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CT 2024-0001; TYLER STREET HOMES; FINAL HYDROLOGY STUDY; 2025-03-01
FINAL HYDROLOGY STUDY FOR CARLSBAD TRACT (TENTATIVE MAP) / SITE DEVELOPMENT PERMIT / COASTAL DEVELOPMENT PERMIT TYLER STREET HOMES CT 2024-0001 / SDP 2024-0008 GR 2024-0023 / IMP 2024-0010 DWG 549-9 & 549-9A CITY OF CARLSBAD, CA PREPARED FOR: KMJ REAL ESTATE 2888 LOKER AVENUE EAST, SUITE 220 CARLSBAD, CA 92010 PH: (949) 678-4927 PREPARED BY: PASCO LARET SUITER & ASSOCIATES, INC. 1911 SAN DIEGO AVENUE, SUITE 100 SAN DIEGO, CA 92110 PH: (858) 259-8212 Prepared: January 2025 Revised: March 2025 __________________________________________________ BRYAN A. KNAPP, RCE 86542 DATE 3/12/2025 No. 86542 p. OJ/Jl/27 • PLSA 4070 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 Pre-Developed vs. Post-Developed Peak Flows (100-Year Event) 3.3 Detention Analysis (100-Year Event) 3.4 Storm Water Pollutant Control 3.5 Tree Well Mitigated Flow 3.6 Hydraulic Calculations 4.0 Appendix 5.0 Appendix A: Hydrology Support Material Appendix B: 100-Year Storm Event Detention Analysis PLSA 4070 Page 1 of 31 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for the proposed development at 3215/3225 Tyler Street, Carlsbad has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report presents 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 on the western edge of Tyler Street between Pine Avenue to the north, and Walnut Avenue to the south. The site is adjacent to a retail building and auto shop to the northwest, a public storage center to the southeast, a gravel lot for vehicle parking and storage to the southwest, and Tyler Street to the northeast. The existing site consists of a gravel and asphalt vehicle parking and storage lot, landscaping including several trees and shrubbery, an asphalt driveway, existing one-story residence buildings and other residential improvements typical to this type of development. The project site is located within the Agua Hedionda Hydrologic Area, and, more specifically, the Los Monos Hydrologic Sub-Area (904.31) of the Carlsbad watershed. The existing site is comprised of approximately 0.523 acres. Currently, there is no existing storm drain infrastructure located onsite to convey drainage. Based on a study of the existing topography, the site generally drains from east to west, and runoff sheet flows through the site, discharging across the southwest property line. The lot adjacent to the southwest property line consists of a gravel and concrete lot used for vehicle parking and storage. In a storm event, drainage eventually makes its way through the adjacent west property and out to the Coastal Rail Trail in the AT&SF Railroad right-of-way to the west. Once in the AT&SF Railroad right-of-way, runoff enters an existing valley gutter leading to a public storm drain inlet where it enters a buried pipe network. From here, drainage is routed south to ultimately outlet in the Agua Hedionda Lagoon prior to entering the Pacific Ocean. An additional offsite area of approximately 0.064 acres is included in the study comprised of the property frontage on Tyler Street and half width of the street. Runoff collects in the existing curb gutter and flows to the north to an existing curb inlet on Oak Avenue. As such, the subject property can be assumed to have one discharge location from the site and one offsite discharge location in the existing condition. Drainage Basin EX-1 is approximately 0.523 acres in size and 50.1% impervious and drainage Basin EX-2 for the offsite area studied is approximately 0.064 acres in size and 78.3% impervious. Per the Web Soil Survey application available through the United States Department of Agriculture, the area is generally categorized to have group B soils. Based upon soil type B and the amount of existing impervious area onsite, a runoff coefficient of 0.58 was calculated for Basin EX-1, and 0.76 was calculated for Basin EX-2 for the offsite using the PLSA 4070 Page 2 of 31 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. EXISTING DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) EX-1 0.523 1.49 4.94 EX-2 0.064 0.32 6.59 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 1.49 cfs with a time of concentration of 7.82 minutes used to calculate rainfall intensity for drainage basin of this size and amount of impervious area; discharging in the southwestern property line. The peak flow rate for the 100-year, 6-hour storm for Basin EX-2 was determined to be 0.32 cfs using the minimum time of concentration of 5 minutes per SDCHM used to calculate rainfall intensity for drainage basin of this size and amount of impervious area. 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 existing buildings and vegetation and the construction of four 3-unit multi-family residential condominium buildings. The project also proposes various hardscape and landscape improvements including a shared private driveway consisting of pervious pavers with a ribbon gutter at the center, front patios, pervious paver walkways and pollutant control treatment BMP’s. Site grading along with drainage and utility improvements typical of this type of residential development will also be constructed. Similar to the existing condition, runoff from the proposed development will be directed from east to west. The stormwater from sub basins 1.1-1.16 will be collected in multiple raised planter BMPs around the buildings. Drainage from the raised planters will converge in a subgrade drainage system and be routed to the flow-spreader system along the southwestern property line. The stormwater from sub basins 1.17-1.19 will flow to pervious paver areas to be retained and infiltrate into subgrade soils. Any overflow runoff that does not percolate through the pervious paver areas will be collected in catch basin inlets and routed to the flow spreader system along the southwestern property line. The runoff from the flow-spreader system will diffuse onto rip rap energy dissipators to manage storm water PLSA 4070 Page 3 of 31 flows and leave the subject property across the southwestern property line. The stormwater from sub basin 1.20 consists of only pervious surfaces and sloped to the southwestern property line. All onsite runoff discharging at the southwest property line will continue to sheet flow through the adjacent western property as it does in the existing condition and drain to the Coastal Rail Trail in the AT&SF Railroad right-of-way to the west. Once in the AT&SF Railroad right-of-way, drainage flows to existing public storm drain inlets where it enters the buried pipe network. From here, drainage is routed south to the Agua Hedionda Lagoon prior to entering the Pacific Ocean. The stormwater from sub basin 2.1 will be collected in the offsite curb gutter and routed to a tree well in the right-of-way on Tyler Street to then infiltrate into subgrade soils after treatment. Any excess runoff bypassing the curb cut to the tree well will flow to an existing curb inlet to the north on Oak Avenue. From here, drainage is routed south to outlet in the Agua Hedionda Lagoon prior to entering the Pacific Ocean. The analyzed watershed can be categorized into two major drainage basins, PR-1 with discharge location from the subject property sheet flowing across the southwestern property line and PR-2 with discharge location to the northeast property line on Tyler Street. Basin PR-1 is 0.495 acres in size, approximately 68.5% impervious and broken down into 20 sub basins. Basin PR-2 is 0.092 acres in size, approximately 80.0% impervious and broken down into 1 sub basin. Based upon soil type B and the amount of proposed impervious area onsite, a runoff coefficient for each sub basin was calculated 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 RUNOFF COEFF. DRAINAGE AREA (ACRES) Q100 UNMIT (CFS) I100 (IN/HR) PR-1.1 0.88 0.023 0.13 6.59 PR-1.2 0.89 0.017 0.10 6.59 PR-1.3 0.88 0.010 0.06 6.59 PR-1.4 0.88 0.009 0.05 6.59 PR-1.5 0.88 0.009 0.05 6.59 PR-1.6 0.88 0.014 0.08 6.59 PR-1.7 0.89 0.017 0.10 6.59 PR-1.8 0.90 0.012 0.07 6.59 PR-1.9 0.88 0.023 0.13 6.59 PLSA 4070 Page 4 of 31 PR-1.10 0.89 0.017 0.10 6.59 PR-1.11 0.88 0.010 0.06 6.59 PR-1.12 0.88 0.009 0.05 6.59 PR-1.13 0.88 0.009 0.05 6.59 PR-1.14 0.88 0.014 0.08 6.59 PR-1.15 0.89 0.017 0.10 6.59 PR-1.16 0.90 0.012 0.07 6.59 PR-1.17 0.69 0.180 0.72 5.80 PR-1.18 0.26 0.032 0.05 6.59 PR-1.19 0.26 0.031 0.05 6.59 PR-1.20 0.25 0.030 0.05 6.59 PR-1 TOTAL 0.495 2.17 PR-2.1 0.77 0.092 0.47 6.59 PR-2 TOTAL 0.092 0.47 Table 2. Proposed Condition Peak Drainage Flow Rates The peak flow rate for the 100-year, 6-hour storm for the entire Basin PR-1 was determined to be 2.17 cfs and 0.47 cfs for the entire Basin PR-2. For an explanation of the mitigated output from the onsite detention please refer to Section 3.4 of this report. In an effort to comply with City of Carlsbad’s storm water standards required of Priority Development projects, the subject property will also implement various 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 raised planter BMPs, the site will also implement minimized hardscape areas, minimize soil compaction where applicable, and promote runoff dispersion by draining new hardscape areas through landscaped swales. 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 via sheet flow methods across the southwestern property boundary, as it does in the existing condition, while complying with local and state level water quality regulations. The onsite biofiltration basins have been sized to mitigate the peak flows generated in the proposed condition, compared to the pre-project levels. Once leaving the project site, drainage leaving from the southwest continues southwest further downstream through the adjacent property to enter the City’s public storm drain system by means of an existing curb inlet located in the AT&SF Railroad right-of-way. The offsite tree well in Tyler Street has been sized to mitigate the peak flows generated in the proposed condition, compared to the pre- project levels. Drainage leaving from the northeast continues north in Tyler Street to enter PLSA 4070 Page 5 of 31 the City’s public storm drain system by means of an existing curb inlet located in Oak Avenue. From here, the buried pipe network conveys storm water to the ultimate outlet location in the Agua Hedionda Lagoon. PROPOSED MITIGATED DRAINAGE FLOWS DRAINAGE AREA RUNOFF COEFF. DRAINAGE AREA (ACRES) Q100 UNMIT (CFS) Q100 MIT (CFS) I100 (IN/HR) PR-1.1 0.88 0.023 0.13 0.006 6.59 PR-1.2 0.89 0.017 0.10 0.004 6.59 PR-1.3 0.88 0.010 0.06 0.003 6.59 PR-1.4 0.88 0.009 0.05 0.003 6.59 PR-1.5 0.88 0.009 0.05 0.003 6.59 PR-1.6 0.88 0.014 0.08 0.003 6.59 PR-1.7 0.89 0.017 0.10 0.004 6.59 PR-1.8 0.90 0.012 0.07 0.003 6.59 PR-1.9 0.88 0.023 0.13 0.006 6.59 PR-1.10 0.89 0.017 0.10 0.004 6.59 PR-1.11 0.88 0.010 0.06 0.003 6.59 PR-1.12 0.88 0.009 0.05 0.003 6.59 PR-1.13 0.88 0.009 0.05 0.003 6.59 PR-1.14 0.88 0.014 0.08 0.003 6.59 PR-1.15 0.89 0.017 0.10 0.004 6.59 PR-1.16 0.90 0.012 0.07 0.003 6.59 PR-1.17 0.69 0.180 0.72 0.72 5.80 PR-1.18 0.26 0.032 0.05 0.05 6.59 PR-1.19 0.26 0.031 0.05 0.05 6.59 PR-1.20 0.25 0.030 0.05 0.05 6.59 PR-1 TOTAL 0.495 2.17 0.93 PR-2.1 0.77 0.092 0.47 0.27 6.59 PR-2 TOTAL 0.092 0.47 0.27 Table 3. Proposed Condition Mitigated Peak Drainage Flow Rates PLSA 4070 Page 6 of 31 SUMMARY TABLE DRAINAGE AREA Q100 EXISTING (CFS) Q100 UNMIT (CFS) Q100 MIT (CFS) PR-1 1.49 2.17 0.93 PR-2 0.32 0.47 0.27 Table 4. Summary Table 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 4070 Page 7 of 31 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 RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. 