 0.00 0.00 0:20 4.9 0.8996 0.2392 N/A 0.6605 5.5143 1654.28 0.00 286.14 3.97 361.28 20.00 1650.31 6552.00 91.00 5373.66 0.82 0.00 0.00 0:25 6.6 1.2118 0.2392 N/A 0.9726 8.1202 2436.05 0.00 286.14 3.97 361.28 20.00 2432.08 6552.00 91.00 7714.73 1.18 0.00 0.00 0:30 7.3 1.3403 0.2392 N/A 1.1011 9.1932 2757.96 0.00 286.14 3.97 361.28 20.00 2753.98 6552.00 91.00 10377.71 1.58 0.00 0.00 0:35 8.4 1.5422 0.2392 N/A 1.3031 10.8793 3263.80 0.00 286.14 3.97 361.28 20.00 3259.83 6552.00 91.00 13546.54 2.07 0.00 0.00 0:40 9 1.6524 0.2392 N/A 1.4132 11.7991 3539.72 0.00 286.14 3.97 361.28 20.00 3535.75 6552.00 91.00 16991.29 2.59 0.00 0.00 0:45 12.3 2.2583 0.2392 N/A 2.0191 16.8576 5057.27 0.00 286.14 3.97 361.28 20.00 5053.30 6552.00 91.00 21953.59 3.35 0.00 0.00 0:50 17.6 3.2314 0.2392 N/A 2.9922 24.9818 7494.54 0.00 286.14 3.97 361.28 20.00 7490.57 6552.00 91.00 29353.16 4.48 0.00 0.00 PEAK 0:55 16.1 2.9560 0.2392 N/A 2.7168 22.6825 6804.75 0.00 286.14 3.97 361.28 20.00 6800.77 6552.00 91.00 33198.98 5.07 2863.95 9.55 1:00 4.2 0.7711 0.2392 N/A 0.5320 4.4413 1332.38 0.00 286.14 3.97 361.28 20.00 1328.41 6552.00 91.00 33198.98 5.07 1237.41 4.12 0 0.0000 0.2392 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 6552.00 91.00 33107.98 5.05 0.00 0.00 0 0.0000 0.2392 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 6552.00 91.00 33016.98 5.04 0.00 0.00 1:15 0 0.0000 0.2392 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 6552.00 91.00 32925.98 5.03 0.00 0.00 Total volume (cf)38797.76 Total Overflow (cf)4101.35 *receiving runoff from north half of College Dr. from northwestern University Park/College intersection to College/Technology intersection, west half of Technology Dr., and south half of Gerald Ford Dr. from Pacific Ave/Gerald Ford intersection to Gerald Ford/Technology intersection and 1.88 acres of on-site development. Proposed Conditions*- Basin C - UG Retention (Gerald Ford & Tech) 2 of 6 3 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 1.3 0.34 0.24 N/A 0.1056 0.8816 264.48 0.00 30.89 0.43 264.05 13.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10 1.3 0.34 0.24 N/A 0.1056 0.8816 264.48 0.00 256.72 3.57 361.28 20.00 163.68 6552.00 91.00 72.68 0.01 0.00 0.00 0:15 1.1 0.29 0.24 N/A 0.0526 0.4388 131.63 0.00 286.14 3.97 361.28 20.00 127.65 6552.00 91.00 109.33 0.02 0.00 0.00 0:20 1.5 0.40 0.24 N/A 0.1586 1.3244 397.33 0.00 286.14 3.97 361.28 20.00 393.35 6552.00 91.00 411.68 0.06 0.00 0.00 0:25 1.5 0.40 0.24 N/A 0.1586 1.3244 397.33 0.00 286.14 3.97 361.28 20.00 393.35 6552.00 91.00 714.03 0.11 0.00 0.00 0:30 1.8 0.48 0.24 N/A 0.2382 1.9887 596.60 0.00 286.14 3.97 361.28 20.00 592.63 6552.00 91.00 1215.66 0.19 0.00 0.00 0:35 1.5 0.40 0.24 N/A 0.1586 1.3244 397.33 0.00 286.14 3.97 361.28 20.00 393.35 6552.00 91.00 1518.01 0.23 0.00 0.00 0:40 1.8 0.48 0.24 N/A 0.2382 1.9887 596.60 0.00 286.14 3.97 361.28 20.00 592.63 6552.00 91.00 2019.63 0.31 0.00 0.00 0:45 1.8 0.48 0.24 N/A 0.2382 1.9887 596.60 0.00 286.14 3.97 361.28 20.00 592.63 6552.00 91.00 2521.26 0.38 0.00 0.00 0:50 1.5 0.40 0.24 N/A 0.1586 1.3244 397.33 0.00 286.14 3.97 361.28 20.00 393.35 6552.00 91.00 2823.61 0.43 0.00 0.00 0:55 1.6 0.42 0.24 N/A 0.1852 1.5458 463.75 0.00 286.14 3.97 361.28 20.00 459.78 6552.00 91.00 3192.39 0.49 0.00 0.00 1:00 1.8 0.48 0.24 N/A 0.2382 1.9887 596.60 0.00 286.14 3.97 361.28 20.00 592.63 6552.00 91.00 3694.01 0.56 0.00 0.00 1:05 2.2 0.58 0.24 N/A 0.3443 2.8743 862.30 0.00 286.14 3.97 361.28 20.00 858.32 6552.00 91.00 4461.34 0.68 0.00 0.00 1:10 2.2 0.58 0.24 N/A 0.3443 2.8743 862.30 0.00 286.14 3.97 361.28 20.00 858.32 6552.00 91.00 5228.66 0.80 0.00 0.00 1:15 2.2 0.58 0.24 N/A 0.3443 2.8743 862.30 0.00 286.14 3.97 361.28 20.00 858.32 6552.00 91.00 5995.98 0.92 0.00 0.00 1:20 2 0.53 0.24 N/A 0.2912 2.4315 729.45 0.00 286.14 3.97 361.28 20.00 725.47 6552.00 91.00 6630.46 1.01 0.00 0.00 1:25 2.6 0.69 0.24 N/A 0.4504 3.7600 1128.00 0.00 286.14 3.97 361.28 20.00 1124.02 6552.00 91.00 7663.48 1.17 0.00 0.00 1:30 2.7 0.72 0.24 N/A 0.4769 3.9814 1194.42 0.00 286.14 3.97 361.28 20.00 1190.45 6552.00 91.00 8762.93 1.34 0.00 0.00 1:35 2.4 0.64 0.24 N/A 0.3973 3.3172 995.15 0.00 286.14 3.97 361.28 20.00 991.17 6552.00 91.00 9663.10 1.47 0.00 0.00 1:40 2.7 0.72 0.24 N/A 0.4769 3.9814 1194.42 0.00 286.14 3.97 361.28 20.00 1190.45 6552.00 91.00 10762.55 1.64 0.00 0.00 1:45 3.3 0.88 0.24 N/A 0.6360 5.3099 1592.97 0.00 286.14 3.97 361.28 20.00 1588.99 6552.00 91.00 12260.54 1.87 0.00 0.00 1:50 3.1 0.82 0.24 N/A 0.5830 4.8671 1460.12 0.00 286.14 3.97 361.28 20.00 1456.15 6552.00 91.00 13625.69 2.08 0.00 0.00 1:55 2.9 0.77 0.24 N/A 0.5299 4.4242 1327.27 0.00 286.14 3.97 361.28 20.00 1323.30 6552.00 91.00 14857.99 2.27 0.00 0.00 2:00 3 0.80 0.24 N/A 0.5564 4.6457 1393.70 0.00 286.14 3.97 361.28 20.00 1389.72 6552.00 91.00 16156.71 2.47 0.00 0.00 2:05 3.1 0.82 0.24 N/A 0.5830 4.8671 1460.12 0.00 286.14 3.97 361.28 20.00 1456.15 6552.00 91.00 17521.85 2.67 0.00 0.00 2:10 4.2 1.11 0.24 N/A 0.8747 7.3026 2190.79 0.00 286.14 3.97 361.28 20.00 2186.82 6552.00 91.00 19617.67 2.99 0.00 0.00 2:15 5 1.33 0.24 N/A 1.0868 9.0740 2722.19 0.00 286.14 3.97 361.28 20.00 2718.21 6552.00 91.00 22244.88 3.40 0.00 0.00 2:20 3.5 0.93 0.24 N/A 0.6890 5.7527 1725.82 0.00 286.14 3.97 361.28 20.00 1721.84 6552.00 91.00 23875.73 3.64 0.00 0.00 2:25 6.8 1.80 0.24 N/A 1.5642 13.0594 3917.83 0.00 286.14 3.97 361.28 20.00 3913.86 6552.00 91.00 27698.58 4.23 0.00 0.00 2:30 7.3 1.94 0.24 N/A 1.6968 14.1665 4249.95 0.00 286.14 3.97 361.28 20.00 4245.98 6552.00 91.00 31853.57 4.86 0.00 0.00 2:35 8.2 2.17 0.24 N/A 1.9355 16.1593 4847.78 0.00 286.14 3.97 361.28 20.00 4843.80 6552.00 91.00 33198.98 5.07 3407.38 11.36 2:40 5.9 1.56 0.24 N/A 1.3255 11.0667 3320.01 0.00 286.14 3.97 361.28 20.00 3316.04 6552.00 91.00 33198.98 5.07 3225.04 10.75 PEAK 2:45 2 0.53 0.24 N/A 0.2912 2.4315 729.45 0.00 286.14 3.97 361.28 20.00 725.47 6552.00 91.00 33198.98 5.07 634.47 2.11 2:50 1.8 0.48 0.24 N/A 0.2382 1.9887 596.60 0.00 286.14 3.97 361.28 20.00 592.63 6552.00 91.00 33198.98 5.07 501.63 1.67 2:55 1.8 0.48 0.24 N/A 0.2382 1.9887 596.60 0.00 286.14 3.97 361.28 20.00 592.63 6552.00 91.00 33198.98 5.07 501.63 1.67 3:00 0.6 0.16 0.24 0.14 0.0159 0.1328 39.85 0.00 286.14 3.97 361.28 20.00 35.88 6552.00 91.00 33143.86 5.06 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 6552.00 91.00 33052.86 5.04 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 6552.00 91.00 32961.86 5.03 0.00 0.00 3:15 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 6552.00 91.00 32870.86 5.02 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 345.38 18.73 0.00 6552.00 91.00 32779.86 5.00 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 341.41 18.42 0.00 6552.00 91.00 32688.86 4.99 0.00 0.00 3:30 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 337.44 18.10 0.00 6552.00 91.00 32597.86 4.98 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 333.46 17.79 0.00 6552.00 91.00 32506.86 4.96 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 329.49 17.47 0.00 6552.00 91.00 32415.86 4.95 0.00 0.00 Total volume (cf)45099.41 Total Overflow (cf)8270.14 3 of 6 6 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:05 0.5 0.17 0.24 0.16 0.0173 0.1448 43.43 0.00 30.89 0.43 43.00 2.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10 0.6 0.21 0.24 0.19 0.0208 0.1737 52.12 0.00 67.67 0.94 94.18 4.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:15 0.6 0.21 0.24 0.19 0.0208 0.1737 52.12 0.00 111.44 1.55 144.75 7.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:20 0.6 0.21 0.24 0.19 0.0208 0.1737 52.12 0.00 154.69 2.15 194.72 9.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:25 0.6 0.21 0.24 0.19 0.0208 0.1737 52.12 0.00 197.43 2.74 244.10 12.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:30 0.7 0.24 0.24 0.22 0.0243 0.2027 60.80 0.00 239.66 3.33 321.60 16.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:35 0.7 0.24 0.24 0.22 0.0243 0.2027 60.80 0.00 286.14 3.97 361.28 20.00 17.14 6552.00 17.14 0.00 0.00 0.00 0.00 0:40 0.7 0.24 0.24 0.22 0.0243 0.2027 60.80 0.00 286.14 3.97 361.28 20.00 56.83 6552.00 56.83 0.00 0.00 0.00 0.00 0:45 0.7 0.24 0.24 0.22 0.0243 0.2027 60.80 0.00 286.14 3.97 361.28 20.00 56.83 6552.00 56.83 0.00 0.00 0.00 0.00 0:50 0.7 0.24 0.24 0.22 0.0243 0.2027 60.80 0.00 286.14 3.97 361.28 20.00 56.83 6552.00 56.83 0.00 0.00 0.00 0.00 0:55 0.7 0.24 0.24 0.22 0.0243 0.2027 60.80 0.00 286.14 3.97 361.28 20.00 56.83 6552.00 56.83 0.00 0.00 0.00 0.00 1:00 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 0.89 0.00 0.00 0.00 1:05 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 1.77 0.00 0.00 0.00 1:10 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 2.66 0.00 0.00 0.00 1:15 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 3.54 0.00 0.00 0.00 1:20 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 4.43 0.00 0.00 0.00 1:25 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 5.31 0.00 0.00 0.00 1:30 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 6.20 0.00 0.00 0.00 1:35 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 7.09 0.00 0.00 0.00 1:40 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 7.97 0.00 0.00 0.00 1:45 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 8.86 0.00 0.00 0.00 1:50 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 9.74 0.00 0.00 0.00 1:55 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 10.63 0.00 0.00 0.00 2:00 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 98.38 0.02 0.00 0.00 2:05 0.8 0.28 0.24 N/A 0.0383 0.3195 95.86 0.00 286.14 3.97 361.28 20.00 91.89 6552.00 91.00 99.26 0.02 0.00 0.00 2:10 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 187.01 0.03 0.00 0.00 2:15 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 274.76 0.04 0.00 0.00 2:20 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 362.51 0.06 0.00 0.00 2:25 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 450.26 0.07 0.00 0.00 2:30 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 538.01 0.08 0.00 0.00 2:35 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 625.75 0.10 0.00 0.00 2:40 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 713.50 0.11 0.00 0.00 2:45 1 0.35 0.24 N/A 0.1076 0.8986 269.59 0.00 286.14 3.97 361.28 20.00 265.61 6552.00 91.00 888.11 0.14 0.00 0.00 2:50 1 0.35 0.24 N/A 0.1076 0.8986 269.59 0.00 286.14 3.97 361.28 20.00 265.61 6552.00 91.00 1062.73 0.16 0.00 0.00 2:55 1 0.35 0.24 N/A 0.1076 0.8986 269.59 0.00 286.14 3.97 361.28 20.00 265.61 6552.00 91.00 1237.34 0.19 0.00 0.00 3:00 1 0.35 0.24 N/A 0.1076 0.8986 269.59 0.00 286.14 3.97 361.28 20.00 265.61 6552.00 91.00 1411.95 0.22 0.00 0.00 