Hydrology Study. For Bella Terrazza Portion of Lot 1, Block 39, Subdivision of S Tract, Rancho El Cajon El Cajon, CA 92021

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1 Hydrology Study For Bella Terrazza Portion of Lot 1, Block 39, Subdivision of S Tract, Rancho El Cajon El Cajon, CA Prepared for Daryl Priest - Priest Development Corporation 124 West Main Street, Suite 240 El Cajon, CA Prepared by Nasland Engineering 4740 Ruffner Street San Diego, Ca (858) N.E. Job No December 18 th, 2014 Cory Schrack R.C.E Date 12/18/2014

2 Description Table of Contents Table of Contents 1 Purpose 2 Project Description 2 Vicinity Map 2 Existing Drainage 3 Proposed Drainage 3 Hydrology Methodology/Design Criteria 3 Calculations 4 Conclusion 8 Engineer of Work 8 Appendices 9 Appendix A - Existing Hydrologic Conditions Exhibit Appendix B - Proposed Hydrologic Conditions Exhibit Appendix C - Hydrology References Page 1

3 PURPOSE: The purpose of this hydrology study is to show that the proposed Bella Terrazza project will not negatively impact existing hydrologic conditions. This report will calculate, analyze and compare storm water runoff for both the existing and proposed site conditions in order to ensure that the existing hydrologic regime is not negatively impacted by the project. DESCRIPTION: The Bella Terrazza project site is located on the East side of Main Street, South of Lavala Lane and West of Interstate 8 on approximately 14.8 acres. The project proposes 142 single family lots, driveways, landscape areas, residential streets and storm water management facilities throughout the site. The general direction of the storm water flow for this site is shown on the attached hydrology exhibits (Existing Hydrology and Proposed Hydrology Exhibits). VICINITY MAP 2

4 EXISTING DRAINAGE: The existing site includes approximately 14.7 acres that is mostly undeveloped. The west portion has a 4300 SF building and 36,000 SF of AC paving around the building and along Flume Drive. There is also some fencing, concrete pads and a billboard on the Southeast side. The site has a hill in the north portion of the site that slopes downhill toward the West, South and East. This hill determines the three drainage basins, each with average slopes varying from 5% to 15%. The existing drainage pattern generally flows from North to South. The stormwater in Basin 1 is routed through the driveway of Flume Drive and into the brow ditch that runs south along Main Street. This brow ditch connects into a 24 CMP that connects to a 48 pipe running through the RV Park to the south. Basin 2 is routed south to an existing 36 CSP pipe in the corridor between this property and the RV Park. This outlet also connects to the 48 pipe. Basin 3 flows to the east toward Caltrans brow ditch along Highway 8, and flows south through the brow ditch until Greenfield Drive. See Appendix A Existing Hydrologic Conditions Exhibit, for further information. PROPOSED DRAINAGE: The proposed site will be divided into six basins. Each basin contains residential streets and single family dwelling lots with proposed houses, driveways and landscaping. In order to provide adequate site drainage, as well as meet San Diego County Storm Water Standard requirements, improvements such as private storm drain systems and bioretention areas are incorporated into the design. The proposed 14.8 acre hydrologic area consists of approximately 49% impervious surfaces and 51% pervious surfaces such as landscape areas and bio-retention basins. Each Basin routes to its specific bio-retention area, that routes to Outfall 1 on the Southwest side of the property. See Conceptual Stormwater Management Plan for additional information on treatment basins. The ultimate discharge point for all 6 basins connects to the existing 48 CMP pipe. Through the project design the existing drainage pattern will not be altered. See Appendix B Proposed Hydrologic Conditions Exhibit, for further information. HYDROLOGY METHODOLOGY/DESIGN CRITERIA: Storm water runoff for both the existing and proposed site conditions is calculated, analyzed and compared in order to ensure that the proposed conditions do not negatively affect the existing hydrologic regime. Runoff is calculated by utilizing methods outlined in the San Diego County Hydrology Manual. Topographical information has been obtained from a previous survey prepared by Fuscoe Engineering. Hydrologic basin boundaries, landscape areas, and flow path characteristics such as change in elevation and length of flow are obtained from the Existing and Proposed Conditions Maps which are drafted in AutoCAD Civil 3D 2013 software. This information is utilized to determine the basin area, runoff coefficient and inlet time for each basin. 3