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 4070 Page 8 of 31 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 has additional requirements for hydrology reports and drainage plans which are outlined in the Grading 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 4070 Page 9 of 31 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 *100-Year, 6-Hour Rainfall Precipitation Basin EX-1 (Onsite Drainage Basin) Total Area = 22,768 sf 0.523 Acres Impervious Area = 11,396 sf 0.262 Ac Pervious Area = 11,372 sf 0.261 Ac Cn, Weighted Runoff Coefficient, - 0.25, Cn value for natural ground, Type B Soils *Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.90, Cn value for developed/impervious surface *Per SDHDM Section 3.1.2 Cn = 0.9 x 11,396 sf + 0.25 x 11,372 sf = 0.58 22,768 sf Q = Cn x I100 x A *Q based on flow to existing improvements Entering the adjacent property to the West through overland sheet flow. TC = 7.82 min (See attached AES calculations, Appendix B) Q100 = 1.49 cfs (See attached AES calculations, Appendix B) Q100 = C*I*A (See attached AES calculations, Appendix B) Q100 = 0.58 x 4.94 in/hr x 0.523 Ac = 1.49 cfs Basin EX-2 (Offsite Drainage Basin) Total Area = 2,798 sf 0.064 Acres Impervious Area = 2,190 sf 0.050 Acres Pervious Area = 608 sf 0.014 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 2,190 sf + 0.25 x 608 sf = 0.76 2,798 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM PLSA 4070 Page 10 of 31 P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.76 x 6.59 in/hr x 0.064 Ac = 0.32 cfs 3.2 Post-Developed Hydrologic Model Output (100-Year Event) Post-Development (without considering BMP treatment): Q = CIA *Rational Method Equation P100 = 2.5 *100-Year, 6-Hour Rainfall Precipitation Basin PR-1 (Onsite Drainage Basin) Total Area = 21,543 sf 0.495 Acres Impervious Area = 14,760 sf 0.339 Acres Pervious Area = 6,783 sf 0.156 Acres Basin PR-1.1 Total Area = 997 sf 0.023 Acres Impervious Area = 964 sf 0.022 Acres Pervious Area = 33 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 964 sf + 0.25 x 33 sf = 0.88 997 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.023 Ac = 0.13 cfs PLSA 4070 Page 11 of 31 Basin PR-1.2 Total Area = 722 sf 0.017 Acres Impervious Area = 711 sf 0.016 Acres Pervious Area = 11 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 711 sf + 0.25 x 11 sf = 0.89 722 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.89 x 6.59 in/hr x 0.017 Ac = 0.10 cfs Basin PR-1.3 Total Area = 429 sf 0.010 Acres Impervious Area = 416 sf 0.010 Acres Pervious Area = 13 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 416 sf + 0.25 x 13 sf = 0.88 429 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.010 Ac = 0.06 cfs PLSA 4070 Page 12 of 31 Basin PR-1.4 Total Area = 403 sf 0.009 Acres Impervious Area = 391 sf 0.009 Acres Pervious Area = 12 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 391 sf + 0.25 x 12 sf = 0.88 403 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.009 Ac = 0.05 cfs Basin PR-1.5 Total Area = 404 sf 0.009 Acres Impervious Area = 394 sf 0.009 Acres Pervious Area = 10 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 394 sf + 0.25 x 10 sf = 0.88 404 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.009 Ac = 0.05 cfs PLSA 4070 Page 13 of 31 Basin PR-1.6 Total Area = 611 sf 0.014 Acres Impervious Area = 590 sf 0.014 Acres Pervious Area = 21 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 590 sf + 0.25 x 21 sf = 0.88 611 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.014 Ac = 0.08 cfs Basin PR-1.7 Total Area = 723 sf 0.017 Acres Impervious Area = 711 sf 0.016 Acres Pervious Area = 12 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 711 sf + 0.25 x 12 sf = 0.89 723 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.89 x 6.59 in/hr x 0.017 Ac = 0.10 cfs PLSA 4070 Page 14 of 31 Basin PR-1.8 Total Area = 531 sf 0.012 Acres Impervious Area = 531 sf 0.012 Acres Pervious Area = 0 sf 0.000 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 531 sf + 0.25 x 0 sf = 0.90 531 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.90 x 6.59 in/hr x 0.012 Ac = 0.07 cfs Basin PR-1.9 Total Area = 997 sf 0.023 Acres Impervious Area = 964 sf 0.022 Acres Pervious Area = 33 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 964 sf + 0.25 x 33 sf = 0.88 997 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.023 Ac = 0.13 cfs PLSA 4070 Page 15 of 31 Basin PR-1.10 Total Area = 722 sf 0.017 Acres Impervious Area = 711 sf 0.016 Acres Pervious Area = 11 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 711 sf + 0.25 x 11 sf = 0.89 722 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.89 x 6.59 in/hr x 0.017 Ac = 0.10 cfs Basin PR-1.11 Total Area = 429 sf 0.010 Acres Impervious Area = 416 sf 0.010 Acres Pervious Area = 13 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 416 sf + 0.25 x 13 sf = 0.88 429 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.010 Ac = 0.06 cfs PLSA 4070 Page 16 of 31 Basin PR-1.12 Total Area = 403 sf 0.009 Acres Impervious Area = 391 sf 0.009 Acres Pervious Area = 12 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 391 sf + 0.25 x 12 sf = 0.88 403 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.009 Ac = 0.05 cfs Basin PR-1.13 Total Area = 404 sf 0.009 Acres Impervious Area = 394 sf 0.009 Acres Pervious Area = 10 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 394 sf + 0.25 x 10 sf = 0.88 404 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.009 Ac = 0.05 cfs PLSA 4070 Page 17 of 31 Basin PR-1.14 Total Area = 611 sf 0.014 Acres Impervious Area = 590 sf 0.014 Acres Pervious Area = 21 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 590 sf + 0.25 x 21 sf = 0.88 611 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.88 x 6.59 in/hr x 0.014 Ac = 0.08 cfs Basin PR-1.15 Total Area = 723 sf 0.017 Acres Impervious Area = 711 sf 0.016 Acres Pervious Area = 12 sf 0.001 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 711 sf + 0.25 x 12 sf = 0.89 723 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.89 x 6.59 in/hr x 0.017 Ac = 0.10 cfs PLSA 4070 Page 18 of 31 Basin PR-1.16 Total Area = 531 sf 0.012 Acres Impervious Area = 531 sf 0.012 Acres Pervious Area = 0 sf 0.000 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 531 sf + 0.25 x 0 sf = 0.90 531 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.90 x 6.59 in/hr x 0.012 Ac = 0.07 cfs Basin PR-1.17 Total Area = 7,856 sf 0.180 Acres Impervious Area = 5,298 sf 0.122 Acres Pervious Area = 2,558 sf 0.059 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 5,298 sf + 0.25 x 2,558 sf = 0.69 7,856 sf Q = Cn x I100 x A *Q based on flow to existing improvements Entering the adjacent property to the West through overland sheet flow. TC = 6.09 min (See attached AES calculations, Appendix B) Q100 = 0.72 cfs (See attached AES calculations, Appendix B) Q100 = C*I*A (See attached AES calculations, Appendix B) Q100 = 0.69 x 5.80 in/hr x 0.180 Ac = 0.72 cfs PLSA 4070 Page 19 of 31 Basin PR-1.18 Total Area = 1,393 sf 0.032 Acres Impervious Area = 23 sf 0.001 Acres Pervious Area = 1,370 sf 0.031 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 23 sf + 0.25 x 1,370 sf = 0.26 1,393 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.26 x 6.59 in/hr x 0.032 Ac = 0.05 cfs Basin PR-1.19 Total Area = 1,344 sf 0.031 Acres Impervious Area = 23 sf 0.001 Acres Pervious Area = 1,321 sf 0.031 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 23 sf + 0.25 x 1,321 sf = 0.26 1,344 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.26 x 6.59 in/hr x 0.032 Ac = 0.05 cfs PLSA 4070 Page 20 of 31 Basin PR-1.20 Total Area = 1,309 sf 0.030 Acres Impervious Area = 0 sf 0.000 Acres Pervious Area = 1,309 sf 0.030 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 0 sf + 0.25 x 1,309 sf = 0.25 1,309 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.25 x 6.59 in/hr x 0.030 Ac = 0.05 cfs Basin PR-2 (Onsite Drainage Basin) Total Area = 4,023 sf 0.092 Acres Impervious Area = 3,220 sf 0.074 Acres Pervious Area = 803 sf 0.018 Acres Basin PR-2.1 Total Area = 4,023 sf 0.092 Acres Impervious Area = 3,220 sf 0.074 Acres Pervious Area = 803 sf 0.018 Acres Cn, Weighted Runoff Coefficient - 0.25, Cn value for natural ground, Type B soils * Per San Diego Hydrology Design Manual (SDHDM) Section 3.1.2 - 0.9, C value for developed / impervious surface * Per SDHDM Section 3.1.2 Cn = 0.9 x 3,220 sf + 0.25 x 803 sf = 0.77 4,023 sf Tc = 5.0 min *Minimum Tc for Rainfall Intensity per SDCHM PLSA 4070 Page 21 of 31 P6 = 2.5 I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 5.0-0.645 ≈ 6.59 in/hr I100 ≈ 6.59 in/hr Q100 = C*I*A Q100 = 0.77 x 6.59 in/hr x 0.092 Ac = 0.47 cfs 3.3 Pre-Developed vs. Post-Developed Peak Flows (100-Year Event) Total Pre-Development (Discharge Leaving Site) Basin EX-1 Q100 = 1.49 cfs *Discharging from the site at the southwestern property boundary Basin EX-2 Q100 = 0.32 cfs *Offsite discharging to Tyler Street Total Post-Development (Discharge Leaving Site) Basin PR-1 Q100 = 2.17 cfs (unmitigated) & 0.93 cfs (mitigated) *Discharging from the site at the southwestern property boundary Basin PR-2 Q100 = 0.47 cfs (unmitigated) & 0.27 cfs (mitigated) *Discharging from the site at the northeastern property boundary Pre-Development vs. Post-Development (Discharge Leaving Site): Pre-Development Post-Development Delta Q100 SW = 1.49 cfs Q100 SW = 0.93 cfs (mitigated) 0.56 cfs decrease Q100 NE = 0.32 cfs Q100 NE = 0.27 cfs (mitigated) 0.05 cfs decrease *Total overall site runoff decreased in proposed condition from pre-development site after detention. Refer to the following section, Section 3.4, 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 4070 Page 22 of 31 3.4 Detention Analysis The onsite raised planters, pervious pavers and a tree well, provide pollutant control as well as mitigation of the 100-year, 6-hour storm event peak flow rate. The 100-year, 6-hour storm event detention analysis was performed in accordance with Chapter 6 of the San Diego County Hydrology Manual. The results of the analysis provide a static detention requirement by comparing the total volume produced by the 100-year, 6-hour storm in the existing and developed conditions. The total volume can be calculated after producing a hydrograph for each event (pre- and post-developed) with the results of the Rational Method analysis. Calculations and results of this analysis can be shown below. This method is considered to be conservative, as it does not take into account the routing characteristics of the biofiltration basins. At the request of the City of Carlsbad, an additional routing analysis was performed to determine the detained peak flow rate and detained time of concentration to peak. A discussion can be found in Section 3.4.3. The raised planter facilities consist of a total area of approximately 462 square feet and include 3 inches of hardwood mulch, 18 inches of engineered soil, 4 inches of pea gravel and 5 inches of crushed rock. Runoff will be biofiltered through the engineered soil and gravel layers, then collected in a series of small PVC perforated drain pipes and directed to a outlet pipe located at the end of each biofiltration basin / raised planter. In larger, high- intensity storm events, runoff not filtered through the engineered soil and gravel layers will be conveyed via an overflow outlet structure. Runoff entering the outlet structure will be conveyed directly to a proposed PVC outlet drainpipe and will discharge towards the west property line. The pervious paver facilities consist of a total area of approximately 4,190 square feet and include 1 inch of sand, 6 inches of No. 57 base material, and 4 inches of No. 2 gravel. Runoff will be biofiltered through the gravel layers, then infiltrate into the subgrade. In larger, high-intensity storm events, runoff not filtered through the pervious pavers will be conveyed via an overflow outlet structure. Runoff entering the outlet structure will be conveyed directly to a proposed PVC outlet drainpipe and will discharge towards the west property line Once leaving the project site, drainage leaving from the southwest continues southwest further downstream through the adjacent property to enter the City’s public storm drain system by means of an existing curb inlet located in the AT&SF Railroad right-of-way. The tree well facility consists of a total area of approximately 90 square feet and includes 3 inches of mulch, and 48 inches of structural soil. Runoff will be biofiltered through the soil layers, then infiltrate into the subgrade. In larger, high-intensity storm events, the tree well will mitigate runoff and any overflow that bypasses the curb cut to the tree well will continue north in Tyler Street to enter the City’s public storm drain system by means of an existing curb inlet located in Oak Avenue. From here, the public storm drain pipe network conveys storm water to the ultimate outlet location in the Agua Hedionda Lagoon. PLSA 4070 Page 23 of 31 PROPOSED MITIGATED DRAINAGE FLOWS DRAINAGE AREA RUNOFF COEFF. DRAINAGE AREA (ACRES) Q100 UNMIT (CFS) Q100 MIT (CFS) I100 (IN/HR) PR-1.1 0.88 0.023 0.13 0.006 6.59 PR-1.2 0.89 0.017 0.10 0.004 6.59 PR-1.3 0.88 0.010 0.06 0.003 6.59 PR-1.4 0.88 0.009 0.05 0.003 6.59 PR-1.5 0.88 0.009 0.05 0.003 6.59 PR-1.6 0.88 0.014 0.08 0.003 6.59 PR-1.7 0.89 0.017 0.10 0.004 6.59 PR-1.8 0.90 0.012 0.07 0.003 6.59 PR-1.9 0.88 0.023 0.13 0.006 6.59 PR-1.10 0.89 0.017 0.10 0.004 6.59 PR-1.11 0.88 0.010 0.06 0.003 6.59 PR-1.12 0.88 0.009 0.05 0.003 6.59 PR-1.13 0.88 0.009 0.05 0.003 6.59 PR-1.14 0.88 0.014 0.08 0.003 6.59 PR-1.15 0.89 0.017 0.10 0.004 6.59 PR-1.16 0.90 0.012 0.07 0.003 6.59 PR-1.17 0.69 0.180 0.72 0.72 5.80 PR-1.18 0.26 0.032 0.05 0.05 6.59 PR-1.19 0.26 0.031 0.05 0.05 6.59 PR-1.20 0.25 0.030 0.05 0.05 6.59 PR-1 TOTAL 0.495 2.17 0.93 PR-2.1 0.77 0.092 0.47 0.27 6.59 PR-2 TOTAL 0.092 0.47 0.27 Table 3. Proposed Condition Mitigated Peak Drainage Flow Rates PLSA 4070 Page 24 of 31 3.4.1 Static (Non-Routing) Detention Calculation Pre-Development: 100-Year Event (Basin EX-1) Volume = C*P6*A *Equation 6-1 of SDCHM Volume = 0.58 * (2.5 in * 1 ft/ 12 in) * (22,768 SF) = 2,751 CF Post-Development: 100-Year Event (Basin PR-1) Volume = C*P6*A *Equation 6-1 of SDCHM