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Home My WebLink AboutTract 7268 Drainage Study Background Kern Land Partners has been contracted to prepare drainage study for a proposed residential development on Tract 7268 consisting of single family homes and a commercial lot. Tract 7268 is located on the northeast corner of the intersection of Noriega Road and Old Farm Road. The existing condition is relatively flat with several stockpiles of dirt throughout the site. An existing residential development (Tract 6146) currently drains to a sump on the southeasterly corner of the tract. This site requires the expansion and redesign of this existing sump located easterly of the project. The contributing areas to the retention basin are mostly zoned residential and commercial; therefore were modeled as such so that the improvements were accurate. This study will focus on the single family homes improvements and the existing arterials adjacent to the project. The layout of the proposed commercial site is yet to be determined and will implement a local drainage system at a later time. The City will be responsible and maintain the storm drain system and the retention basin. All on-site catch basin and storm drain lines will be privately maintained by the owner. Purpose The purpose for this drainage study is as follows: · To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. · To provide an economical and reasonable design for storm drain conveyance and disposal facilities. Design Approach The procedure used to determine the design flows are outlined in the City of Bakersfield Subdivision & Engineering Design Manual (hereafter referred to as the Manual). The pertinent steps are as follows: 1. Using a topographical map, the design grades, and the proposed development layout, determine the sub-basin boundaries within the watershed. Record the sub-basin characteristics in a tabular format similar to the one provided in the Manual. 2. Determine the initial time of concentration, (Tc), based on Section 2.3.2.1 of the Manual by using the roof gutter time and average velocity. 3. Establish the intensity based on the Intensity-Duration curves for a given event using Sheet D-1 in the Manual. 4. Determine the flow to the concentration point. 5. Route the flow to the downstream concentration points and divide the study area into defined subareas that incrementalized all flow contributions to the proposed drainage inlets. 6. Estimate flows utilizing the City’s Rational Method in accordance with the Subdivision Standards 7. Determine the rainfall depth for a 10-year, 5-day event to determine the sump size requirements. Assumptions The following information was assumed to apply: · SCS Soil Group A applies to the entire watershed. · The runoff coefficient of 0.90 is consistent over the commercial site and a runoff coefficient of 0.95 is applied to offsite roadways, Noriega Road and Old Farm Road. Conclusion and Recommendations Drainage Area 1 will discharge into a catch basin (CB #1) located at the T-intersection of Windexter Way and Tea Party Court. CB #2 and CB#3 will collect the discharge produced by Area 2 and Area 3 at the intersection of Windexter Way and Tea Party Court. CB #4 will collect the discharge produced by Area 4 at the T-intersection of Windexter Way and Hancock Way. Drainage Area 5 will be an undeveloped commercial site with a local drainage system. This system will discharge into a stub located 20’ west of the storm drain line within proposed easement. Drainage Area 6 will discharge catch basin (CB #6) located at the intersection of Noriega Road and Old Farm Road. CB #6 will be part of a separate drainage system on Noriega Road which will ultimately discharge from the south end of the expended sump. Area Acres Coefficient C x A TRACT 7268 R-1, 6000 SF 2.07 0.42 0.87 R-1, 7500 SF 10.72 0.38 4.07 Commercial 4.56 0.90 4.10 Noriega Road and Old Farm Road 2.65 0.95 2.52 TOTAL 20.00 TRACT 7268 Ʃ(CXA) = 11.56 TRACT 6146 * TRACT 6146 Ʃ(CXA) = 25.20 BOTH TRACTS Ʃ(CXA) = 36.76 VOLUME REQUIRED (acre- feet/ AF) = 5.51 * Based on a sump plan provided by the City of Bakersfield The HGL was calculated for the existing and proposed storm drain pipes (see appendix) using the Storm and Sanitary Analysis 2014 software. The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 4’ above the basin bottom at each outlet structure. All the pipes in this system were sized to be 18” RCP and 24” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole. The Basin Exhibit, part of this study, shows the designed basin that allows for the expansion from the adjacent easterly tract. The existing basin for Tract 6146 has a provided capacity of 4.17 AF with a required capacity of 3.78 AF per the approved Tract 6146, Unit 1 Sanitary Sewer & Storm Drain Improvement Plans (Refer to the Retention Basin Exhibit). The revised basin will have a total water depth of 8’ with a minimum of 1’ of freeboard. Tract 7268 only requires a volume of 1.74 AF. The basin for the completed condition will be able to store 5.91 AF of water. The depth of the basin is 12 deep with a water surface of 367. The required volume for both tracts is 5.51 AF. ATTACHMENTS · SOIL MAP · HYDROLOGY CALCULATIONS · HYDRAULIC CALCULATIONS & PROFILES · INLET SIZING CALCULATIONS · RETENSION BASIN EXHIBIT · HYDROLOGY EXHIBIT SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 Page 1 of 4 39 2 0 0 7 0 39 2 0 1 3 0 39 2 0 1 9 0 39 2 0 2 5 0 39 2 0 3 1 0 39 2 0 3 7 0 39 2 0 4 3 0 39 2 0 4 9 0 39 2 0 0 7 0 39 2 0 1 3 0 39 2 0 1 9 0 39 2 0 2 5 0 39 2 0 3 1 0 39 2 0 3 7 0 39 2 0 4 3 0 39 2 0 4 9 0 305910 305970 306030 306090 306150 306210 306270 305910 305970 306030 306090 306150 306210 35° 24' 33'' N 11 9 ° 8 ' 1 5 ' ' W 35° 24' 33'' N 11 9 ° 8 ' 0 ' ' W 35° 24' 17'' N 11 9 ° 8 ' 1 5 ' ' W 35° 24' 17'' N 11 9 ° 8 ' 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0100200400600Feet 03060120180Meters Map Scale: 1:2,340 if printed on A portrait (8.5" x 11") sheet. 