3:05 1 0.35 0.24 N/A 0.1076 0.8986 269.59 0.00 286.14 3.97 361.28 20.00 265.61 6552.00 91.00 1586.56 0.24 0.00 0.00 3:10 1.1 0.38 0.24 N/A 0.1423 1.1882 356.45 0.00 286.14 3.97 361.28 20.00 352.47 6552.00 91.00 1848.04 0.28 0.00 0.00 3:15 1.1 0.38 0.24 N/A 0.1423 1.1882 356.45 0.00 286.14 3.97 361.28 20.00 352.47 6552.00 91.00 2109.51 0.32 0.00 0.00 3:20 1.1 0.38 0.24 N/A 0.1423 1.1882 356.45 0.00 286.14 3.97 361.28 20.00 352.47 6552.00 91.00 2370.99 0.36 0.00 0.00 3:25 1.2 0.42 0.24 N/A 0.1770 1.4777 443.31 0.00 286.14 3.97 361.28 20.00 439.34 6552.00 91.00 2719.32 0.42 0.00 0.00 3:30 1.3 0.45 0.24 N/A 0.2117 1.7672 530.17 0.00 286.14 3.97 361.28 20.00 526.20 6552.00 91.00 3154.52 0.48 0.00 0.00 3:35 1.4 0.49 0.24 N/A 0.2464 2.0568 617.04 0.00 286.14 3.97 361.28 20.00 613.06 6552.00 91.00 3676.59 0.56 0.00 0.00 3:40 1.4 0.49 0.24 N/A 0.2464 2.0568 617.04 0.00 286.14 3.97 361.28 20.00 613.06 6552.00 91.00 4198.65 0.64 0.00 0.00 3:45 1.5 0.52 0.24 N/A 0.2810 2.3463 703.90 0.00 286.14 3.97 361.28 20.00 699.93 6552.00 91.00 4807.58 0.73 0.00 0.00 3:50 1.5 0.52 0.24 N/A 0.2810 2.3463 703.90 0.00 286.14 3.97 361.28 20.00 699.93 6552.00 91.00 5416.50 0.83 0.00 0.00 3:55 1.6 0.55 0.24 N/A 0.3157 2.6359 790.76 0.00 286.14 3.97 361.28 20.00 786.79 6552.00 91.00 6112.29 0.93 0.00 0.00 4:00 1.6 0.55 0.24 N/A 0.3157 2.6359 790.76 0.00 286.14 3.97 361.28 20.00 786.79 6552.00 91.00 6808.08 1.04 0.00 0.00 4:05 1.7 0.59 0.24 N/A 0.3504 2.9254 877.63 0.00 286.14 3.97 361.28 20.00 873.65 6552.00 91.00 7590.74 1.16 0.00 0.00 4:10 1.8 0.62 0.24 N/A 0.3851 3.2150 964.49 0.00 286.14 3.97 361.28 20.00 960.52 6552.00 91.00 8460.25 1.29 0.00 0.00 4:15 1.9 0.66 0.24 N/A 0.4198 3.5045 1051.35 0.00 286.14 3.97 361.28 20.00 1047.38 6552.00 91.00 9416.63 1.44 0.00 0.00 4 of 6 4:20 2 0.69 0.24 N/A 0.4544 3.7941 1138.22 0.00 286.14 3.97 361.28 20.00 1134.24 6552.00 91.00 10459.87 1.60 0.00 0.00 4:25 2.1 0.73 0.24 N/A 0.4891 4.0836 1225.08 0.00 286.14 3.97 361.28 20.00 1221.10 6552.00 91.00 11589.98 1.77 0.00 0.00 4:30 2.1 0.73 0.24 N/A 0.4891 4.0836 1225.08 0.00 286.14 3.97 361.28 20.00 1221.10 6552.00 91.00 12720.08 1.94 0.00 0.00 4:35 2.2 0.76 0.24 N/A 0.5238 4.3731 1311.94 0.00 286.14 3.97 361.28 20.00 1307.97 6552.00 91.00 13937.05 2.13 0.00 0.00 4:40 2.3 0.80 0.24 N/A 0.5585 4.6627 1398.80 0.00 286.14 3.97 361.28 20.00 1394.83 6552.00 91.00 15240.88 2.33 0.00 0.00 4:45 2.4 0.83 0.24 N/A 0.5932 4.9522 1485.67 0.00 286.14 3.97 361.28 20.00 1481.69 6552.00 91.00 16631.57 2.54 0.00 0.00 4:50 2.4 0.83 0.24 N/A 0.5932 4.9522 1485.67 0.00 286.14 3.97 361.28 20.00 1481.69 6552.00 91.00 18022.27 2.75 0.00 0.00 4:55 2.5 0.87 0.24 N/A 0.6278 5.2418 1572.53 0.00 286.14 3.97 361.28 20.00 1568.56 6552.00 91.00 19499.82 2.98 0.00 0.00 5:00 2.6 0.90 0.24 N/A 0.6625 5.5313 1659.39 0.00 286.14 3.97 361.28 20.00 1655.42 6552.00 91.00 21064.24 3.21 0.00 0.00 5:05 3.1 1.08 0.24 N/A 0.8359 6.9790 2093.71 0.00 286.14 3.97 361.28 20.00 2089.73 6552.00 91.00 23062.98 3.52 0.00 0.00 5:10 3.6 1.25 0.24 N/A 1.0093 8.4267 2528.02 0.00 286.14 3.97 361.28 20.00 2524.05 6552.00 91.00 25496.03 3.89 0.00 0.00 5:15 3.9 1.35 0.24 N/A 1.1134 9.2954 2788.61 0.00 286.14 3.97 361.28 20.00 2784.64 6552.00 91.00 28189.67 4.30 0.00 0.00 5:20 4.2 1.46 0.24 N/A 1.2174 10.1640 3049.20 0.00 286.14 3.97 361.28 20.00 3045.23 6552.00 91.00 31143.89 4.75 0.00 0.00 5:25 4.7 1.63 0.24 N/A 1.3908 11.6117 3483.52 0.00 286.14 3.97 361.28 20.00 3479.54 6552.00 91.00 33198.98 5.07 1333.45 4.44 5:30 5.6 1.94 0.24 N/A 1.7029 14.2176 4265.28 0.00 286.14 3.97 361.28 20.00 4261.31 6552.00 91.00 33198.98 5.07 4170.31 13.90 PEAK 5:35 1.9 0.66 0.24 N/A 0.4198 3.5045 1051.35 0.00 286.14 3.97 361.28 20.00 1047.38 6552.00 91.00 33198.98 5.07 956.38 3.19 5:40 0.9 0.31 0.24 N/A 0.0730 0.6091 182.72 0.00 286.14 3.97 361.28 20.00 178.75 6552.00 91.00 33198.98 5.07 87.75 0.29 5:45 0.6 0.21 0.24 0.19 0.0208 0.1737 52.12 0.00 286.14 3.97 361.28 20.00 48.14 6552.00 91.00 33156.13 5.06 0.00 0.00 5:50 0.5 0.17 0.24 0.16 0.0173 0.1448 43.43 0.00 286.14 3.97 361.28 20.00 39.46 6552.00 91.00 33104.58 5.05 0.00 0.00 5:55 0.3 0.10 0.24 0.09 0.0104 0.0869 26.06 0.00 286.14 3.97 361.28 20.00 22.08 6552.00 91.00 33035.67 5.04 0.00 0.00 6:00 0.2 0.07 0.24 0.06 0.0069 0.0579 17.37 0.00 286.14 3.97 361.28 20.00 13.40 6552.00 91.00 32958.07 5.03 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 357.31 19.68 0.00 6552.00 91.00 32867.07 5.02 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 353.33 19.37 0.00 6552.00 91.00 32776.07 5.00 0.00 0.00 6:15 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 349.36 19.05 0.00 6552.00 91.00 32685.07 4.99 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 345.38 18.73 0.00 6552.00 91.00 32594.07 4.97 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 341.41 18.42 0.00 6552.00 91.00 32503.07 4.96 0.00 0.00 6:30 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 337.44 18.10 0.00 6552.00 91.00 32412.07 4.95 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 333.46 17.79 0.00 6552.00 91.00 32321.07 4.93 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 329.49 17.47 0.00 6552.00 91.00 32230.07 4.92 0.00 0.00 6:45 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 325.51 17.15 0.00 6552.00 91.00 32139.07 4.91 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 321.54 16.84 0.00 6552.00 91.00 32048.07 4.89 0.00 0.00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 317.56 16.52 0.00 6552.00 91.00 31957.07 4.88 0.00 0.00 7:00 0 0.00 0.24 0.00 0.0000 0.0000 0.00 0.00 286.14 3.97 313.59 16.20 0.00 6552.00 91.00 31866.07 4.86 0.00 0.00 Total volume (cf)45916.11 Total Overflow (cf)6547.89 5 of 6 24 Hour Storm in 15 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Max.Min.Rain (in/hr)Rate (cfs)Vol. (cf)Input (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Basin (cf)Area (sf)Perc. (cf)Vol. (cf)Depth (ft)Vol. (cf)Rate (cfs) 0:15 0.2 0.04 0.42 0.03 0.0036 0.0300 26.99 0.00 30.89 1.29 25.70 1.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:30 0.3 0.05 0.42 0.05 0.0054 0.0450 40.49 0.00 52.88 2.20 63.99 3.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:45 0.3 0.05 0.41 0.05 0.0054 0.0450 40.49 0.00 85.62 3.57 100.90 5.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:00 0.4 0.07 0.41 0.06 0.0072 0.0600 53.98 0.00 117.19 4.88 150.00 7.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:15 0.3 0.05 0.40 0.05 0.0054 0.0450 40.49 0.00 159.18 6.63 183.86 9.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:30 0.3 0.05 0.40 0.05 0.0054 0.0450 40.49 0.00 188.14 7.84 216.50 10.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:45 0.3 0.05 0.39 0.05 0.0054 0.0450 40.49 0.00 216.06 9.00 247.99 12.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:00 0.4 0.07 0.39 0.06 0.0072 0.0600 53.98 0.00 242.99 10.12 291.84 14.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:15 0.4 0.07 0.38 0.06 0.0072 0.0600 53.98 0.00 280.49 11.69 336.57 18.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:30 0.4 0.07 0.38 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 17.35 6552.00 17.35 0.00 0.00 0.00 0.00 2:45 0.5 0.09 0.37 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 55.55 0.00 0.00 0.00 0.00 3:00 0.5 0.09 0.37 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 55.55 0.00 0.00 0.00 0.00 3:15 0.5 0.09 0.36 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 55.55 0.00 0.00 0.00 0.00 3:30 0.5 0.09 0.36 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 55.55 0.00 0.00 0.00 0.00 3:45 0.5 0.09 0.35 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 55.55 0.00 0.00 0.00 0.00 4:00 0.6 0.11 0.35 0.10 0.0108 0.0900 80.97 0.00 286.14 11.92 361.28 20.00 69.05 6552.00 69.05 0.00 0.00 0.00 0.00 4:15 0.6 0.11 0.35 0.10 0.0108 0.0900 80.97 0.00 286.14 11.92 361.28 20.00 69.05 6552.00 69.05 0.00 0.00 0.00 0.00 4:30 0.7 0.13 0.34 0.11 0.0126 0.1050 94.47 0.00 286.14 11.92 361.28 20.00 82.54 6552.00 82.54 0.00 0.00 0.00 0.00 4:45 0.7 0.13 0.34 0.11 0.0126 0.1050 94.47 0.00 286.14 11.92 361.28 20.00 82.54 6552.00 82.54 0.00 0.00 0.00 0.00 5:00 0.8 0.14 0.33 0.13 0.0144 0.1200 107.96 0.00 286.14 11.92 361.28 20.00 96.04 6552.00 96.04 0.00 0.00 0.00 0.00 5:15 0.6 0.11 0.33 0.10 0.0108 0.0900 80.97 0.00 286.14 11.92 361.28 20.00 69.05 6552.00 69.05 0.00 0.00 0.00 0.00 5:30 0.7 0.13 0.32 0.11 0.0126 0.1050 94.47 0.00 286.14 11.92 361.28 20.00 82.54 6552.00 82.54 0.00 0.00 0.00 0.00 5:45 0.8 0.14 0.32 0.13 0.0144 0.1200 107.96 0.00 286.14 11.92 361.28 20.00 96.04 6552.00 96.04 0.00 0.00 0.00 0.00 6:00 0.8 0.14 0.31 0.13 0.0144 0.1200 107.96 0.00 286.14 11.92 361.28 20.00 96.04 6552.00 96.04 0.00 0.00 0.00 0.00 6:15 0.9 0.16 0.31 0.15 0.0162 0.1350 121.46 0.00 286.14 11.92 361.28 20.00 109.54 6552.00 109.54 0.00 0.00 0.00 0.00 6:30 0.9 0.16 0.31 0.15 0.0162 0.1350 121.46 0.00 286.14 11.92 361.28 20.00 109.54 6552.00 109.54 0.00 0.00 0.00 0.00 6:45 1 0.18 0.30 0.16 0.0180 0.1499 134.95 0.00 286.14 11.92 361.28 20.00 123.03 6552.00 123.03 0.00 0.00 0.00 0.00 7:00 1 0.18 0.30 0.16 0.0180 0.1499 134.95 0.00 286.14 11.92 361.28 20.00 123.03 6552.00 123.03 0.00 0.00 0.00 0.00 7:15 1 0.18 0.29 0.16 0.0180 0.1499 134.95 0.00 286.14 11.92 361.28 20.00 123.03 6552.00 123.03 0.00 0.00 0.00 0.00 7:30 1.1 0.20 0.29 0.18 0.0198 0.1649 148.45 0.00 286.14 11.92 361.28 20.00 136.53 6552.00 136.53 0.00 0.00 0.00 0.00 7:45 1.2 0.22 0.29 0.19 0.0216 0.1799 161.94 0.00 286.14 11.92 361.28 20.00 150.02 6552.00 150.02 0.00 0.00 0.00 0.00 8:00 1.3 0.23 0.28 0.21 0.0233 0.1949 175.44 0.00 286.14 11.92 361.28 20.00 163.52 6552.00 163.52 0.00 0.00 0.00 0.00 8:15 1.5 0.27 0.28 0.24 0.0269 0.2249 202.43 0.00 286.14 11.92 361.28 20.00 190.51 6552.00 190.51 0.00 0.00 0.00 0.00 8:30 1.5 0.27 0.27 0.24 0.0269 0.2249 202.43 0.00 286.14 11.92 361.28 20.00 190.51 6552.00 190.51 0.00 0.00 0.00 0.00 8:45 1.6 0.29 0.27 0.26 0.0287 0.2399 215.93 0.00 286.14 11.92 361.28 20.00 204.00 6552.00 204.00 0.00 0.00 0.00 0.00 9:00 1.7 0.31 0.27 N/A 0.0384 0.3209 288.77 0.00 286.14 11.92 361.28 20.00 276.84 6552.00 273.00 3.84 0.00 0.00 0.00 9:15 1.9 0.34 0.26 N/A 0.0781 0.6524 587.14 0.00 286.14 11.92 361.28 20.00 575.21 6552.00 273.00 306.06 0.05 0.00 0.00 9:30 2 0.36 0.26 N/A 0.0999 0.8337 750.29 0.00 286.14 11.92 361.28 20.00 738.36 6552.00 273.00 771.42 0.12 0.00 0.00 9:45 2.1 0.38 0.26 N/A 0.1215 1.0146 913.17 0.00 286.14 11.92 361.28 20.00 901.25 6552.00 273.00 1399.67 0.21 0.00 0.00 10:00 2.2 0.40 0.25 N/A 0.1432 1.1953 1075.79 0.00 286.14 11.92 361.28 20.00 1063.87 6552.00 273.00 2190.54 0.33 0.00 0.00 10:15 1.5 0.27 0.25 0.24 0.0269 0.2249 202.43 0.00 286.14 11.92 361.28 20.00 190.51 6552.00 273.00 2108.05 0.32 0.00 0.00 10:30 