Volume = 0.70 * (2.5 in * 1 ft/ 12 in) * (21,543 SF) = 3,121 CF Required Detention Volume = Total Post-Development – Total Pre-Development = Prop. Basin PR-1 – Pre Basin EX-1 = 3,121 CF - 2,751 CF = 370 CF 370 CF static storage required for drainage basin PR-1 to mitigate to pre-development conditions Pre-Development: 100-Year Event (Basin EX-2) Volume = C*P6*A *Equation 6-1 of SDCHM Volume = 0.76 * (2.5 in * 1 ft/ 12 in) * (2,798 SF) = 443 CF Post-Development: 100-Year Event (Basin PR-2) Volume = C*P6*A *Equation 6-1 of SDCHM Volume = 0.77 * (2.5 in * 1 ft/ 12 in) * (4,023 SF) = 646 CF Required Detention Volume = Total Post-Development – Total Pre-Development = Prop. Basin PR-2 – Pre Basin EX-2 = 646 CF – 443 CF = 203 CF 203 CF static storage required for drainage basin PR-2 to mitigate to pre-development conditions PLSA 4070 Page 25 of 31 3.4.2 Basin Stage-Storage Volume Calculation Planter BMP Stage Storage - Basin PR-1 Elevation (in) Thickness (in) Basin Area (sq- ft) Stage Volume (cu-ft) Total Volume (cu-ft) 0 - 468 0 0 *Bottom of Crushed Rock Layer 5 5 468 78 78 *Top of Crushed Rock Layer/Bot of Pea Gravel Layer (40% Void Ratio) 9 4 468 62 140 *Top of Pea Gravel Layer/Bot of Soil Layer (40% Void Ratio) 27 18 468 140 280 *Top of Soil Layer/Bot of Mulch Layer (20% Void Ratio) 30 3 468 23 303 *Planter Surface (20% Void Ratio) 38 8 468 312 616 *Top of Ponding / Grate Elevation 42 4 468 156 772 *Top of Planter Wall 616 CF storage provided at ponding depth (772 CF storage total); detention volume provided in raised planter / biofiltration basin areas sufficient to mitigate 100-year, 6-hour storm event. Tree Well BMP Stage Storage - Basin PR-2 Elevation (in) Thickness (in) Basin Area (sq- ft) Stage Volume (cu-ft) Total Volume (cu-ft) 0 - 90 0 0 *Bottom of Structural Soil 48 48 90 144 144 *Top of structural Soil/Bot of Mulch (40% Void Ratio) 51 3 90 5 149 *Top of Mulch (20% Void Ratio) 59 8 17 11 160 *Top of Planter Wall 149 CF storage provided at ponding depth (160 CF storage total); detention volume provided in raised planter / biofiltration basin areas sufficient to mitigate 100-year, 6-hour storm event. 3.4.3 Dynamic (Routing) Detention Analysis and Calculations As demonstrated in the above section, the biofiltration planters proposed for this project provide enough dead storage to account for the increase in volume produced during a 100- year storm event by the proposed development in accordance with the methodology described in Section 6 of the San Diego County Hydrology Manual. However, an additional analysis was conducted to determine the mitigated peak discharge (Q100) leaving PLSA 4070 Page 26 of 31 the project site, taking into account the routing characteristics of the planters, included in this report. 3.5 Storm Water Pollutant Control To meet the requirements of the MS4 Permit, the 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. 3.6 Tree Well Mitigated Flow The proposed tree well BMP basin provides pollutant control as well as mitigation of the 100-year, 6-hour storm event peak flow rate for the proposed offsite portion of the project on Tyler Street (Basin PR-2). The offsite improvements include a 6’ wide sidewalk and driveway along the project frontage for an increased impervious surface area of 1,030 SF. The lag time from routing the storm water to the tree well BMP is used to calculate the mitigated flow provided below. BMP Stage Storage - Tree Well Elevation (ft) Tree Well Area (sq- ft) Void ratio of layer Stage Volume (cu-ft) Total Volume (cu-ft) 0.00 90 0.4 0 0 0.50 90 0.4 18 18 1.00 90 0.4 18 36 1.50 90 0.4 18 54 2.00 90 0.4 18 72 2.50 90 0.4 18 90 3.00 90 0.4 18 108 3.50 90 0.4 18 126 4.00 90 0.4 18 144 4.17 19 1 3.2 147.2 FLOW RATE (CFS) SURFACE VOL (CF) LAG TIME (SEC) LAG TIME (MIN) 0.47 147.2 313.13 5.22 PLSA 4070 Page 27 of 31 Total Area = 4,023 sf 0.092 Acres Cn = 0.77 Ti = 6.7 Min *Per SDCHM Table 3-2, Initial TC Tc = Tt + Lag Time Tc = 6.7 + 5.2 = 11.9 mins I = 7.44 x P6 x D-0.645 *Rainfall Intensity Equation I = 7.44 x 2.5 x 11.9-0.645 ≈ 3.76 in/hr Q100 = 0.77 x 3.76 in/hr x 0.092 Ac = 0.27 cfs The mitigated flow for PR-2 generated by the routing of storm water to the tree well BMP is 0.27 cfs. The mitigated peak flows generated in the post condition is less than existing conditions. PLSA 4070 Page 28 of 31 4.0 HYDRAULIC CALCULATIONS 4.1 Determination of Private Storm Drain Piping, Area Drain / Grate, Ribbon Gutter, and Curb Outlet Capacity A capacity and sizing analysis for all drainage structures and facilities for proposed sub- basins 1.1 – 1.16 and 1.18-1.19 is included in this section below using flows calculated on the Proposed Hydrology Node Map in Appendix A. The model for the analysis shows only half the site’s pipe network since the site is mirrored with the same values on the other side. The results show minimum pipe sizes and slopes that will have enough capacity to convey the unmitigated 100-year, 6-hour storm peak flow rate. The onsite grated inlet capacity was determined using the methodology from chapter 2 of the San Diego County Hydraulic Design Manual (September, 2014). The grate capacity was checked assuming 50 percent clogging in orifice and weir conditions as shown in this section of the report. Grated Inlet #1 was used to size the two proposed inlets in the landscaped area in the northwest and southwest corners of the site. Each inlet is proposed to have a minimum of 0.3’ of freeboard between the top of grate at the inlet location and the local high point within the side yard. Grated Inlet #2 was used to size the proposed inlet in the drive aisle. The inlet is proposed to have a minimum of 0.5’ of freeboard between the top of grate at the inlet location and local high point within the drive aisle. Grated Inlet #3 was used to size the four proposed area drains in the amenity area between the buildings. Each inlet is proposed to have a minimum of 0.2’ of freeboard between the top of grate at the inlet location and the adjacent building door elevation. For grated inlet #4, sub-basins 1.1 & 1.9 have the highest unmitigated flows discharging to the raised planter BMPs and were chosen to size the overflow drain inlet as a worse-case scenario and could be applied to the remaining BMPs. Based on the available head above each proposed inlet, it was determined the inlets at 50 percent clogging will convey peak flows generated without impacting the proposed building footprints. Additionally, the site is proposed to be graded such that runoff will crest over a local high point and surface flow across the southwest property line as it does in existing conditions in the event the rear yard inlets are clogged and not functioning. Additionally, hydraulic calculations for a number of other drainage facilities proposed on the project are included in this section. Refer to the attached exhibits and calculations for sizing for proposed drive aisle ribbon gutter, storm drain outfall piping from the proposed headwalls outlets, and rock rip rap class based on velocities leaving the disturbed area. BMP 8, 16 BMP 7, 15 BMP 3, 11 BMP 6, 14 BMP 5, 13 BMP 4, 12 BMP 2, 10 BMP 1, 9 PR-1.18, PR-1.19 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall Project File: New.stm Number of lines: 15 Date: 3/11/2025 Storm Sewers v2023.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap ~el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID eoeff (I) flow full Line To Iner Total Iner Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (efs) (efs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 2.500 0.00 0.00 0.00 0.00 0.00 0.0 1.4 0.0 0.69 1.66 6.00 6 8.80 43.10 43.32 43.32 43.74 Pipe -11 2 1 15.000 0.00 0.00 0.00 0.00 0.00 0.0 1.3 0.0 0.69 0.56 3.51 6 1.00 43.32 43.47 43.82 44.05 Pipe -10 3 2 3.110 0.00 0.00 0.00 0.00 0.00 0.0 1.3 0.0 0.69 0.55 3.51 6 0.96 43.47 43.50 44.24 44.29 45.40 Pipe - 9 4 3 19.671 0.00 0.00 0.00 0.00 0.00 0.0 1.1 0.0 0.51 0.80 2.60 6 2.03 43.40 43.80 44.57 44.74 45.40 Pipe - 8 5 4 23.425 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 0.51 0.80 2.60 6 2.05 43.80 44.28 44.76 44.95 48.70 Pipe - 7 6 5 26.677 0.00 0.00 0.00 0.00 0.00 0.0 0.8 0.0 0.41 0.56 2.09 6 1.01 44.23 44.50 45.01 45.15 48.70 Pipe - 6 7 6 7.000 0.00 0.00 0.00 0.00 0.00 0.0 0.7 0.0 0.24 0.19 2.75 4 1.00 44.50 44.57 45.22 45.33 Pipe -14 8 7 35.500 0.00 0.00 0.00 0.00 0.00 0.0 0.2 0.0 0.10 0.19 1.15 4 1.01 44.57 44.93 45.45 45.54 Pipe -13 9 8 1.667 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.05 0.21 0.57 4 1.20 44.93 44.95 45.56 45.56 48.70 Pipe -17 10 8 7.500 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.05 0.18 0.57 4 0.93 44.93 45.00 45.56 45.57 48.90 Pipe -12 11 6 34.000 0.00 0.00 0.00 0.00 0.00 0.0 0.4 0.0 0.17 0.21 1.95 4 1.18 44.50 44.90 45.22 45.49 49.40 Pipe - 5 12 11 20.093 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.07 0.19 0.80 4 1.00 44.90 45.10 45.52 45.54 49.40 49.40 Pipe - 4 13 7 6.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.08 0.21 0.92 4 1.17 44.57 44.64 45.45 45.46 48.90 Pipe -15 14 7 1.667 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.06 0.26 0.69 4 1.80 44.57 44.60 45.45 45.45 48.90 Pipe -16 15 3 12.502 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.13 0.51 1.83 4 7.20 43.50 44.40 44.57 44.62 45.40 48.90 Pipe -18 Project File: New.stm Number of lines: 15 Run Date: 3/12/2025 NOTES:lntensity = 18.28 / (Inlet time+ 0.10) A 0.64; Return period =Yrs. 100 ; c = cir e = ellip b = box Storm Sewers v2023.00 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Mar 12 2025 <Name> Circular Diameter (ft)= 0.50 Invert Elev (ft) = 100.00 Slope (%)= 1.50 N-Value = 0.013 Calculations Compute by:Known Q Known Q (cfs) = 0.72 Highlighted Depth (ft)= 0.44 Q (cfs)= 0.720 Area (sqft)= 0.18 Velocity (ft/s)= 3.93 Wetted Perim (ft) = 1.22 Crit Depth, Yc (ft) = 0.43 Top Width (ft)= 0.32 EGL (ft)= 0.68 0 1 2 3 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) SUB-BASIN PR-1.17 OUTLET PIPE -.., ..... I -'-- I I ) GRATED INLET #1 (Landscape Inlet): 12-in Grated Inlet in Sag (Assumed 50% Clogging) Cw 3 Unitless L 1 ft Pe 2.00 ft W 1 ft C0 0.67 Unitless Ae 0.5 *Pe assumes 50% clogging Weir Orifice Q (cfs) d (ft)Q (cfs) d (ft) 0.00 0.1 0.85 0.1 0.02 0.2 1.20 0.2 0.08 0.3 1.47 0.3 0.19 0.4 1.70 0.4 0.38 0.5 1.90 0.5 0.65 0.6 2.08 0.6 Grated Inlet #1 applies to the two inlets in the landscape area in the northwest and southwest corners. Maximum flow to a single inlet = 0.05 cfs. *Grated Inlet #1 are designed with minimum 0.3' of freeboard from top of grate to overland releasing to the west over berm. Grated inlet capacity = 0.08 cfs w/ 50% clogging Step 1. Calculate the capacity of a grate inlet operating as a weir, using the weir equation (Equation 2-16) ,vith a length equiYalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. O=C Pd312 -W e (2-1 6) where ... Q Cw Pe d inlet capacity of the grated inlet (ft3/s)· w eir coefficient (Cw=3.0 for U .S. Traditional Units); effective grate perimeter length (ft); and flow depth approaching inlet (ft). To account for the effects of clogging of a grated inlet operating as a w eir, a clogging factor of fifty percent (Cr=0.50) shall be applied to the actual (unclogged) perimeter of the grate (P ): Step 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-18), assuming the clear opening of the grate reduced by a clogging factor CA=0.50 (Equation 2-19). A San Diego Regional Standard No. D-15 grate has an actual clear opening of A=4.7 ft2. The Federal H ighway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. (2-18) (2-19) where ... Q inlet capacity of the grated inlet (ft3/s); C0 orifice coefficient (C0 =0.67 for U.S. Traditional Units); g gravitational acceleration (ft/s2); d flow depth above inlet (ft); Ae effective (clogged) grate area (ft2); CA area clogging factor (CA=0.50); and A actual opening area of the grate inlet (i.e., the total area less the area of bars or vanes). The actual opening area for a San Diego Regional Standard No. D-15 grate is A=4.7 ft2. The Federal Highway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. GRATED INLET #2 (Drive Aisle Inlet): 24-in Grated Inlet in Sag (Assumed 50% Clogging) Cw 3 Unitless L 2 ft Pe 4.00 ft W 2 ft C0 0.67 Unitless Ae 2 *Pe assumes 50% clogging Weir Orifice Q (cfs) d (ft)Q (cfs) d (ft) 0.01 0.1 3.40 0.1 0.05 0.2 4.81 0.2 0.16 0.3 5.89 0.3 0.38 0.4 6.80 0.4 0.75 0.5 7.60 0.5 1.30 0.6 8.33 0.6 Grated Inlet #2 applies to the inlet in the drive aisle. Maximum flow to inlet = 0.72 cfs. *Grated Inlet #2 are designed with minimum 0.5' of freeboard from top of grate to overland releasing to the west around 6" curb. Grated inlet capacity = 0.75 cfs w/ 50% clogging Step 1. Calculate the capacity of a grate inlet operating as a weir, using the weir equation (Equation 2-16) ,vith a length equiYalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. O=C Pd312 -W e (2-1 6) where ... Q Cw Pe d inlet capacity of the grated inlet (ft3/s)· w eir coefficient (Cw=3.0 for U .S. Traditional Units); effective