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: http://websoilsurvey.nrcs.usda.gov 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: Kern County, California, Northwestern Part Survey Area Data: Version 6, Dec 7, 2013 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 13, 2013—Oct 23, 2013 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—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Kern County, California, Northwestern Part (CA666) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 19.8 100.0% Totals for Area of Interest 19.8 100.0% 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 Component Percent Cutoff: None Specified Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 Page 3 of 4 Tie-break Rule: Higher Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/27/2014 Page 4 of 4 HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:VTT 7268 - Onsite Improvements R-1, 7500 SF 0.38 DATE:R-1, 10000 SF 0.34 REVISION DATE:R-1, 15000 SF 0.27 Rational Values:R-2 0.55 Event:10YEAR Values: 5, 10, 50R-3, R-4, M-H 0.8 M.A.P.6 in./yr. Values: 6, 10, 15, 20, 25, 30Commercial 0.9 Industrial 0.8 Curve Values Parks 0.15 a:2.38I=a+bTc (Tc<20min.)Grasslands, Type A Soil0.15 b:-0.058Grasslands, Type B Soil0.25 P60:0.550I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil0.35 K1:40.00 (Tc>=20min.)Grasslands, Type D Soil0.45 Pavement, drives & roofs0.95 Backyards 0.05 Lawn-landscape 2% slope0.100.17 Lawn-landscape 2-7% slope0.150.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREACIARslt TcLdHQV Trial Tc Roof toTmD NAMERunoff Intensity TotalTimeLengthElev.FlowVel.MIN.GutterTravelPipe Coef.(in./hr.)Area Conc.Feet Diff.Slope CFS FPS Time Time Dia. AC.MIN.Feet %MIN.MIN.In. PIPE SIZING CALCULATIONS Paved Area 0.950.20 R-1, 6000 SF Area 0.422.074293.090.72% R-1, 7500 SF Area 0.382.242902.690.93% Area 1 0.421.284.5119.017195.780.80%2.44 2.9919.0115 4.01 Paved Area 0.950.03 R-1, 7500 SF Area 0.383.265925.390.91% Area 2 0.391.293.2918.775925.390.91%1.64 2.6218.7715 3.77 Paved Area 0.950.76 R-1, 7500 SF Area 0.383.286002.430.40% Area 3 0.491.254.0419.526002.430.40%2.46 2.2119.5215 4.52 Paved Area 0.950.07 R-1, 7500 SF Area 0.381.933831.880.49% Area 4 0.401.332.0018.103831.880.49%1.06 2.0618.1015 3.10 Area 5 0.901.664.5612.36580.85.801.00%6.83 4.1112.3610 2.36 Area 6 0.951.801.5910.00585.41.350.23%2.72 1.7710.000 5.51 Required Sump Capacity = 0.15 x C x A = 1.74ac-ft C =0.58 A =20.00ac July 1, 2014 Page 1P:\PROJECTS\13081.00-ULAOLDFM\Studies\Drainage\Calculations\Hydrology_10yr.xls HYDRAULIC CALCULATIONS & PROFILES 10 Year Report Project Description Tract 7268.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic NO NO Analysis Options Jun 26, 2014 00:00:00 Jun 26, 2014 01:00:00 Jun 26, 2014 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 5 16 9 2 0 5 0 14 0 14 0 0 0 0 0 0 Rainfall Details 10 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. KERN LAND PARTNERS, LLC Page 1 of 15 6/27/2014 10 Year Report Subbasin Summary Subbasin Area Weighted Peak Time of ID Runoff Runoff Concentration Coefficient (ac)(cfs)(days hh:mm:ss) Area 1 4.51 0.4200 2.38 0 00:19:00 Area 2 3.29 0.3900 1.63 0 00:18:46 Area 3 4.04 0.4900 2.45 0 00:19:31 Area 4 2.00 0.4000 1.04 0 00:18:06 Area 6 1.59 0.9500 2.54 0 00:10:00 KERN LAND PARTNERS, LLC Page 2 of 15 6/27/2014 10 Year Report Link Summary Element Element Diameter or From Inlet To (Outlet)Outlet Length Average Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type Height (Inlet)Invert Node Invert Slope Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (in)(ft)(ft)(ft)(%)(cfs)(cfs)(ft/sec)(ft)(min) PIPE - (1)Pipe 18 CB-5 363.21 MH-6 363.13 65.72 0.1200 0.0130 2.50 4.70 0.53 2.66 0.94 0.62 0.00 Calculated PIPE - (10)Pipe 18 JS-2 362.03 JS-3 361.72 255.93 0.1200 0.0130 6.55 4.70 1.39 3.71 1.50 1.00 25.00 SURCHARGED PIPE - (11)Pipe 18 CB-2 362.50 JS-1 362.41 46.66 0.1900 0.0130 1.57 4.70 0.33 1.43 1.50 1.00 16.00 SURCHARGED PIPE - (12)Pipe 18 JS-1 362.11 JS-2 362.03 68.65 0.1200 0.0130 4.22 4.70 0.90 2.39 1.50 1.00 22.00 SURCHARGED PIPE - (14)Pipe 18 CB-1 362.13 JS-1 362.11 17.14 0.1200 0.0130 2.29 4.70 0.49 1.73 1.50 1.00 22.00 SURCHARGED PIPE - (15)Pipe 18 STUB 361.75 JS-5 361.50 20.00 1.2500 0.0130 7.81 11.74 0.66 5.71 1.50 1.00 59.00 SURCHARGED PIPE - (2)Pipe 18 MH-6 363.13 MH-7 362.80 257.01 0.1300 0.0130 2.36 4.70 0.50 2.20 0.90 0.60 0.00 Calculated PIPE - (3)Pipe 18 MH-7 362.80 MH-8 362.50 257.01 0.1200 0.0130 2.19 4.70 0.47 2.63 0.72 0.48 0.00 Calculated PIPE - (4)Pipe 18 MH-8 362.50 Out-2 359.00 70.08 4.9900 0.0130 2.24 23.48 0.10 1.76 1.03 0.69 0.00 Calculated PIPE - (5)Pipe 18 CB-4 363.29 JS-3 362.06 15.81 7.7800 0.0130 23.78 29.30 0.81 13.45 1.50 1.00 1.00 SURCHARGED PIPE - (6)Pipe 24 JS-3 361.72 MH-4 361.57 130.01 0.1200 0.0130 11.33 10.12 1.12 3.61 2.00 1.00 9.00 SURCHARGED PIPE - (7)Pipe 24 MH-4 361.57 JS-5 361.00 215.64 0.2600 0.0130 13.07 11.63 1.12 4.16 2.00 1.00 10.00 SURCHARGED PIPE - (8)Pipe 24 JS-5 361.00 Out-1 359.00 55.52 3.6000 0.0130 18.79 42.94 0.44 5.98 2.00 1.00 59.00 SURCHARGED PIPE - (9)Pipe 18 CB-3 362.22 JS-2 362.03 27.97 0.6800 0.0130 2.46 8.66 0.28 2.62 1.50 1.00 19.00 SURCHARGED KERN LAND PARTNERS, LLC Page 3 of 15 6/27/2014 10 Year Report Inlet Summary Element Catchbasin Max (Rim)Inlet Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter ID Invert Elevation Location Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev. Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft) CB-1 362.13 366.67 On Sag 362.13 100.00 2.38 N/A N/A N/A 7.00 13.77 367.24 CB-2 362.50 367.01 On Sag 362.50 100.00 1.63 N/A N/A N/A 7.00 10.63 367.52 CB-3 362.22 366.76 On Sag 362.22 100.00 2.44 N/A N/A N/A 7.00 14.00 367.33 CB-4 363.29 367.83 On Sag 363.29 100.00 1.04 N/A N/A N/A 7.00 7.94 368.28 CB-5 363.21 367.71 On Sag 363.21 100.00 2.54 N/A N/A N/A 7.00 14.40 368.29 KERN LAND PARTNERS, LLC Page 4 of 15 6/27/2014 10 Year Report Subbasin Hydrology Subbasin : Area 1 Input Data Area (ac) .................................................................4.51 Weighted Runoff Coefficient ...................................0.4200 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres)Group Coeff. Pavement, drives and roofs, less than 25 years 0.20 A (0-2%)0.95 R1 - Lot Size: 6,000 SF, less than 25 years 2.07 A (0-2%)0.42 R1 - Lot Size: 7,500 SF, less than 25 years 2.24 A (0-2%)0.38 Composite Area & Weighted Runoff Coeff.4.51 0.42 Subbasin Runoff Results Total Rainfall (in) .....................................................0.40 Total Runoff (in) ......................................................0.17 Peak Runoff (cfs) ....................................................2.38 Rainfall Intensity ......................................................1.258 Weighted Runoff Coefficient ...................................0.4200 Time of Concentration (days hh:mm:ss) .................0 00:19:01 KERN LAND