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HomeMy WebLinkAboutCT 2022-0001; HOPE APARTMENTS; FINAL HYDROLOGY STUDY; 2024-07-01 FINAL HYDROLOGY STUDY FOR HOPE APARTMENTS TENTATIVE TRACT MAP / SITE DEVELOPMENT PERMIT / COASTAL DEVELOPMENT PERMIT CT 2022-0001 / SDP 2022-0006 DWG 546-4A, GR2023-0044 945 & 955 GRAND AVENUE 2944 HOPE AVENUE 1006 CARLSBAD VILLAGE DRIVE CITY OF CARLSBAD, CA PREPARED FOR: CARLSBAD VILLAGE II, LLC 5120 SHOREHAM PLACE #150 SAN DIEGO, CA 92122 PH: (949) 812-0274 PREPARED BY: PASCO LARET SUITER & ASSOCIATES, INC. 1911 SAN DIEGO AVENUE, SUITE 100 SAN DIEGO, CA 92110 PH: (858) 259-8212 Prepared: JULY 2024 __________________________________________________ TYLER G. LAWSON, RCE 80356 DATE PLSA 3802 TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Existing Conditions 1.2 Proposed Project 1.3 Conclusions 1.4 References 1.5 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 City of Carlsbad Standards 2.3 Runoff Coefficient Determination 2.4 Hydrology & Hydraulic Model Output 3.0 Pre-Developed Hydrologic Model Output (100-Year Event) 3.1 Post-Developed Hydrologic Model Output (100-Year Event) 3.2 Detention Analysis (100-Year Event) 3.3 Hydromodification Analysis 3.4 Storm Water Pollutant Control 3.5 Appendix 4.0 Appendix A: Hydrology Support Material Appendix B: 100-Year Storm Event Detention Analysis PLSA 3802 Page 1 of 23 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Final Hydrology Study for the proposed development at 945 & 955 Grand Avenue, 2944 Hope Avenue, and 1006 Carlsbad Village Drive has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post- developed (proposed) conditions produced by the 100-year, 6-hour storm. 1.2 Existing Conditions The subject property is located east of Hope Avenue between Grande Avenue to the north, and Carlsbad Village Drive to the south. The site is adjacent to residential properties directly to the north and west, commercial structures to the south and Carlsbad Village Lofts to the east. The existing site consists of a mixture of residential properties, Carlsbad Village Inn, and a vacant lot. The property is located within the Carlsbad watershed, and more specifically, the Buena Vista Creek Hydrologic Area. The existing site is comprised of approximately 2.93 acres. Based on a study of the existing topography, the site generally drains from east to northwest, towards the northwestern property line. There does not appear to be existing storm drain infrastructure located onsite, most of the site sheet flows to the gutter at the intersection of Grand Avenue and Hope Avenue. The remainder of the site that does not reach the intersection of Grand Avenue and Hope Avenue, sheet flows in the private road between Grand Avenue and Carlsbad Village Drive to curb cuts along the easterly side of the road. Runoff is then treated in existing modular wetland systems before being conveyed through a private buried storm drain system connecting to the public storm drain system. The subject property can be assumed to have two discharge location from the site in the existing condition. The overall drainage basin is 1.95 acres in size and 58.9% impervious. Basin EX-1 and EX-2 are 1.53 acres and 0.42 acres respectively. Per the Web Soil Survey application available through the United States Department of Agriculture, the area is generally categorized to have group B soils. In section 5.3.2 of Geotek, Inc’s geotechnical report “Preliminary Geotechnical Evaluation Proposed Hope Avenue Apartments” July 28, 2022, the soil layers contained onsite do not follow the characteristics of a type B soil and has been reclassified to type D soil. Based upon soil type D and the amount of existing impervious area onsite, a runoff coefficient of 0.67 was calculated for Basin using the methodology described in section 3.1.2 of the San Diego County Hydrology Manual and the formula provided therein. Using the Rational Method Procedure outlined in the San Diego County Hydrology Manual, a peak flow rate and time of concentration was calculated for the drainage basin for the 100-year, 6-hour storm event. Table 1 below summarizes the results of the Rational Method calculations. PLSA 3802 Page 2 of 23 EXISTING DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) EX-1 1.53 5.29 5.16 EX-2 0.42 1.67 5.92 Total 1.95 6.96 - Table 1. Existing Condition Peak Drainage Flow Rates The peak flow rate for the 100-year, 6-hour storm for Basin EX-1 was determined to be 5.29 cfs with a time of concentration of 7.3 minutes, discharging from the northwestern property line. The peak flow rate for the 100-year, 6-hour storm for Basin EX-2 was determined to be 1.67 cfs with a time of concentration of 5.9 minutes, discharging into the existing buried storm drain system at the eastern property line. Refer to pre-development hydrology calculations included in section 3.1 of this report for detailed analysis and the pre-development hydrology map in Appendix A of this hydrology report for existing drainage basin delineation and discharge locations. 1.3 Proposed Project The proposed project includes the clearing of all onsite vegetation and the construction of a multi-family apartment complex. The site proposes two courtyard areas, subterranean parking, and walkways. Site grading along with drainage and utility improvements typical of this type of multi-family development will also be constructed. The majority of runoff from the proposed development is to be collected and routed to a BMP for treatment and detention; the remainder of the site will sheet flow directly to the right of way. As in the existing site condition, storm water will discharge from the northern, western and eastern property lines. Private roof gutters and drainpipes will be located throughout the site allowing for storm water to be conveyed to a biofiltration raised planters located within both courtyards and along the easterly side of the building adjacent to the private drive. Private storm drain inlets and a buried storm drain system will convey runoff to biofiltration raised planters within the terracing walls along the northern and southern portions of the building adjacent to Grand Avenue and Carlsbad Village Drive respectively. Similar to existing conditions runoff leaving the basin PR-1 will confluence at the intersection of Hope Avenue and Grande Avenue. Runoff from PR-1 will leave the site through either a curb outlet, biofiltration raised planter outlet or via sheet flow. Strom water leaving from basin PR-2 will enter into the existing private buried storm drain underneath the private drive and be routed to the public buried storm drain underneath PLSA 3802 Page 3 of 23 Carlsbad Village Drive. The total approximate area of the onsite biofiltration raised planters is 3,924 square feet. In an effort to comply with City of Carlsbad’s storm water standards for Priority Development Project requirements, the project site will also implement source control and site design BMP’s where feasible and applicable in accordance with the City of Carlsbad’s BMP Design Manual. Aside from the proposed biofiltration basin, the site will also implement runoff dispersion through landscaped swales. Similar to the existing condition, the analyzed watershed can be categorized into two major drainage basin with two discharge location from the subject property. One discharging toward the northwestern property line and the second discharging toward the eastern property line. The overall basin is similar to the existing conditions size and is 1.95 acres and 83.4% impervious. Basins PR-1 and PR-2 are 1.53 and 0.42 acres in size respectively. Based upon soil type D and the amount of proposed impervious area onsite, a runoff coefficient of 0.81 was calculated for the entire site using the methodology described in section 3.1.2 of the San Diego County Hydrology Manual and the formula provided therein. Using the Rational Method Procedure outlined in the San Diego County Hydrology Manual, a peak flow rate and time of concentration was calculated for the post- development 100-year, 6-hour storm event. Table 2 below summarizes the results of the Rational Method calculations. PROPOSED DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) DISCHARGE LOCATION PR-1 (tot) 1.53 8.15 6.59 POC-1 PR-1.1 0.13 0.67 6.59 BMP #1 PR-1.2 0.11 0.60 6.59 