grate perimeter length (ft); and flow depth approaching inlet (ft). To account for the effects of clogging of a grated inlet operating as a w eir, a clogging factor of fifty percent (Cr=0.50) shall be applied to the actual (unclogged) perimeter of the grate (P ): Step 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-18), assuming the clear opening of the grate reduced by a clogging factor CA=0.50 (Equation 2-19). A San Diego Regional Standard No. D-15 grate has an actual clear opening of A=4.7 ft2. The Federal H ighway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. (2-18) (2-19) where ... Q inlet capacity of the grated inlet (ft3/s); C0 orifice coefficient (C0 =0.67 for U.S. Traditional Units); g gravitational acceleration (ft/s2); d flow depth above inlet (ft); Ae effective (clogged) grate area (ft2); CA area clogging factor (CA=0.50); and A actual opening area of the grate inlet (i.e., the total area less the area of bars or vanes). The actual opening area for a San Diego Regional Standard No. D-15 grate is A=4.7 ft2. The Federal Highway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. GRATED INLET #3 (Area Drains): 6-in Grated Inlet in On Grade (Assumed 50% Clogging) Cw 3 Unitless R 0.25 ft Pe 0.79 ft C0 0.67 Unitless Ae 0.098175 *Pe assumes 50% clogging Weir Orifice Q (cfs) d (ft)Q (cfs) d (ft) 0.00 0.1 0.17 0.1 0.01 0.2 0.24 0.2 0.03 0.3 0.29 0.3 0.08 0.4 0.33 0.4 0.15 0.5 0.37 0.5 0.25 0.6 0.41 0.6 Grated Inlet #3 applies to the area drains in the amenity area between buildings. Maximum flow to a single inlet = 0.01 cfs. *Grated Inlet #3 are designed with minimum 0.2' of freeboard from top of grate to building finished floor elevation. Grated inlet capacity = 0.01 cfs w/ 50% clogging Step 1. Calculate the capacity of a grate inlet operating as a weir, using the weir equation (Equation 2-16) ,vith a length equiYalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. O=C Pd312 -W e (2-1 6) where ... Q Cw Pe d inlet capacity of the grated inlet (ft3/s)· w eir coefficient (Cw=3.0 for U .S. Traditional Units); effective grate perimeter length (ft); and flow depth approaching inlet (ft). To account for the effects of clogging of a grated inlet operating as a w eir, a clogging factor of fifty percent (Cr=0.50) shall be applied to the actual (unclogged) perimeter of the grate (P ): Step 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-18), assuming the clear opening of the grate reduced by a clogging factor CA=0.50 (Equation 2-19). A San Diego Regional Standard No. D-15 grate has an actual clear opening of A=4.7 ft2. The Federal H ighway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. (2-18) (2-19) where ... Q inlet capacity of the grated inlet (ft3/s); C0 orifice coefficient (C0 =0.67 for U.S. Traditional Units); g gravitational acceleration (ft/s2); d flow depth above inlet (ft); Ae effective (clogged) grate area (ft2); CA area clogging factor (CA=0.50); and A actual opening area of the grate inlet (i.e., the total area less the area of bars or vanes). The actual opening area for a San Diego Regional Standard No. D-15 grate is A=4.7 ft2. The Federal Highway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. GRATED INLET #4 (BMPs): 4-in Grated Inlet in Sag (Assumed 50% Clogging) Cw 3 Unitless R 0.1667 ft Pe 0.52 ft C0 0.67 Unitless Ae 0.043651 *Pe assumes 50% clogging Weir Orifice Q (cfs) d (ft)Q (cfs) d (ft) 0.00 0.1 0.07 0.1 0.01 0.2 0.10 0.2 0.02 0.3 0.13 0.3 0.05 0.4 0.15 0.4 0.10 0.5 0.17 0.5 0.17 0.6 0.18 0.6 Grated Inlet #4 applies to the overflow inlets for the BMPs. Maximum flow to a single inlet = 0.13 cfs. *Grated Inlet #4 are designed with minimum 0.5' of freeboard from top of grate to top of BMP wall. Each BMP is proposed to have two overflow inlets. Grated inlet capacity = 0.10 cfs w/ 50% clogging x 2 = 0.20 cfs w/ 50% clogging Step 1. Calculate the capacity of a grate inlet operating as a weir, using the weir equation (Equation 2-16) ,vith a length equiYalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. O=C Pd312 -W e (2-1 6) where ... Q Cw Pe d inlet capacity of the grated inlet (ft3/s)· w eir coefficient (Cw=3.0 for U .S. Traditional Units); effective grate perimeter length (ft); and flow depth approaching inlet (ft). To account for the effects of clogging of a grated inlet operating as a w eir, a clogging factor of fifty percent (Cr=0.50) shall be applied to the actual (unclogged) perimeter of the grate (P ): Step 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-18), assuming the clear opening of the grate reduced by a clogging factor CA=0.50 (Equation 2-19). A San Diego Regional Standard No. D-15 grate has an actual clear opening of A=4.7 ft2. The Federal H ighway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. (2-18) (2-19) where ... Q inlet capacity of the grated inlet (ft3/s); C0 orifice coefficient (C0 =0.67 for U.S. Traditional Units); g gravitational acceleration (ft/s2); d flow depth above inlet (ft); Ae effective (clogged) grate area (ft2); CA area clogging factor (CA=0.50); and A actual opening area of the grate inlet (i.e., the total area less the area of bars or vanes). The actual opening area for a San Diego Regional Standard No. D-15 grate is A=4.7 ft2. The Federal Highway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Mar 10 2025 Ribbon Gutter 1% X-Slope Triangular Side Slopes (z:1) = 100.00, 100.00 Total Depth (ft) = 0.60 Invert Elev (ft) = 100.00 Slope (%)= 0.70 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 0.72 Highlighted Depth (ft)= 0.09 Q (cfs)= 0.720 Area (sqft)= 0.81 Velocity (ft/s)= 0.89 Wetted Perim (ft) = 18.00 Crit Depth, Yc (ft) = 0.08 Top Width (ft)= 18.00 EGL (ft)= 0.10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 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) RIBBON GUTTER Q100 (1% CROSS-SLOPE) - - - - - - - - - - - - - - - - - - - - - - - - "' V " ~ / V ' / ' ~ ~ V - - - - ~ ~ - - - - ~ V - - - - - - - - - - - - - - Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Mar 10 2025 Ribbon Gutter 5% X-Slope Triangular Side Slopes (z:1) = 20.00, 20.00 Total Depth (ft) = 0.60 Invert Elev (ft) = 100.00 Slope (%)= 0.70 N-Value = 0.015 Calculations Compute by:Known Q Known Q (cfs) = 0.72 Highlighted Depth (ft)= 0.16 Q (cfs)= 0.720 Area (sqft)= 0.51 Velocity (ft/s)= 1.41 Wetted Perim (ft) = 6.41 Crit Depth, Yc (ft) = 0.16 Top Width (ft)= 6.40 EGL (ft)= 0.19 0 5 10 15 20 25 30 35 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) RIBBON GUTTER Q100 (5% CROSS-SLOPE) " / -~ / / / " 'x v -✓- ' "-.3/ - Rip Rap Calculations Per Site Locations Velocities reference from AES / Hydraflow output. Site Velocities Located onsite do not require Special Designs per SDRSD D-40. (Shown Below) A B C D E Rip Rap Location 1 (North Headwall Outlets) Rip Rap Location 1 Pipe Velocity per Hydraflow Express: 3.20 Ft/S Rip Rap Per Selection A on Table 7-1 Per SDRSD D-40 Rip Rap Location 2 (South Headwall Oulets) Rip Rap Location 2 Pipe Velocity per Hydraflow Express: 2.51 Ft/S Rip Rap Per Selection A on Table 7-1 Per SDRSD D-40 TABLE 7-1 {BELOW) PER JULY 2005 SAN DIEGO COU DRAI GE DESIGN MANUAL DESIG VELOCITY ROCK RIP-RAP THICKNESS {FT/SEC) * CLASS " ( I ) 6-10 NO. 2 BACKING 1.1 FT 10-12 1/4 TO 2.7 FT 12-14 1/2 TO 3.5 FT 14-16 1 TON 4.4 FT 16-18 2 TO 5.4 FT OVER 20 FT /SEC REQUIRES SPECIAL DESIGN Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Mar 11 2025 <Name> Circular Diameter (ft)= 0.50 Invert Elev (ft) = 100.00 Slope (%)= 1.00 N-Value = 0.013 Calculations Compute by:Known Q Known Q (cfs) = 0.47 Highlighted Depth (ft)= 0.35 Q (cfs)= 0.470 Area (sqft)= 0.15 Velocity (ft/s)= 3.20 Wetted Perim (ft) = 0.99 Crit Depth, Yc (ft) = 0.35 Top Width (ft)= 0.46 EGL (ft)= 0.51 0 1 2 3 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) NORTH HEADWALL OUTLETS 4-IN Q100 (UNMIT)RIP RAP LOCATION 1 0.69 CFS + 0.72 CFS / 3 OUTLETS = 0.47 CFS /v-~ --I I ) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Mar 11 2025 <Name> Circular Diameter (ft)= 0.50 Invert Elev (ft) = 100.00 Slope (%)= 1.00 N-Value = 0.013 Calculations Compute by:Known Q Known Q (cfs) = 0.17 Highlighted Depth (ft)= 0.19 Q (cfs)= 0.173 Area (sqft)= 0.07 Velocity (ft/s)= 2.51 Wetted Perim (ft) = 0.66 Crit Depth, Yc (ft) = 0.21 Top Width (ft)= 0.49 EGL (ft)= 0.29 0 1 2 3 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) SOUTH HEADWALL OUTLETS 4-IN Q100 (UNMIT)RIP RAP LOCATION 2 0.69 CFS / 4 OUTLETS = 0.17 CFS I "V' I -) - PLSA 4070 Page 27 of 27 4.0 APPENDIX PLSA 4070 Page 30 of 31 APPENDIX A Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/10/2023 Page 1 of 4 36 6 8 6 5 0 36 6 8 6 9 0 36 6 8 7 3 0 36 6 8 7 7 0 36 6 8 8 1 0 36 6 8 8 5 0 36 6 8 8 9 0 36 6 8 6 5 0 36 6 8 6 9 0 36 6 8 7 3 0 36 6 8 7 7 0 36 6 8 8 1 0 36 6 8 8 5 0 36 6 8 8 9 0 467490 467530 467570 467610 467650 467690 467730 467770 467810 467850 467490 467530 467570 467610 467650 467690 467730 467770 467810 467850 33° 9' 30'' N 11 7 ° 2 0 ' 5 5 ' ' W 33° 9' 30'' N 11 7 ° 2 0 ' 4 0 ' ' W 33° 9' 22'' N 11 7 ° 2 0 ' 5 5 ' ' W 33° 9' 22'' N 11 7 ° 2 0 ' 4 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300Feet 0 25 50 100 150Meters Map Scale: 1:1,770 if printed on A landscape (11" x 8.5") 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 19, Aug 30, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/10/2023 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 5.7 100.0% Totals for Area of Interest 5.7 100.0% 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 11/10/2023 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 11/10/2023 Page 4 of 4~ SITE ---.. .. I IL__······_·· _I SITE 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-:; 100 2.5 4.5 4.94 7.82 55.5 N/A PRE-DEVELOPMENT 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 ~ 100 2.5 4.5 6.59 5.0 55.5 N/A POST-DEVELOPMENT 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 ~ 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 D 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 Pre-development Post-development . = 01 -..J SHIPPING CONTAINER -l1 -=-==i I , ' ' I (/) -I 0 ~ J:\ACTIVE JOBS\4070 NORUM-CARLSBAD-Tyler Street\CIVIL\REPORTS\HYDROLOGY\Appendix ' \ -, • -' PLAN VIEW -EXISTING HYDROLOGY NODE MAP SCALE: 1" -10' , > > -+ .i:,. 0) 0) (.,.) G) -0- ::;; ::;; ::;; ::;; ::;;-VI 1----C: ::;; ::;; ::;; ::;; 0 I ---0 I ' 10' I I I I 20' GRAPHIC SCALE: 1" = 10' C c:::::::l '\... l C ~ . . 30' LEGEND EXISTING PROPERTY BOUNDARY -- ADJACENT PROPERTY LINE/ RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE 64 EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY - - - AREA CALCULATIONS -BASIN EX-1 TOTAL BASIN AREA: BASIN IMPERVIOUS AREA: BASIN PERVIOUS AREA: IMPERVIOUS% en Tc: I: 0100: 22,768 SF /0.523 AC 11,396 SF/ 0.262 AC 11,372 SF/ 0.261 AC 50.1% 0.58 7.82 MINS 4.94 IN/HR 1.49 CFS AREA CALCULATIONS-BASIN EX-2 TOTAL BASIN AREA: BASIN IMPERVIOUS AREA: BASIN PERVIOUS AREA: IMPERVIOUS% Cn Tc: I: 0100: 2,798 SF/ 0.064 AC 2,190SF/0.050AC 608 SF / 0.014 AC 78.3% 0.76 5.0 MINS 6.59 IN/HR 0.32 CFS PRE-DEVELOPMENT HYDROLOGY NODE MAP 3215-3225 TYLER STREET CITY OF CARLSBAD SCALE: 1"=10' PREPARED BY: PASCO LARET SUITER ~ ffe.,~~(OJ(Cjffe.,111E~ San Diego I Encinitas I Orange County Phone 858.259.8212 I www.plsaengineering.com XXXXX 4 5 45 45 45 45 1 S T O R Y R E S I D E N C E DE T A C H E D GA R A G E 1 S T O R Y RE S I D E N C E (C O N N E C T E D ) OV E R H A N G OV E R H A N G 1 S T O R Y RE S I D E N C E (C O N N E C T E D ) OVE R H A N G SH E D OV E R H A N G AU T O C A R E ST O R A G E BU I L D I N G SHIPPING CONTAINER X X X X X X X X X X X X X X X X X X X X X XXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S S S S S S S G G G G G G G G G G G G G G G G G G G G W W W W W W W W W W W W W W W W W W SD SD W W W W W W W W W W W W W SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 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 OE OE OE OE OE OE W W OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOEOEOEOEOEOEOEOEOE OE OE OE OE OE OE OE OE OE OE OE OE OE SD SD SD SD SD SD X X X X XXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXXXX X X X XX XX XXX XXX X X X XX XX X N3 4 ° 0 0 ' 2 6 " W 1 3 9 . 