1.5 0.27 0.24 0.24 0.0269 0.2249 202.43 0.00 286.14 11.92 361.28 20.00 190.51 6552.00 273.00 2025.55 0.31 0.00 0.00 10:45 2 0.36 0.24 N/A 0.1181 0.9858 887.25 0.00 286.14 11.92 361.28 20.00 875.32 6552.00 273.00 2627.88 0.40 0.00 0.00 11:00 2 0.36 0.24 N/A 0.1216 1.0154 913.82 0.00 286.14 11.92 361.28 20.00 901.89 6552.00 273.00 3256.77 0.50 0.00 0.00 11:15 1.9 0.34 0.23 N/A 0.1072 0.8946 805.15 0.00 286.14 11.92 361.28 20.00 793.23 6552.00 273.00 3777.00 0.58 0.00 0.00 11:30 1.9 0.34 0.23 N/A 0.1106 0.9235 831.16 0.00 286.14 11.92 361.28 20.00 819.24 6552.00 273.00 4323.24 0.66 0.00 0.00 11:45 1.7 0.31 0.23 N/A 0.0781 0.6522 586.98 0.00 286.14 11.92 361.28 20.00 575.05 6552.00 273.00 4625.29 0.71 0.00 0.00 12:00 1.8 0.32 0.22 N/A 0.0995 0.8304 747.37 0.00 286.14 11.92 361.28 20.00 735.44 6552.00 273.00 5087.73 0.78 0.00 0.00 12:15 2.5 0.45 0.22 N/A 0.2285 1.9080 1717.18 0.00 286.14 11.92 361.28 20.00 1705.26 6552.00 273.00 6520.00 1.00 0.00 0.00 12:30 2.6 0.47 0.22 N/A 0.2498 2.0855 1876.99 0.00 286.14 11.92 361.28 20.00 1865.07 6552.00 273.00 8112.06 1.24 0.00 0.00 12:45 2.8 0.50 0.21 N/A 0.2890 2.4127 2171.46 0.00 286.14 11.92 361.28 20.00 2159.53 6552.00 273.00 9998.60 1.53 0.00 0.00 6 of 6 13:00 2.9 0.52 0.21 N/A 0.3102 2.5896 2330.67 0.00 286.14 11.92 361.28 20.00 2318.75 6552.00 273.00 12044.35 1.84 0.00 0.00 13:15 3.4 0.61 0.21 N/A 0.4032 3.3660 3029.39 0.00 286.14 11.92 361.28 20.00 3017.47 6552.00 273.00 14788.82 2.26 0.00 0.00 13:30 3.4 0.61 0.20 N/A 0.4063 3.3923 3053.05 0.00 286.14 11.92 361.28 20.00 3041.13 6552.00 273.00 17556.94 2.68 0.00 0.00 13:45 2.3 0.41 0.20 N/A 0.2119 1.7688 1591.91 0.00 286.14 11.92 361.28 20.00 1579.99 6552.00 273.00 18863.93 2.88 0.00 0.00 14:00 2.3 0.41 0.20 N/A 0.2149 1.7944 1614.94 0.00 286.14 11.92 361.28 20.00 1603.02 6552.00 273.00 20193.95 3.08 0.00 0.00 14:15 2.7 0.48 0.20 N/A 0.2898 2.4194 2177.48 0.00 286.14 11.92 361.28 20.00 2165.56 6552.00 273.00 22086.51 3.37 0.00 0.00 14:30 2.6 0.47 0.19 N/A 0.2748 2.2944 2064.93 0.00 286.14 11.92 361.28 20.00 2053.00 6552.00 273.00 23866.51 3.64 0.00 0.00 14:45 2.6 0.47 0.19 N/A 0.2777 2.3189 2087.01 0.00 286.14 11.92 361.28 20.00 2075.09 6552.00 273.00 25668.60 3.92 0.00 0.00 15:00 2.5 0.45 0.19 N/A 0.2627 2.1931 1973.81 0.00 286.14 11.92 361.28 20.00 1961.89 6552.00 273.00 27357.49 4.18 0.00 0.00 15:15 2.4 0.43 0.18 N/A 0.2476 2.0670 1860.28 0.00 286.14 11.92 361.28 20.00 1848.36 6552.00 273.00 28932.84 4.42 0.00 0.00 15:30 2.3 0.41 0.18 N/A 0.2324 1.9405 1746.42 0.00 286.14 11.92 361.28 20.00 1734.50 6552.00 273.00 30394.34 4.64 0.00 0.00 15:45 1.9 0.34 0.18 N/A 0.1633 1.3637 1227.36 0.00 286.14 11.92 361.28 20.00 1215.44 6552.00 273.00 31336.78 4.78 0.00 0.00 16:00 1.9 0.34 0.18 N/A 0.1661 1.3864 1247.77 0.00 286.14 11.92 361.28 20.00 1235.84 6552.00 273.00 32299.62 4.93 0.00 0.00 PEAK 16:15 0.4 0.07 0.17 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 42.06 6552.00 273.00 32068.68 4.89 0.00 0.00 16:30 0.4 0.07 0.17 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 42.06 6552.00 273.00 31837.74 4.86 0.00 0.00 16:45 0.3 0.05 0.17 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 31593.30 4.82 0.00 0.00 17:00 0.3 0.05 0.16 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 31348.86 4.78 0.00 0.00 17:15 0.5 0.09 0.16 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 273.00 31131.42 4.75 0.00 0.00 17:30 0.5 0.09 0.16 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 273.00 30913.97 4.72 0.00 0.00 17:45 0.5 0.09 0.16 0.08 0.0090 0.0750 67.48 0.00 286.14 11.92 361.28 20.00 55.55 6552.00 273.00 30696.53 4.69 0.00 0.00 18:00 0.4 0.07 0.16 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 42.06 6552.00 273.00 30465.59 4.65 0.00 0.00 18:15 0.4 0.07 0.15 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 42.06 6552.00 273.00 30234.64 4.61 0.00 0.00 18:30 0.4 0.07 0.15 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 42.06 6552.00 273.00 30003.70 4.58 0.00 0.00 18:45 0.3 0.05 0.15 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 29759.27 4.54 0.00 0.00 19:00 0.2 0.04 0.15 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 29501.33 4.50 0.00 0.00 19:15 0.3 0.05 0.14 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 29256.90 4.47 0.00 0.00 19:30 0.4 0.07 0.14 0.06 0.0072 0.0600 53.98 0.00 286.14 11.92 361.28 20.00 42.06 6552.00 273.00 29025.96 4.43 0.00 0.00 19:45 0.3 0.05 0.14 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 28781.52 4.39 0.00 0.00 20:00 0.2 0.04 0.14 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 28523.59 4.35 0.00 0.00 20:15 0.3 0.05 0.14 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 28279.15 4.32 0.00 0.00 20:30 0.3 0.05 0.14 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 28034.71 4.28 0.00 0.00 20:45 0.3 0.05 0.13 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 27790.28 4.24 0.00 0.00 21:00 0.2 0.04 0.13 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 27532.35 4.20 0.00 0.00 21:15 0.3 0.05 0.13 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 27287.91 4.16 0.00 0.00 21:30 0.2 0.04 0.13 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 27029.98 4.13 0.00 0.00 21:45 0.3 0.05 0.13 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 26785.54 4.09 0.00 0.00 22:00 0.2 0.04 0.13 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 26527.61 4.05 0.00 0.00 22:15 0.3 0.05 0.12 0.05 0.0054 0.0450 40.49 0.00 286.14 11.92 361.28 20.00 28.56 6552.00 273.00 26283.17 4.01 0.00 0.00 22:30 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 26025.24 3.97 0.00 0.00 22:45 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 25767.31 3.93 0.00 0.00 23:00 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 25509.38 3.89 0.00 0.00 23:15 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 25251.44 3.85 0.00 0.00 23:30 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 24993.51 3.81 0.00 0.00 23:45 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 24735.58 3.78 0.00 0.00 24:00 0.2 0.04 0.12 0.03 0.0036 0.0300 26.99 0.00 286.14 11.92 361.28 20.00 15.07 6552.00 273.00 24477.65 3.74 0.00 0.00 0 0.00 0.12 0.00 0.0000 0.0000 0.00 0.00 286.14 11.92 349.36 19.05 0.00 6552.00 273.00 24204.65 3.69 0.00 0.00 Total volume (cf)45245.25 Total Overflow (cf)0.00 University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX C.2 DRAWDOWN TIME CALCULATION 12/7/2022 UNIVERSITY PARK DRAW-DOWN TIME CHECK DRAW-DOWN TIME BASIN Total Dead Storage Volume Infiltration Rate Infilitration Safety Factor Design Infiltration Rate (Pdesign) Design Infiltration Rate Used Total Area Total Infiltration Draw-Down Time -(ft3)(in/hr) - (in/hr) (in/hr) (sf) (cfs) (hrs) A 26,247 6.00 3 2.00 2.00 4,795 0.222 32.84 B 12,163 6.00 3 2.00 2.00 6,000 0.278 12.16 C 24,205 6.00 3 2.00 2.00 6,552 0.303 22.17 DRAW DOWN CHECK GOOD University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX C.3 EXCERPT FROM NORTH SPHERE DRAINAGE MASTER PLAN, OCTOBER 2007 YPl co~s LTiNG City of Palm Desert North Sphere Drainage Master Plan 10.CAPITAL IMPROVEMENT PROGRAM FUNDING OPTIONS The City currently receives funding for capital improvements including some storm drainage facilities within the North Sphere Study Area through three financing district programs in place at this writing and existing City drainage fees. The existing assessment and community facilities districts are authorized to fund drainage facilities but do not include any of the the proposed capital improvements. Assessment districts and community facilities districts are typically used to fmance the type of facilities included in the North Sphere Drainage Master Plan.However, the developing properties in the Study Area have already obligated their properties for the payment of assessments and special taxes to fund capital improvements.Unless the owners of the developed properties authorize additional assessments or the qualified electors authorize additional special taxes,there is not capacity to fund the proposed capital improvements using an assessment district or community facilities district. See Figure 4,Drainage Fee Zone Map and Figure 5,Existing Assessment and Community Facility District Map.These are: •Benefit Assessment District No.1 •Community Facilities District No.2005-1,and •Section 29 Assessment District No.2004-02 •Existing City Drainage Fees An evaluation of the North Sphere's existing drainage assessments and fees is presented in the following: 10.1 Evaluation of Existing City Drainage Assessment Programs •Benefit Assessment District No.1 The City Benefit Assessment District No.1 ("Benefit Assessment District") was established pursuant to the Benefit Assessment Act of 1982 and in compliance with procedural requirements of Article X2ID of the State Constitution. The Benefit Assessment District was formed for the purpose of authorizing the levy of annual assessments commencing with FY 2007/08 on parcels of land within the subdivisions known as Parcel Map No.24255 (Monterey 170) /Assessment District 2004-02 (Section 29).The Benefit Assessment District encompasses approximately 528 acres generally located north of Gerald Ford 54 City of Palm Desert North Sphere Drainage Master Plan Drive t southwest of I-I0 t west of Portola Avenue and east of Monterey Avenue. The amounts collected from the annual levy of assessments are to be used to fund the costs and expenses to operatet maintain and service drainage basin improvementst facilities and expansions associated with properties in the Benefit Assessment District. Authorized services are generally described as drainage basin maintenance that may include but is not limited to inspectiont repairt removal and replacementt and servicing of drainage basins t inlets,catch basinst manholes t outlets,drywells,pumps,filters and storm drain pipes installed in connection with the development of benefiting properties as well as any off-site improvements and facilities directly associated with the infrastructure that is deemed necessary to service or protect the properties;and includes all appurtenantt equipment,materials and service contracts related to the operation,maintenance and servicing of the improvement and facilities. Drainage basin maintenance may include t but is not limited to grading of access perimeter roads,repair of erosion of slopes to access roads t debris clearance,anchormat repairs t dust control through the application of soil stabilization agents,weed abatement,mosquito and vector control t storm drain inlets and outlets t pumps filters and pipes. The maintenance program may include but is not limited to inspection and documentation of the systemt cleaningt servicing or repair of