PARTNERS, LLC Page 5 of 15 6/27/2014 10 Year Report Subbasin : Area 2 Input Data Area (ac) .................................................................3.29 Weighted Runoff Coefficient ...................................0.3900 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres)Group Coeff. Pavement, drives and roofs, less than 25 years 0.03 A (0-2%)0.95 R1 - Lot Size: 7,500 SF, less than 25 years 3.26 A (0-2%)0.38 Composite Area & Weighted Runoff Coeff.3.29 0.39 Subbasin Runoff Results Total Rainfall (in) .....................................................0.40 Total Runoff (in) ......................................................0.16 Peak Runoff (cfs) ....................................................1.63 Rainfall Intensity ......................................................1.269 Weighted Runoff Coefficient ...................................0.3900 Time of Concentration (days hh:mm:ss) .................0 00:18:46 KERN LAND PARTNERS, LLC Page 6 of 15 6/27/2014 10 Year Report Subbasin : Area 3 Input Data Area (ac) .................................................................4.04 Weighted Runoff Coefficient ...................................0.4900 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres)Group Coeff. Pavement, drives and roofs, less than 25 years 0.76 A (0-2%)0.95 R1 - Lot Size: 7,500 SF, less than 25 years 3.28 A (0-2%)0.38 Composite Area & Weighted Runoff Coeff.4.04 0.49 Subbasin Runoff Results Total Rainfall (in) .....................................................0.40 Total Runoff (in) ......................................................0.20 Peak Runoff (cfs) ....................................................2.45 Rainfall Intensity ......................................................1.235 Weighted Runoff Coefficient ...................................0.4900 Time of Concentration (days hh:mm:ss) .................0 00:19:31 KERN LAND PARTNERS, LLC Page 7 of 15 6/27/2014 10 Year Report Subbasin : Area 4 Input Data Area (ac) .................................................................2.00 Weighted Runoff Coefficient ...................................0.4000 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres)Group Coeff. Pavement, drives and roofs, less than 25 years 0.07 A (0-2%)0.95 R1 - Lot Size: 7,500 SF, less than 25 years 1.93 A (0-2%)0.38 Composite Area & Weighted Runoff Coeff.2.00 0.40 Subbasin Runoff Results Total Rainfall (in) .....................................................0.39 Total Runoff (in) ......................................................0.16 Peak Runoff (cfs) ....................................................1.04 Rainfall Intensity ......................................................1.301 Weighted Runoff Coefficient ...................................0.4000 Time of Concentration (days hh:mm:ss) .................0 00:18:06 KERN LAND PARTNERS, LLC Page 8 of 15 6/27/2014 10 Year Report Subbasin : Area 6 Input Data Area (ac) .................................................................1.59 Weighted Runoff Coefficient ...................................0.9500 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres)Group Coeff. Pavement, drives and roofs, less than 25 years 1.59 A (0-2%)0.95 Composite Area & Weighted Runoff Coeff.1.59 0.95 Subbasin Runoff Results Total Rainfall (in) .....................................................0.28 Total Runoff (in) ......................................................0.27 Peak Runoff (cfs) ....................................................2.54 Rainfall Intensity ......................................................1.684 Weighted Runoff Coefficient ...................................0.9500 Time of Concentration (days hh:mm:ss) .................0 00:10:00 KERN LAND PARTNERS, LLC Page 9 of 15 6/27/2014 10 Year Report Junction Input Element Invert Ground/Rim Element Initial Initial Surcharge Surcharge Ponded ID Elevation (Max)Depth Water Water Elevation Depth Area Elevation Elevation Depth (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²) JS-1 362.11 367.13 5.02 362.11 0.00 362.11 -5.02 0.00 JS-2 362.03 367.21 5.18 362.03 0.00 362.03 -5.18 0.00 JS-3 361.72 367.74 6.02 361.72 0.00 361.72 -6.02 0.00 JS-5 361.00 370.50 9.50 361.00 0.00 361.00 -9.50 0.00 MH-4 361.57 370.18 8.61 361.57 0.00 361.57 -8.61 0.00 MH-6 363.13 368.97 5.84 363.13 0.00 363.13 -5.84 0.00 MH-7 362.80 369.45 6.65 362.80 0.00 362.80 -6.65 0.00 MH-8 362.50 369.87 7.37 362.50 0.00 363.50 -6.37 0.00 STUB 361.75 370.85 9.10 361.75 0.00 361.75 -9.10 0.00 KERN LAND PARTNERS, LLC Page 10 of 15 6/27/2014 10 Year Report Junction Results Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) JS-1 3.85 0.00 365.52 3.41 0.00 1.61 363.52 1.41 0 00:24 0 00:00 0.00 0.00 JS-2 6.30 0.00 365.40 3.37 0.00 1.81 363.48 1.45 0 00:24 0 00:00 0.00 0.00 JS-3 28.38 0.00 365.68 3.96 0.00 2.06 363.26 1.54 0 00:24 0 00:00 0.00 0.00 JS-5 20.13 0.00 366.03 5.03 0.00 4.47 363.21 2.21 0 00:00 0 00:00 0.00 0.00 MH-4 11.33 0.00 364.93 3.36 0.00 5.25 363.23 1.66 0 00:24 0 00:00 0.00 0.00 MH-6 2.50 0.00 364.04 0.91 0.00 4.93 363.45 0.32 0 00:11 0 00:00 0.00 0.00 MH-7 2.36 0.00 363.71 0.91 0.00 5.74 363.16 0.36 0 00:12 0 00:00 0.00 0.00 MH-8 2.19 0.00 363.07 0.57 0.00 6.80 363.00 0.50 0 00:01 0 00:00 0.00 0.00 STUB 12.15 6.83 364.43 2.68 0.00 6.42 363.54 1.79 0 00:00 0 00:00 0.00 0.00 KERN LAND PARTNERS, LLC Page 11 of 15 6/27/2014 10 Year Report Pipe Input Element Length Pipe Inlet Inlet Outlet Outlet Total Average Manning's Entrance Exit/Bend Initial ID Diameter or Invert Invert Invert Invert Drop Slope Roughness Losses Losses Flow Height Elevation Offset Elevation Offset (ft)(in)(ft)(ft)(ft)(ft)(ft)(%)(cfs) PIPE - (1)65.72 18.000 363.21 0.00 363.13 0.00 0.08 0.1200 0.0130 0.5000 0.5000 0.00 PIPE - (10)255.93 18.000 362.03 0.00 361.72 0.00 0.31 0.1200 0.0130 0.5000 0.5000 0.00 PIPE - (11)46.66 18.000 362.50 0.00 362.41 0.30 0.09 0.1900 0.0130 0.5000 0.5000 0.00 PIPE - (12)68.65 18.000 362.11 0.00 362.03 0.00 0.08 0.1200 0.0130 0.5000 0.5000 0.00 PIPE - (14)17.14 18.000 362.13 0.00 362.11 0.00 0.02 0.1200 0.0130 0.5000 0.5000 0.00 PIPE - (15)20.00 18.000 361.75 0.00 361.50 0.50 0.25 1.2500 0.0130 0.5000 0.5000 0.00 PIPE - (2)257.01 18.000 363.13 0.00 362.80 0.00 0.33 0.1300 0.0130 0.5000 0.5000 0.00 PIPE - (3)257.01 18.000 362.80 0.00 362.50 0.00 0.30 0.1200 0.0130 0.5000 0.5000 0.00 PIPE - (4)70.08 18.000 362.50 0.00 359.00 0.00 3.50 4.9900 0.0130 0.5000 0.5000 0.00 PIPE - (5)15.81 18.000 363.29 0.00 362.06 0.34 1.23 7.7800 0.0130 0.5000 0.5000 0.00 PIPE - (6)130.01 24.000 361.72 0.00 361.57 0.00 0.15 0.1200 0.0130 0.5000 0.5000 0.00 PIPE - (7)215.64 24.000 361.57 0.00 361.00 0.00 0.57 0.2600 0.0130 0.5000 0.5000 0.00 PIPE - (8)55.52 24.000 361.00 0.00 359.00 0.00 2.00 3.6000 0.0130 0.5000 0.5000 0.00 PIPE - (9)27.97 18.000 362.22 0.00 362.03 0.00 0.19 0.6800 0.0130 0.5000 0.5000 0.00 KERN LAND PARTNERS, LLC Page 12 of 15 6/27/2014 10 Year Report Pipe Results Element Peak Time of Design Flow Peak Flow Travel Peak Flow Peak Flow Reported ID Flow Peak Flow Capacity Velocity Time Depth Depth/Condition Occurrence Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft) PIPE - (1)2.50 0 00:10 4.70 2.66 0.41 0.94 0.62 Calculated PIPE - (10)6.55 0 00:24 4.70 3.71 1.15 1.50 1.00 SURCHARGED PIPE - (11)1.57 0 00:19 4.70 1.43 0.54 1.50 1.00 SURCHARGED PIPE - (12)4.22 0 00:24 4.70 2.39 0.48 1.50 1.00 SURCHARGED PIPE - (14)2.29 0 00:19 4.70 1.73 0.17 1.50 1.00 SURCHARGED PIPE - (15)7.81 0 00:00 11.74 5.71 0.06 1.50 1.00 SURCHARGED PIPE - (2)2.36 0 00:11 4.70 2.20 1.95 0.90 0.60 Calculated PIPE - (3)2.19 0 00:12 4.70 2.63 1.63 0.72 0.48 Calculated PIPE - (4)2.24 0 00:12 23.48 1.76 0.66 1.03 0.69 Calculated PIPE - (5)23.78 0 00:23 29.30 13.45 0.02 1.50 1.00 SURCHARGED PIPE - (6)11.33 0 00:24 10.12 3.61 0.60 2.00 1.00 SURCHARGED PIPE - (7)13.07 0 00:24 11.63 4.16 0.86 2.00 1.00 SURCHARGED PIPE - (8)18.79 0 00:24 42.94 5.98 0.15 2.00 1.00 SURCHARGED PIPE - (9)2.46 0 00:24 8.66 2.62 0.18 1.50 1.00 SURCHARGED KERN LAND PARTNERS, LLC Page 13 of 15 6/27/2014 10 Year Report Inlet Input Element Inlet Catchbasin Max (Rim)Inlet Initial Ponded Grate ID Location Invert Elevation Depth Water Area Clogging Elevation Elevation Factor (ft)(ft)(ft)(ft)(ft²)(%) CB-1 On Sag 362.13 366.67 4.54 362.13 100.00 0.00 CB-2 On Sag 362.50 367.01 4.51 362.50 100.00 0.00 CB-3 On Sag 362.22 366.76 4.54 362.22 100.00 0.00 CB-4 On Sag 363.29 367.83 4.54 363.29 100.00 0.00 CB-5 On Sag 363.21 367.71 4.50 363.21 100.00 0.00 KERN LAND PARTNERS, LLC Page 14 of 15 6/27/2014 10 Year Report Inlet Results Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev.Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow (cfs)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) CB-1 2.38 2.38 N/A N/A N/A 13.77 367.24 0.57 0 00:24 0.00 0.00 CB-2 1.63 1.63 N/A N/A N/A 10.63 367.52 0.51 0 00:24 0.00 0.00 CB-3 2.44 2.44 N/A N/A N/A 14.00 367.33 0.57 0 00:24 0.00 0.00 CB-4 1.04 1.04 N/A N/A N/A 7.94 368.28 0.45 0 00:24 0.00 0.00 CB-5 2.54 2.54 N/A N/A N/A 14.40 368.29 0.58 0 00:10 0.00 0.00 KERN LAND PARTNERS, LLC Page 15 of 15 6/27/2014 INLET SIZING CALCULATIONS 5 Year Storm Project Description Tract 7268.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic NO NO Analysis Options Jun 26, 2014 00:00:00 Jun 26, 2014 01:00:00 Jun 26, 2014 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. KERN LAND PARTNERS, LLC Page 1 of 4 6/27/2014 5 Year Storm Inlet Summary Element Catchbasin Max (Rim)Inlet Initial Ponded Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter ID Invert Elevation Location Water Area Flow Intercepted Bypassing Efficiency Spread Water Elev. Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(%)(ft)(ft) CB-1 362.13 366.67 On Sag 362.13 100.00 2.01 N/A N/A N/A 12.35 367.21 CB-2 362.50 367.01 On Sag 362.50 100.00 1.37 N/A N/A N/A 9.47 367.49 CB-3 362.22 366.76 On Sag 362.22 100.00 2.06 N/A N/A N/A 12.56 367.30 CB-4 363.29 367.83 On Sag 363.29 100.00 0.88 N/A N/A N/A 6.80 368.21 CB-6 363.21 367.71 On Sag 363.21 100.00 2.14 N/A N/A N/A 12.84 368.26 KERN LAND PARTNERS, LLC Page 2 of 4 6/27/2014 5 Year Storm Roadway & Gutter Input Element Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope (ft/ft)(ft/ft)(ft/ft)(ft)(in) CB-1 N/A 0.0200 0.0150 0.0833 2.00 0.0656 CB-2 N/A 0.0200 0.0150 0.0833 2.00 0.0656 CB-3 N/A 0.0200 0.0150 0.0833 2.00 0.0656 CB-4 N/A 0.0200 0.0150 0.0833 2.00 0.0656 CB-6 N/A 0.0200 0.0150 0.0833 2.00 0.0656 KERN LAND PARTNERS, LLC Page 3 of 4 6/27/2014 5 Year Storm Inlet Results Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Time of Total Total Time ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow (cfs)(cfs)(cfs)(cfs)(%)(ft)(ft)(days hh:mm)(ac-in)(min) CB-1 2.01 2.01 N/A N/A N/A 12.35 0.54 0 00:21 0.00 0.00 CB-2 1.37 1.37 N/A N/A N/A 9.47 0.48 0 00:21 0.00 0.00 CB-3 2.06 2.06 N/A N/A N/A 12.56 0.54 0 00:21 0.00 0.00 CB-4 0.88 0.88 N/A N/A N/A 6.80 0.38 0 00:20 0.00 0.00 CB-6 2.14 2.14 N/A N/A N/A 12.84 0.55 0 00:10 0.00 0.00 KERN LAND PARTNERS, LLC Page 4 of 4 6/27/2014 Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jun 27 2014 Catch Basin #1 - Drainage Area 1 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 2.01 Highlighted Q Total (cfs)= 2.01 Q Capt (cfs)= 2.01 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.97 Efficiency (%)= 100 Gutter Spread (ft)= 4.50 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jun 27 2014 Catch Basin #2 - Drainage Area 2 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 1.37 Highlighted Q Total (cfs)= 1.37 Q Capt (cfs)= 1.37 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.30 Efficiency (%)= 100 Gutter Spread (ft)= 3.83 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jun 27 2014 Catch Basin #3 - Drainage Area 3 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 2.06 Highlighted Q Total (cfs)= 2.06 Q Capt (cfs)= 2.06 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.02 Efficiency (%)= 100 Gutter Spread (ft)= 4.55 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jun 27 2014 Catch Basin #4 - Drainage Area 4 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.88 Highlighted Q Total (cfs)= 0.88 Q Capt (cfs)= 0.88 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.71 Efficiency (%)= 100 Gutter Spread (ft)= 3.24 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jun 27 2014 Catch Basin #6 - Drainage Area 6 Curb Inlet Location= Sag Curb Length (ft)= 3.50 Throat Height (in)= 4.50 Grate Area (sqft)= -0- Grate Width (ft)= -0- Grate Length (ft)= -0- Gutter Slope, Sw (ft/ft)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 2.14 Highlighted Q Total (cfs)= 2.14 Q Capt (cfs)= 2.14 Q Bypass (cfs)= -0- Depth at Inlet (in)= 5.09 Efficiency (%)= 100 Gutter Spread (ft)= 4.62 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- RETENTION BASIN EXHIBIT 5.51 HYDROLOGY EXHIBIT Note: On-site drainage and stub shall be privately maintained. * * *