8 7 ' TY L E R S T R E E T PINE AVENUE BLOCK 31 MAP NO. 775 APN: 204-081-01-04 LOT 6 MAP 1743 APN:204-070-28-00 LOT 4 MAP 1743 APN: 204-010-08-00 LOT 5 MAP 775 APN: 204-010-10-00 SUB BASIN PR-1.8 AREA = 531 SF (0.012 AC) SUB BASIN PR-1.7 AREA = 723 SF (0.017 AC) SUB BASIN PR-1.6 AREA = 611 SF (0.014 AC) BASIN PR-2 A = 4,023 SF (0.092 AC) SUB BASIN PR-1.1 AREA = 997 SF (0.023 AC) SUB BASIN PR-1.5 AREA = 404 SF (0.009 AC ) SUB BASIN PR-1.4 AREA = 403 SF (0.009 AC) SUB BASIN PR-1.3 AREA = 429 SF (0.010 AC) SUB BASIN PR-1.2 AREA = 722 SF (0.017 AC) BMP #1 A = 48 SF 48.2 FG BMP #2 A = 32 SF 48.2 FG BMP #3 A = 22 SF 48.4 FG BMP #4 A = 22 SF 48.2 FG BMP #5 A = 22 SF 48.4 FG BMP #6 A = 30 SF 48.4 FG BMP #7 A = 32 SF 48.9 FG BMP #8 A = 22 SF 48.9 FG BMP #13 A = 22 SF 48.4 FG BMP #14 A = 30 SF 48.4 FG BMP #15 A = 32 SF 48.9 FG BMP #16 A = 22 SF 48.9 FG BMP #12 A = 22 SF 48.2 FG BMP #11 A = 22 SF 48.4 FG BMP #10 A = 32 SF 48.2 FG BMP #9 A = 48 SF 48.2 FG SUB BASIN PR-1.9 AREA = 997 SF (0.023 AC) SUB BASIN PR-1.10 AREA = 722 SF (0.017 AC) SUB BASIN PR-1.11 AREA = 429 SF (0.010 AC) SUB BASIN PR-1.12 AREA = 403 SF (0.009 AC) SUB BASIN PR-1.13 AREA = 404 SF (0.009 AC) SUB BASIN PR-1.14 AREA = 611 SF (0.014 AC) SUB BASIN PR-1.15 AREA = 723 SF (0.017 AC) SUB BASIN PR-1.16 AREA = 531 SF (0.012 AC) 49.4 TG 46.7 IE Q100 (UNMIT) = 0.07 CFS Q100 (MIT) = 0.003 CFS 48.9 TG 46.2 IE Q100 (UNMIT) = 0.08 CFS Q100 (MIT) = 0.003 CFS 48.9 TG 46.2 IE Q100 (UNMIT) = 0.06 CFS Q100 (MIT) = 0.003 CFS 48.7 TG 46.0 IE Q100 (UNMIT) = 0.05 Q100 (MIT) = 0.003 48.9 TG 46.2 IE Q100 (UNMIT) = 0.05 CFS Q100 (MIT) = 0.003 CFS 48.7 TG 46.0 IE Q100 (UNMIT) = 0.10 CFS Q100 (MIT) = 0.004 CFS 48.7 TG 46.0 IE Q100 (UNMIT) = 0.13 CFS Q100 (MIT) = 0.006 CFS 48.7 TG 46.0 IE Q100 (UNMIT) = 0.13 CFS Q100 (MIT) = 0.006 CFS 48.7 TG 46.0 IE Q100 (UNMIT) = 0.10 CFS Q100 (MIT) = 0.004 CFS 48.9 TG 46.2 IE Q100 (UNMIT) = 0.06 CFS Q100 (MIT) = 0.003 CFS 48.7 TG 46.0 IE Q100 (UNMIT) = 0.05 CFS Q100 (MIT) = 0.003 CFS 48.9 TG 46.2 IE Q100 (UNMIT) = 0.05 CFS Q100 (MIT) = 0.003 CFS 48.9 TG 46.2 IE Q100 (UNMIT) = 0.08 CFS Q100 (MIT) = 0.003 CFS 49.4 TG 46.7 IE Q100 (UNMIT) = 0.10 CFS Q100 (MIT) = 0.004 CFS 49.4 TG 46.7 IE Q100 (UNMIT) = 0.07 CFS Q100 (MIT) = 0.003 CFS 49.4 TG 46.7 IE Q100 (UNMIT) = 0.10 CFS Q100 (MIT) = 0.004 CFS SUB BASIN PR-2.1 NODE 402 (45.65 FL) Q100 (UNMIT) = 0.47 CFS Q100 (MIT) = 0.27 CFS SUB BASIN PR-1.18 NODE 202 45.4 TG 43.4 IE Q100 (UNMIT) = 0.05 CFS 43.4 IE 43.1 IE 43.1 IE 43.2 IE 43.3 IE 43.2 IE 43.1 IE 43.1 IE 43.4 IE SUB BASIN PR-1.19 NODE 302 45.4 TG 43.4 IE Q100 (UNMIT) = 0.05 CFS SUB BASIN PR-1.20 Q100 (UNMIT) = 0.05 CFS SUB BASIN PR-1.20 AREA = 1,309 SF (0.030 AC) SUB BASIN PR-1.17 NODE 100 46.5 FL SUB BASIN PR-1.17 NODE 101 46.1 FL L = 50'L = 99' SUB BASIN PR-1.17 NODE 102 45.1 TG 43.8 IE Q100 (UNMIT) = 0.72 CFS BASIN PR-1 AREA = 21,543 SF (0.495 AC) SUB BASIN PR-1.17 AREA = 7,856 SF (0.180 AC) SUB BASIN PR-1.19 AREA = 1,344 SF (0.031 AC) SUB BASIN PR-1.18 AREA = 1,393 SF (0.032 AC) SUB BASIN PR-1.18 NODE 201 46.0 FL L = 50'L = 95' SUB BASIN PR-1.19 NODE 301 46.1 FG L = 50'L = 95' SUB BASIN PR-1.19 NODE 300 46.4 FG SUB BASIN PR-1.18 NODE 200 46.3 FG NODE 400 (46.0 FL) NODE 401 45.86 FL L = 5 0 ' L = 9 0 ' 43.3 IE 43.3 IE 43.3 IE 43.3 IE 43.2 IE 43.2 IE 43.2 IE GRAPHIC SCALE: 1" = 10' 0 10'20'30' J:\ACTIVE JOBS\4070 NORUM-CARLSBAD-Tyler Street\CIVIL\REPORTS\HYDROLOGY\Appendix PROPOSED HYDROLOGY NODE MAP TYLER STREET HOMES CITY OF CARLSBAD SCALE : 1"=10' PLAN VIEW - PROPOSED HYDROLOGY NODE MAP SCALE: 1" = 10' AREA CALCULATIONS - PR-1.1 TOTAL BASIN AREA: 997 SF / 0.023 AC BASIN IMPERVIOUS AREA: 964 SF / 0.022 AC BASIN PERVIOUS AREA: 33 SF / 0.001 AC IMPERVIOUS %96.7% Cn 0.88 Tc:5 MINS Q100:0.13 CFS AREA CALCULATIONS - PR-1.2 TOTAL BASIN AREA: 722 SF / 0.017 AC BASIN IMPERVIOUS AREA: 711 SF / 0.016 AC BASIN PERVIOUS AREA: 11 SF / 0.001 AC IMPERVIOUS %98.5% Cn 0.89 Tc:5 MINS Q100:0.10 CFS AREA CALCULATIONS - PR-1.9 TOTAL BASIN AREA: 997 SF / 0.023 AC BASIN IMPERVIOUS AREA: 964 SF / 0.022 AC BASIN PERVIOUS AREA: 33 SF / 0.001 AC IMPERVIOUS %96.7% Cn 0.88 Tc:5 MINS Q100:0.13 CFS AREA CALCULATIONS - PR-1.3 TOTAL BASIN AREA: 429 SF / 0.010 AC BASIN IMPERVIOUS AREA: 416 SF / 0.010 AC BASIN PERVIOUS AREA: 13 SF / 0.001 AC IMPERVIOUS %97.0% Cn 0.88 Tc:5 MINS Q100:0.06 CFS AREA CALCULATIONS - PR-1.10 TOTAL BASIN AREA: 722 SF / 0.017 AC BASIN IMPERVIOUS AREA: 711 SF / 0.016 AC BASIN PERVIOUS AREA: 11 SF / 0.001 AC IMPERVIOUS %98.5% Cn 0.89 Tc:5 MINS Q100:0.10 CFS AREA CALCULATIONS - PR-1.4 TOTAL BASIN AREA: 403 SF / 0.009 AC BASIN IMPERVIOUS AREA: 391 SF / 0.009 AC BASIN PERVIOUS AREA: 12 SF / 0.001 AC IMPERVIOUS %97.0% Cn 0.88 Tc:5 MINS Q100:0.05 CFS AREA CALCULATIONS - PR-1.11 TOTAL BASIN AREA: 429 SF / 0.010 AC BASIN IMPERVIOUS AREA: 416 SF / 0.010 AC BASIN PERVIOUS AREA: 13 SF / 0.001 AC IMPERVIOUS %97.0% Cn 0.88 Tc:5 MINS Q100:0.06 CFS AREA CALCULATIONS - PR-1.5 TOTAL BASIN AREA: 404 SF / 0.009 AC BASIN IMPERVIOUS AREA: 394 SF / 0.009 AC BASIN PERVIOUS AREA: 10 SF / 0.001 AC IMPERVIOUS %97.5% Cn 0.88 Tc:5 MINS Q100:0.05 CFS AREA CALCULATIONS - PR-1.12 TOTAL BASIN AREA: 403 SF / 0.009 AC BASIN IMPERVIOUS AREA: 391 SF / 0.009 AC BASIN PERVIOUS AREA: 12 SF / 0.001 AC IMPERVIOUS %97.0% Cn 0.88 Tc:5 MINS Q100:0.05 CFS AREA CALCULATIONS - PR-1.6 TOTAL BASIN AREA: 611 SF / 0.014 AC BASIN IMPERVIOUS AREA: 590 SF / 0.014 AC BASIN PERVIOUS AREA: 21 SF / 0.001 AC IMPERVIOUS %96.6% Cn 0.88 Tc:5 MINS Q100:0.08 CFS AREA CALCULATIONS - PR-1.13 TOTAL BASIN AREA: 404 SF / 0.009 AC BASIN IMPERVIOUS AREA: 394 SF / 0.009 AC BASIN PERVIOUS AREA: 10 SF / 0.001 AC IMPERVIOUS %97.5% Cn 0.88 Tc:5 MINS Q100:0.05 CFS AREA CALCULATIONS - PR-1.7 TOTAL BASIN AREA: 723 SF / 0.017 AC BASIN IMPERVIOUS AREA: 711 SF / 0.016 AC BASIN PERVIOUS AREA: 12 SF / 0.001 AC IMPERVIOUS %98.3% Cn 0.89 Tc:5 MINS Q100:0.10 CFS AREA CALCULATIONS - PR-1.14 TOTAL BASIN AREA: 611 SF / 0.014 AC BASIN IMPERVIOUS AREA: 590 SF / 0.014 AC BASIN PERVIOUS AREA: 21 SF / 0.001 AC IMPERVIOUS %96.6% Cn 0.88 Tc:5 MINS Q100:0.08 CFS AREA CALCULATIONS - PR-1.8 TOTAL BASIN AREA: 531 SF / 0.012 AC BASIN IMPERVIOUS AREA: 531 SF / 0.012 AC BASIN PERVIOUS AREA: 0 SF / 0.000 AC IMPERVIOUS %100.0% Cn 0.90 Tc:5 MINS Q100:0.07 CFS AREA CALCULATIONS - PR-1.15 AREA CALCULATIONS - PR-1.16 TOTAL BASIN AREA: 531 SF / 0.012 AC BASIN IMPERVIOUS AREA: 531 SF / 0.012 AC BASIN PERVIOUS AREA: 0 SF / 0.000 AC IMPERVIOUS %100.0% Cn 0.90 Tc:5 MINS Q100:0.07 CFS AREA CALCULATIONS - PR-1.17 TOTAL BASIN AREA: 7,856 SF / 0.180 AC BASIN IMPERVIOUS AREA: 5,298 SF / 0.122 AC BASIN PERVIOUS AREA: 2,558 SF / 0.059 AC IMPERVIOUS %67.4% Cn 0.69 Tc:6.09 MINS Q100:0.72 CFS AREA CALCULATIONS - PR-1.18 TOTAL BASIN AREA: 1,393 SF / 0.032 AC BASIN IMPERVIOUS AREA: 23 SF / 0.001 AC BASIN PERVIOUS AREA: 1,370 SF / 0.031 AC IMPERVIOUS %1.7% Cn 0.26 Tc:5 MINS Q100:0.05 CFS AREA CALCULATIONS - PR-1.19 AREA CALCULATIONS - PR-1.20 TOTAL BASIN AREA: 1,309 SF / 0.030 AC BASIN IMPERVIOUS AREA: 0 SF / 0.000 AC BASIN PERVIOUS AREA: 1,309 SF / 0.030 AC IMPERVIOUS %0.0% Cn 0.25 Tc:5 MINS Q100:0.05 CFS TOTAL BASIN AREA: 723 SF / 0.017 AC BASIN IMPERVIOUS AREA: 711 SF / 0.016 AC BASIN PERVIOUS AREA: 12 SF / 0.001 AC IMPERVIOUS %98.3% Cn 0.89 Tc:5 MINS Q100:0.10 CFS BASIN PR-2 - AREA CALCS TOTAL BASIN AREA: 4,023 SF / 0.092 AC BASIN IMPERVIOUS AREA: 3,220 SF / 0.074 AC BASIN PERVIOUS AREA: 803 SF / 0.018 AC IMPERVIOUS %80.0% TOTAL BASIN AREA: 1,344 SF / 0.031 AC BASIN IMPERVIOUS AREA: 23 SF / 0.001 AC BASIN PERVIOUS AREA: 1,321 SF / 0.031 AC IMPERVIOUS %1.7% Cn 0.26 Tc:5 MINS Q100:0.05 CFS AREA CALCULATIONS - PR-2.1 TOTAL BASIN AREA: 4,023 SF / 0.092 AC BASIN IMPERVIOUS AREA: 3,220 SF / 0.074 AC BASIN PERVIOUS AREA: 796 SF / 0.018 AC IMPERVIOUS %80.0% Cn 0.77 Tc:5 MINS Q100:0.47 CFS BASIN PR-1 - AREA CALCS TOTAL BASIN AREA: 21,543 SF / 0.495 AC BASIN IMPERVIOUS AREA: 14,760 SF / 0.339 AC BASIN PERVIOUS AREA: 6,783 SF / 0.156 AC IMPERVIOUS %68.5%' I ' \ ' \ . I I I I LI ""'--_LJ I ,-, ~ f I I I . -r_j .... I .1 'I ' ... --, -, I -, -11 ' ' -, -' I \ ' ' ' I \ \ \ I \ \ \ \ I I I I :1 ' ~I I I I I 4 -, I ) I \ \ \ \ ~ I ' i.., .I ~ ' I ' ~ I --, ------, --- t' ', •~' ~-1~ \ \ ' I ' ' \ y ,; /11"11 ,, // ~~~'-,. I \~ .. I '- \ ' .. ' ' I,. ,· , I . • I • .. • I ' I • I < r, 1 ' " ' I ' .. ' ,l -l ' ' ' .. ~ ' ---=--1 I / I I / ) -/ -----7' --/ ---,, I --, / \ I I I \ I \ \ ' ' ~ I I I I I I I I H- I I I -\ I \ I \ I \ I \ ' .. ,· .. ,· .. ' .. - ' .. ' ' .. ' .. ' ' ' r ----------- / / / / , I I I I I I I I I I I I I I I I ( c::::=i '\. ~ I I Mll GlllED HYDROLOOYTAB.E SJBB"SN# en PIB\(cF) 11 083 1.2 0.89 1.3 0.83 1.4 083 1.5 0.83 1.6 0.83 1.7 0.89 1.8 0.9J 19 088 1 10 0.89 1 11 0.83 1 12 0.88 1 13 0.88 1 14 0.83 1.15 0.89 1 16 09) 1 17 0.89 1.18 0.26 1 19 0.26 1.20 0.25 PR-110TAL - 2.1 0.77 PR-210TAL - LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE I RIGHT-OF-WAY EXISTING CONTOUR LINE PROPOSED PA TH OF TRAVEL PROPOSED DIRECTION OF FLOW DRAINAGE BASIN BOUNDARY SUBAREA DRAJNAGE BASIN BOUNDARY PROPOSEDIMPERVIOUSAREA PROPOSED BIOFIL TRA T/ON BASIN I RAISED PLANTER PROPOSED PERVIOUS PAVEMENT (NO IMPERMEABLE LINER) PROPOSEDPERVIOUSPAVEMENT (WITH IMPERMEABLE LINER) 007 722 429 403 404 611 723 52{2 007 722 429 403 404 611 723 531 78E6 1393 1344 1303 21,543 4,023 4,0Zl PIBl(PC/ I (IN/HR) QUNMIT(CFS) OMIT(CFS) 0023 659 0 13 OCXB 0.017 6.59 0.10 0.004 0010 6.59 0.06 0.003 OCXJ9 659 0(6 0003 O.CXJ9 6.59 O.C6 0.003 0.014 6.59 o.rn 0.003 0.017 6.59 0.10 0.004 0012 6.59 0.07 0.003 0(]23 659 0 13 OCXB 0.017 6.59 0.10 0.004 0.010 6.59 0.06 0.003 O.CXJ9 6.59 O.C6 0.003 OCXJ9 6.59 O.C6 0.003 0.014 6.59 O.CB 0.003 0.017 6.59 0.10 0.004 0012 659 007 0003 0.100 5.00 0.72 0.720 0032 6.59 O.C6 0.C60 0031 6.59 O.C6 0.C60 0030 6.59 O.C6 0.C60 0.495 -2.17 0.93 0092 6.59 0.47 0.47 0.092 -0.47 0.47 -- 64 k'YllllZ I PREPARED BY: PASCO LARET SUITER I #l,SiS\ [))CC I ffe{lr IESi San Diego Encinitas Orange County Phone 858.259.8212 I www.plsaengineering.com PLSA 4070 Page 31 of 31 APPENDIX B 1P BMP-1 2P BMP-2 3P BMP-3 4P BMP-4 5P BMP-5 6P BMP-6 7P BMP-7 8P BMP-8 9P BMP-9 10P BMP-10 1L Inflow BMP-1 2L Inflow BMP-2 3L Inflow BMP-3 4L Inflow BMP-4 5L Inflow BMP-5 6L Inflow BMP-6 7L Inflow BMP-7 8L Inflow BMP-8 9L Inflow BMP-9 10L Inflow BMP-10 Routing Diagram for 4070 Prepared by {enter your company name here}, Printed 8/8/2024 HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond LinkQDL[j CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 1/16/2025Prepared by {enter your company name here} Page 6HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow BMP-1 Inflow = 0.128 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.128 cfs @ 4.08 hrs, Volume= 0.001 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-1 RatHydro.csv Link 1L: Inflow BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 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-1 RatHydro.csv 0.128 cfs 0.128 cfs - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - -7 7 ---------- I I I I I _ L __________ I_ - - - - - - - - -_J - - - - - - -~--~ - --1 - - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -----j - - - - -~-1'7"--r.l" I I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - - - I I I I -L - - - - - - - - --:-- - - - - - - - -~ - - - - - - - - I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - ---1 - - - - - - - I I I I - -L - - - - - - - - --:-- - - - - - - - -~ - - - - - - - I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - - _ I_ I I I -_I_ I ---------7---------- ---------~---------- --7 I __ _J _________ _ ---------7---------- --------4---------- --7 I __ _J _________ _ --------7---------- __ J I D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 1/16/2025Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP-1 Inflow = 0.128 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.006 cfs @ 4.05 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.006 cfs @ 4.05 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.13' @ 4.16 hrs Surf.Area= 48 sf Storage= 37 cf Plug-Flow detention time= 50.5 min calculated for 0.001 af (87% of inflow) Center-of-Mass det. time= 50.1 min ( 295.1 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 79 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 48 0.0 0 0 48 98.25 48 40.0 14 14 66 100.00 48 20.0 17 31 109 101.00 48 100.0 48 79 134 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 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=0.006 cfs @ 4.05 hrs HW=97.87' (Free Discharge) 1=Culvert (Passes 0.006 cfs of 0.171 cfs potential flow) 2=Orifice (Passes 0.006 cfs of 0.033 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.006 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 1/16/2025Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 1P: BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 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=100.13' Storage=37 cf 0.128 cfs 0.006 cfs I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - -~ - - - - - I I --1------I- I I - - - -~ - - - - - - - - --1-- - - - - - - - -~ - - - - - - - - - I I I I --, I I _ L __________ I_ ----- - - - -_J - - - - - - - - - I I - - - - - - - - - -~ - - - - - - - - --:-- - - - - - - - -~ - - - - - I I - - - - - - - -: [ _ - - - - - - - -_:_ - - - - - - - - -~ - - - - - - - - - I I I I -,---, I I L __________ I_ ----- - - - -_J - - - - - - - - - I I - - - - - - - - - -~ - - - - - - - - --:-- - - - - - - - -~ - - - - I I : I I ____ _ ---1--I I I I ---------7------ ___ _J. _________ _ ,- ' _J _________ _ ---------7------ --------4---------- ,- ' _J _________ _ --------7----- 1 ___ J_ I D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 2L: Inflow BMP-2 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.096 cfs @ 4.08 hrs, Volume= 0.001 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-2 RatHydro.csv Link 2L: Inflow BMP-2 