BMP #2 PR-1.3 0.13 0.61 6.59 BMP #3 PR-1.4 0.19 0.90 6.59 BMP #4 PR-1.5 0.19 0.96 6.59 BMP #5 PR-1.6 0.39 2.16 6.59 BMP #10 PR-1.7 0.22 1.21 6.59 BMP #12 PR-1.8 0.10 0.50 6.59 BMP #11 PR-1.9 0.05 0.24 6.59 POC-1 PR-1.10 0.04 0.19 6.59 POC-1 PR-1.11 0.0007 0.004 6.59 POC-1 EX-1 1.53 5.29 5.16 POC-1 PLSA 3802 Page 4 of 23 PROPOSED DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) DISCHARGE LOCATION PR-2 (tot) 0.42 2.25 6.59 POC-2 PR-2.1 0.03 0.15 6.59 BMP #6 PR-2.2 0.13 0.70 6.59 BMP #7 PR-2.3 0.04 0.24 6.59 BMP #8 PR-2.4 0.05 0.26 6.59 BMP #9 PR-2.5 0.02 0.10 6.59 BMP #13 PR-2.6 0.08 0.43 6.59 POC-2 PR-2.7 0.03 0.18 6.59 POC-2 PR-2.8 0.03 0.17 6.59 POC-2 PR-2.9 0.01 0.03 6.59 POC-2 EX-2 0.42 1.67 5.92 POC-2 Table 2. Proposed Condition Peak Drainage Flow Rates The peak flow rate for the 100-year, 6-hour storm for the entire analyzed area (both drainage basins at POC-1 and POC-2) was determined to be 10.27 cfs with a time of concentration of 5.0 minutes (minimum time of concentration per San Diego County Hydrology Manual used to calculate rainfall intensity for drainage basin of this size and amount of impervious area) discharging from the site. 1.4 Conclusions Based upon the analysis included in this report, the proposed onsite drainage system design is adequate to capture and convey runoff from the proposed project and discharge through a curb outlet on Grand Avenue, through a proposed retaining wall onto Hope Avenue’s alley and into curb inlets within the private drive, there is no diversion of flows. Once drainage reaches the intersection of Grand Avenue and Hope Avenue it will continue west before entering the public buried storm drain system through a curb inlet further west on Grand Avenue. Drainage that reaches the private drive inlets will be routed through a private buried storm drain that connects to the public buried storm drain under Carlsbad Village Drive. From here, the buried pipe network conveys storm water to the ultimate outlet location in the Buena Vista Lagoon. PLSA 3802 Page 5 of 23 1.5 References “San Diego County Hydrology Manual”, revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. “San Diego County Hydraulic Design Manual”, revised September 2014, County of San Diego, Department of Public Works, Flood Control Section “Engineering Standards, Volume 5: Carlsbad BMP Design Manual”, revised February 2016, City of Carlsbad Soil Survey Staff, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. Available online at http://websoilsurvey.nrcs.usda.gov. PLSA 3802 Page 6 of 23 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Rational Method (RM) equation, Q = CIA. The Rational Method formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity, and is the preferred method for drainage basins up to one square mile in size. The rainfall intensity (I) is equal to: I = 7.44 x P6 x D-0.645 Where: I = Intensity (in/hr) P6 = 6-hour precipitation (inches) D = duration (minutes – use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Q = CIA Where: Q = flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration/evaporation/absorption/etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop that falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. PLSA 3802 Page 7 of 23 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency’s (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths under 100 feet, and is dependent on land use and slope. 2.3 City of Carlsbad Standards The City of Carlsbad requires a Preliminary Hydrology Study be completed for projects larger than 1-acre per Form P-2: Development Permits. The City of Carlsbad has additional requirements for hydrology reports which are outlined in the Grading and Erosion Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. PLSA 3802 Page 8 of 23 3.0 HYDROLOGY MODEL OUTPUT 3.1 Pre-Developed Hydrologic Model Output (100 Year Event) Pre-Development: Q = CIA *Rational Method Equation P100 = 2.5 in *100-Year, 6-Hour Rainfall Precipitation Total Basin EX-1 & 2 (Onsite Drainage Basin) Total Area = 84,914 sf  1.95 Acres Impervious Area = 50,081 sf  1.15 Ac Pervious Area = 34,833 sf  0.79 Acres Cn, Weighted Runoff Coefficient, - 0.35, Cn value for natural ground, Type D Soils *Per San Diego County Hydrology Manual (SDCHM) Section 3.1.2 - 0.90, Cn value for developed/impervious surface *Per SDCHM Section 3.1.2 Cn = 0.35 x 34,833 + .9 x 50,081 sf = 0.67 84,914 sf Basin EX-1 (Onsite Drainage Basin – Discharging to POC-1) Total Area = 66,685 sf  1.53 Acres Cn = 0.67 Initial Slope ~2%, Land Use = 43 DU / AC zoning Ti = 4.0 mins *Table 3-2 per SDCHM Tt = {[11.9*(257ft / 5,280 ft/mile)^3]/2.55ft}^0.385 = 0.055 hours = 0.055 hours * 60 = 3.3 mins Tc = 4.0 + 3.3 = 7.3 min Tc = 7.3 min P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 7.3-0.645 ≈ 5.16 in/hr I100 ≈ 5.16 in/hr Q100 = C*I*A Q100 = 0.67 x 5.16 in/hr x 1.53 Ac = 5.29 cfs PLSA 3802 Page 9 of 23 Basin EX-2 (Onsite Drainage Basin – Discharging to POC-2) Total Area = 18,229 sf  0.42 Acres Cn = 0.67 Initial Slope ~1%, Land Use = 43 DU / AC zoning Ti = 4.5 mins *Table 3-2 per SDCHM Tt = {[11.9*(95ft / 5,280 ft/mile)^3]/1.14ft}^0.385 = .024 hours = .024 hours * 60 = 1.4 mins Tc = 4.5 + 1.4 = 5.9 min Tc = 5.9 min P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.9-0.645 ≈ 5.92 in/hr I100 ≈ 5.92 in/hr Q100 = C*I*A Q100 = 0.67 x 5.92 in/hr x 0.42 Ac = 1.67 cfs PLSA 3802 Page 10 of 23 3.2 Post-Developed Hydrologic Model Output (100-Year Event) Post-Development: Q = CIA *Rational Method Equation P100 = 2.5 in *100-Year, 6-Hour Rainfall Precipitation Total Site (Onsite Drainage Basin – Prior to Biofiltration Treatment) Total Area = 84,914 sf  1.95 Acres Impervious Area = 70,790 sf  1.63Ac Pervious Area = 14,124 sf  0.32 Ac Cn, Weighted Runoff Coefficient, - 0.35, Cn value for natural ground, Type D Soils *Per San Diego County Hydrology Manual (SDCHM) Section 3.1.2 - 0.90, Cn value for developed/impervious surface *Per SDCHM Section 3.1.2 Cn = 0.9 x 70,790 sf + 0.35 x 14,124 sf = 0.81 84,914 sf Subarea PR-1.1 (Discharging to BMP 1) Total Area = 5,452 sf  0.13 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.13 Ac = 0.67 cfs Subarea PR-1.2 (Discharging to BMP 2) Total Area = 4,838 sf  0.11 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr PLSA 3802 Page 11 of 23 Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.11 Ac = 0.59 cfs Subarea PR-1.3 (Discharging to BMP 3) Total Area = 5,825 sf  0.13 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.13 Ac = 0.71 cfs Subarea PR-1.4 (Discharging to BMP 4) Total Area = 8,124 sf  0.19 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.19 Ac = 1.00 cfs Subarea PR-1.5 (Discharging to BMP 5) Total Area = 8,104 sf  0.19 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.19 Ac = 0.99 cfs PLSA 3802 Page 12 of 23 Subarea PR-1.6 (Discharging to BMP 10) Total Area = 16,942 sf  0.39 Acres Cn = 0.81 Tc1 = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.39 Ac = 2.08 cfs Subarea PR-1.7 (Discharging to BMP 12) Total Area = 9,525 sf  0.22 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.22 Ac = 1.17 cfs Subarea PR-1.8 (Discharging to BMP 11) Total Area = 4,146 sf  0.10 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.10 Ac = 0.51 cfs PLSA 3802 Page 13 of 23 Subarea PR-1.9 (Discharging to POC-1) Total Area = 1,996 sf  0.05 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.05 Ac = 0.24 cfs Subarea PR-1.10 (Discharging to POC-1) Total Area = 1,557 sf  0.04 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.04 Ac = 0.19 cfs Subarea PR-1.11 (Discharging to POC-1) Total Area = 29 sf  0.0007 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.0007 Ac = 0.004 cfs PLSA 3802 Page 14 of 23 Total Basin PR-1 (Discharging to POC-1) Total Area = 66,538 sf  1.53 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 1.53 Ac = 8.15 cfs Subarea PR-2.1 (Discharging to BMP 6) Total Area = 1,219 sf  0.03 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.03 Ac = 0.15 cfs Subarea PR-2.2 (Discharging to BMP 7) Total Area = 5,679 sf  0.13 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.13 Ac = 0.70 cfs PLSA 3802 Page 15 of 23 Subarea PR-2.3 (Discharging to BMP 8) Total Area = 1,900 sf  0.04 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.04 Ac = 0.23 cfs Subarea PR-2.4 (Discharging to BMP 9) Total Area = 2,064 sf  