the facilities and equipment,and partial removal,replacement or rehabilitation of equipment and facilities. It is anticipated that a portion of the services might not be performed on an annual basis but as a result of an extraordinary event.Moneys collected each year for these extraordinary services will be accumulated in a special fund designated as the "Reserve Fund"and are to be spent as needed. Each parcel's proportional special benefit is determined based on the parcel t s gross acreage as compared to the acreage of other parcels in the Benefit Assessment District. Exempt parcels that were determined to receive no special benefit from the authorized operations,maintenance and services are not assessed.Exempt parcels include: •Lots or parcels identified as public streets and other roadways; 55 City of Palm Desert North Sphere Drainage Master Plan •Dedicated public easements including open space areas,utility rights-of way,greenbelts,parkways,parks,or other publicly owned properties that are part of the improvements or may provide other benefits to private properties in the Benefit Assessment District; •Private properties that cannot be developed independently from a adjacent property,such as common areas,sliver parcels or bifurcated lots or properties with very restrictive development use;and •Parcels owned by the school district,CVWD and private developers that will not be assessed as part of the Benefit Assessment District because the runoff generated by these properties will be captured and retained through the construction and grading of the sites. Government owned properties or public properties are not necessarily exempt properties and shall be subject to special benefit assessments unless it qualifies for an exemption status. The maximum assessment rate is equal to the initial maximum assessment rate established as $379.75 per gross acre for FY 2007/08 adjusted annually by the greater of three percent or the annual percentage change in the Consumer Price Index of All Urban Consumers for the Los Angeles-Orange-Riverside Area. Table 10-1 Benefit Assessment District No.1 Budget for FY 2007/08 Direct Costs Labor and Maintenance Materials Utilities Administration City Administrative Overhead Professional Fees for Administration County Administrative Fees Reserve Fund (100/0 of Direct Costs) Balance to Levy Parcels Levied Total Gross Acres FY 2007-08 Maximum Assessment Rate per Gross Acre 56 $80,000 85,000 1,500 $11,200 5,000 1,000 $16,000 $200,000 273 528 $379 73 City of Palm Desert North Sphere Drainage Master Plan Based on a typical density of five dwelling units per acre,the maximum assessment ofFY 2007/08 is about $76 per residence. MuniFinancial has prepared the budget and proposed assessment levy for the Benefit Assessment District for FY 2007/08.The amount to be levied is 50% of the maximum assessment for a total of$100,000 or $157.87 per gross acre. Recommendation:The City should condition all new development in the North Sphere to annex into the Benefit Assessment District or form a similar district. •Community Facilities District No.2005-1 City Community Facilities District No.2005-1 (University Park)(the "Community Facilities District")was formed pursuant to the Mello-Roos Community Facilities District Act of 1982 to authorize the levy of a special tax and the issuance of bonds to fund the acquisition and construction of facilities.The principal amount of bonds authorized to be issued is $70,000,000. The boundaries of the Community Facilities District are composed on one contiguous area,which is generally north of Frank Sinatra Drive,south of Gerald Ford Drive,west of Cook Street and east of Portola Avenue.The Community Facilities District is divided into five zones;Zones A through D are being developed as commercial and mixed use properties and Zone E is being developed as residential property. The facilities that the Community Facilities District is authorized to finance include a pedestrian bridge,traffic signals,landscaping,street improvements, well site improvements and land acquisition,water improvements,storm drain improvements,utility improvements,public art improvements and park site land acquisition,together with appurtenances and appurtenant work. The storm drain improvements include: ~Pacific Avenue:Catch basins and interim-condition retention basins on the east and west sides of Pacific Avenue,adjacent to Gerald Ford Drive; ~College Drive:Catch basins and interim-condition retention basins on the southwest comer of College Drive and University Park Drive west intersection,catch basins on the east and west sides of the intersection 57 City ofPalrn Desert North Sphere Drainage Master Plan with Technology Drive and a pennanent retention basin along Technology Drive,and a catch basin and interim-condition retention basin on the east side of College Drive south of the east intersection with University Park Drive; );>University Park Drive:Catch basins on the east and west sides of University Park Drive at the west intersection with College Drive and an interim-condition retention basin in the southwestern comer of the intersection,catch basins on the north and south sides of University Park Drive and an interim-condition retention basin in the northwestern quadrant of the east intersection of College Drive and University Park Drive,and as indicated above a catch basin and interim-condition retention basin on the south side of University Park Drive,west of Cook Street; );>Technology Drive:Catch basins on the east and west sides of Technology Drive and an interim-condition retention basin west of Technology Drive and south of Gerald Ford Drive; );>Gerald Ford Drive:Catch basins and interim-condition retention basin between Pacific Avenue and Technology Drive on the south side of Gerald Ford Drive,as indicated above,catch basin and interim condition retention basin on the south side of Gerald Ford Drive west of Pacific Avenue,and as indicated above,catch basin and interim condition retention basin west of Technology Drive; );>Cook Street:As indicated above,catch basin and interim-condition retention south of University Park Drive,west of side of cook Street; and in-tract stonn drains. The following Table 10-2 summarizes the estimated costs of the facilities presented in the Community Facilities District Report dated December 8, 2005.Although the list of authorized facilities includes an extensive list of basin and stonn drain improvements,the cost estimate only includes $237,000 for drainage fees.The required retention basins and stonn drain improvements will be constructed as properties are being developed.All of the properties in the Community Facilities District are conditioned to provide retention basins and stonn drain improvements which will retain stonn water on the properties. 58 City of Palm Desert North Sphere Drainage Master Plan Table 10-2 City of Palm Desert Community Facilities District No.2005-1 (University Park) Estimated Costs Facilities Street Improvements and Grading Sewer Improvements Water Improvements Traffic Signals Park Site Acquisition and Improvements Utilities Cook Street Pedestrian Bridge Landscaping Cost Fringed Toed Lizard Fee Public Works -Drainage Fee Public Works -Signal Fee Coachella Valley Water District TUMFFee Art in Public Places Fee In-tract Sewer and Water Facilities In-tract Streets Commercial Sewer &Water Improvements Parks Total Public Fees and Improvements Incidental Costs,Capitalized Interest and Reserve Fund Authorized Principal Amount of Bonds Estimated Costs $9,667,740 598,937 3,730,529 977,805 7,416,000 1,191,010 1,504,315 11,534,118 142,200 237,000 3,149,523 8,197,668 837,135 526,500 5,265,000 2,740,500 1,356,520 1,800,OQO $57,775,627 12,224,373 $70,000,000 The rate and method of apportionment of the special tax,which establishes the special tax to be levied on properties in the Community Facilities District provides that the maximum annual special tax for the commercial and mixed use properties in Zones A through Dis:$21,000 per acre for Zone A,$27,000 per acre for Zone B,$27,000 per acre for Zone C and $23,000 per acre for ZoneD. The assigned special tax for developed residential property in Zone E is determined based on the land use class and the residential floor area as summarized in the following Table 10-3. 59 City of Palm Desert North Sphere Drainage Master Plan Table 10-3 City of Palm Desert Community Facilities District No.2005-1 (University Park) Assigned Special Tax for Developed Property WithZoneE Land Use Class Residential Floor Area Assie:ned Special Tax Sinale Family Property Greater than 2,300 SQ.ft.$1.44 per sQuare foot Sing;le Family Property 2,300 SQ.ft.to 1,725 SQ.ft.$1.67 oer sauare foot Simde Familv Prooertv Less than 1,725 sa.ft.$1.3 8 per sQuare foot Multifamily Property Not Applicable $1.50 per sQuare foot Non Residential Property Not Applicable $28,000 per acre In 2006,the Community Facilities District issued $50,000,000 of its Special Tax Bonds, Series 2006A.The Community Facilities District also has issued $17,915,000 in May 2006 of its Special Tax Bonds,Series 2007.The Community Facilities District is authorized to issue additional parity bonds in a principal amount of up to $2,085,000.Net bond proceeds from the 2006 bonds and the 2007 bonds are to be used to fund the acquisition and construction of the authorized public improvements. •Section 29 Assessment District No.2004-02 City Section 29 Assessment District No.2004-02 (the "Assessment District") was established pursuant to the Municipal Improvement Act of 1913 to authorize the acquisition and construction of public improvements.The improvements consist of streets,sewers,storm drains,water lines,drainage basins,relocation of utilities and acquisition of necessary rights-of-way or property. The Engineer's Report states that storm drainage improvements are required so that increased runoff from the developed properties does not negatively affect downstream properties.The drainage system will generally be constructed in existing or proposed streets.The storm drains will outlet into an existing drainage basin at the northeasterly portion of the Assessment District. The basin will retain the storm flows so that storm water on the properties does not negatively affect downstream properties. At the time the Assessment District was formed,the existing drainage basin was privately owned.The City acquired the existing basin,deepened the basin to increase storm runoff capacity and stabilized the sidewalls from erosion. The acquisition and improvement of the basin and the construction of storm 60 City of