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-2 RatHydro.csv 0.096 cfs 0.096 cfs I / ----------r ----------1----------7 ----------7 ----------7 ---------- ___________ I __________ I __________ I __________ I __________ I _________ _ I I I I I ___________ L __________ I __________ _J _ _ _ _ _ _ _ _ ________ _j _________ _ - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - --·~~~ ... ,, ·- - - - - - - - --+ - - - - - - - - - - I / ----------r ----------1----------7 -----------------7---------- _ _ _ _______ I __________ I __________ I _______ _ ---------I _________ _ I I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - - ----------~---------- - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----, - - - - - - ----------7---------- 1 --------------------I __________ L __________ I __________ _J _______ _ ---------~---------- - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - -----------~---------- / // / - - - - - - - - - --r-- - - - - - - --1-- - - - - - - - -7-- - - - - - ----------7---------- / I I __________ L __________ I __________ _J ______ _ - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----i - - - - - - - ----------I ----------1----------I ------- _ _ _ _______ I __________ I __________ I ______ _ - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - ----j - - - - - - - - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - I I I __________ I __________ I __________ I ______ _ 1 I --------~---------- --------7---------- --------1---------- --------I _________ _ --------~---------- --------7---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP-2 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.23' @ 4.17 hrs Surf.Area= 32 sf Storage= 28 cf Plug-Flow detention time= 56.9 min calculated for 0.001 af (87% of inflow) Center-of-Mass det. time= 56.4 min ( 301.4 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 53 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 32 0.0 0 0 32 98.25 32 40.0 10 10 47 100.00 32 20.0 11 21 82 101.00 32 100.0 32 53 102 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.004 cfs @ 4.05 hrs HW=97.91' (Free Discharge) 1=Culvert (Passes 0.004 cfs of 0.190 cfs potential flow) 2=Orifice (Passes 0.004 cfs of 0.059 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.004 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 2P: BMP-2 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.23' Storage=28 cf 0.096 cfs 0.004 cfs I r-----,_ I ______ L - - - - -_I I _____ _J ---I---- - -1- - - I r-----I_ 1--- - - _ I ---- - -__ I -----1-- 1 7------ J I -r --------~- 1 -1-- -_ I -1---- ----1--- 1 - - --1- ______ L I - - - - -_I -, ----I--_____ _J I ----1-_ r --------~-1 -1-- - - _ I 7----- _____ L I --- -_I I --r ---_____ _J I --1-- -r -------~--- 1_ I---- - - _ I -----I -I - ----I---I ------I I --- -1- -I -r -------~-- 1 --1-- - _ r --------~--- ---- -_L I---- - -- I _I I ______ _J ----+--- ' 7----- _I I ____ _J. _ I _____ _j ---4- I _____ _j ----t - - - ______ _J ----+-- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 3L: Inflow BMP-3 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.058 cfs @ 4.08 hrs, Volume= 0.000 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-3 RatHydro.csv Link 3L: Inflow BMP-3 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-3 RatHydro.csv 0.058 cfs 0.058 cfs/ - - - - - - _I - - - -1- / - ---1-- ---1--- / - - / - - / - - - - - -_I - - --1- _I I _I I I _____ _J - - -_J _ - -----l - - - ---t-- I ' _J I _____ _J - - - -_J _!_ I I ' I _____ j_ - - -.J.. - - -+ - - --+-- I ' _____ J_ I _____ _]_ - - - -.J.. I_ D - - - - _I - - - -1- --1-- - -1- - - - - - -_I - - --1- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP-3 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.12' @ 4.16 hrs Surf.Area= 22 sf Storage= 17 cf Plug-Flow detention time= 49.6 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 49.2 min ( 294.3 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.003 cfs @ 4.05 hrs HW=97.86' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.168 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.030 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 3P: BMP-3 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.12' Storage=17 cf 0.058 cfs 0.003 cfs / / - - - - -_I - - --1- I ---1--- I ---1--- I - - - - - _I - - - --1 _I I _I I I _____ _J ____ _j _ I I -----l--- 1 I ----t--- 1 I 7 ---- 1 _!_ I _!_ I I _____ _l_ - - - -..! I I ---+--- ' I --+--- ' I T - - - - I I 7------I T------ 1 I 7 I _J I I ______ _J I I 1 I T I ______ _!_ I I ______ _]_ I I I_ D - - - - -_I - - --1- I - - -1- - - I - - -1- - - I ______ I - - - --1 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 4L: Inflow BMP-4 Inflow = 0.048 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.048 cfs @ 4.08 hrs, Volume= 0.000 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-4 RatHydro.csv Link 4L: Inflow BMP-4 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-4 RatHydro.csv 0.048 cfs 0.048 cfs---1--- - - - - -_I - - - - -_I ----1-- _I I -----l--- _I I -7 ---- 1 _____ _J _____ _J ----I -- 7 _!_ I ---+-- _!_ I I ______ _l_ _____ j_ - - -+ - T I_ D - - - -1- - - - - - - -_I - - - - -_I - - --1-- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 4P: BMP-4 Inflow = 0.048 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.06 hrs, Volume= 0.000 af, Atten= 95%, Lag= 0.0 min Primary = 0.003 cfs @ 4.06 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.90' @ 4.16 hrs Surf.Area= 22 sf Storage= 14 cf Plug-Flow detention time= 40.1 min calculated for 0.000 af (85% of inflow) Center-of-Mass det. time= 39.5 min ( 284.5 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.003 cfs @ 4.06 hrs HW=97.93' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.193 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.067 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 4P: BMP-4 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=99.90' Storage=14 cf 0.048 cfs 0.003 cfs / / ---1--- - - - - -_I - - - -_I I ----1-- _I I -----l--- _I I I I -,---- ' I _!_ I ---+-- _!_ I I I -1 ---- 1 I _____ _J I I I ______ _l_ I 7 ----- 1 I _____ _J 7 I I ------l-- 1 I I 7 I I I I 1 ----- 1 I _____ J_ I I I T I I ----+-- ' I I T I I I_ D - - -1- - - -, - - - -_I - - - -_I I - - - -1- - - CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 5L: Inflow BMP-5 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.058 cfs @ 4.08 hrs, Volume= 0.000 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-5 RatHydro.csv Link 5L: Inflow BMP-5 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-5 RatHydro.csv 0.058 cfs 0.058 cfs/ - - - - - - _I - - - -1- / - ---1-- ---1--- / - - / - - / - - - - - -_I - - --1- _I I _I I I _____ _J - - -_J _ - -----l - - - ---t-- I ' _J I _____ _J - - - -_J _!_ I I ' I _____ j_ - - -.J.. - - -+ - - --+-- I ' _____ J_ I _____ _]_ - - - -.J.. I_ D - - - - _I - - - -1- --1-- - -1- - - - - - -_I - - --1- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 5P: BMP-5 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.12' @ 4.16 hrs Surf.Area= 22 sf Storage= 17 cf Plug-Flow detention time= 49.6 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 49.2 min ( 294.3 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.003 cfs @ 4.05 hrs HW=97.86' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.168 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.030 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 5P: BMP-5 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.12' Storage=17 cf 0.058 cfs 0.003 cfs / / - - - - -_I - - --1- I ---1--- I ---1--- I - - - - - _I - - - --1 _I I _I I I _____ _J ____ _j _ I I -----l--- 1 I ----t--- 1 I 7 ---- 1 _!_ I _!_ I I _____ _l_ - - - -..! I I ---+--- ' I --+--- ' I T - - - - I I 7------I T------ 1 I 7 I _J I I ______ _J I I 1 I T I ______ _!_ I I ______ _]_ I I I_ D - - - - -_I - - --1- I - - -1- - - I - - -1- - - I ______ I - - - --1 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 6L: Inflow BMP-6 Inflow = 0.077 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.077 cfs @ 4.08 hrs, Volume= 0.001 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-6 RatHydro.csv Link 6L: Inflow BMP-6 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-6 RatHydro.csv 0.077 cfs 0.077 cfs ' _I I 1-------I 7 - ---1--- -----1-- - - - - - - _I -----t--- ------l- 1 ______ _J _I I I ' _!_ I ' I_ I ,-- - --,=-c.=!==.....,.J ---+--- -----l-- 1 ______ _]_ _!_ I 7------- ---1--- -----1-- - - - -_1 - - - - - -_I ----t--- ------l- _____ _J ______ _J --+--- -----l-- _____ J_ ______ J_ D - - -1- - - - - - - -I- _______ I -, -, - - - -1- - - - - - - -1- - - - - -_1 _ ------I CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: BMP-6 Inflow = 0.077 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.10' @ 4.16 hrs Surf.Area= 30 sf Storage= 22 cf Plug-Flow detention time= 48.3 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 47.9 min ( 292.9 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 50 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 30 0.0 0 0 30 98.25 30 40.0 9 9 45 100.00 30 20.0 11 20 79 101.00 30 100.0 30 50 98 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.003 cfs @ 4.05 hrs HW=97.85' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.163 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.026 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 6P: BMP-6 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.10' Storage=22 cf 0.077 cfs 0.003 cfs / ----- / ----- / ----- - -1- - - / - -- - --1- / - - - - - -_I / - - / - ---1-- - - --1- - - --1 - - - - - I / - - I - -1- - - _J I _I I - ---t-- I - - --l - I _____ _J I _I I I 7 I 7 ---- 1 - ---I - - - - --l - I - - - --l I _____ _J I I 7 I 7 ----- _I_ I _!_ I --+-- ' - - -..! I _____ _]_ I I ' I 1 ----- 1 T - - - - I - -+ - - I - - -..! I - - - -..! I _____ _!_ I I ' I T ----- ,_ I I_ - -1- - - - - --1- - - - - I --1-- - - --1- - - --1 - - - - I I - -1- - - D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 7L: Inflow BMP-7 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.096 cfs @ 4.08 hrs, Volume= 0.001 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-7 RatHydro.csv Link 7L: Inflow BMP-7 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-7 RatHydro.csv 0.096 cfs 0.096 cfs I / ----------r ----------1----------7 ----------7 ----------7 ---------- ___________ I __________ I __________ I __________ I __________ I _________ _ I I I I I ___________ L __________ I __________ _J _ _ _ _ _ _ _ _ ________ _j _________ _ - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - --·~~~ ... ,, ·- - - - - - - - --+ - - - - - - - - - - I / ----------r ----------1----------7 -----------------7---------- _ _ _ _______ I __________ I __________ I _______ _ ---------I _________ _ I I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - - ----------~---------- - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----, - - - - - - ----------7---------- 1 --------------------I __________ L __________ I __________ _J _______ _ ---------~---------- - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - -----------~---------- / // / - - - - - - - - - --r-- - - - - - - --1-- - - - - - - - -7-- - - - - - ----------7---------- / I I __________ L __________ I __________ _J ______ _ - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----i - - - - - - - ----------I ----------1----------I ------- _ _ _ _______ I __________ I __________ I ______ _ - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - ----j - - - - - - - - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - I I I __________ I __________ I __________ I ______ _ 1 I --------~---------- --------7---------- --------1---------- --------I _________ _ --------~---------- --------7---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: BMP-7 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.23' @ 4.17 hrs Surf.Area= 32 sf Storage= 28 cf Plug-Flow detention time= 56.9 min calculated for 0.001 af (87% of inflow) Center-of-Mass det. time= 56.4 min ( 301.4 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 53 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 32 0.0 0 0 32 98.25 32 40.0 10 10 47 100.00 32 20.0 11 21 82 101.00 32 100.0 32 53 102 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.004 cfs @ 4.05 hrs HW=97.91' (Free Discharge) 1=Culvert (Passes 0.004 cfs of 0.190 cfs potential flow) 2=Orifice (Passes 0.004 cfs of 0.059 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.004 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 7P: BMP-7 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.23' Storage=28 cf 0.096 cfs 0.004 cfs I r-----,_ I ______ L - - - - -_I I _____ _J ---I---- - -1- - - I r-----I_ 1--- - - _ I ---- - -__ I -----1-- 1 7------ J I -r --------~- 1 -1-- -_ I -1---- ----1--- 1 - - --1- ______ L I - - - - -_I -, ----I--_____ _J I ----1-_ r --------~-1 -1-- - - _ I 7----- _____ L I --- -_I I --r ---_____ _J I --1-- -r -------~--- 1_ I---- - - _ I -----I -I - ----I---I ------I I --- -1- -I -r -------~-- 1 --1-- - _ r --------~--- ---- -_L I---- - -- I _I I ______ _J ----+--- ' 7----- _I I ____ _J. _ I _____ _j ---4- I _____ _j ----t - - - ______ _J ----+-- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 8L: Inflow BMP-8 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.058 cfs @ 4.08 hrs, Volume= 0.000 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.csv Link 8L: Inflow BMP-8 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-8 RatHydro.csv 0.058 cfs 0.058 cfs/ - - - - - - _I - - - -1- / - ---1-- ---1--- / - - / - - / - - - - - -_I - - --1- _I I _I I I _____ _J - - -_J _ - -----l - - - ---t-- I ' _J I _____ _J - - - -_J _!