0.05 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.05 Ac = 0.26 cfs Subarea PR-2.5 (Discharging to POC-2) Total Area = 776 sf  0.02 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.02 Ac = 0.10 cfs PLSA 3802 Page 16 of 23 Subarea PR-2.6 (Discharging to POC-2) Total Area = 3,565 sf  0.08 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.08 Ac = 0.43 cfs Subarea PR-2.7 (Discharging to POC-2) Total Area = 1,472 sf  0.03 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.03 Ac = 0.18 cfs Subarea PR-2.8 (Discharging to POC-2) Total Area = 1,406 sf  0.03 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.03 Ac = 0.17 cfs PLSA 3802 Page 17 of 23 Subarea PR-2.9 (Discharging to POC-2) Total Area = 250 sf  0.01 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.81 x 6.59 in/hr x 0.01 Ac = 0.03 cfs Total Basin PR-2 (Discharging to POC-2) Total Area = 18,540 sf  0.43 Acres Cn = 0.81 Tc = 5.0 min *Minimum time per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.80 x 6.59 in/hr x 0.42 Ac = 2.25 cfs Pre-Development vs. Post-Development (Undetained Runoff) Pre-Development (Basin EX-1) Post-Development (Total Basin) Delta Q100 = 6.96 cfs Q100 = 10.40 cfs 3.44 cfs = 8.15 cfs (PR-1) + 2.25 cfs (PR-2) *Total overall site runoff increased in proposed condition from pre-development site. Refer to the following section, Section 3.3, of this report for a discussion of detention system proposed to mitigate site to existing conditions. Also refer to the Appendix of this report for existing and proposed condition hydrology node maps showing discharge locations from the subject property. PLSA 3802 Page 18 of 23 3.3 Detention Analysis The onsite biofiltration basins provide pollutant control as well as mitigation of the 100- year, 6-hour storm event peak flow rate. A routing analysis was performed for the proposed biofiltration facilities to confirm peak flow will be detained and slowly released to match existing conditions. HydroCAD-10 has the ability to route the 100-year, 6-hour storm event inflow hydrograph (generated and modeled using RatHydro, which is a Rational Method Design Storm Hydrograph software that creates a hydrograph using the results of the Rational Method calculations) through each biofiltration facility. Based on the BMP cross-sectional geometry, stage-storage and outlet structure data, HydroCAD-10 has the ability to perform a dynamic / routing analysis and calculate the detained peak flow rate as well as detained time to peak. The results of this analysis can be found in Appendix B of the report. COMPARISON DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) EX-1 1.53 5.29 5.16 EX-2 0.42 1.67 5.92 EX BASIN (TOT) 1.95 6.96 - PR-1 1.53 8.15 6.59 PR-2 0.42 2.25 6.59 PR BASIN (Tot) 1.95 10.27 6.59 Table 3. Comparison of Peak Drainage Flow Rates – Undetained Condition PLSA 3802 Page 19 of 23 COMPARISON DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) DISCHARGE LOCATION PR-1.1(DET) 0.13 0.17 6.59 Out of BMP #1 PR-1.2(DET) 0.11 0.04 6.59 Out of BMP #2 PR-1.3(DET) 0.13 0.41 6.59 Out of BMP #3 PR-1.4(DET) 0.19 0.12 6.59 Out of BMP #4 PR-1.5(DET) 0.19 0.95 6.59 Out of BMP #5 PR-1.6(DET) 0.39 1.96 6.59 Out of BMP #10 PR-1.7(DET) 0.22 1.13 6.59 Out of BMP #12 PR-1.8(DET) 0.10 0.50 6.59 Out of BMP #11 PR-1.9(DET) 0.05 0.24 6.59 POC-1 PR-1.10(DET) 0.04 0.19 6.59 POC-1 PR-1.11(DET) 0.001 0.004 6.59 POC-1 PR-1(DET) 1.53 *4.44 6.59 POC-1 EX-1 1.53 5.29 5.16 POC-1 Table 4. Comparison of Peak Drainage Flow Rates – Detained Condition (POC-1) *Confluenced Q100 to POC-1. See below for subarea PR-1.6 time of concentration to POC-1. Runoff from PR-1.6 will leave BMP #10 and outlet onto Hope Avenue (alley) and will confluence with the remaining subareas at the intersection of Grand Avenue and Hope Avenue. PR-1.6 (BMP 10 to POC-1) Initial Slope ~0.5%, Land Use = 43 DU / AC zoning Ti = 5.3 mins *Table 3-2 per SDCHM Tt = {[11.9*(196ft / 5,280 ft/mile)^3]/0.95 ft}^0.385 = .059 hours = .059 hours * 60 = 3.5 mins Tc2 = 5.3 + 3.5 = 8.8 min Tc2 = 8.8 min Time of concentration to POC-1 = Tc1 + Tc2 Tc = 5.0 mins + 8.8 mins = 13.8 mins PLSA 3802 Page 20 of 23 Refer to AES calculation included in Appendix A of this report for confluencing of PR-1.6 with all of PR-1. All subareas besides PR-1.6 were assumed to have a five minute time of concentration leaving the site to the point of compliance (POC-1) based on discharge location. COMPARISON DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) DISCHARGE LOCATION PR-2.1(DET) 0.03 0.15 6.59 Out of BMP #6 PR-2.2(DET) 0.13 0.07 6.59 Out of BMP #7 PR-2.3(DET) 0.05 0.05 6.59 Out of BMP #8 PR-2.4(DET) 0.05 0.03 6.59 Out of BMP #9 PR-2.5 0.02 0.10 6.59 POC-2 PR-2.6 0.08 0.43 6.59 POC-2 PR-2.7 0.03 0.18 6.59 POC-2 PR-2.8 0.03 0.17 6.59 POC-2 PR-2.9 0.01 0.03 6.59 POC-2 PR-2 (DET) 0.42 1.08 6.59 POC-2 EX-2 0.42 1.67 5.92 POC-2 Table 3 above lists a summary of the results of the detention analysis as compared to the pre-project and post-project unmitigated peak flows. Based on the results of the HydroCAD-10 analysis, it was determined that the biofiltration basin facilities provide mitigation for the 100-year, 6-hour storm event peak flow rate by detaining the proposed condition to 5.52 cfs, which is below the existing condition Q100 of 6.96 cfs leaving the property. For additional information, refer to Appendix A of this Hydrology Report for the pre-and- post-developed project hydrologic node maps. Lastly, refer to Appendix B of this report for the HydroCAD-10 detailed output, which shows the dynamic routing of the 100-year, 6-hour storm event through the biofiltration basins and the resulting mitigated peak discharge leaving the subject property. PLSA 3802 Page 21 of 23 3.4 Hydromodification Analysis Refer to the project Storm Water Quality Management Plan (SWQMP) prepared by Pasco, Laret, Suiter & Associates under separate cover for discussion of hydromodification management strategy and compliance to satisfy the requirements of the MS4 Permit. 3.5 Storm Water Pollutant Control To meet the requirements of the MS4 Permit, the HMP biofiltration facility is designed to treat onsite storm water pollutants contained in the volume of runoff from a 24-hour, 85th percentile storm event by slowly infiltrating runoff through an engineered soil layer. Refer to the project Storm Water Quality Management Plan (SWQMP) prepared by Pasco, Laret, Suiter & Associates under separate cover for discussion of pollutant control. PLSA 3802 Page 22 of 23 4.0 APPENDIX San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/23/2022 Page 1 of 4 36 6 9 3 6 0 36 6 9 3 8 0 36 6 9 4 0 0 36 6 9 4 2 0 36 6 9 4 4 0 36 6 9 4 6 0 36 6 9 4 8 0 36 6 9 5 0 0 36 6 9 5 2 0 36 6 9 5 4 0 36 6 9 3 6 0 36 6 9 3 8 0 36 6 9 4 0 0 36 6 9 4 2 0 36 6 9 4 4 0 36 6 9 4 6 0 36 6 9 4 8 0 36 6 9 5 0 0 36 6 9 5 2 0 36 6 9 5 4 0 467830 467850 467870 467890 467910 467930 467950 467970 467830 467850 467870 467890 467910 467930 467950 467970 33° 9' 51'' N 11 7 ° 2 0 ' 4 2 ' ' W 33° 9' 51'' N 11 7 ° 2 0 ' 3 6 ' ' W 33° 9' 44'' N 11 7 ° 2 0 ' 4 2 ' ' W 33° 9' 44'' N 11 7 ° 2 0 ' 3 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 45 90 180 270Feet 0 10 20 40 60Meters Map Scale: 1:962 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. USDA = 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: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 24, 2020—Feb 12, 2020 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—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/23/2022 Page 2 of 4USDA = □ D D D D D D D D ,,..,,,. ,,..,,,. □ ■ ■ □ □ ,,..._., t-+-t ~ tllWI ,..,,. ~ • Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 4.6 100.0% Totals for Area of Interest 4.6 100.0% 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—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/23/2022 Page 3 of 4USDA = Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/23/2022 Page 4 of 4~ San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the “Regulating Agency” when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti) .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 SITE IL__·-----_--_I .L SITE I I I I I . . . . . . . . • . -) . ,-. ' ' . : . . . ,, .,,. . . -... ·, "~ ~ ~ . I I I I I · . --- . . -~ . . . . . . . . ,=' ·- --. . . . . . . . ' ~ e,a\H'1'Y 0 ~i.NDIEc;o • I -······_--___JI DPW ~GIS [lep:I.J""iJ7ient Di P11Mc Works Grn,r,..