5 The existing conditions are divided into 3 basin areas. Basin 1 drains to the West and runs through a brow ditch until it reaches a 24 inlet that connects to the 48 CMP. Basin 2 drains south to a sump that collects water and also routes to the 48 CMP. The outfall for Basin 1 and Basin 2 is considered Outfall 1. Basin 3 drains to the Caltrans brow ditch that flows south to Greenfield Drive. This is considered Outfall 2. The proposed conditions are divided into 6 basin areas. Basin 1 discharges via gutter flow to a proposed treatment area on the west portion of the site. This system connects to the existing 48 inlet at the south end of the site. Therefore, the existing conditions and the proposed conditions for Basin 1 have the same ultimate discharge point (Outfall 1) and there are no diversions to surface runoff. Proposed Basins 2, 3, 4, 5 & 6 discharge to a detention area on the south portion of the site. This ultimately connects to the existing 48 inlet as well (Outfall 1). The proposed conditions decrease the amount of outfall points for the sites runoff. Instead of existing Basin 2 discharging to a different outfall location, it is now routed to Outfall 1. CALCULATIONS: Calculations have been performed per Rational Method guidelines set forth in Section 3 of the San Diego County Hydrology Manual. Runoff Coefficients were determined using Table 3-1. The existing conditions are Undisturbed Natural Terrain with a Soil Class B therefore a C value of 0.25 was used. The proposed condition is 45% impervious and therefore a C value of 0.54 was used. Land Use type was used per Table 3-1 of the Hydrology Manual. The existing condition is labeled to be Undisturbed Natural Terrain (Natural) 0% imperviousness because the site is mostly open space. The proposed condition is considered to be Medium Density Residential (MDR) due to the fact that there are 10.9 DU/A or less. The rational method was used to determine the Time of Concentration. For Existing conditions, the Time of Concentration was determined by Overland Flow only. The Proposed condition Time of Concentration was determined by a combination of Overland Flow and Travel Time. For hydrology calculations refer to the following page. For attachments and references to the calculations see Appendix C Hydrology References 4

6 Bella Terrazza Existing and Proposed Surface Runoff *For Time of Concentration Calculations see Appendix C. Existing and Proposed Outfall Summary Basin Outfall ID Existing Contributory Basin Area (Acres) Existing Q100 (CFS) Proposed Contributory Basin Area (Acres) Proposed Q 100 (CFS) Difference in Run-off (CFS) Total

7 CONCLUSION: The Outfall Summary shows that the proposed Bella Terrazza will increase the peak flow runoff. However, as discussed in the proposed condition section of this report the onsite storm water is routed to five bio-retention basins which are sized to manage the increase in runoff. Each basin was designed to treat flows as seen in the Conceptual Stormwater Management Plan prepared for this project. Each proposed detention area contains enough volume and surface area to treat and store all 6 basin s runoff before routing into the existing storm drain system. The flow discharging from each basin will be controlled by the output orifice size and the associated cfs that can exit through each pipe. Therefore, the proposed retained Q 100 discharge is less than the existing unmitigated Q 100 discharge. See attached Hydrology Calculations in Appendix C. Per the analysis and the existing 48 CMP storm drain at the south end of the property and the existing storm drain system will not be impacted by the increase in flow. Because the proposed project will not significantly impact the existing flow regime, no alterations to existing downstream conditions such as erosion and habitat characteristics are anticipated. DECLARATION OF RESPONSIBLE CHARGE: I hereby declare that I am the Engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specification by the City of El Cajon is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. ENGINEER OF WORK: This report was prepared under the supervision of Cory Schrack, PE, Project Manager for Nasland Engineering. Cory Schrack RCE Expires

8 APPENDICES 7

9 APPENDIX A EXISTING HYDROLOGIC CONDITIONS EXHIBIT 8

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11 APPENDIX B PROPOSED HYDROLOGIC CONDITIONS EXHIBIT 9

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13 APPENDIX C HYDROLOGY REFERENCES 10

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20 Time of Concentration Calculations for Basin 1 Step 1: Determine P Year Storm P P 24 6 % 45% Adjusted P Step 2: Determine Runoff Coefficient DMA ID Outfall Location Area Impervious (ft 2 ) Runoff Coefficient Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient C 1 Northwest Step 3: Find Initial Time of Concentration DMA ID Outfall Location Initial Time of Concentration Length, ft Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 1 Northwest Step 4: Find Travel Time (Balance Q & V to match Q 100 ) DMA ID Outfall Location Length, L (ft) Travel Time Average Slope (ft/ft) Travel Time Area A t (acres) Q ave (cfs) Q ave =Q i +q ave (A t )/2) Velocity, V (ft/s) Travel Time, Tt = V/L (min) 1 Curb Balance Q ave with Q Step 5: T i + T t = Time of Concentration Initial Time of Concentratio n T i Travel Time T t Time of Concentration, Tc = Ti+ Tt Intensity (in/hr) 100 Year storm Q 100 (cfs)

21 Time of Concentration Calculations for Basin Year Storm P P 24 6 % 45% Adjusted P Runoff Coefficient DMA ID Outfall Location Area Impervious (ft 2 ) Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient, C 2 West DMA ID Outfall Location Initial Time of Concentration Length, ft Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 2 West DMA ID Outfall Location Length, L (ft) Travel Time Average Slope (ft/ft) Travel Time Area A t (acres) Q ave (cfs) Q ave=q i+q ave(a t)/2) Velocity, V (ft/s) Travel Time, Tt = V/L (min) 2 Curb Balance Qave with Q Initial Time of Concentration, T i Time of Concentration, Tc = T i + T t 100 Year storm Travel Time, Intensity T t (in/hr) Q 100 (cfs)

22 Time of Concentration Calculations for Basin Year Storm P P 24 6 % 45% Adjusted P DMA ID Outfall Location Area Impervious (ft 2 ) Runoff Coefficient Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient, C 3 South DMA ID Outfall Location Initial Time of Concentration Length, ft Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 3 Middle DMA ID Outfall Location Length, L (ft) Travel Time Average Slope (ft/ft) Travel Time Area A t (acres) Q ave (cfs) Q ave=q i+q ave(a t)/2) Velocity, V (ft/s) Travel Time, Tt = V/L (min) 3 Curb Balance Qave with Q Year storm Initial Time of Concentration, T i Time of Concentration, Tc = T i + T t Travel Intensity Time, T t (in/hr) Q 100 (cfs)

23 Time of Concentration Calculations for Basin Year Storm P P 24 6 % 45% Adjusted P DMA ID Outfall Location Area Impervious (ft 2 ) Runoff Coefficient Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient, C 4 East DMA ID Outfall Location Initial Time of Concentration Length, ft Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 4 East DMA ID Outfall Location Length, L (ft) Travel Time Average Slope (ft/ft) Travel Time Area A t (acres) Q ave (cfs) Q ave=q i+q ave(a t)/2) Velocity, V (ft/s) Travel Time, Tt = V/L (min) 4 Curb Balance Qave with Q Initial Time of ConcentrationT i Time of Concentration, Tc = T i + T t 100 Year storm Travel Intensity Time, T t (in/hr) Q 100 (cfs)

24 Time of Concentration Calculations for Basin Year Storm P P 24 6 % 45% Adjusted P DMA ID Outfall Location Area Impervious (ft 2 ) Runoff Coefficient Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient, C 5 Southwest DMA ID Outfall Location Initial Time of Concentration Length, ft Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 5 Southwest DMA ID Outfall Location Length, L (ft) Travel Time Average Slope (ft/ft) Travel Time Area A t (acres) Q ave (cfs) Q ave=q i+q ave(a t)/2) Velocity, V (ft/s) Travel Time, Tt = V/L (min) 5 Curb Balance Qave with Q Initial Time of Concentration T i Time of Concentration, Tc = T i + T t 100 Year storm Travel Intensity Time, T t (in/hr) Q 100 (cfs)

25 Time of Concentration Calculations for Basin Year Storm P P 24 6 % 45% Adjusted P DMA ID Outfall Location Area Impervious (ft 2 ) Area Pervious (ft 2 ) Runoff Coefficient Total Area (acres) Runoff Coefficient, C 5 Southeast DMA ID Outfall Location Initial Time of Concentration Length, ft Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 5 Southeast DMA ID Outfall Location Length, L (ft) Travel Time Average Slope (ft/ft) Travel Time Area A t (acres) Q ave (cfs) Q ave=q i+q ave(a t)/2) Velocity, V (ft/s) Travel Time, Tt = V/L (min) 5 Curb Balance Qave with Q Year storm Initial Time of Concentration, T i Time of Concentration, Tc = T i + T t Travel Time, Intensity T t (in/hr) Q 100 (cfs)

26 Time of Concentration Calculations for Basin Year Storm P P 24 6 % 45% Adjusted P DMA ID Outfall Location Area Impervious (ft 2 ) Runoff Coefficient Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient, C 7 South DMA ID Outfall Location Length, ft Initial Time of Concentration Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 7 South Initial Time of Concentration, T i Time of Concentration, Tc = T i + T t 100 Year storm Travel Intensity Time, T t (in/hr) Q 100 (cfs)

27 100 Year Storm P P 24 6 % 45% Adjusted P Time of Concentration Calculations for Basin 8 DMA ID Outfall Location Area Impervious (ft 2 ) Runoff Coefficient Area Pervious (ft 2 ) Total Area (acres) Runoff Coefficient, C 8 South DMA ID Outfall Location Length, ft Initial Time of Concentration Slope (ft/ft) Ti (min) Area of Overland Flow, A i (acres) Overland Flow Q i (cfs) 8 South Year storm Initial Time of Concentration, T i Time of Concentration, Tc = T i + T t Travel Intensity Time, T t (in/hr) Q 100 (cfs)

28 East Main Tentative Subdivision Map Existing and Proposed Time of Concentrations Basin Runoff Coefficient Existing Site Conditions Time of Concentration or Travel Time for Natural Watersheds High point Low point Δ E Distance Slope T Natural * (C) (ft) (ft) (ft) (ft) (%) (min) * See Figure 3-4 for additional information regarding Time of Concentration calculations Proposed Site Conditions Initial Time Basin Runoff Time of Concentration or Initial Time for Natural Watersheds Coefficient High point Low point Δ E Distance Slope T initial * (C) (ft) (ft) (ft) (ft) (%) (min) Proposed Site Conditions Travel Time Basin Runoff Time of Concentration or Travel Time for Natural Watersheds Coefficient High point Low point Δ E Distance Slope T travel * (C) (ft) (ft) (ft) (ft) (%) (min) The proposed Time of Concentration is determined using the Rational Formula - Overland Time of Flow Nomograph Figure 3-3 of the San Diego County Hydrology Manual. All time of concentrations determined with Equation from Figure 3-3 unless otherwise noted. * Time of Concentrations calculations provided on previous sheet. Tc calculations use Overland Flow length and Gutter Flow 19

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31 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v Legend Hyd. Origin Description 1 Rational BASIN 1 2 Rational BASIN 2 3 Rational BASIN 3 4 Rational BASIN 4 5 Rational BASIN 5 6 Rational BASIN 6 7 Reservoir BASIN 1 TO BMP 1 8 Combine ADD BASINS 2 & 3 9 Reservoir B 2&3 ROUTE TO BMP 2 10 Reservoir ROUTE BASIN 4 TO BMP 3 11 Reservoir ROUTE BASIN 5 TO BMP 4 12 Reservoir ROUTE BASIN 6 TO BMP 5 13 Combine TOTAL RUNOFF Project: El Cajon.gpw Thursday, 12 / 4 / 2014

32 Hydrograph Return Period Recap Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2 1 Rational BASIN 1 2 Rational BASIN 2 3 Rational BASIN 3 4 Rational BASIN 4 5 Rational BASIN 5 6 Rational BASIN 6 7 Reservoir BASIN 1 TO BMP 1 8 Combine 2, 3, ADD BASINS 2 & 3 9 Reservoir B 2&3 ROUTE TO BMP 2 10 Reservoir ROUTE BASIN 4 TO BMP 3 11 Reservoir ROUTE BASIN 5 TO BMP 4 12 Reservoir ROUTE BASIN 6 TO BMP 5 13 Combine 7, 9, 10, 11, TOTAL RUNOFF Proj. file: El Cajon.gpw Thursday, 12 / 4 / 2014

33 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational , BASIN 1 2 Rational , BASIN 2 3 Rational , BASIN 3 4 Rational , BASIN 4 5 Rational , BASIN 5 6 Rational , BASIN 6 7 Reservoir , ,838 BASIN 1 TO BMP 1 8 Combine ,653 2, 3, ADD BASINS 2 & 3 9 Reservoir , ,986 B 2&3 ROUTE TO BMP 2 10 Reservoir ROUTE BASIN 4 TO BMP 3 11 Reservoir , ,462 ROUTE BASIN 5 TO BMP 4 12 Reservoir , ,826 ROUTE BASIN 6 TO BMP 5 13 Combine ,091 7, 9, 10, 11, TOTAL RUNOFF El Cajon.gpw Return Period: 100 Year Thursday, 12 / 4 / 2014

34 Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 1 BASIN 1 Hydrograph type = Rational Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 2,316 cuft Drainage area = ac Runoff coeff. = 0.83 Intensity = in/hr Tc by User = 6.00 min IDF Curve = El Cajon.IDF Asc/Rec limb fact = 1/1 BASIN 1 Hyd. No Year Hyd No. 1 Time (min)

35 Hydrograph Report 5 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 2 BASIN 2 Hydrograph type = Rational Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 6,428 cuft Drainage area = ac Runoff coeff. = 0.86 Intensity = in/hr Tc by User = 7.00 min IDF Curve = El Cajon.IDF Asc/Rec limb fact = 1/1 BASIN 2 Hyd. No Year Time (min) Hyd No. 2

36 Hydrograph Report 6 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 3 BASIN 3 Hydrograph type = Rational Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,226 cuft Drainage area = ac Runoff coeff. = 0.86 Intensity = in/hr Tc by User = 5.00 min IDF Curve = El Cajon.IDF Asc/Rec limb fact = 1/1 BASIN 3 Hyd. No Year Hyd No. 3 Time (min)

37 Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 4 BASIN 4 Hydrograph type = Rational Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,003 cuft Drainage area = ac Runoff coeff. = 0.89 Intensity = in/hr Tc by User = 5.00 min IDF Curve = El Cajon.IDF Asc/Rec limb fact = 1/1 BASIN 4 Hyd. No Year Hyd No. 4 Time (min)

38 Hydrograph Report 8 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 5 BASIN 5 Hydrograph type = Rational Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 2,906 cuft Drainage area = ac Runoff coeff. = 0.77 Intensity = in/hr Tc by User = min IDF Curve = El Cajon.IDF Asc/Rec limb fact = 1/1 BASIN 5 Hyd. No Year Hyd No. 5 Time (min)

39 Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 6 BASIN 6 Hydrograph type = Rational Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 3,512 cuft Drainage area = ac Runoff coeff. = 0.76 Intensity = in/hr Tc by User = min IDF Curve = El Cajon.IDF Asc/Rec limb fact = 1/1 BASIN 6 Hyd. No Year Time (min) Hyd No. 6

40 Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 7 BASIN 1 TO BMP 1 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 11 min Time interval = 1 min Hyd. volume = 2,286 cuft Inflow hyd. No. = 1 - BASIN 1 Max. Elevation = ft Reservoir name = BMP 1 Max. Storage = 1,838 cuft Storage Indication method used. BASIN 1 TO BMP 1 Hyd. No Year Time (min) Hyd No. 7 Hyd No. 1 Total storage used = 1,838 cuft

41 Hydrograph Report 11 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 8 ADD BASINS 2 & 3 Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 7,653 cuft Inflow hyds. = 2, 3 Contrib. drain. area = ac ADD BASINS 2 & 3 Hyd. No Year Time (min) Hyd No. 8 Hyd No. 2 Hyd No. 3

42 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 9 B 2&3 ROUTE TO BMP 2 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 13 min Time interval = 1 min Hyd. volume = 7,527 cuft Inflow hyd. No. = 8 - ADD BASINS 2 & 3 Max. Elevation = ft Reservoir name = BMP 2 Max. Storage = 6,986 cuft Storage Indication method used. B 2&3 ROUTE TO BMP 2 Hyd. No Year Time (min) Hyd No. 9 Hyd No. 8 Total storage used = 6,986 cuft

43 Hydrograph Report 13 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 10 ROUTE BASIN 4 TO BMP 3 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 950 cuft Inflow hyd. No. = 4 - BASIN 4 Max. Elevation = ft Reservoir name = BMP 3 Max. Storage = 944 cuft Storage Indication method used. ROUTE BASIN 4 TO BMP 3 Hyd. No Year Time (min) Hyd No. 10 Hyd No. 4 Total storage used = 944 cuft

44 Hydrograph Report 14 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 11 ROUTE BASIN 5 TO BMP 4 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 18 min Time interval = 1 min Hyd. volume = 2,839 cuft Inflow hyd. No. = 5 - BASIN 5 Max. Elevation = ft Reservoir name = BMP 4 Max. Storage = 2,462 cuft Storage Indication method used. ROUTE BASIN 5 TO BMP 4 Hyd. No Year Time (min) Hyd No. 11 Hyd No. 5 Total storage used = 2,462 cuft

45 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 12 ROUTE BASIN 6 TO BMP 5 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 22 min Time interval = 1 min Hyd. volume = 3,490 cuft Inflow hyd. No. = 6 - BASIN 6 Max. Elevation = ft Reservoir name = BMP 5 Max. Storage = 1,826 cuft Storage Indication method used. ROUTE BASIN 6 TO BMP 5 Hyd. No Year Time (min) Hyd No. 12 Hyd No. 6 Total storage used = 1,826 cuft

46 Hydrograph Report 16 Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. v10 Thursday, 12 / 4 / 2014 Hyd. No. 13 TOTAL RUNOFF Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 18 min Time interval = 1 min Hyd. volume = 17,091 cuft Inflow hyds. = 7, 9, 10, 11, 12 Contrib. drain. area = ac TOTAL RUNOFF Hyd. No Year Hyd No. 13 Hyd No. 7 Hyd No. 9 Hyd No. 10 Hyd No. 11 Hyd No. 12 Time (min)

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