_ I I ' I _____ j_ - - -.J.. - - -+ - - --+-- I ' _____ J_ I _____ _]_ - - - -.J.. I_ D - - - - _I - - - -1- --1-- - -1- - - - - - -_I - - --1- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 8P: BMP-8 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.12' @ 4.16 hrs Surf.Area= 22 sf Storage= 17 cf Plug-Flow detention time= 49.6 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 49.2 min ( 294.3 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.003 cfs @ 4.05 hrs HW=97.86' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.168 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.030 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 8P: BMP-8 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.12' Storage=17 cf 0.058 cfs 0.003 cfs / / - - - - -_I - - --1- I ---1--- I ---1--- I - - - - - _I - - - --1 _I I _I I I _____ _J ____ _j _ I I -----l--- 1 I ----t--- 1 I 7 ---- 1 _!_ I _!_ I I _____ _l_ - - - -..! I I ---+--- ' I --+--- ' I T - - - - I I 7------I T------ 1 I 7 I _J I I ______ _J I I 1 I T I ______ _!_ I I ______ _]_ I I I_ D - - - - -_I - - --1- I - - -1- - - I - - -1- - - I ______ I - - - --1 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 1/16/2025Prepared by {enter your company name here} Page 7HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 9L: Inflow BMP-9 Inflow = 0.128 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.128 cfs @ 4.08 hrs, Volume= 0.001 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-9 RatHydro.csv Link 9L: Inflow BMP-9 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 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-9 RatHydro.csv 0.128 cfs 0.128 cfs - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - -7 7 ---------- I I I I I _ L __________ I_ - - - - - - - - -_J - - - - - - -~--~ - --1 - - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -----j - - - - -~-1'7"--r.l" I I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - - - I I I I -L - - - - - - - - --:-- - - - - - - - -~ - - - - - - - - I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - ---1 - - - - - - - I I I I - -L - - - - - - - - --:-- - - - - - - - -~ - - - - - - - I I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - - _ I_ I I I -_I_ I ---------7---------- ---------~---------- --7 I __ _J _________ _ ---------7---------- --------4---------- --7 I __ _J _________ _ --------7---------- __ J I D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 1/16/2025Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 9P: BMP-9 Inflow = 0.128 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.006 cfs @ 4.05 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.006 cfs @ 4.05 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.13' @ 4.16 hrs Surf.Area= 48 sf Storage= 37 cf Plug-Flow detention time= 50.5 min calculated for 0.001 af (87% of inflow) Center-of-Mass det. time= 50.1 min ( 295.1 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 79 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 48 0.0 0 0 48 98.25 48 40.0 14 14 66 100.00 48 20.0 17 31 109 101.00 48 100.0 48 79 134 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.006 cfs @ 4.05 hrs HW=97.87' (Free Discharge) 1=Culvert (Passes 0.006 cfs of 0.171 cfs potential flow) 2=Orifice (Passes 0.006 cfs of 0.033 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.006 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 1/16/2025Prepared by {enter your company name here} Page 5HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 9P: BMP-9 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 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=100.13' Storage=37 cf 0.128 cfs 0.006 cfs I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - -~ - - - - - I I --1------I- I I - - - -~ - - - - - - - - --1-- - - - - - - - -~ - - - - - - - - - I I I I --, I I _ L __________ I_ ----- - - - -_J - - - - - - - - - I I - - - - - - - - - -~ - - - - - - - - --:-- - - - - - - - -~ - - - - - I I - - - - - - - -: [ _ - - - - - - - -_:_ - - - - - - - - -~ - - - - - - - - - I I I I -,---, I I L __________ I_ ----- - - - -_J - - - - - - - - - I I - - - - - - - - - -~ - - - - - - - - --:-- - - - - - - - -~ - - - - I I : I I ____ _ ---1--I I I I ---------7------ ___ _J. _________ _ ,- ' _J _________ _ ---------7------ --------4---------- ,- ' _J _________ _ --------7----- 1 ___ J_ I D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 10L: Inflow BMP-10 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.096 cfs @ 4.08 hrs, Volume= 0.001 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-10 RatHydro.csv Link 10L: Inflow BMP-10 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-10 RatHydro.csv 0.096 cfs 0.096 cfs I / ----------r ----------1----------7 ----------7 ----------7 ---------- ___________ I __________ I __________ I __________ I __________ I _________ _ I I I I I ___________ L __________ I __________ _J _ _ _ _ _ _ _ _ ________ _j _________ _ - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - --·~~~ ... ,, ·- - - - - - - - --+ - - - - - - - - - - I / ----------r ----------1----------7 -----------------7---------- _ _ _ _______ I __________ I __________ I _______ _ ---------I _________ _ I I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - - ----------~---------- - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----, - - - - - - ----------7---------- 1 --------------------I __________ L __________ I __________ _J _______ _ ---------~---------- - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - -----------~---------- / // / - - - - - - - - - --r-- - - - - - - --1-- - - - - - - - -7-- - - - - - ----------7---------- / I I __________ L __________ I __________ _J ______ _ - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----i - - - - - - - ----------I ----------1----------I ------- _ _ _ _______ I __________ I __________ I ______ _ - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - ----j - - - - - - - - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - I I I __________ I __________ I __________ I ______ _ 1 I --------~---------- --------7---------- --------1---------- --------I _________ _ --------~---------- --------7---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 10P: BMP-10 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.23' @ 4.17 hrs Surf.Area= 32 sf Storage= 28 cf Plug-Flow detention time= 56.9 min calculated for 0.001 af (87% of inflow) Center-of-Mass det. time= 56.4 min ( 301.4 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 53 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 32 0.0 0 0 32 98.25 32 40.0 10 10 47 100.00 32 20.0 11 21 82 101.00 32 100.0 32 53 102 Device Routing Invert Outlet Devices #1 Primary 97.50'4.00" 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= 0.09 sf #2 Device 1 97.75'4.00" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.00" Horiz. Grate C= 0.600 in 4.00" 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=0.004 cfs @ 4.05 hrs HW=97.91' (Free Discharge) 1=Culvert (Passes 0.004 cfs of 0.190 cfs potential flow) 2=Orifice (Passes 0.004 cfs of 0.059 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.004 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070 Printed 8/8/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 10P: BMP-10 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.23' Storage=28 cf 0.096 cfs 0.004 cfs I r-----,_ I ______ L - - - - -_I I _____ _J ---I---- - -1- - - I r-----I_ 1--- - - _ I ---- - -__ I -----1-- 1 7------ J I -r --------~- 1 -1-- -_ I -1---- ----1--- 1 - - --1- ______ L I - - - - -_I -, ----I--_____ _J I ----1-_ r --------~-1 -1-- - - _ I 7----- _____ L I --- -_I I --r ---_____ _J I --1-- -r -------~--- 1_ I---- - - _ I -----I -I - ----I---I ------I I --- -1- -I -r -------~-- 1 --1-- - _ r --------~--- ---- -_L I---- - -- I _I I ______ _J ----+--- ' 7----- _I I ____ _J. _ I _____ _j ---4- I _____ _j ----t - - - ______ _J ----+-- D 11P BMP-11 12P BMP-12 13P BMP-13 14P BMP-14 15P BMP-15 16P BMP-16 17P BMP-17 18P BMP-18 11L Inflow BMP-11 12L Inflow BMP-12 13L Inflow BMP-13 14L Inflow BMP-14 15L Inflow BMP-15 16L Inflow BMP-16 17L Inflow BMP-17 18L Inflow BMP-18 Routing Diagram for 4070-2 Prepared by {enter your company name here}, Printed 8/8/2024 HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link [j t>D t,6 [j t>D t>D -f>D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 11L: Inflow BMP-11 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-11 RatHydro.csv Link 11L: Inflow BMP-11 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-11 RatHydro.csv 0.058 cfs 0.058 cfs/ - - - - - - _I - - - -1- / - ---1-- ---1--- / - - / - - / - - - - - -_I - - --1- _I I _I I I _____ _J - - -_J _ - -----l - - - ---t-- I ' _J I _____ _J - - - -_J _!_ I I ' I _____ j_ - - -.J.. - - -+ - - --+-- I ' _____ J_ I _____ _]_ - - - -.J.. I_ D - - - - _I - - - -1- --1-- - -1- - - - - - -_I - - --1- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP-11 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.12' @ 4.16 hrs Surf.Area= 22 sf Storage= 17 cf Plug-Flow detention time= 49.6 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 49.2 min ( 294.3 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.0" 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= 0.09 sf #2 Device 1 97.75'4.0" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.0" Horiz. Grate C= 0.600 in 4.0" 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=0.003 cfs @ 4.05 hrs HW=97.86' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.168 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.030 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 11P: BMP-11 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.12' Storage=17 cf 0.058 cfs 0.003 cfs / / - - - - -_I - - --1- I ---1--- I ---1--- I - - - - - _I - - - --1 _I I _I I I _____ _J ____ _j _ I I -----l--- 1 I ----t--- 1 I 7 ---- 1 _!_ I _!_ I I _____ _l_ - - - -..! I I ---+--- ' I --+--- ' I T - - - - I I 7------I T------ 1 I 7 I _J I I ______ _J I I 1 I T I ______ _!_ I I ______ _]_ I I I_ D - - - - -_I - - --1- I - - -1- - - I - - -1- - - I ______ I - - - --1 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 12L: Inflow BMP-12 Inflow = 0.048 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.048 cfs @ 4.08 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-12 RatHydro.csv Link 12L: Inflow BMP-12 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-12 RatHydro.csv 0.048 cfs 0.048 cfs---1--- - - - - -_I - - - - -_I ----1-- _I I -----l--- _I I -7 ---- 1 _____ _J _____ _J ----I -- 7 _!_ I ---+-- _!_ I I ______ _l_ _____ j_ - - -+ - T I_ D - - - -1- - - - - - - -_I - - - - -_I - - --1-- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP-12 Inflow = 0.048 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.06 hrs, Volume= 0.000 af, Atten= 95%, Lag= 0.0 min Primary = 0.003 cfs @ 4.06 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 99.90' @ 4.16 hrs Surf.Area= 22 sf Storage= 14 cf Plug-Flow detention time= 40.1 min calculated for 0.000 af (85% of inflow) Center-of-Mass det. time= 39.5 min ( 284.5 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.0" 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= 0.09 sf #2 Device 1 97.75'4.0" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.0" Horiz. Grate C= 0.600 in 4.0" 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=0.003 cfs @ 4.06 hrs HW=97.93' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.193 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.067 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 12P: BMP-12 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=99.90' Storage=14 cf 0.048 cfs 0.003 cfs / / ---1--- - - - - -_I - - - -_I I ----1-- _I I -----l--- _I I I I -,---- ' I _!_ I ---+-- _!_ I I I -1 ---- 1 I _____ _J I I I ______ _l_ I 7 ----- 1 I _____ _J 7 I I ------l-- 1 I I 7 I I I I 1 ----- 1 I _____ J_ I I I T I I ----+-- ' I I T I I I_ D - - -1- - - -, - - - -_I - - - -_I I - - - -1- - - CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 13L: Inflow BMP-13 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-13 RatHydro.csv Link 13L: Inflow BMP-13 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-13 RatHydro.csv 0.058 cfs 0.058 cfs/ - - - - - - _I - - - -1- / - ---1-- ---1--- / - - / - - / - - - - - -_I - - --1- _I I _I I I _____ _J - - -_J _ - -----l - - - ---t-- I ' _J I _____ _J - - - -_J _!