Palm Desert North Sphere Drainage Master Plan drains was required so that the properties in the Assessment District could develop. The source of funds to finance the acquisition and construction of the authorized improvements include a City contribution,funds collected from payment of a portion of the amounts assessed and bonds secured with the unpaid assessments.Bonds in the amount of the unpaid assessments are authorized to be issued pursuant to the Improvement Bond Act of 1915. The Engineer's Report for the Assessment District states that the storm drains are required to protect both the properties to be developed as well as downstream properties,and that the residential units or other developments in the Assessment District could not be constructed on the properties without the storm drains and basin.The estimated costs were assessed to the benefiting properties based on the number of residential units or equivalent residential units to be developed on each property. Some properties in the Assessment District were not assessed for storm drain improvements because on-site retention basins that will contain all incremental runoff on the properties had been constructed or are required to be constructed as a condition of development of the properties. The following Table 10-4 summarizes the estimated costs for the Assessment District.The estimated construction cost for storm drain improvements and acquisition and improvement of the basin is $6,262,770 or about 26.7%of the total estimated construction cost excluding incidental costs.The incidental costs are the costs associated with issuance of the bonds. 61 City of Palm Desert North Sphere Drainage Master Plan Table 10-4 City of Palm Desert Section 29 Assessment District No.2004·02 Estimated Costs Construction Costs Street Improvements Sewer Improvements Storm Drain Improvements and Basin Land Cost Water Improvements Impact Fees Contingency Total Engineering,Construction Administration,Right of way Incidentals Costs ofIssuance Capitalized Interest,Reserve Fund and Discount Total Project Costs,Capitalized Interest,Reserve Fund and Discount Less General Benefit Less City Contribution Total Assessment Amount $9,220,690 1,628,384 6,262,770 1,937,397 1,718,309 2,731.826 $23,499,375 8,767,246 557,000 6.468.321 $39,291,943 (123,821) (713,246) $38 454,875 In April 2007,the City issued $29,430,000 of Limited Obligation Improvement Bonds,Series 2007 secured by unpaid assessments levied on parcels in the Assessment District.The net bond proceeds plus cash payments of assessments and other funds will be used to acquire and construct public improvements,including storm drain improvements. Storm drain improvements to be funded with proceeds of the bonds are described as: •Storm drains are required so that increased runoff from the developed properties does not negatively affect downstream properties.The storm drains will generally be constructed in the existing or proposed streets. The storm drains will outlet into an existing drainage basin at the northeasterly portion of the Assessment District.This basin will retain the storm flows so that it does not negatively affect downstream properties. 62 City of Palm Desert North Sphere Drainage Master Plan •The drainage basin is privately held and will need to be acquired to allow certain of the properties to develop.The basin will also need to be deepened to increase storm runoff capacity and the sidewalls will need to be stabilized from erosion.The City has entered into the purchase agreement providing for the acquisition of the drainage basin and has formed a maintenance district,Benefit Assessment District No.1,to provide for the maintenance of the basin. The City has or will contract for construction of a portion of the improvements.Construction of some of the improvements is being performed by property owners and is underway.The City plans to acquire the eligible improvements which the property owners are constructed under the terms of certain acquisition agreements between the City and the property owners.In addition,the City has entered into a purchase and sale agreement and escrow instructions to acquire the existing retention basin. The property owners are proceeding to develop the property in the Assessment District in accordance with the approved planned uses for mixed use development including commercial,multifamily residential and single family residential.Construction of a Lowe's Home Improvement Center is complete.Construction of an apartment complex and single family residential units is underway. One parcel consisting of 19.16 acres has been sold to the Palm Springs Unified School District which plans to develop a school on the site. 10.2 Evaluation of Existing City Drainage Fees The above analysis was developed from reports and bond official statements for the Benefit Assessment District,Assessment District and Community Facilities District. The three districts have been formed to fund maintenance of storm drains and retention basins,and acquisition and construction of drainage improvements and other public improvements to facilitate development of most of the property in the North Sphere. Drainage fees are an eligible cost to be funded in the Assessment District and Community Facilities District.The list of eligible facilities to be funded is greater than the available bond proceeds so it is possible that the drainage fees were not funded.If the drainage fees have not been funded in the Assessment District or Community Facilities District,then the property owner should be 63 City of Palm Desert North Sphere Drainage Master Plan required to pay the fees prior to recording the fmal tract map or parcel map.If the property owner constructed master plan drainage facilities which were identified in the study used to calculate the drainage fee,then the property owner may request a fee credit.VA does not have enough information to know if drainage fees have been paid,funded in the Assessment District or Community Facilities District or remain to be paid,or if any of the property owners are eligible for a drainage fee credit. Development of the property is proceeding within the Assessment District and Community Facilities District.Some tract/parcel maps have been recorded and other properties have approved tentative tract/parcel maps.It is our understanding that:(i)golf course properties have been conditioned to retain storm water onsite based on a 100 year storm event;(ii)other residential and commercial properties are required to retain onsite the differential runoff based on a 25 year storm event;and (iii)no conditions have been imposed on developing properties to participate in funding offsite drainage facilities. 10.3 Evaluation of Funding Options •Current Offsite Drainage Fees The City has established an off-site drainage fee of $4,000 per acre for land in areas of the City designated as Zone 1,$1,500 in areas designated as Zone 2 and $1,000 in areas designated as Zone 3. Zone 2 and 3 are in the NSDMP area.Zone 2 is the portion of the North Sphere located south of the Palm Springs Ridge Line.Zone 3 is the portion of the North Sphere located north of the Palm Springs Ridge Line and south ofI-lO. The off-site drainage fees are collected prior to approval of the final map in the case of land being subdivided,or prior to issuance of a building permit in the case of construction on or improvement of subdivided land. The total area in the North Sphere is approximately 5,000 acres. Excluding streets,the total area of undeveloped land within the North Sphere in Zone 2 is 75 acres and 987.1 acres in Zone 3.The estimated off-site drainage fees to be collected from undeveloped land are $112,500 in Zone 2 and $987,100 in Zone 3. •Allocation of Capital Costs for Recommended Improvements 64 City of Palm Desert North Sphere Drainage Master Plan The capital cost for recommended improvements in Zone 2 is $17,817,022.The total area of developed and undeveloped land excluding streets is 1,647.3 acres.If the capital costs are allocated based on the area of land in the zone,then the drainage fee will be $10,815.89 per acre. The allocated cost of the recommended improvements for Zone 2 is $17,005,291 for developed properties and $811,192 for undeveloped properties. The capital cost for recommended improvements in Zone 3 is $36,709,291.The total area of developed and undeveloped land excluding streets in Zone 3 is 2,947.4 acres.If the capital costs are allocated based on the area of land in the zone,then the drainage fee will be $12,454.80 per acre.The allocated cost of the recommended improvements for Zone 3 is $24,415,153 for developed properties and $12,294,138 for undeveloped properties. Table 10-5 on the following page,summarizes the Allocation of Capital Improvements Costs.Table 10-6 summaries existing Off-Site Drainage Fee and new Off-Site Drainage Fees needed to provide the proposed capital improvement costs. •Current City and Regional Drainage Conditions on Development The existing City ordinance requires new development to retain the differential runoff from pre-development to post-development based on a 25-year storm event. The CVWD requires that new developments retain all runoff on-site based on the 1DO-year storm event as a condition for irrigation of golf courses and landscaping.The majority of developments in the North Sphere are golf course oriented developments.New developments in the North Sphere are being designed to retain all runoff on-site based on a 1DO-year storm event. The recommended storm drains and retention basins have been designed to accommodate flows from streets and existing developments that were designed to retain differential flows from a 25-year storm event but do not have facilities to accommodate runoff from a 1DO-year storm event. 65 City of Palm Desert North Sphere Drainage Master Plan Most of the properties which are developing in the North Sphere have been included in Assessment Districts and Community Facilities Districts which are authorized to levy special assessment and special taxes to pay debt service on bonds issued to fund public improvements including storm drains and retention basins. •Drainage Improvement Funding Options The allocation of recommended drainage improvement costs to developing properties in the study area either through drainage fees or as a condition of development does not seem to be appropriate because the properties that 66 City of Palm b.....krt North Sphere Drainage Master Plan Table to-5 North Sphere Drainage Area Development Summary Zone 3 Zonel Area North of Palm Springs Ridge Line Area South of Palm Springs Ridge Line Totals Developed Undeveloped Developed Undeveloped Percent of Areas(ac)Areas(ac)Total Area(ac)Areas(ac)Areas(ac)Total Area(ac)Total Area(ac)Total tOO-Year Retained 1,592.7 987.1 2,579.8 1,451.7 58.1 1,509.8 4,089.6 81.76% Incremental Retention 312.7 312.7 120.6 16.9 137.5 450.2 9% No Retention 54.9 54.9 54.9 1.1% Total Excluding Streets 1,960.3 987.1 2,947.4 1,572.3 75.0 1,647.3 4,594.7 91.86% Streets 390.5 390.5 16.9 16.9 407.4 8.14% Total 2,350.8 987.1 3,337.9 1,589.2 75.0 1,664.2 5,002.1 100% Percent of Total 47%19.73%66.73%31.77%1.5%33.27%100% (I)Includes 596.6 acres ofland proposed to be developed with 100-Year Full Retention and 390.5 acres ofland currently undergoing development assumed to be developed for 100-Year Full Retention 67 City of Palm b-o'ert North Sphere Drainage Master Plan Table 18-6 Allocation of Capital Improvement Costs Zone 3 Zone 2 Area North of Palm Springs Ridge Line Area South of Palm Springs Ridge Line Totals Developed Undeveloped Developed Undeveloped Areas Areas Total Areas Areas Total Totals Private Property (acres)1960.3 ac 987.1 ac 2947.4 ac 1572.3 ac 75 ac 1647.3 ac 4594.7 ac Streets (acres)390.5 ac -390.5 ac 16.9 ac -16.9 ac 407.4 ac Current Off-Site Drainage Fees per acre N/A $1,000 N/A $1,500 Projected Off-Site Drainage Fees N/A $987,100 $987,100 N/A $Il2,500 $112,500 $1,099,600 Allocation of Costs for Recommended Improvements $24,415,153 $12,294,138 $36,709,291 $17,005,830 $811,192 $18,140,904 $54,850,195 Allocation of Costs per acre for Recommended Improvements $12,454.80 $12,454.80 -$10,815.89 $10,815.89 68 ~ CO;l:SIJLTING City of Palm Desert North Sphere Drainage Master Plan are developing have or will meet the requirement to retain water on site and will also be incurring substantial annual costs for assessments and special taxes to fund the acquisition,construction and maintenance costs of the basins and storm drain improvement required to retain storm runoff on the properties within the special districts which do not include the proposed Master Plan drainage improvements. Redevelopment Agency funds utilized for a pay-as-you-go CIP or to cover bonded indebtedness payments,through the potential issuance of general obligation bonds or revenue bonds should the City be able to set up a drainage utility could potentially be a source of funding for the CIP projects identified in the drainage study.Additionally federal grants and/or State loans through the Infrastructure Bank could also be an appropriate source of funds to finance the recommended drainage system improvements as well.These optional sources are discussed below: (l)Redevelopment Agency (RDA)Funding Use of RDA funds for a pay-as-you-go program to fund sequential improvements under the proposed CIP could be considered subject to the adequacy and availability of tax incremental revenues allocated to the RDA to fund drainage improvements. (2)General Obligation (GO)Bonds Consideration could be given to issuance of Drainage System general obligation bonds to fmance the NSDMP program over a 20 to 30 year period.A potential source for bond payments could be RDA funds. The amount of the bond issue would be dependent upon the capital expenditures anticipated in the bond issue and the availability of RDA funds.Two-thirds voter approval would be required for authorization of GO Bonds. (3)Establishment of a Drainage System Utility Consideration could be given to establishing a North Sphere Area Drainage System Utility including existing developed properties.This would require compliance with the provisions of Proposition 218, requiring a 2/3 voter approval of registered voters to authorize special tax the utility.A majority vote of property owners is required to authorize the levy of a special assessment or of a property related drainage fee. 69 City of Palm Desert North Sphere Drainage Master Plan Once a Drainage System Utility is established,funding for improvements could potentially be developed,through a pay-as-you go or the issuance of a Revenue Bond issue utilizing enterprise funds from designated drainage utility fund sources. (4)Grant &Loan Programs •Federal Earmarks The City may wish to consider developing a long-range program to obtain federal funding "Earmarks"to provide supplemental funding for its NSDMP CIP.The potential exists to obtain these federal funding "earmarks"through programs such as the following: ~Environmental Protection Agency's State &Tribal Assistance Grant Program (STAG) ~ACOE Section 219 Environmentalln:frastructure Program ~ACOE Section 205 Small Flood Control Program ~ACOE Section 206 Aquatic Restoration Program ~Housing &Urban Development (HUD)Economic Development Initiative Program In recent years several Southern California cities have been successful in obtaining federal assistance through the EPA,STAG and ACOE programs with grants ranging from $100,000 to as much as $2,000,000 per year.These grants are not competitive but rather require working with the City's local congressional representative and the State's Senate delegation to have the City's specific programs or projects written into federal law. As an example,the following are typical steps entailed in developing and implementing a federal grant program: Initial Steps ~Establish the Program Team ~Determine Program Project Requirements ~Form an Effective Grant Team (political-Technical Administrative) ~Establish a Clear Multi-Year Program Focus 70 City of Palm Desert North Sphere Drainage Master Plan Develop the Grant Program ~Prepare Program Project Descriptions ~Detennine "Talking Points" ~Select a Potential Funding Program Initial Legislative Briefmgs ~Retain a Legislative Advocacy Finn -DC ~Develop a Legislative Strategy ~Conduct Briefings with Legislators,Staff -Local Office ~Develop a Legislative Package ~Prepare a Program "White Paper" ~Draft Legislative Language for Authorization or Appropriation ~Set-up a "Briefing Binder" Conduct DC Briefings ~Establish Briefing Team ~Schedule DC Briefing Trip ~Coordinate &Follow-up with Advocacy Finn During Legislative Process Program Implementation ~Establish Strong Federal Agency Liaison ~Prepare a Work Plan Request for Funds ~Scoping Process ~Environmental Documentation -National Environmental Policy Act (NEPA) ~Planning,Design or Construction Process ~Continued PR and Follow-up for Future Funding -Ongoing •State Programs ~State of California Infrastructure Bank Loan Program This State Infrastructure Bank Loan Program has funds available through an application process,which is open on a continuous basis.These are low interest loans (:::::1/2 going bond rates)aimed at addressing infrastructure programs which are difficult to fund from other sources,such as drainage improvements.Agency responsibilities under this program are: 71 City of Palm Desert North Sphere Drainage Master Plan Prioritization of Projects Detennination of Project Applicability Prepare Application Package Submit Application Package Dedicate a Funding Source for Repayment Provide for Compliance with the California Environmental Quality Act (CEQA) 10.4 Drainage System Funding Plan Recommendations An analysis was conducted in regard to setting up a Drainage System Financial Implementation Plan (FIP).Recommended Key Program Objectives (KPO)are set forth below for the City's consideration in developing and implementing a FIP to provide adequate funding resources for its NSDMP CIP.The following is a brief synopsis of the key program objectives: •KPO 1-Finalization of 20-Year Drainage CIP It is recommended that a working Drainage Program Committee (DPC)be formed and that the City and the consultant conduct a DPC workshop session to finalize the content and sequencing of the proposed 20-Year CIP for drainage projects in the North Sphere area.Participants in this session should include Public Works management and engineering staff as well as City administration and finance department representatives. •KPO No.2 -Funding Option Detennination Based upon the detenninations made in the KPO process,it is recommended that the DPC work with the consultant to focus upon a preferred funding alternative for the North Sphere drainage program.A detailed review of existing entitlements within the study area would be needed to ascertain if certain of the projects in the proposed Drainage CIP are conditioned for construction by the developers. A review of the availability of RDA funds would also be needed to detennine the viability of funding either direct funding of drainage projects or allocations for bond payments to either general obligation bonds or revenue bonds should a drainage utility be viable and approved by the voters under Proposition 218 requirements. If it is determined to be viable and receives approval by the voters Drainage Utility revenue bond issues of varying amounts could be issued based upon the projected revenues available to fund a series of bonds to 72 City of Palm Desert North Sphere Drainage Master Plan cover the CIP costs over the planning period.Bond proceeds would be utilized exclusively for drainage system capital improvement projects as identified in the CIP. An evaluation of the viability of considering the formation of a City Drainage Utility should also be made through the DPC process. •KPO No 3 -Establishment ofa Federal Grant Program Since 1995,several cities in Southern California have been the recipients of appropriated federal funds for their infrastructure programs.Funds are being utilized through the United States Environmental Protection Agency's (EPA),STAG Program as well as through the ACOE Section 219,Environmental Infrastructure Program,under the Water Resources Development Act (WRDA),to fund various drainage infrastructure improvements such as drainage conveyance facilities,retention basins, artificial wetlands,NPDES compliance,and water quality programs. Funds are available for planning,design and construction activities. EPA funds under the STAG program are allocated to provide 55%in federal funding for projects,requiring a 45%local sponsor match.These funds are disbursed on reimbursement basis following expenditures by the local sponsor.Projects funded under the ACOE Section 219 program are funded at 75%federal and 25 %local for planning and design and 50% federal and 50%local for construction projects. Other funding sources through the ACOE Continuing Authorities programs such as their Section 205,Small Flood Control Program for drainage system upgrades for flood protection as well as Section 206 Aquatic Restoration Program for development of artificial wetlands and water quality protection projects are also viable alternatives to consider. Appropriations under both EPA and ACOE programs would require specific federal "earmarks "to the City through authorizing legislation, enacted through the City's congressional delegation for both the House and Senate.Grant proposals are usually prepared in the late fall of each year for introduction in Congress in January or February of the following year.City may wish to take advantage of these types of federal programs, but should understand that they often involve a long term approach in working with the congressional delegation and may require the utilization of federal lobbyists as well. 73 City of Palm Desert North Sphere Drainage Master Plan •KPO No.4 -State &Regional Grant &Loan Program Development The City should continue to evaluate the potential of obtaining State and regional grants and loans through such options as the Department of Water Resources (DWR)Integrated Regional Water Management Program (IRWMP)focused on the distribution of Proposition 50,84 and IE funds. Use of the State Infrastructure Bank Loan program should also be considered to potentially take advantage oflow interest loans,which could augment RDA funding and provide match dollars for potential federal grants. Other regional programs,or cooperative projects with the CVWD when they become available for consideration and eligibility should also be considered. 74 University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX C.4 UNIVERSITY PARK HYDROLOGY STUDY, NOVEMBER 2004 HYDROLOGY STUDY UNIVERSITY PARK INTERNAL STREETS COLLEGE DRIVE, UNIVERSITY PARK DRIVE, PACIFIC AVENUE & TECHNOLOGY DRIVE PREPARED FOR: Cornerstone Developers, Inc. 5005 Calle San Raphael Palm Springs, CA 92262 PREPARED BY: RBF Consulting 74-410 Highway 111 Palm Desert, CA 92260 (760) 346-7481 CONTACT PERSON: Brad Donais JN: 20-100551 November 2004 Page 2 TABLE OF CONTENTS BACKGROUND AND PURPOSE .............................................................................3 ONSITE DRAINAGE ..................................................................................................3 OFFSITE DRAINAGE ................................................................................................3 SECONDARY OVERFLOW .....................................................................................3 CATCH BASIN SUMMARY......................................................................................4 UNIT HYDROGRAPH ......................................................................................... 5-11 • 3 Hour • 6 Hour • 24 Hour RETENTION VOLUME .................................................................................... 12-18 10 YEAR RATIONAL METHOD HYDROLOGY 100 YEAR RATIONAL METHOD HYDROLGOY STORM DRAIN ANALYSIS • CATCH BASIN SIZING ATTACHEMENTS • HYDROLOGY MAP • UNIVERISTY PARK STREET IMPROVEMENT PHASING Page 3 BACKGROUND AND PURPOSE Parcel Map 31730 is located directly east of California State University Palm Desert Campus. Bounded by Cook Street on the east, Gerald Ford Drive on the north, Frank Sinatra Drive on the south and Portola Avenue to the west, within the City of Palm Desert, California. The project site, approximately 295.6 acres, is currently vacant land. It is proposed that the proposed developed site will be subdivided into 17 parcels for residential housing, commercial, hotel, restaurant and office land uses. The major internal streets providing access to these 17 parcels are as follows: College Drive (7267 lineal feet), Pacific Avenue (3147 lineal feet), Technology Drive (1374 lineal feet) and University Park Drive (664 lineal feet). The proposed project will contain all of its drainage onsite including the internal streets. The drainage as a result of widening along the external streets (Gerald Ford Drive, Portola Avenue, Frank Sinatra Drive and Cook Street) may either be diverted to onsite drainage or directed to the existing storm drain system at the intersection of Cook and Gerald Ford. The purpose of this report is to provide final hydrology and hydraulic analysis for the internal streets using the approved Tentative Parcel Map 31370. The report shall utilize the Riverside County Flood Control and Water Conservation District Rational Method and Synthetic Unit Hydrograph (Short-cut Method). ONSITE DRAINAGE Run-off generated from the construction of the major internal streets will be directed to temporary and permanent on-site retention basins. The temporary retention basins will be incorporated into the site development plans for parcels 2, 4 and 14. The effective rainfall computation has been presented for the 100 year storm event 3, 6 and 24- hour storm. The worst case will be used to evaluate the volume required for runoff storage. Water will be contained within the streets using 8” curb and gutter, directed to catch basins. The catch basins will transport drainage from the streets into the retention basins. OFFSITE DRAINAGE As part of the overall improvements for the University Park Project the major roads on the north and east sides of this project, Gerald Ford Drive, and Cook Street, will be constructed at the same time (please see the attached exhibit). The runoff from the major roads will be routed to either low points and into retention basins that will contain the 100-year storm or to the existing storm drain catch basin located at the intersection of Cook and Gerald Ford. SECONDARY OVERFLOW The secondary overflow of storms exceeding the subsurface storage capacities will flood onsite streets. The streets will route flood waters to the northeastern portion of this project near the Page 4 intersection of Cook Street and Gerald Ford Drive. When the curbs exceed their capacity the water will flow towards Gerald Ford and Cook Street. CATCH BASIN SUMMARY Per the City of Palm Desert the catch basins and storm drain pipe system will be designed for 100-year storm event. Eight-inch curb will be used throughout the project to keep the flood waters within the top of curb for the 10-year storm event. The catch basins will be constructed using the RCFC&WCD catch basin standards. Drainage Area Street CB Station CB Opening (Ft) Type Flow Interception (cfs) Flow-by (cfs) A College Drive 40+30.00 RT 7 Sump 16.53 0 AA University Park Drive 10+74.50 RT 7 Sump 11.48 0 B Pacific Avenue 22+70.00 LT 7 Sump 8.85 0 C Pacific Avenue 22+77.00 RT 7 Sump 5.95 0 D College Drive 40+30.00 LT 7 Sump 4.63 0 DD Technology Drive 15+63.50 LT 7 Sump 5.25 0 E University Park Drive 10+65.00 LT 7 Sump 4.53 0 EE College Drive 48+26.50 RT 7 Sump 7.25 0 F University Park Drive 35+89.50 LT 7 Sump 3.66 0 FF College Drive 49+80.00 RT 7 Sump 11.33 0 G Technology Drive 13+00.00 RT 7 Flow-by 6.20 2.01 H University Park Drive 36+06.00 RT 7 Sump 11.66 0 I College Drive 63+50.00 LT 7 Sump 5.53 0 Page 5 UNIT HYDROGRAPH RETENTION VOUME RETENTION VOLUME Using the Riverside County Flood Control and Water Conservation Districts guidelines, “The 3 and 6- hour duration storms are considered representative of local thunderstorms which usually occur in the summer months, while the 24-hour storm is considered representative of the general storms which usually occur in the winter.” The following calculations will use the worst case from the 3,6 and 24-hour duration storms. Comparing the effective rain for the three storm durations revealed that the 6-hour duration controlled. The full site was broken down into multiple drainage areas. The following table shows each drainage area, the volume required for the 6-hour storm and the required basin volume with percolation. Drainage Area Drainage Area Size (Acre) 6-Hour Volume (Cu Ft) Perc. Rate (in/hr) Req’d Basin Volume (Cu Ft) Temporary Basin A – NW Quadrant Pacific & Gerald Ford B 2.60 18,154 6 5,866 Temporary Basin B – NE Quadrant Pacific & Gerald Ford C 1.35 9,426 6 3,351 Temporary Basin C – NW Quadrant College & University Park I 1.57 - 6 - H 3.41 - 6 - F 0.92 - 6 - Total 5.90 41,196 6 12,384 Permanent Basin A – NW Quadrant College & Technology FF 2.84 - 6 - EE 1.62 - 6 - Total 4.46 31,141 6 9,466 Permanent Basin B – NW Quadrant Technology & Gerald Ford DD 1.24 - 6 - Gerald Ford 5.16 - 6 - Parcel 8 6.99 - 6 - Total 13.39 93,493 6 26,890 Permanent Basin C – NW Quadrant University Park & College (1) A 4.81 - 6 - AA 3.22 - 6 - D 1.18 - 6 - E 1.26 - 6 - Total 10.47 73,105 6 (1) Underground Retention – Mid Point Technology (2) G 1.44 10,055 6 980 (2) Notes: (1) Permanent Basin designed for residential runoff of Parcel 9, low density housing. The retention basin was sized for the residential both the residential and street drainage areas. See hydrology Study for Tentative Tract Map No. 32655 for additional hydrology information on this basin. (2) Either this drainage will enter the proposed underground retention chambers or a temporary above ground basin will be constructed in the interim. This drainage will ultimately be retained on the Evan’s commercial site. University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX C.5 UNDERGROUND RETENTION CHAMBERS SPECIFICATIONS User Inputs Chamber Model: MC-3500 Outlet Control Structure: Yes Project Name: 190641 University Park (on-site) Engineer: Carmen Graciano Project Location: California Measurement Type: Imperial Required Storage Volume: 19904.52 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 9 in. Stone Above Chambers: 12 in. Average Cover Over Chambers: 18 in. Design Constraint Dimensions:(100 ft. x 250 ft.) Results System Volume and Bed Size Installed Storage Volume: 20327.43 cubic ft. Storage Volume Per Chamber: 109.90 cubic ft. Number Of Chambers Required: 107 Number Of End Caps Required: 8 Chamber Rows: 4 Maximum Length:203.38 ft. Maximum Width: 29.77 ft. Approx. Bed Size Required: 6000.15 square ft. System Components Amount Of Stone Required: 783 cubic yards Volume Of Excavation (Not Including Fill): 1223 cubic yards Total Non-woven Geotextile Required:1942 square yards Woven Geotextile Required (excluding Isolator Row): 51 square yards Woven Geotextile Required (Isolator Row): 231 square yards Total Woven Geotextile Required:281 square yards Impervious Liner Required:0 square yards Advanced Drainage Systems, Inc. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-3500. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ©2022 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER 190641 UNIVERSITY PARK (ON-SITE) PALM DESERT, CA St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : C G PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N 19 0 6 4 1 U N I V E R S I T Y P A R K (O N - S I T E ) PA L M D E S E R T , C A SHEET OF2 5 NOTES •MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. •DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. •THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. •THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. CONCEPTUAL ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00 TOP OF STONE:5.50 TOP OF MC-3500 CHAMBER:4.50 24" ISOLATOR ROW PLUS INVERT:0.92 18" x 18" BOTTOM MANIFOLD INVERT:0.90 18" BOTTOM CONNECTION INVERT:0.90 BOTTOM OF MC-3500 CHAMBER:0.75 UNDERDRAIN INVERT:0.00 BOTTOM OF STONE:0.00 PROPOSED LAYOUT 107 STORMTECH MC-3500 CHAMBERS 8 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 STONE VOID 20331 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 6000 SYSTEM AREA (SF) 466.3 SYSTEM PERIMETER (ft) *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOM CONNECTIONSAPREFABRICATED END CAP 2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSBPREFABRICATED END CAP INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC350024RAMPCFLAMP 1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12DMANIFOLD 4.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)ECONCRETE STRUCTURE 16.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE W/WEIR 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINGUNDERDRAIN ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS 0 15 30 203.38' 29 . 7 7 ' 197.25' 27 . 1 7 ' G C B D AE F St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2.MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 45" (1140 mm) 18" (450 mm) MIN* 8' (2.4 m) MAX 12" (300 mm) MIN77" (1950 mm) 12" (300 mm) MIN 6" (150 mm) MIN DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) NO COMPACTION REQUIRED. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : C G PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N 19 0 6 4 1 U N I V E R S I T Y P A R K (O N - S I T E ) PA L M D E S E R T , C A SHEET OF3 5 St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. CATCH BASIN OR MANHOLE MC-3500 ISOLATOR ROW PLUS DETAIL NTS 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-CORED END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT MC-3500 END CAP ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MC350024RAMP 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : C G PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N 19 0 6 4 1 U N I V E R S I T Y P A R K (O N - S I T E ) PA L M D E S E R T , C A SHEET OF4 5 St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE STORMTECH END CAP ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE STORMTECH CHAMBER OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION PART #STUB B C MC3500IEPP06T 6" (150 mm)33.21" (844 mm)--- MC3500IEPP06B ---0.66" (17 mm) MC3500IEPP08T 8" (200 mm)31.16" (791 mm)--- MC3500IEPP08B ---0.81" (21 mm) MC3500IEPP10T 10" (250 mm)29.04" (738 mm)--- MC3500IEPP10B ---0.93" (24 mm) MC3500IEPP12T 12" (300 mm)26.36" (670 mm)--- MC3500IEPP12B ---1.35" (34 mm) MC3500IEPP15T 15" (375 mm)23.39" (594 mm)--- MC3500IEPP15B ---1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm)---MC3500IEPP18TW MC3500IEPP18BC ---1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm)---MC3500IEPP24TW MC3500IEPP24BC ---2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs.(60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs.(22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION NTS 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. PART #STUB B C MC3500IEPP06T 6" (150 mm)33.21" (844 mm)--- MC3500IEPP06B ---0.66" (17 mm) MC3500IEPP08T 8" (200 mm)31.16" (791 mm)--- MC3500IEPP08B ---0.81" (21 mm) MC3500IEPP10T 10" (250 mm)29.04" (738 mm)--- MC3500IEPP10B ---0.93" (24 mm) MC3500IEPP12T 12" (300 mm)26.36" (670 mm)--- MC3500IEPP12B ---1.35" (34 mm) MC3500IEPP15T 15" (375 mm)23.39" (594 mm)--- MC3500IEPP15B ---1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm)---MC3500IEPP18TW MC3500IEPP18BC ---1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm)---MC3500IEPP24TW MC3500IEPP24BC ---2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs.(60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs.(22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION NTS 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : C G PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N 19 0 6 4 1 U N I V E R S I T Y P A R K (O N - S I T E ) PA L M D E S E R T , C A SHEET OF5 5 University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX D SOILS DATA University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX D.1 RESULTS OF ON-SITE PERCOLATION TESTING (TO BE PROVIDED IN FINAL) University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX D.2 USDA NRCS CUSTOM SOIL RESOURCE REPORT – UNIVERSITY PARK Hydrologic Soil Group—Riverside County, Coachella Valley Area, California (University Park) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/17/2022 Page 1 of 4 37 3 7 9 1 0 37 3 7 9 6 0 37 3 8 0 1 0 37 3 8 0 6 0 37 3 8 1 1 0 37 3 8 1 6 0 37 3 8 2 1 0 37 3 8 2 6 0 37 3 8 3 1 0 37 3 7 9 1 0 37 3 7 9 6 0 37 3 8 0 1 0 37 3 8 0 6 0 37 3 8 1 1 0 37 3 8 1 6 0 37 3 8 2 1 0 37 3 8 2 6 0 37 3 8 3 1 0 37 3 8 3 6 0 559050 559100 559150 559200 559250 559300 559350 559050 559100 559150 559200 559250 559300 559350 33° 47' 1'' N 11 6 ° 2 1 ' 4 4 ' ' W 33° 47' 1'' N 11 6 ° 2 1 ' 3 1 ' ' W 33° 46' 46'' N 11 6 ° 2 1 ' 4 4 ' ' W 33° 46' 46'' N 11 6 ° 2 1 ' 3 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,220 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 14, Sep 1, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 15, 2022—May 28, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Riverside County, Coachella Valley Area, California (University Park) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/17/2022 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CpA Coachella fine sand, 0 to 2 percent slopes A 0.0 0.3% MaD Myoma fine sand, 5 to 15 percent slopes A 10.3 99.7% Totals for Area of Interest 10.4 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Riverside County, Coachella Valley Area, California University Park Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/17/2022 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Riverside County, Coachella Valley Area, California University Park Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/17/2022 Page 4 of 4 University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX E FLOOD DATA University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX E.1 FEMA FIRMETTE National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/17/2022 at 2:31 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 116°21'56"W 33°47'9"N 116°21'19"W 33°46'39"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX E.2 NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES NOAA Atlas 14, Volume 6, Version 2 Location name: Palm Desert, California, USA* Latitude: 33.7817°, Longitude: -116.3604° Elevation: 197.08 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.060 (0.050‑0.073) 0.092 (0.077‑0.112) 0.141 (0.117‑0.172) 0.187 (0.154‑0.230) 0.260 (0.207‑0.330) 0.324 (0.253‑0.421) 0.399 (0.303‑0.531) 0.487 (0.359‑0.666) 0.627 (0.443‑0.895) 0.758 (0.518‑1.12) 10-min 0.086 (0.072‑0.104) 0.132 (0.110‑0.161) 0.203 (0.168‑0.247) 0.268 (0.221‑0.329) 0.372 (0.296‑0.472) 0.465 (0.362‑0.603) 0.572 (0.435‑0.761) 0.698 (0.515‑0.955) 0.898 (0.636‑1.28) 1.09 (0.742‑1.61) 15-min 0.104 (0.087‑0.126) 0.160 (0.133‑0.194) 0.245 (0.204‑0.298) 0.324 (0.267‑0.398) 0.450 (0.358‑0.571) 0.562 (0.438‑0.729) 0.692 (0.525‑0.920) 0.844 (0.623‑1.16) 1.09 (0.769‑1.55) 1.31 (0.897‑1.94) 30-min 0.159 (0.133‑0.193) 0.244 (0.203‑0.296) 0.374 (0.311‑0.455) 0.495 (0.408‑0.608) 0.687 (0.546‑0.872) 0.858 (0.668‑1.11) 1.06 (0.802‑1.40) 1.29 (0.950‑1.76) 1.66 (1.17‑2.37) 2.00 (1.37‑2.96) 60-min 0.230 (0.192‑0.279) 0.354 (0.294‑0.429) 0.542 (0.450‑0.659) 0.717 (0.590‑0.880) 0.994 (0.791‑1.26) 1.24 (0.967‑1.61) 1.53 (1.16‑2.03) 1.86 (1.38‑2.55) 2.40 (1.70‑3.43) 2.90 (1.98‑4.29) 2-hr 0.327 (0.272‑0.396) 0.488 (0.406‑0.592) 0.728 (0.604‑0.886) 0.948 (0.780‑1.16) 1.29 (1.02‑1.63) 1.58 (1.23‑2.05) 1.92 (1.46‑2.55) 2.30 (1.70‑3.15) 2.89 (2.04‑4.12) 3.41 (2.33‑5.05) 3-hr 0.392 (0.327‑0.476) 0.581 (0.484‑0.705) 0.860 (0.714‑1.05) 1.11 (0.916‑1.37) 1.50 (1.19‑1.90) 1.83 (1.43‑2.38) 2.21 (1.68‑2.94) 2.63 (1.94‑3.60) 3.28 (2.32‑4.68) 3.85 (2.63‑5.69) 6-hr 0.529 (0.441‑0.641) 0.781 (0.650‑0.947) 1.15 (0.954‑1.40) 1.48 (1.22‑1.82) 1.98 (1.58‑2.52) 2.41 (1.88‑3.13) 2.89 (2.19‑3.84) 3.42 (2.53‑4.68) 4.23 (2.99‑6.04) 4.92 (3.36‑7.28) 12-hr 0.628 (0.524‑0.761) 0.946 (0.788‑1.15) 1.41 (1.17‑1.72) 1.83 (1.50‑2.24) 2.46 (1.96‑3.12) 3.00 (2.33‑3.89) 3.59 (2.73‑4.78) 4.27 (3.15‑5.84) 5.28 (3.74‑7.54) 6.15 (4.20‑9.09) 24-hr 0.739 (0.654‑0.852) 1.14 (1.01‑1.32) 1.73 (1.53‑2.00) 2.26 (1.97‑2.63) 3.05 (2.59‑3.68) 3.73 (3.10‑4.58) 4.49 (3.64‑5.64) 5.34 (4.21‑6.90) 6.62 (5.02‑8.90) 7.72 (5.66‑10.7) 2-day 0.818 (0.724‑0.943) 1.29 (1.14‑1.48) 1.96 (1.73‑2.27) 2.56 (2.24‑2.99) 3.46 (2.93‑4.16) 4.22 (3.50‑5.18) 5.05 (4.10‑6.36) 5.99 (4.72‑7.74) 7.38 (5.60‑9.93) 8.57 (6.28‑11.9) 3-day 0.859 (0.760‑0.990) 1.36 (1.20‑1.57) 2.08 (1.84‑2.41) 2.72 (2.38‑3.17) 3.67 (3.11‑4.42) 4.47 (3.71‑5.49) 5.35 (4.34‑6.73) 6.32 (4.99‑8.17) 7.78 (5.90‑10.5) 9.01 (6.61‑12.5) 4-day 0.891 (0.789‑1.03) 1.41 (1.25‑1.63) 2.17 (1.92‑2.51) 2.84 (2.49‑3.31) 3.83 (3.25‑4.62) 4.67 (3.87‑5.73) 5.58 (4.53‑7.02) 6.60 (5.21‑8.53) 8.10 (6.14‑10.9) 9.38 (6.88‑13.0) 7-day 0.936 (0.828‑1.08) 1.50 (1.33‑1.73) 2.32 (2.05‑2.69) 3.05 (2.67‑3.56) 4.12 (3.49‑4.96) 5.01 (4.16‑6.16) 5.99 (4.86‑7.53) 7.07 (5.58‑9.13) 8.65 (6.56‑11.6) 9.99 (7.33‑13.9) 10-day 0.968 (0.857‑1.12) 1.57 (1.39‑1.81) 2.44 (2.15‑2.82) 3.20 (2.80‑3.73) 4.34 (3.67‑5.22) 5.28 (4.39‑6.49) 6.31 (5.12‑7.94) 7.45 (5.88‑9.62) 9.12 (6.91‑12.3) 10.5 (7.71‑14.6) 20-day 1.02 (0.906‑1.18) 1.69 (1.49‑1.95) 2.65 (2.34‑3.07) 3.51 (3.07‑4.10) 4.79 (4.06‑5.77) 5.86 (4.87‑7.21) 7.03 (5.70‑8.84) 8.31 (6.56‑10.7) 10.2 (7.71‑13.7) 11.7 (8.59‑16.3) 30-day 1.11 (0.982‑1.28) 1.84 (1.63‑2.13) 2.93 (2.58‑3.39) 3.90 (3.41‑4.55) 5.36 (4.54‑6.46) 6.58 (5.46‑8.09) 7.90 (6.41‑9.94) 9.35 (7.38‑12.1) 11.5 (8.69‑15.4) 13.2 (9.68‑18.4) 45-day 1.18 (1.05‑1.36) 1.99 (1.76‑2.29) 3.19 (2.81‑3.69) 4.28 (3.74‑4.99) 5.93 (5.03‑7.15) 7.33 (6.09‑9.01) 8.84 (7.17‑11.1) 10.5 (8.28‑13.6) 12.9 (9.77‑17.3) 14.8 (10.9‑20.7) 60-day 1.25 (1.11‑1.45) 2.13 (1.88‑2.45) 3.45 (3.04‑3.99) 4.65 (4.07‑5.43) 6.48 (5.49‑7.81) 8.04 (6.68‑9.88) 9.74 (7.90‑12.3) 11.6 (9.14‑15.0) 14.2 (10.8‑19.2) 16.4 (12.1‑22.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi University Medical Office Park Michael Baker International Preliminary Hydrology Report APPENDIX F RCFC&WCD HYDROLOGY MANUAL PLATES E-6.1-6.3 .74 32