•pfll/,; /11furrr,.itiw1 &rv,t r.i-:; 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 0.5 0.4 0.3 0.2 0.1 ' ' " .... ' "r-.. ' ' .... i, .... .... ' • ' .... , ........ .... I'-,. 'r-. r-,, ' ... ... 'r-.. ' ' ..... .... , .... ,. ... • ' ' ' .... "r-,. ' ' ' ... ' .... , ' ' • ' 'r-.. ... ..... ' .... ,. ' ' .... , ' , .. ' 5 6 7 8 9 10 ·, .... • r-.., ·, ... , ·, .... , r-.r-. .. r-' ' ~ .. .. I" I'-"-""" , .. .. ~ ~ r-.r-, "'i-. '~ ~ .. .. .. , ... , .. 'i-. ~ ~ r-.,. '~ .. .. r-. I", .. .. "r-~ ....... .. ,. 'r-.. ... .. ~ .. 1'-i-,. ,, "", .. 15 20 30 Minutes .. .. '"" .... .. .... .. ~r-.. .. ~ ~ .. .. .. .. ~ .. ~ ~ ~ '"" ~ .. .. .. ""~ 40 50 Duration I = I = p6 = D = EQUATION 7.44 P6 D-0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) 'i', ... ' ... , .... i', ,i-.. ' ~ i', .... 'i-.. 1, 'i-.. 'r-- Ir-. ... , , ... 'i-.. ' I'-, 'i' '-i-.. 2 ', '' .. ' .... '' ' .. .. ""· ', ', ' ~ "" '' . .... , . .... , .. , ' I" .. ', '"" I" I" 3 Hours .. .. .. .. .. .. .. ~ ~ .. .. .. 4 5 6 O> i 0 ~ 7J ro 0 6.0 R 5.5 ~ 5.0 g 4.5 5' 0 4.0 ~ 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart . (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed . Application Form: (a) Selected frequency ___ year p (b) p6 = ---in., P24 = ---'P 6 = %(2J 24 (c) Adjusted p6<2l = ___ in. (d) tx = __ min . (e) I = __ in./hr . Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 -25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60 30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 ~ 0.69 1.03 1.38 1.72 2.0~ 2.41 2.76_ 3.10 3.45 3.79 c---4.13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 ,_~ 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 TI3 1.43 1.63 1.84 2.04 2.25 2 .45 120 0.34 0.51 0.613_ 0.85 ~ 1.19 1.36 1.53 1.70 1.87 2.04 --f--150 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE ~ W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W S S G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G GGG G G G G G G G G G G G G G G G G G G G G G G OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE E E E E E E E S S S S S S S W W W W W W W W W W W WWWWW 9"TP 9"TP 9"TP9"TP 7"TD4"TD 8"TD(4) 8"TD (4) 10"TD 12"TD 14 " T D 1 0 " T D 10"TD 6"TD 6"TD 16"TC 42"TC 16"TC 15"TC 12"TC 16"TP 16"TP 16"TP 16"TP 11"TD 11"TD 12"TD 11"TD 11"TD 12"TD 11"TP 11"TP X X X X X X X XXXX X X X X X X X X X X X X X X X X OEOEOEOEOEOEOEOEOEOEOEOE OE OEOE OE OE OE OE OE OE OE OE OE OE OE OEOE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOE OEOEOEOEOEOEOE OE OEOE OEOEOE OE OE OEOEOEOEOEOEOEOEOEOEOEOE O E OE OE OE OE OE OE RAMP WOOD WALL 71 70 70 69 69 69 69 6 9 69 69 69 68 68 68 68 68 68 68 68 68 67 67 67 67 6 6 66 66 65 65 65 65 65 65 65 6 5 65 65 65 65 64 64 64 6 4 64 64 6 4 64 64 63 63 63 63 6 3 63 63 63 63 63 63 63 63 62 62 62 CONC PAD MON. WELL GEO GRIDTRANS PAD MON. WELL 67.10 TC 66.65 FL 67.84 TC 67.30 FL 67.73 TC 67.24 FL 68.49 TC 68.06 FL 68.59 TC 68.09 FL 68.61 TC 68.22 FL 69.33 TC 68.87 FL 68.98 TC 68.47 FL 68.79 TC 68.35 FL 68.97 TC 68.58 FL 69.12 TC 68.70 FL 68.47 TC 68.10 FL 69.16 TC 68.81 FL 69.52 TC 69.16 FL 69.08 TC 68.56 FL 69.50 TC 69.23 FL 69.58 TC 69.50 FL 68.30 TC 68.27 FL 68.64 TC 68.19 FL 68.44 TC 68.03 FL 68.17 TC 67.74 FL 68.09 TC 67.70 FL 68.67 TC 68.67 FL 68.48 TC 68.43 FL 68.98 TC 68.48 FL 69.22 TC 68.78 FL 68.09 TC 67.65 FL 69.30 TC 68.84 FL 68.52 TC 68.04 FL 68.96 TC 68.59 FL 69.30 TC 68.80 FL 69.12 TC 68.70 FL 68.94 TC 68.54 FL 68.58 TC 68.16 FL 68.34 TC 67.95 FL 68.36 TC 67.93 FL 68.70 TC 68.28 FL 68.53 TC 68.08 FL 68.76 TC 68.76 FL 68.75 TC 68.31 FL67.95 TC 67.90 FL 67.41 TC 67.31 FL 65.86 TC 65.80 FL 65.20 TC 64.71 FL63.18 TC 62.73 FL 62.80 TC 62.31 FL 63.07 TC 63.04 FL 63.29 TC 63.25 FL 67.58 TC 67.08 FL 67.88 TC 67.44 FL 67.43 67.68 67.77 67.89 68.00 68.41 68.79 68.32 67.90 67.66 68.54 68.6 9 68.21 68.63 69.38 69.43 69.55 69.44 69.51 69.39 69.42 69.4969.4669.45 69.41 69.37 69.39 69.38 69.42 69.26 69.29 69.17 69.10 68.76 67.49 67.89 TC 67.51 FL 68.74 TC 68.24 FL 68.22 68.18 67.96 TC 67.56 FL 68.45 TC 68.00 FL 69.45 61.72 62.05 62.06 62.67 63.46 64.75 65.46 66.60 67.77 69.43 70.32 63.43 63.30 63.2162 . 2 6 62 . 1 9 62.95 61.70 61.51 61.42 61.8062.45 62.69 62 . 6 0 62.15 62.44 62 . 5 3 62.30 62.58 62.9362.52 62.63 62.55 63.09 62.84 62.95 63.32 63.00 63.16 62.56 63.13 62.37 TC 61.91 FL 62.41 TC 61.92 FL 63.04 TC 62.59 FL 63.65 TC 63.25 FL 64.83 TC 64.38 FL 66.04 TC 65.54 FL 66.80 TC 66.37 FL 68.05 TC 67.53 FL 69.79 TC 69.31 FL 70.65 TC 70.19 FL 68.93 TC 68.46 FL 67.95 TC 67.52 FL66.84 TC 66.32 FL65.03 TC 64.54 FL 63.90 TC 63.37 FL 62.19 TC 61.77 FL62.08 TC 61.62 FL 61.54 TC 61.49 FL 61.47 TC 61.39 FL 62.04 RIM 66.60 RIM 68.69 RIM 69.33 RIM 68.87 RIM 68.33 RIM 68.30 RIM 68.29 RIM 64.94 RIM 63.34 IE 66.29 IE62.38 TW 63.21 TW 68.02 TW 68.61 TW 67.60 TW 67.54 TW 70.75 TW 70.77 TW 70.83 TW 70.79 TW 70.79 TW 68.82 TW 65.22 TW 65.33 TW 68.77 TW 68.70 TW 62.1 63.8 64.4 64.563.862.7 63.3 63.7 64.2 64.763.363.6 69.70 TW 69.71 TW 69.71 TW 69.75 TW 70.42 TW 70.31 TW 74.23 TW 74.24 TW 69.59 TW 74.36 TW 69.54 TW 69.54 TW 68.21 TW 63.61 63 . 6 2 68 . 3 2 63.73 67 . 4 0 63.36 68 . 6 7 63 . 6 3 69.16 64.55 64.80 69.02 65 66 67 6 2 6968 67 65.33 64.35 63.2362.91 62.71 63.36 63.27 64.15 64.47 65.06 66.06 TC 65.77 FL 64.91 65.11 TC 64.64 FL 65.81 TC 65.50 FL EXISTING 1 STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING 1 STORY BUILDING EXISTING 1 STORY BUILDING CARLSBAD VILLAGE DRIVE HO P E A V E N U E GRAND AVENUE N 3 3 ° 5 7 ' 5 9 " W 6 1 . 9 0 ' N 11 ° 0 2 ' 0 1 " E 1 3 7 . 5 6 ' N 3 3 ° 5 7 ' 5 9 " W 2 0 9 . 9 4 ' N 3 3 ° 5 7 ' 2 9 " W 4 3 2 . 2 7 ' L=43.20' R=55.00' D=45°00'00" L=6.28' R=5.50' D=65°24'37" N 56° 00' 18" E 5.00'N 33° 57' 29" E 15.00' PCL 1 PM 2868 APN: 203-320-40 PORT. PARCEL A APN: 203-320-52 9'10' 19' 40 ' 40 ' 80 ' 30 ' BLOCK 67 MAP 775 30 ' 60 'N 56°00'18" E 328.77' BASIN EX-1 AREA = 66,675 SF = 1.53 AC EXISTING SIDEWALK UNDERDRAIN EXISTING CURB OUTLET BASIN EX-2 AREA = 18,239 SF = 0.42 AC POC-1 NODE EX-102 (61.35 FL) Q100= 5.29 CFS L = 2 5 7 ' NODE EX-200 (68.22 FS) L= 6 5 ' NODE EX-201 (68.15 FS) L= 9 5 ' NODE EX-202 (67.01 FS) L= 7 5 ' NODE EX-101 (63.9 FG) POC-2 EX-2 Q100= 1.67 CFS LEGEND PLAN VIEW - EXISTING HYDROLOGY SCALE: 1" = 30' HORIZONTAL EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD EXISTING EASEMENTS PROPOSED LOT LINE ADJACENT LOT LINE SETBACK LINE EXISTING CONTOUR EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING STORM DRAIN (SIZE AND MATERIAL PER PLAN) EXISTING EX-1 DRAINAGE BASIN BOUNDARY EXISTING EX-2 DRAINAGE BASIN BOUNDARY EXITING PERVIOUS AREA J:\ACTIVE JOBS\3802 WERMERS\CIVIL\REPORTS\HYDROLOGY\DISCRETIONARY\0_APPENDIX\3802-CV-HYDE.DWG 0 30 60 80 SCALE: 1" = 30 HORIZONTAL AREA CALCULATIONS - TOTAL BASIN BASIN TOTAL AREA 84,914 SF (1.95 AC) BASIN IMPERVIOUS AREA 50,081 SF (1.15 AC) BASIN PERVIOUS AREA 34,833 SF (0.79 AC) % IMPERVIOUS 58.9% Cn 0.67 AREA CALCULATIONS - BASIN EX-2 BASIN EX-2 TOTAL AREA 18,229 SF (0.42 AC) Cn 0.67 TIME OF CONCENTRATION 5.9 MINUTES (SEE HYDROLOGY REPORT) Q100 1.67 CFS AREA CALCULATIONS - BASIN EX-1 BASIN EX-1 TOTAL AREA 66,685 SF (1.53 AC) Cn 0.67 TIME OF CONCENTRATION 7.3 MINUTES (SEE HYDROLOGY REPORT) Q100 5.29 CFS - l --- X ' I --% ' \ ' ' ' ' I I --lb~' r,.,--..'ltt-r'-,,I --~ I ___ ) -===I~== -=/=L=='-SS,r"'7"'~=== -\__ , ~ - +-~ ~ 64.BSi:i - ---- / / / "- ---'-:,,. -',.~ ~ ~ if ... ,_ ,_ ~ ~ / [±L ==!=II /_ M.68TC "- 6/UtiFL r " I I ( ) I 'Ii I \ = == _J =·---------~L -__j---=:-r: __ I::( _j_ _l_ - - I I I 0 I /1+--- , / x+-- 1 f ,, - . . ' -----------------~ - I I , . I I I I I I I • I - • T1j @ <f I I I I I I I - I I I I I I ' I ------ - - - PASCO LARET SUITER ~ ii\SSO)t!ii\ii'IES San Diego I Solana Beach I Orange County Phone 858.259.82121 www.plsaengineering.com 9"TP 9"TP 9"TP9"TP 7"TD4"TD 8"TD(4) 8"TD (4) 10"TD 12"TD 14" T D 1 0 " T D 10"TD 6"TD 6"TD 16"TC 42"TC 16"TC 15"TC 12"TC 16"TP 16"TP 16"TP 16"TP 11"TD 11"TD 12"TD 11"TD 11"TD 12"TD 11"TP 11"TP X X X X X X X XXXX X X X X X X X X X X X X X X X X OEOEOEOEOEOEOEOEOEOEOEOE OE OEOE OE OE OE OE OE OE OE OE OE OE OE OEOE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOE OEOEOEOEOEOEOE OE OEOE OEOEOE OE OE OEOEOEOEOEOEOEOEOEOEOEOE OE OE OE OE OE OE RAMP WOOD WALL 71 70 70 69 69 69 69 6 9 69 69 69 68 68 68 68 68 68 68 68 68 67 67 67 67 6 6 66 66 65 65 65 65 65 65 65 6 5 65 65 65 65 64 64 64 6 4 64 64 6 4 64 64 63 63 63 63 6 3 63 63 63 63 63 63 63 63 62 62 62 CONC PAD MON. WELL GEO GRIDTRANS PAD MON. WELL 67.10 TC 66.65 FL 67.84 TC 67.30 FL 67.73 TC 67.24 FL 68.49 TC 68.06 FL 68.59 TC 68.09 FL 68.61 TC 68.22 FL 69.33 TC 68.87 FL 68.98 TC 68.47 FL 68.79 TC 68.35 FL 68.97 TC 68.58 FL 69.12 TC 68.70 FL 68.47 TC 68.10 FL 69.16 TC 68.81 FL 69.52 TC 69.16 FL 69.08 TC 68.56 FL 69.50 TC 69.23 FL 69.58 TC 69.50 FL 68.30 TC 68.27 FL 68.64 TC 68.19 FL 68.44 TC 68.03 FL 68.17 TC 67.74 FL 68.09 TC 67.70 FL 68.67 TC 68.67 FL 68.48 TC 68.43 FL 68.98 TC 68.48 FL 69.22 TC 68.78 FL 68.09 TC 67.65 FL 69.30 TC 68.84 FL 68.52 TC 68.04 FL 68.96 TC 68.59 FL 69.30 TC 68.80 FL 69.12 TC 68.70 FL 68.94 TC 68.54 FL 68.58 TC 68.16 FL 68.34 TC 67.95 FL 68.36 TC 67.93 FL 68.70 TC 68.28 FL 68.53 TC 68.08 FL 68.76 TC 68.76 FL 68.75 TC 68.31 FL67.95 TC 67.90 FL 67.41 TC 67.31 FL 65.86 TC 65.80 FL 65.20 TC 64.71 FL63.18 TC 62.73 FL 62.80 TC 62.31 FL 63.07 TC 63.04 FL 63.29 TC 63.25 FL 67.58 TC 67.08 FL 67.88 TC 67.44 FL 67.43 67.68 67.77 67.89 68.00 68.41 68.79 68.32 67.90 67.66 68.54 68.6 9 68.21 68.63 69.38 69.43 69.55 69.44 69.51 69.39 69.42 69.4969.4669.45 69.41 69.37 69.39 69.38 69.42 69.26 69.29 69.17 69.10 68.76 67.49 67.89 TC 67.51 FL 68.74 TC 68.24 FL 68.22 68.18 67.96 TC 67.56 FL 68.45 TC 68.00 FL 69.45 61.72 62.05 62.06 62.67 63.46 64.75 65.46 66.60 67.77 69.43 70.32 63.43 63.30 63.2162 . 2 6 62 . 1 9 62.95 61.70 61.51 61.42 61.8062.45 62.69 62 . 6 0 62.15 62.44 62 . 5 3 62.30 62.58 62.9362.52 62.63 62.55 63.09 62.84 62.95 63.32 63.00 63.16 62.56 63.13 62.37 TC 61.91 FL 62.41 TC 61.92 FL 63.04 TC 62.59 FL 63.65 TC 63.25 FL 64.83 TC 64.38 FL 66.04 TC 65.54 FL 66.80 TC 66.37 FL 68.05 TC 67.53 FL 69.79 TC 69.31 FL 70.65 TC 70.19 FL 68.93 TC 68.46 FL 67.95 TC 67.52 FL66.84 TC 66.32 FL65.03 TC 64.54 FL 63.90 TC 63.37 FL 62.19 TC 61.77 FL62.08 TC 61.62 FL 61.54 TC 61.49 FL 61.47 TC 61.39 FL 62.04 RIM 66.60 RIM 68.69 RIM 69.33 RIM 68.87 RIM 68.33 RIM 68.30 RIM 68.29 RIM 64.94 RIM 63.34 IE 66.29 IE62.38 TW 63.21 TW 68.02 TW 68.61 TW 67.60 TW 67.54 TW 70.75 TW 70.77 TW 70.83 TW 70.79 TW 70.79 TW 68.82 TW 65.22 TW 65.33 TW 68.77 TW 68.70 TW 62.1 63.8 64.4 64.563.862.7 63.3 63.7 64.2 64.763.363.6 69.70 TW 69.71 TW 69.71 TW 69.75 TW 70.42 TW 70.31 TW 74.23 TW 74.24 TW 69.59 TW 74.36 TW 69.54 TW 69.54 TW 68.21 TW 63.61 63 . 6 2 68 . 3 2 63.73 67 . 4 0 63.36 68 . 6 7 63 . 6 3 69.16 64.55 64.80 69.02 65 66 67 6 2 6968 67 65.33 64.35 63.2362.91 62.71 63.36 63.27 64.15 64.47 65.06 66.06 TC 65.77 FL 64.91 65.11 TC 64.64 FL 65.81 TC 65.50 FL EXISTING 1 STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING MULTI STORY BUILDING EXISTING 1 STORY BUILDING EXISTING 1 STORY BUILDING XXXXX X XXXXXX X X X X X X X XXXXXX X X X X X X X X X X X X X X X X X X XXXXXX X X X X X X X OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE E E E E E E SD SD SD SD SD SD SD SD SD SD SD SD SD S S S S S S S S S S 1ST FF = 68.60 1ST FF = 68.60 1ST FF = 68.60 COURTYARD COURTYARD ME T E R S ME T E R S 1ST FF = 68.60 1ST FF = 68.60 1ST FF = 68.60 LEASING POOL L= 5 0 ' L= 1 9 6 ' L=43.20' R=55.00' D=45°00'00" L=6.28' R=5.50' D=65°24'37" N 56° 00' 18" E 5.00' N 33° 57' 29" E 15.00' 9'10' 19' 50 ' 40 ' 90 ' 30 ' 30 ' 60 ' CARLSBAD VILLAGE DRIVE HO P E A V E N U E GRAND AVENUE N 3 3 ° 5 7 ' 5 9 " W 6 1 . 9 0 ' N 11 ° 0 2 ' 0 1 " E 1 3 7 . 5 6 ' N 3 3 ° 5 7 ' 5 9 " W 2 0 9 . 9 4 ' PCL 1 PM 2868 APN: 203-320-40 PORT. PARCEL A APN: 203-320-52 BLOCK 67 MAP 775 N 56°00'18" E 328.77' BMP 13 10-FT DIAMETER TREE WELL PR-1 Q100= 8.15 CFS (UNMIT) Q100= 4.44 CFS (MIT) L=47.12' R=60.00' D=45°00'00" SUBAREA 2.6 AREA =3,565 SF =0.08 AC SUBAREA 2.8 A=1,406 SF =.03 AC PR-2 Q100= 2.25 CFS (UNMIT) Q100= 1.08 CFS (MIT) EX SD CO PER DWG 515-5A (RIM: 67.99) (IE: 63.30) EXISTING 24" RCP STORM DRAIN DWG 803-8 EXISTING 18" H.D.PE. STORM DRAIN PER DWG 515-5A EX SD CO PER DWG 515-5A (RIM: 68.34) (IE: 63.37) EX SD CO / MODULAR WETLAND SYSTEM PER DWG 515-5A (RIM: 68.20) (IE: 63.50) EXISTING MODULAR WETLAND SYSTEM PER DWG 515-5A EX SD CO (RIM: 68.64) (IE OUT: 64.24) EXISTING SD INLET EXISTING 24" RCP STORM DRAIN DWG 803-8 TOTAL BASIN AREA =84,914 SF =1.95 AC N 55°58'09" E 35.02' N 56°51'49" E 162.88' N 3 3 ° 5 7 ' 2 9 " E 4 2 6 . 7 5 ' N 33° 58' 05" E 2.98' SUB AREA 1.1 =5,452 SF =0.13 AC SUB AREA 1.2 =4,838 SF =0.11 AC SUB AREA 1.3 =5,825 SF =0.13 AC SUB AREA 1.5 = 8,104 SF =0.19 AC SUB AREA 1.4 =8,124 SF =0.19 AC SUB AREA 2.2 =5,679 SF =0.13 AC SUB AREA 2.1 =1,219 SF =0.03 AC PORT. SUB AREA 1.6 =9,594 SF =0.22 AC PORT. SUB AREA 1.6 =7,348 SF =0.17 AC SUB AREA 1.8 =4,146 SF =0.10 AC BMP 2 A =317 SF BMP 5 A =264 SF BMP 3 A =235 SF BMP 4 A =443 SF BMP 7 A =615 SF BMP 8 A =400 SF BMP 9 A =253 SF BMP 10 A =555 SF BMP 1 A =268 SF SUB AREA 1.9 =1,996 SF =0.05 AC SUB AREA 2.5 =776 SF =0.02 AC SUB AREA 2.9 = 250 SF BMP 6 A=164 SF SUB AREA 2.3 =1,900 SF =0.04 AC SUB AREA 2.4 =2,064 SF =0.05 AC SUB AREA 1.7 =9,525 SF =0.22 AC SUBAREA 2.7 A=1,517 SF =.03 AC SUB AREA 1.10 =1,557 SF =0.04 AC SUB AREA 1.11 =29 SF =0.001 AC BMP 12 A=271 SF BMP 11 A=139 SF 62.9 IE (61.75 FL) (62.35 FL) (61.4 FL) BASIN PR-1 =66,538 SF =1.53 AC BASIN PR-2 =18,376 SF =0.42 AC LEGEND PLAN VIEW - PROPOSED HYDROLOGY SCALE: 1" = 30' HORIZONTAL EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD EXISTING EASEMENTS PROPOSED LOT LINE ADJACENT LOT LINE SETBACK LINE EXISTING CONTOUR PROPOSED CONTOUR PROPOSED BUILDING FOOT PRINT PROPOSED FLOW LINE PROPOSED DIRECTION OF FLOW PROPOSED MAJOR DRAINAGE BASIN PR-1 PROPOSED MAJOR DRAINAGE BASIN PR-2 PROPOSED BASIN SUBAREAS PROPOSED IMPERVIOUS AREA PROPOSED BIOFILTRATION BMP J:\ACTIVE JOBS\3802 WERMERS\CIVIL\REPORTS\HYDROLOGY\_FINAL\APPENDIX\3802-CV-HYDD.DWG 0 30 60 80 SCALE: 1" = 30 HORIZONTAL AREA CALCULATIONS - TOTAL DRAINAGE AREA ANALYZED TOTAL AREA 84,914 SF (1.95 AC) IMPERVIOUS AREA 70,790 SF (1.63 AC) PERVIOUS AREA 14,124 SF (0.32 AC) % IMPERVIOUS 83.4% Cn 0.78 AREA CALCULATIONS - BASIN PR-1 BASIN PR-1 TOTAL AREA 66,538 SF (1.53 AC) Cn 0.81 TIME OF CONCENTRATION 5.0 MINUTES (SEE HYDROLOGY REPORT) Q100 (UNMIT)8.15 CFS Q100 (MIT)*4.44 CFS AREA CALCULATIONS - BASIN PR-2 BASIN PR-2 TOTAL AREA 18,376 SF (0.42 AC) Cn 0.81 TIME OF CONCENTRATION 5.0 MINUTES (SEE HYDROLOGY REPORT) Q100 (UNMIT)2.25 CFS Q100 (MIT)1.08 CFS PLSA 3802 * = CONFLUENCED Q100 TO POC-1. REFER TO HYDROLOGY REPORT FOR SUBAREA 1.6 TIME OF CONCENTRATION CALCULATIONS TO POC-1. REFER TO APPENDIX OF REPORT FOR AES CALCULATIONS SHOWING CONFLUENCE OF STREAMS LEAVING BIOFILTRATION RAISED PLANTERS. ) X - •.. J . ·• I I I I I I I • 1 [ ! Ii I I I X I I -.. .. .. . . . .. ~" . . . . . . / ' '\ • \\ '\ '-.,,.. ..c:::=:~~====== r-----, '-'-'-' I i I \ Ji \ I I / I I I I I I I I I , 1 I I I I t I I \ 1 1 I I I I I I \ I I I _...,,/n n / I I I I \ I I l I l,~----~I l _________ J X X • X / I X X I I / -__ / _J __ ? " .. ' I I I 1 me· ii ~ .. .. . . ,. . .. I '\ .. . / L _JJ / / / \ \ - / / / • - .. .,:-. ... I.; ':.', :• -. I • .. ... .... . . . .. ' .. .... .... . . . . . .. ; / I / / t' I I \ I /'+--I I I I I X I I I I I , . I -------- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + SUBAREA 1 2 3 4 5 6 7 8 9 10 11 TOTAL SUBAREA 1 2 3 4 5 6 7 8 9 TOTAL AREA (SF) 5452 4838 5825 8124 8104 16942 9525 4146 1996 1557 29 66538 AREA (SF) 1219 5679 1900 2109 776 3565 1472 1406 250 18376 BASIN PR-1 AREA (AC) BMP AREA (SF) C Q100 (UNMIT) Q100 (MIT) 0.13 268 0.81 0.67 0.17 0.11 317 0.81 0.59 0.04 0.13 235 081 071 0.41 0.19 443 0.81 1.00 0.12 0.19 264 081 0.99 0.95 0.39 555 081 2.08 1.96 0.22 271 0.81 1.17 1.13 0.10 139 081 0.51 0.50 0.05 -0.81 0.24 0.24 0.04 -081 0.19 0.19 0.00 -0.81 0.00 0.004 1.53 2492 -8.15 *4.44 BASIN PR-2 AREA (AC) BMP AREA (SF) C Q100 (UNMIT) Q100 (MIT) 003 164 0.81 0.15 0.02 0.13 615 0.81 0.70 0.07 0.04 400 0.81 0.23 0.05 0.05 253 0.81 0.26 0.03 0.02 -0.81 0.10 0.10 0.08 -0.81 0.44 0.44 0.03 -0.81 0.18 0.18 0.03 -0.81 0.17 017 0.01 -0.81 0.03 003 0.42 1432 -2.25 109 PLSAENGINEERING.COM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Mar 29 2024 D-25 CURB OUTLET (SUB AREAS 1-5, 11 & 12) Rectangular Bottom Width (ft) = 3.00 Total Depth (ft) = 0.25 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 3.15 Highlighted Depth (ft) = 0.23 Q (cfs) = 3.150 Area (sqft) = 0.69 Velocity (ft/s) = 4.57 Wetted Perim (ft) = 3.46 Crit Depth, Yc (ft) = 0.25 Top Width (ft) = 3.00 EGL (ft) = 0.55 0 .5 1 1.5 2 2.5 3 3.5 4 Elev (ft) Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1452 Analysis prepared by: ---------------------------------------------------------------------------- FILE NAME: PR_3802.DAT TIME/DATE OF STUDY: 12:08 04/02/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.810 NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.59 TOTAL AREA(ACRES) = 1.14 TOTAL RUNOFF(CFS) = 3.73 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.80 RAIN INTENSITY(INCH/HOUR) = 3.42 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 1.96 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.96 13.80 3.422 0.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 104.00 = 0.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.73 5.00 6.587 1.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 104.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.44 5.00 6.587 2 3.90 13.80 3.422 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.44 Tc(MIN.) = 5.00 TOTAL AREA(ACRES) = 1.5 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 5.00 PEAK FLOW RATE(CFS) = 4.44 ============================================================================ Sum of peak flows from PR-1.1-1.5, PR-1.7-PR-1.11 assuming 5.0 min. Tc to POC-1 * ** **Tc is the 5.0 min Tc to BMP 10 with the 8.8 min Tc to POC-1 ============================================================================ END OF RATIONAL METHOD ANALYSIS PLSA 3802 Page 23 of 23 APPENDIX B: HYDROCAD-10 SUPPORTING MATERIAL 1L Inflow BMP-1 1P BMP-1 2L Inflow BMP-2 2P BMP-2 3L Inflow BMP-3 3P BMP-3 4L Inflow BMP-4 4P BMP-4 5L Inflow BMP-5 5P BMP-5 6L Inflow BMP-6 6P BMP-6 7L Inflow BMP-7 7P BMP-7 8L Inflow BMP-8 8P BMP-8 9L Inflow BMP-9 9P BMP-9 Routing Diagram for 3802 Prepared by Pasco Laret Suiter & Assoc, Printed 4/2/2024 HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 2HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow BMP-1 Inflow =0.67 cfs @ 4.08 hrs, Volume=0.013 af Primary =0.67 cfs @ 4.08 hrs, Volume=0.013 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1P : BMP-1 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-1 RatHydro adj.csv Link 1L: Inflow BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGE Imported from BMP-1 RatHydro adj.csv 0.67 cfs 0.67 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 3HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP-1 Inflow =0.67 cfs @ 4.08 hrs, Volume=0.013 af Outflow =0.17 cfs @ 4.16 hrs, Volume=0.008 af, Atten= 75%, Lag= 4.7 min Primary =0.17 cfs @ 4.16 hrs, Volume=0.008 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.86' @ 4.16 hrs Surf.Area= 268 sf Storage= 405 cf Plug-Flow detention time= 50.3 min calculated for 0.008 af (61% of inflow) Center-of-Mass det. time= 42.1 min ( 278.9 - 236.8 ) Volume Invert Avail.Storage Storage Description #1 97.50'442 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 268 0.0 0 0 268 98.25 268 40.0 80 80 312 100.00 268 20.0 94 174 413 101.00 268 100.0 268 442 471 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #5 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.17 cfs @ 4.16 hrs HW=100.86' (Free Discharge) 1=Culvert (Passes 0.17 cfs of 1.67 cfs potential flow) 2=Orifice (Passes 0.03 cfs of 1.60 cfs potential flow) 5=Infiltration through soil (Exfiltration Controls 0.03 cfs) 3=Grate (Weir Controls 0.07 cfs @ 0.57 fps) 4=Grate (Weir Controls 0.07 cfs @ 0.57 fps) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 4HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 1P: BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=100.86' Storage=405 cf 0.67 cfs 0.17 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 5HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 2L: Inflow BMP-2 Inflow =0.59 cfs @ 4.08 hrs, Volume=0.010 af Primary =0.59 cfs @ 4.08 hrs, Volume=0.010 af, Atten= 0%, Lag= 0.0 min Routed to Pond 2P : BMP-2 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-2 RatHydro adj.csv Link 2L: Inflow BMP-2 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGE Imported from BMP-2 RatHydro adj.csv 0.59 cfs 0.59 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 6HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP-2 Inflow =0.59 cfs @ 4.08 hrs, Volume=0.010 af Outflow =0.04 cfs @ 3.69 hrs, Volume=0.007 af, Atten= 94%, Lag= 0.0 min Primary =0.04 cfs @ 3.69 hrs, Volume=0.007 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.49' @ 4.30 hrs Surf.Area= 317 sf Storage= 363 cf Plug-Flow detention time= 55.9 min calculated for 0.007 af (69% of inflow) Center-of-Mass det. time= 51.2 min ( 289.9 - 238.7 ) Volume Invert Avail.Storage Storage Description #1 97.50'523 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 317 0.0 0 0 317 98.25 317 40.0 95 95 364 100.00 317 20.0 111 206 475 101.00 317 100.0 317 523 538 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #5 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.04 cfs @ 3.69 hrs HW=97.89' (Free Discharge) 1=Culvert (Passes 0.04 cfs of 0.28 cfs potential flow) 2=Orifice (Passes 0.04 cfs of 0.06 cfs potential flow) 5=Infiltration through soil (Exfiltration Controls 0.04 cfs) 3=Grate ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 7HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 2P: BMP-2 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=100.49' Storage=363 cf 0.59 cfs 0.04 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 8HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 3L: Inflow BMP-3 Inflow =0.71 cfs @ 4.08 hrs, Volume=0.013 af Primary =0.71 cfs @ 4.08 hrs, Volume=0.013 af, Atten= 0%, Lag= 0.0 min Routed to Pond 3P : BMP-3 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-3 RatHydro adj.csv Link 3L: Inflow BMP-3 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGE Imported from BMP-3 RatHydro adj.csv 0.71 cfs 0.71 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 9HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP-3 Inflow =0.71 cfs @ 4.08 hrs, Volume=0.013 af Outflow =0.41 cfs @ 4.13 hrs, Volume=0.010 af, Atten= 42%, Lag= 2.7 min Primary =0.41 cfs @ 4.13 hrs, Volume=0.010 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.85' @ 4.13 hrs Surf.Area= 235 sf Storage= 354 cf Plug-Flow detention time= 37.3 min calculated for 0.010 af (78% of inflow) Center-of-Mass det. time= 32.7 min ( 269.7 - 237.0 ) Volume Invert Avail.Storage Storage Description #1 97.50'388 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 235 0.0 0 0 235 98.25 235 40.0 71 71 276 100.00 235 20.0 82 153 371 101.00 235 100.0 235 388 425 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice X 2.00 C= 0.600 Limited to weir flow at low heads #3 Device 1 100.50'6.00" W x 4.00" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #5 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.41 cfs @ 4.13 hrs HW=100.85' (Free Discharge) 1=Culvert (Passes 0.41 cfs of 1.67 cfs potential flow) 2=Orifice (Passes 0.03 cfs of 3.19 cfs potential flow) 5=Infiltration through soil (Exfiltration Controls 0.03 cfs) 3=Orifice (Orifice Controls 0.33 cfs @ 2.00 fps) 4=Grate (Weir Controls 0.05 cfs @ 0.50 fps) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 10HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 3P: BMP-3 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=100.85' Storage=354 cf 0.71 cfs 0.41 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 11HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 4L: Inflow BMP-4 Inflow =1.00 cfs @ 4.08 hrs, Volume=0.024 af Primary =1.00 cfs @ 4.08 hrs, Volume=0.024 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4P : BMP-4 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-4 RatHydro adj.csv Link 4L: Inflow BMP-4 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 1 0 DISCHARGE Imported from BMP-4 RatHydro adj.csv 1.00 cfs 1.00 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 12HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: BMP-4 Inflow =1.00 cfs @ 4.08 hrs, Volume=0.024 af Outflow =0.12 cfs @ 4.23 hrs, Volume=0.014 af, Atten= 88%, Lag= 9.1 min Primary =0.12 cfs @ 4.23 hrs, Volume=0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.84' @ 4.23 hrs Surf.Area= 443 sf Storage= 662 cf Plug-Flow detention time= 52.2 min calculated for 0.014 af (60% of inflow) Center-of-Mass det. time= 38.4 min ( 270.7 - 232.3 ) Volume Invert Avail.Storage Storage Description #1 97.50'731 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 443 0.0 0 0 443 98.25 443 40.0 133 133 499 100.00 443 20.0 155 288 630 101.00 443 100.0 443 731 704 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #5 Device 1 100.83'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #6 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.12 cfs @ 4.23 hrs HW=100.84' (Free Discharge) 1=Culvert (Passes 0.12 cfs of 1.66 cfs potential flow) 2=Orifice (Passes 0.05 cfs of 1.59 cfs potential flow) 6=Infiltration through soil (Exfiltration Controls 0.05 cfs) 3=Grate (Weir Controls 0.02 cfs @ 0.39 fps) 4=Grate (Weir Controls 0.02 cfs @ 0.39 fps) 5=Grate (Weir Controls 0.02 cfs @ 0.39 fps) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 13HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 4P: BMP-4 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 1 0 Peak Elev=100.84' Storage=662 cf 1.00 cfs 0.12 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 14HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 5L: Inflow BMP-5 Inflow =0.99 cfs @ 4.08 hrs, Volume=0.024 af Primary =0.99 cfs @ 4.08 hrs, Volume=0.024 af, Atten= 0%, Lag= 0.0 min Routed to Pond 5P : BMP-5 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-5 RatHydro adj.csv Link 5L: Inflow BMP-5 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 1 0 DISCHARGE Imported from BMP-5 RatHydro adj.csv 0.99 cfs 0.99 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 15HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5P: BMP-5 Inflow =0.99 cfs @ 4.08 hrs, Volume=0.024 af Outflow =0.95 cfs @ 4.09 hrs, Volume=0.020 af, Atten= 4%, Lag= 0.5 min Primary =0.95 cfs @ 4.09 hrs, Volume=0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.67' @ 4.09 hrs Surf.Area= 264 sf Storage= 349 cf Plug-Flow detention time= 30.6 min calculated for 0.020 af (85% of inflow) Center-of-Mass det. time= 24.7 min ( 257.0 - 232.3 ) Volume Invert Avail.Storage Storage Description #1 97.50'436 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 264 0.0 0 0 264 98.25 264 40.0 79 79 307 100.00 264 20.0 92 172 408 101.00 264 100.0 264 436 466 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 100.50'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.95 cfs @ 4.09 hrs HW=100.67' (Free Discharge) 1=Culvert (Passes 0.95 cfs of 1.62 cfs potential flow) 2=Orifice (Passes 0.03 cfs of 1.54 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.03 cfs) 3=Grate (Weir Controls 0.92 cfs @ 1.35 fps) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 16HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 5P: BMP-5 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 1 0 Peak Elev=100.67' Storage=349 cf 0.99 cfs 0.95 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 17HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 6L: Inflow BMP-6 Inflow = 0.15 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.15 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 6P : BMP-6 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-6 RatHydro.csv Link 6L: Inflow BMP-6 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from BMP-6 RatHydro.csv 0.15 cfs 0.15 cfs D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 18HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: BMP-6 Inflow =0.15 cfs @ 4.08 hrs, Volume=0.002 af Outflow =0.02 cfs @ 4.03 hrs, Volume=0.001 af, Atten= 87%, Lag= 0.0 min Primary =0.02 cfs @ 4.03 hrs, Volume=0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 98.73' @ 4.16 hrs Surf.Area= 164 sf Storage= 65 cf Plug-Flow detention time= 25.1 min calculated for 0.001 af (78% of inflow) Center-of-Mass det. time= 24.0 min ( 267.0 - 243.0 ) Volume Invert Avail.Storage Storage Description #1 97.50'353 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 164 0.0 0 0 164 98.25 164 40.0 49 49 198 100.00 164 20.0 57 107 277 101.00 164 100.0 164 271 323 101.50 164 100.0 82 353 346 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 101.33'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.02 cfs @ 4.03 hrs HW=97.89' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 0.29 cfs potential flow) 2=Orifice (Passes 0.02 cfs of 0.06 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.02 cfs) 3=Grate ( Controls 0.00 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 19HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 6P: BMP-6 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=98.73' Storage=65 cf 0.15 cfs 0.02 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 20HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 7L: Inflow BMP-7 Inflow =0.70 cfs @ 4.08 hrs, Volume=0.013 af Primary =0.70 cfs @ 4.08 hrs, Volume=0.013 af, Atten= 0%, Lag= 0.0 min Routed to Pond 7P : BMP-7 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-7 RatHydro adj.csv Link 7L: Inflow BMP-7 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGE Imported from BMP-7 RatHydro adj.csv 0.70 cfs 0.70 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 21HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: BMP-7 Inflow =0.70 cfs @ 4.08 hrs, Volume=0.013 af Outflow =0.07 cfs @ 3.79 hrs, Volume=0.012 af, Atten= 90%, Lag= 0.0 min Primary =0.07 cfs @ 3.79 hrs, Volume=0.012 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.86' @ 4.36 hrs Surf.Area= 615 sf Storage= 382 cf Plug-Flow detention time= 43.1 min calculated for 0.012 af (88% of inflow) Center-of-Mass det. time= 40.5 min ( 277.4 - 236.9 ) Volume Invert Avail.Storage Storage Description #1 97.50'1,322 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 615 0.0 0 0 615 98.25 615 40.0 185 185 681 100.00 615 20.0 215 400 835 101.00 615 100.0 615 1,015 923 101.50 615 100.0 308 1,322 967 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 101.33'24.00" x 24.00" Horiz. Grate C= 0.600 in 24.00" x 24.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.07 cfs @ 3.79 hrs HW=97.94' (Free Discharge) 1=Culvert (Passes 0.07 cfs of 0.35 cfs potential flow) 2=Orifice (Passes 0.07 cfs of 0.10 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.07 cfs) 3=Grate ( Controls 0.00 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 22HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 7P: BMP-7 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=99.86' Storage=382 cf 0.70 cfs 0.07 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 5/20/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Link 8L: Inflow BMP-8 Inflow = 0.24 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.24 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-8 RatHydro adj.csv Link 8L: Inflow BMP-8 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from BMP-8 RatHydro adj.csv 0.24 cfs 0.24 cfs D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 5/20/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Pond 8P: BMP-8 Inflow = 0.24 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.05 cfs @ 4.14 hrs, Volume= 0.001 af, Atten= 81%, Lag= 3.4 min Primary = 0.05 cfs @ 4.14 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 97.91' @ 4.15 hrs Surf.Area= 400 sf Storage= 66 cf Plug-Flow detention time= 14.9 min calculated for 0.001 af (45% of inflow) Center-of-Mass det. time= 13.2 min ( 258.2 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 860 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) (sq-ft) 97.50 400 0.0 0 0 400 98.25 400 40.0 120 120 453 100.00 400 20.0 140 260 577 101.00 400 100.0 400 660 648 101.50 400 100.0 200 860 684 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 #3 Device 1 101.33'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.05 cfs @ 4.14 hrs HW=97.91' (Free Discharge) 1=Culvert (Passes 0.05 cfs of 0.31 cfs potential flow) 2=Orifice (Passes 0.05 cfs of 0.07 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.05 cfs) 3=Grate ( Controls 0.00 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 5/20/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Pond 8P: BMP-8 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=97.91' Storage=66 cf 0.24 cfs 0.05 cfs D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 26HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: Inflow BMP-9 Inflow =0.26 cfs @ 4.08 hrs, Volume=0.003 af Primary =0.26 cfs @ 4.08 hrs, Volume=0.003 af, Atten= 0%, Lag= 0.0 min Routed to Pond 9P : BMP-9 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from BMP-9 RatHydro adj.csv Link 9L: Inflow BMP-9 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from BMP-9 RatHydro adj.csv 0.26 cfs 0.26 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 7/16/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Pond 9P: BMP-9 Inflow = 0.26 cfs @ 4.08 hrs, Volume= 0.003 af Outflow = 0.03 cfs @ 3.99 hrs, Volume= 0.003 af, Atten= 89%, Lag= 0.0 min Primary = 0.03 cfs @ 3.99 hrs, Volume= 0.003 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.12' @ 4.16 hrs Surf.Area= 253 sf Storage= 120 cf Plug-Flow detention time= 30.6 min calculated for 0.003 af (81% of inflow) Center-of-Mass det. time= 29.3 min ( 271.1 - 241.8 ) Volume Invert Avail.Storage Storage Description #1 97.50' 544 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) (sq-ft) 97.50 253 0.0 0 0 253 98.25 253 40.0 76 76 295 100.00 253 20.0 89 164 394 101.33 253 100.0 336 501 469 101.50 253 100.0 43 544 479 Device Routing Invert Outlet Devices #1 Primary 97.50'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.00" Vert. Orifice C= 0.600 #3 Device 1 101.33'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.03 cfs @ 3.99 hrs HW=97.88' (Free Discharge) 1=Culvert (Passes 0.03 cfs of 0.28 cfs potential flow) 2=Orifice (Passes 0.03 cfs of 0.05 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.03 cfs) 3=Grate ( Controls 0.00 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802 Printed 7/16/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Pond 9P: BMP-9 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=99.12' Storage=120 cf 0.26 cfs 0.03 cfs D 10L Inflow BMP-10 10P BMP-10 11L Inflow BMP-11 11P BMP-11 12L Inflow BMP-12 12P BMP-12 Routing Diagram for 3802-2 Prepared by Pasco Laret Suiter & Assoc, Printed 4/2/2024 HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link --[> -f> 0 D 6 [j .------___J CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 2HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 10L: Inflow BMP-10 Inflow =2.08 cfs @ 4.08 hrs, Volume=0.071 af Primary =2.08 cfs @ 4.08 hrs, Volume=0.071 af, Atten= 0%, Lag= 0.0 min Routed to Pond 10P : BMP-10 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-10 RatHydro adj.csv Link 10L: Inflow BMP-10 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 2 1 0 DISCHARGE Imported from BMP-10 RatHydro adj.csv 2.08 cfs 2.08 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 3HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Pond 10P: BMP-10 Inflow =2.08 cfs @ 4.08 hrs, Volume=0.071 af Outflow =1.96 cfs @ 4.09 hrs, Volume=0.057 af, Atten= 6%, Lag= 0.6 min Primary =1.96 cfs @ 4.09 hrs, Volume=0.057 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.71' @ 4.09 hrs Surf.Area= 555 sf Storage= 755 cf Plug-Flow detention time= 42.5 min calculated for 0.057 af (80% of inflow) Center-of-Mass det. time= 19.5 min ( 228.0 - 208.5 ) Volume Invert Avail.Storage Storage Description #1 97.50'916 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(%)(cubic-feet)(cubic-feet)(sq-ft) 97.50 555 0.0 0 0 555 98.25 555 40.0 167 167 618 100.00 555 20.0 194 361 764 101.00 555 100.0 555 916 847 Device Routing Invert Outlet Devices #1 Primary 97.50'8.0" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 97.75'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 100.50'18.0" x 18.0" Horiz. Grate C= 0.600 in 18.0" x 18.0" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=1.94 cfs @ 4.09 hrs HW=100.71' (Free Discharge) 1=Culvert (Passes 1.94 cfs of 2.85 cfs potential flow) 2=Orifice (Passes 0.06 cfs of 1.56 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.06 cfs) 3=Grate (Weir Controls 1.88 cfs @ 1.50 fps) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 4HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Pond 10P: BMP-10 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 2 1 0 Peak Elev=100.71' Storage=755 cf 2.08 cfs 1.96 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 5HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 11L: Inflow BMP-11 Inflow =0.51 cfs @ 4.08 hrs, Volume=0.009 af Primary =0.51 cfs @ 4.08 hrs, Volume=0.009 af, Atten= 0%, Lag= 0.0 min Routed to Pond 11P : BMP-11 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-11 RatHydro adj.csv Link 11L: Inflow BMP-11 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGE Imported from BMP-11 RatHydro adj.csv 0.51 cfs 0.51 cfs CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 7/19/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP-11 Inflow = 0.51 cfs @ 4.08 hrs, Volume= 0.009 af Outflow = 0.50 cfs @ 4.09 hrs, Volume= 0.007 af, Atten= 2%, Lag= 0.3 min Primary = 0.50 cfs @ 4.09 hrs, Volume= 0.007 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.83' @ 4.09 hrs Surf.Area= 139 sf Storage= 206 cf Plug-Flow detention time= 30.6 min calculated for 0.007 af (75% of inflow) Center-of-Mass det. time= 27.2 min ( 267.3 - 240.1 ) Volume Invert Avail.Storage Storage Description #1 97.50' 229 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) (sq-ft) 97.50 139 0.0 0 0 139 98.25 139 40.0 42 42 170 100.00 139 20.0 49 90 243 101.00 139 100.0 139 229 285 Device Routing Invert Outlet Devices #1 Primary 97.50'6.0" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.0" Vert. Orifice C= 0.600 #3 Device 1 100.75'18.0" x 18.0" Horiz. Grate C= 0.600 in 18.0" x 18.0" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=0.49 cfs @ 4.09 hrs HW=100.83' (Free Discharge) 1=Culvert (Passes 0.49 cfs of 1.66 cfs potential flow) 2=Orifice (Passes 0.02 cfs of 1.59 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.02 cfs) 3=Grate (Weir Controls 0.48 cfs @ 0.95 fps) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 7/19/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Pond 11P: BMP-11 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=100.83' Storage=206 cf 0.51 cfs 0.50 cfs D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 4/2/2024Prepared by Pasco Laret Suiter & Assoc Page 8HydroCAD® 10.20-4b s/n 10097 © 2023 HydroCAD Software Solutions LLC Summary for Link 12L: Inflow BMP-12 Inflow = 1.17 cfs @ 4.08 hrs, Volume= 0.030 af Primary = 1.17 cfs @ 4.08 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routed to Pond 12P : BMP-12 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-12 RatHydro adj.csv Link 12L: Inflow BMP-12 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 1 0 DISCHARGE Imported from BMP-12 RatHydro adj.csv 1.17 cfs 1.17 cfs D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr3802-2 Printed 7/19/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP-12 Inflow = 1.17 cfs @ 4.08 hrs, Volume= 0.030 af Outflow = 1.13 cfs @ 4.09 hrs, Volume= 0.024 af, Atten= 3%, Lag= 0.4 min Primary = 1.13 cfs @ 4.09 hrs, Volume= 0.024 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.90' @ 4.09 hrs Surf.Area= 271 sf Storage= 419 cf Plug-Flow detention time= 34.1 min calculated for 0.024 af (81% of inflow) Center-of-Mass det. time= 24.9 min ( 253.5 - 228.6 ) Volume Invert Avail.Storage Storage Description #1 97.50' 447 cf BMP (Conic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) (sq-ft) 97.50 271 0.0 0 0 271 98.25 271 40.0 81 81 315 100.00 271 20.0 95 176 417 101.00 271 100.0 271 447 475 Device Routing Invert Outlet Devices #1 Primary 97.50'6.0" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.50' / 97.40' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.75'6.0" Vert. Orifice C= 0.600 #3 Device 1 100.75'18.0" x 18.0" Horiz. Grate C= 0.600 in 18.0" x 18.0" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.50'5.000 in/hr Infiltration through soil over Surface area below 100.00' Primary OutFlow Max=1.13 cfs @ 4.09 hrs HW=100.90' (Free Discharge) 1=Culvert (Passes 1.13 cfs of 1.68 cfs potential flow) 2=Orifice (Passes 0.03 cfs of 1.61 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.03 cfs) 3=Grate (Weir Controls 1.10 cfs @ 1.25 fps) CA - S a n D i e g o P 6 = 2 . 5 D u r a t i o n = 5 m i n , I n t e n = 6 . 5 9 i n / h r 38 0 2 - 2 P r i n t e d 5 / 2 3 / 2 0 2 4 Pr e p a r e d b y { e n t e r y o u r c o m p a n y n a m e h e r e } Pa g e 1 2 Hy d r o C A D ® 1 0 . 0 0 - 2 4 s / n 1 2 4 1 2 © 2 0 1 8 H y d r o C A D S o f t w a r e S o l u t i o n s L L C Po n d 1 2 P : B M P - 1 2 In f l o w Pr i m a r y Hy d r o g r a p h Ti m e ( h o u r s ) 6 5 4 3 2 1 0 Flow (cfs) 1 0 Pe a k E l e v = 1 0 0 . 6 5 ' St o r a g e = 3 5 1 c f 1.1 7 c f s 1.1 3 c f s D