_ I I ' I _____ j_ - - -.J.. - - -+ - - --+-- I ' _____ J_ I _____ _]_ - - - -.J.. I_ D - - - - _I - - - -1- --1-- - -1- - - - - - -_I - - --1- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 13P: BMP-13 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.12' @ 4.16 hrs Surf.Area= 22 sf Storage= 17 cf Plug-Flow detention time= 49.6 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 49.2 min ( 294.3 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.0" 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= 0.09 sf #2 Device 1 97.75'4.0" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.0" Horiz. Grate C= 0.600 in 4.0" 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=0.003 cfs @ 4.05 hrs HW=97.86' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.168 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.030 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 13P: BMP-13 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.12' Storage=17 cf 0.058 cfs 0.003 cfs / / - - - - -_I - - --1- I ---1--- I ---1--- I - - - - - _I - - - --1 _I I _I I I _____ _J ____ _j _ I I -----l--- 1 I ----t--- 1 I 7 ---- 1 _!_ I _!_ I I _____ _l_ - - - -..! I I ---+--- ' I --+--- ' I T - - - - I I 7------I T------ 1 I 7 I _J I I ______ _J I I 1 I T I ______ _!_ I I ______ _]_ I I I_ D - - - - -_I - - --1- I - - -1- - - I - - -1- - - I ______ I - - - --1 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 14L: Inflow BMP-14 Inflow = 0.077 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.077 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-14 RatHydro.csv Link 14L: Inflow BMP-14 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-14 RatHydro.csv 0.077 cfs 0.077 cfs ' _I I 1-------I 7 - ---1--- -----1-- - - - - - - _I -----t--- ------l- 1 ______ _J _I I I ' _!_ I ' I_ I ,-- - --,=-c.=!==.....,.J ---+--- -----l-- 1 ______ _]_ _!_ I 7------- ---1--- -----1-- - - - -_1 - - - - - -_I ----t--- ------l- _____ _J ______ _J --+--- -----l-- _____ J_ ______ J_ D - - -1- - - - - - - -I- _______ I -, -, - - - -1- - - - - - - -1- - - - - -_1 _ ------I CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 14P: BMP-14 Inflow = 0.077 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.10' @ 4.16 hrs Surf.Area= 30 sf Storage= 22 cf Plug-Flow detention time= 48.3 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 47.9 min ( 292.9 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 50 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 30 0.0 0 0 30 98.25 30 40.0 9 9 45 100.00 30 20.0 11 20 79 101.00 30 100.0 30 50 98 Device Routing Invert Outlet Devices #1 Primary 97.50'4.0" 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= 0.09 sf #2 Device 1 97.75'4.0" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.0" Horiz. Grate C= 0.600 in 4.0" 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=0.003 cfs @ 4.05 hrs HW=97.85' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.163 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.026 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 14P: BMP-14 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.10' Storage=22 cf 0.077 cfs 0.003 cfs / ----- / ----- / ----- - -1- - - / - -- - --1- / - - - - - -_I / - - / - ---1-- - - --1- - - --1 - - - - - I / - - I - -1- - - _J I _I I - ---t-- I - - --l - I _____ _J I _I I I 7 I 7 ---- 1 - ---I - - - - --l - I - - - --l I _____ _J I I 7 I 7 ----- _I_ I _!_ I --+-- ' - - -..! I _____ _]_ I I ' I 1 ----- 1 T - - - - I - -+ - - I - - -..! I - - - -..! I _____ _!_ I I ' I T ----- ,_ I I_ - -1- - - - - --1- - - - - I --1-- - - --1- - - --1 - - - - I I - -1- - - D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 15L: Inflow BMP-15 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-15 RatHydro.csv Link 15L: Inflow BMP-15 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-15 RatHydro.csv 0.096 cfs 0.096 cfs I / ----------r ----------1----------7 ----------7 ----------7 ---------- ___________ I __________ I __________ I __________ I __________ I _________ _ I I I I I ___________ L __________ I __________ _J _ _ _ _ _ _ _ _ ________ _j _________ _ - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - --·~~~ ... ,, ·- - - - - - - - --+ - - - - - - - - - - I / ----------r ----------1----------7 -----------------7---------- _ _ _ _______ I __________ I __________ I _______ _ ---------I _________ _ I I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - - ----------~---------- - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----, - - - - - - ----------7---------- 1 --------------------I __________ L __________ I __________ _J _______ _ ---------~---------- - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - - -----------~---------- / // / - - - - - - - - - --r-- - - - - - - --1-- - - - - - - - -7-- - - - - - ----------7---------- / I I __________ L __________ I __________ _J ______ _ - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----i - - - - - - - ----------I ----------1----------I ------- _ _ _ _______ I __________ I __________ I ______ _ - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - ----j - - - - - - - - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----j - - - - - - - I I I __________ I __________ I __________ I ______ _ 1 I --------~---------- --------7---------- --------1---------- --------I _________ _ --------~---------- --------7---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 15P: BMP-15 Inflow = 0.096 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.004 cfs @ 4.05 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.23' @ 4.17 hrs Surf.Area= 32 sf Storage= 28 cf Plug-Flow detention time= 56.9 min calculated for 0.001 af (87% of inflow) Center-of-Mass det. time= 56.4 min ( 301.4 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 53 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 32 0.0 0 0 32 98.25 32 40.0 10 10 47 100.00 32 20.0 11 21 82 101.00 32 100.0 32 53 102 Device Routing Invert Outlet Devices #1 Primary 97.50'4.0" 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= 0.09 sf #2 Device 1 97.75'4.0" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.0" Horiz. Grate C= 0.600 in 4.0" 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=0.004 cfs @ 4.05 hrs HW=97.91' (Free Discharge) 1=Culvert (Passes 0.004 cfs of 0.190 cfs potential flow) 2=Orifice (Passes 0.004 cfs of 0.059 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.004 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 15P: BMP-15 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.23' Storage=28 cf 0.096 cfs 0.004 cfs I r-----,_ I ______ L - - - - -_I I _____ _J ---I---- - -1- - - I r-----I_ 1--- - - _ I ---- - -__ I -----1-- 1 7------ J I -r --------~- 1 -1-- -_ I -1---- ----1--- 1 - - --1- ______ L I - - - - -_I -, ----I--_____ _J I ----1-_ r --------~-1 -1-- - - _ I 7----- _____ L I --- -_I I --r ---_____ _J I --1-- -r -------~--- 1_ I---- - - _ I -----I -I - ----I---I ------I I --- -1- -I -r -------~-- 1 --1-- - _ r --------~--- ---- -_L I---- - -- I _I I ______ _J ----+--- ' 7----- _I I ____ _J. _ I _____ _j ---4- I _____ _j ----t - - - ______ _J ----+-- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Link 16L: Inflow BMP-16 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Primary = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs DISCHARGE Imported from BMP-16 RatHydro.csv Link 16L: Inflow BMP-16 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 DISCHARGE Imported from BMP-16 RatHydro.csv 0.058 cfs 0.058 cfs/ - - - - - - _I - - - -1- / - ---1-- ---1--- / - - / - - / - - - - - -_I - - --1- _I I _I I I _____ _J - - -_J _ - -----l - - - ---t-- I ' _J I _____ _J - - - -_J _!_ I I ' I _____ j_ - - -.J.. - - -+ - - --+-- I ' _____ J_ I _____ _]_ - - - -.J.. I_ D - - - - _I - - - -1- --1-- - -1- - - - - - -_I - - --1- CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Summary for Pond 16P: BMP-16 Inflow = 0.058 cfs @ 4.08 hrs, Volume= 0.000 af Outflow = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af, Atten= 96%, Lag= 0.0 min Primary = 0.003 cfs @ 4.05 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Peak Elev= 100.12' @ 4.16 hrs Surf.Area= 22 sf Storage= 17 cf Plug-Flow detention time= 49.6 min calculated for 0.000 af (87% of inflow) Center-of-Mass det. time= 49.2 min ( 294.3 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.50' 36 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 22 0.0 0 0 22 98.25 22 40.0 7 7 34 100.00 22 20.0 8 14 64 101.00 22 100.0 22 36 80 Device Routing Invert Outlet Devices #1 Primary 97.50'4.0" 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= 0.09 sf #2 Device 1 97.75'4.0" Vert. Orifice C= 0.600 #3 Device 1 100.67'4.0" Horiz. Grate C= 0.600 in 4.0" 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=0.003 cfs @ 4.05 hrs HW=97.86' (Free Discharge) 1=Culvert (Passes 0.003 cfs of 0.168 cfs potential flow) 2=Orifice (Passes 0.003 cfs of 0.030 cfs potential flow) 4=Infiltration through soil (Exfiltration Controls 0.003 cfs) 3=Grate ( Controls 0.000 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4070-2 Printed 8/8/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.00-24 s/n 10097 © 2018 HydroCAD Software Solutions LLC Pond 16P: BMP-16 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Peak Elev=100.12' Storage=17 cf 0.058 cfs 0.003 cfs / / - - - - -_I - - --1- I ---1--- I ---1--- I - - - - - _I - - - --1 _I I _I I I _____ _J ____ _j _ I I -----l--- 1 I ----t--- 1 I 7 ---- 1 _!_ I _!_ I I _____ _l_ - - - -..! I I ---+--- ' I --+--- ' I T - - - - I I 7------I T------ 1 I 7 I _J I I ______ _J I I 1 I T I ______ _!_ I I ______ _]_ I I I_ D - - - - -_I - - --1- I - - -1- - - I - - -1- - - I ______ I - - - --1 ____________________________________________________________________________ **************************************************************************** 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: ************************** DESCRIPTION OF STUDY ************************** * 3215-3225 TYLER STREET, CARLSBAD, CA * * PLSA 4070 PRE DEVELOPMENT HYDROLOGICAL STUDY * * TOTAL EXISTING BASIN * ************************************************************************** FILE NAME: 4070PRE.DAT TIME/DATE OF STUDY: 11:02 11/10/2023 ---------------------------------------------------------------------------- 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 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD 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 = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 46.00 DOWNSTREAM ELEVATION(FEET) = 43.50 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.633 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 92.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.489 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 43.50 DOWNSTREAM(FEET) = 43.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 67.00 CHANNEL SLOPE = 0.0045 CHANNEL BASE(FEET) = 11.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.937 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.94 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 7.82 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.46 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 167.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 7.82 PEAK FLOW RATE(CFS) = 1.46 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Proposed Hydrology Node Map (Node 100-102) ____________________________________________________________________________ **************************************************************************** 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: 4070P2.DAT TIME/DATE OF STUDY: 15:41 01/15/2025 ---------------------------------------------------------------------------- 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) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD 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 = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 46.50 DOWNSTREAM ELEVATION(FEET) = 46.10 ELEVATION DIFFERENCE(FEET) = 0.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.108 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 46.10 DOWNSTREAM(FEET) = 45.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 99.00 CHANNEL SLOPE = 0.0101 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.05 ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.803 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6900 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.55 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 6.09 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.36 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.72 ==>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 4.58 ==>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 149.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 6.09 PEAK FLOW RATE(CFS) = 0.72 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS