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CT 2023-0005; JUNIPER COAST HOMES; FINAL HYDROLOGY STUDY; 2025-10-01
FINAL HYDROLOGY STUDY FOR GRADING AND IMPROVEMENT PLANS FOR JUNIPER COAST HOMES 270 JUNIPER AVENUE APN: 204-240-22 CT 2023-0005 / PUD 2023-0007 / CDP 2023-0058 DWG 551-3 / DWG 551-3A GR2025-0001 / IMP2025-0001 CITY OF CARLSBAD, CA PREPARED FOR: RINCON INC. 5315 AVENIDA ENCINAS, SUITE 200 CARLSBAD, CA 92008 PH: (888) 357-3553 PREPARED BY: PASCO LARET SUITER & ASSOCIATES, INC. 1911 SAN DIEGO AVENUE, SUITE A SAN DIEGO, CA 92110 PH: (858) 259-8212 Prepared: October 2025 __________________________________________________ TYLER G. LAWSON, RCE 80356 DATE 10/17/2025 No. 80356 PLSA 4052 TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Vicinity Map 1.2 Existing Conditions 1.3 Proposed Project 1.4 Proposed Offsite Drainage 1.5 Conclusions 1.6 References 1.7 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 Offsite Hydrologic Model Output (100-Year Event) 3.3 Detention Analysis (100-Year Event) 3.4 Offsite Drainage Mitigation 3.5 Hydraulic Analysis – Juniper Avenue Storm Drain 3.6 Storm Water Pollutant Control 3.7 Appendix 4.0 Appendix A: Hydrology Support Material Appendix B: 100-Year Storm Event Detention Analysis Appendix C: Hydraulic Support Material PLSA 4052 Page 1 of 29 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Final Hydrology Study for the proposed development at 270 Juniper Avenue has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post-developed (proposed) conditions produced by the 100- year, 6-hour storm. This report also includes the hydraulic analysis of the proposed storm drain system. 1.2 Vicinity Map \_) /NITYMAP t NOT TO SCALE I PLSA 4052 Page 2 of 29 1.3 Existing Conditions The subject property is located on the east side of Garfield Street between Acacia Avenue to the north, and Juniper Ave to the south. The site is adjacent to residential developments directly to the north, west and east, and Juniper Ave to the south. The existing site consists of mostly natural vegetation with one (1) existing single family development with surface and utility improvements typical to the type of development. Natural vegetation onsite is made up of several trees, low shrubs, and grass. The project site is located within the Agua Hedionda Hydrologic Area, and, more specifically, the Auga Hedionda Lagoon Hydrologic Sub-Area (904.31) of the Carlsbad watershed. The existing site is comprised of approximately 0.869 acres. Based on a study of the existing topography, the site is at the low point of Juniper Avenue. Runoff entering Juniper to the west from Garfield Street and the east side of Juniper Avenue confluence at an existing grated inlet in front of the site. The majority of runoff generated onsite appears to primarily drain from east to northwest towards a local low point in the northwest corner of the site. The remainder of the site drains to the front of the property to confluence with the runoff generated from Garfield Street and Juniper Avenue at the grated inlet. Currently, there is no existing storm drain infrastructure located onsite to convey drainage, and the majority of runoff sheet flows through the site toward the low point at the westerly corner and the remaining portion flows out to Juniper Avenue and the grated inlet. Once runoff reaches the grated inlet it continues downstream to the east in a 12 CMP storm drain to outlet along the frontage of 376 Juniper Avenue. After out letting runoff drains via sheet flow to an existing curb inlet at the end of Juniper Avenue. Runoff that enters the curb inlet drains the an existing storm drain adjacent to the east of the railroad tracks to continue downstream to Auga Hedionda Lagoon. Once in Auga Hedionda Lagoon runoff continues downstream to ultimately discharging into the Pacific Ocean. In the existing condition the site is excepting runoff from the adjacent site directly to the west along with a few properties along Garfield Street. Runoff generated from those sites sheet flow to the low point on the subject property. Onsite and offsite runoff confluence at the low point and appears to infiltrate into the existing ground. Refer to the existing offsite hydrology exhibit included in Appendix A for delineation of the offsite drainage basin. The subject property can be assumed to have one (1) discharge location from the site in the existing condition. As previously mentioned, the majority of runoff generated from the site and runoff generated from the neighboring sites infiltrates on the subject property. Drainage Basin EX-1 is approximately 0.869 acres in size and 4.5% impervious. EX-1 has been broken down further into two (2) sub basins EX-1.1 and EX-1.2. 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 0.28 was calculated for Basin EX- 1 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 PLSA 4052 Page 3 of 29 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. 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 1.06 cfs. EX-1.1 generated 0.15 cfs with a time of concentration of 5.0 minutes discharging to the existing inlet in Juniper Avenue; EX-1.2 generated 0.91 cfs with a time of concentration of 10.3 minutes draining to the low point in the northwest corner and infiltrating. 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. 1.4 Proposed Project The proposed project includes the clearing of all onsite vegetation and the construction of 21 new multi-family residential townhome structures, consisting of attached condos with multiple blocks of attached units. The project proposes various surface, landscape and subterranean stormwater facility improvements including a shared private driveway consisting of pervious pavers with a ribbon gutter at the center, front patios, sustainable landscaping around the site and one Prinsco subterranean detention vault. The pervious pavers, biofiltration raised planters and subterranean vault have been designed in accordance with the City of Carlsbad BMP design manual and will be used as pollutant control BMP’s. The biofiltration raised planters and detention vault will serve to detain peak runoff and mitigate to the pre-development condition. Site grading and utility improvements typical of this type of residential development will also be constructed. Similar to the existing condition, runoff leaving the site from the proposed development will discharge into the existing storm drain within Juniper Avenue. The majority of rainfall will land on a roof and will be routed through roof downspouts to a proposed raised planter biofiltration BMP along the north and south sides of the structures delineated as Sub basins 1.1 through 1.14. Mitigated runoff via raised planter BMPs from Sub basins 1.1 through 1.8 will be routed along the western property line in a buried storm drain system to connect to a 18” x 18” cleanout at the front of the drive aisle that discharges into a cleanout that is adjacent to the proposed driveway apron in Juniper Avenue that is connected to the existing 12” CMP storm drain. Mitigated runoff BMPs from Sub basins 1.9 through 1.14 will be routed along the eastern property line in a buried storm drain system to tie into a proposed storm drain cleanout in Juniper Avenue adjacent to the southeast corner of the site. The remaining portion of rainfall will land on landscaped areas or drive isle. Sub basin 1.15 is the runoff that lands SUB BASIN# Cn AREA (SF) AREA (AC) I (IN/HR) Q UNMIT (CFS) EX-1.1 0.28 3,518 0.081 6.59 0.15 EX-1.2 0.28 34,338 0.788 4.13 0.91 EX-1 TOTAL - 37,856 0.869 - 1.06 EXISTING HYDROLOGY TABLE PLSA 4052 Page 4 of 29 within the drive isle or runoff generated from a portion of the proposed structures. Runoff will sheet flow to the center ribbon gutter. As runoff sheet flows across the pervious pavers it will enter into the pervious pavers gravel storage layer. Runoff that reaches the gravel storage layer will infiltrate into the ground or enter into the paver’s subdrain and will be routed to the subterranean Prinsco storage Vault V1 located beneath the hammerhead turnaround between units 15 and 16. One 12” x 12” catch basins will intercept any remaining portion of runoff that reaches the ribbon gutter. Runoff that drains to the catch basin will also be routed to Vault V1 after confluencing with offsite runoff at a cleanout that is adjacent to the vault. Sub basin 1.16 is the runoff from the landscaped areas that will enter the proposed storm drain systems on the east and west sides of the structure and will also be routed to the subterranean Prinsco storage vault V1. The storage vault V1 will be lined on the sides and open on the bottom allowing runoff to infiltrate into the ground and not leave the site. Runoff leaving the site will confluence in the existing public 12” CMP storm drain in Juniper Avenue with runoff generated from Juniper Avenue, a portion of Garfield Street and other nearby properties. The extents of the basin draining to the existing 12” CMP storm drain is shown in Appendix A. Once in the storm drain system runoff will continue downstream as it does in the existing condition. Similar to the existing condition, the analyzed watershed can be categorized into one (1) major drainage basin with one (1) eventual discharge location from the subject property entering the public storm drain system. As in the pre-developed condition, Basin PR-1 is 0.869 acres in size, and is approximately 76.8% impervious. PR-1 has been broken down further into 16 sub basins. Based upon soil type B and the amount of proposed impervious area onsite, a unique runoff coefficient was calculated for each sub basin using the methodology described in section 3.1.2 of the San Diego County Hydrology Manual and the formula provided therein. Using the Rational Method Procedure outlined in the San Diego County Hydrology Manual, a peak flow rate and time of concentration was calculated for the post-development 100-year, 6-hour storm event. Table 2 below summarizes the results of the Rational Method calculations. PLSA 4052 Page 5 of 29 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 3.97 cfs. For an explanation of the mitigated output from the onsite detention please refer to Section 3.6 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 biofiltration basin, 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. 1.5 Offsite Drainage As mentioned in a previous section the site is currently accepting offsite runoff that confluences with runoff generated at the low point on the subject property. The offsite drainage basin draining to the rear of the subject property is 1.0 acre in size and consists of several parcels between the site and Garfield Street to the west that drain easterly toward the subject property. 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 offsite drainage basin for the 100-year, 6-hour storm event. Table 3 below summarizes the results of the Rational Method calculations. SUB BASIN# Cn AREA (SF) AREA (AC) I (IN/HR) Q UNMIT (CFS) 1.1 0.85 1,280 0.029 6.59 0.17 1.2 0.87 1,254 0.029 6.59 0.16 1.3 0.87 1,383 0.032 6.59 0.18 1.4 0.88 1,763 0.040 6.59 0.23 1.5 0.87 1,383 0.032 6.59 0.18 1.6 0.88 1,752 0.040 6.59 0.23 1.7 0.88 1,373 0.032 6.59 0.18 1.8 0.88 1,771 0.041 6.59 0.23 1.9 0.87 1,778 0.041 6.59 0.23 1.10 0.87 1,370 0.031 6.59 0.18 1.11 0.88 1,746 0.040 6.59 0.23 1.12 0.86 1,407 0.032 6.59 0.18 1.13 0.88 2,093 0.048 6.59 0.28 1.14 0.88 1,698 0.039 6.59 0.23 1.15 0.61 9,750 0.224 4.54 0.62 1.16 0.48 6,055 0.139 6.59 0.44 TOTAL - 37,856 0.869 - 3.97 PROPOSED HYDROLOGY TABLE (UNMIT) PLSA 4052 Page 6 of 29 EXISTING OFFSITE DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) Q100 (CFS) I100 (IN/HR) EX-OFF-1 1.0 2.39 5.30 Table 3. Existing Condition Peak Drainage Flow Rates The peak flow rate for the 100-year, 6-hour storm for Basin EX-OFF-1 was determined to be 2.39 cfs with a time of concentration of 7.0 minutes used to calculate rainfall intensity for drainage basin of this size and amount of impervious area; discharging onto the property from the western property line. As this runoff appears to pond onsite in the pre-project condition, the project proposes to capture and infiltrate the extent of this runoff within the limits of the property to avoid discharging additional runoff to the Juniper Avenue storm drain system. Refer to section 3.5 of this report for explanation of mitigation measures for this offsite drainage. 1.6 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. Similar to the existing condition, runoff that leaves the site discharges into the existing public storm drain system within Juniper Avenue. The majority of existing runoff infiltrates into the ground and the remaining portion enters into the storm drain within Juniper Avenue. As such the project has conservatively mitigated flows leaving the subject property to pre-project conditions assuming no credit for the storm water that ponds on the subject property. In the existing condition 0.15 cfs of runoff enters Juniper Avenue and the existing 12” CMP storm drain while the remain 0.91 cfs infiltrates and evaporates. The proposed drainage reduces the total peak flow leaving the site to Juniper Avenue. There is no diversion of flows, and water leaving the site is eventually routed to the public storm drain system. The offsite drainage entering the subject property from the neighboring properties to the east and west has been accounted for with onsite storage vault V1. The storage vault is sized to handle the 100-year storm and infiltrate into the ground. In the event of a storm with a higher intensity than the 100-year storm the vault has been equipped with an emergency outlet consisting of a 18-inch by 18-inch brooks box with a 12-inch PVC storm drain set one (1) foot above the 100-year storm elevation to direct runoff that is unable to infiltrate to the existing storm drain in Juniper Avenue. The onsite biofiltration raised planters have been sized to mitigate the peak flows generated in the proposed condition. The overall runoff from the site has been mitigated to be 0.14 cfs which is below the 0.15 cfs leaving the site in the existing condition. The peak flow in the 12” CMP storm drain has been reduced in the proposed condition. After confluencing the detained onsite runoff with the runoff reaching the proposed inlet and storm drain system. The public storm drain, and downstream storm drain facilities will not be PLSA 4052 Page 7 of 29 adversely affected by the development since there is no increase in runoff leaving the site. Furthermore, the proposed pervious pavers will serve to retain runoff generated onsite and reduce the amount of runoff leaving the site and entering into the existing storm drain. The existing storm drain is vastly undersized for the flows reaching it in the existing condition refer to section 3.6 of this report for a discussion of the existing system and the existing storm drain hydraulics. PLSA 4052 Page 8 of 29 1.7 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 2023, 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. “Updated Onsite Infiltration Recommendations”, June 2024, GeoTek, Inc. PLSA 4052 Page 9 of 29 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 4052 Page 10 of 29 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 0.5 square miles 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 4052 Page 11 of 29 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 = 37,856 sf 0.869 Acres Impervious Area = 1,715 sf 0.039 Ac Pervious Area = 36,141 sf 0.830 Ac Cn = 0.9 x 1,715 sf + 0.25 x 36,141 sf = 0.28 37,856 sf Cn, Weighted Runoff Coefficient, - 0.28, Cn value for medium density residential *Per SDHDM Section 3.1.2 Basin EX-1.1 Total Area = 34,338 sf 0.788 Acres Cn = 0.28 Ti = 7.8 mins *Per SDCHM Table 3-2 Tt1 = PLSA 4052 Page 12 of 29 Basin EX-1.2 Total Area = 3,518 sf 0.081 Acres Cn, Weighted Runoff Coefficient, - 0.28, Cn value for medium density residential *Per SDHDM Section 3.1.2 Cn = 0.28 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 = 0.28 x 6.59 in/hr x 0.08 Ac = 0.15 cfs PLSA 4052 Page 13 of 29 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 = 37,856 sf 0.869 Acres Impervious Area = 24,683 sf 0.567 Ac Pervious Area = 13,173 sf 0.302 Ac Basin PR-1.1 Total Area = 1,280 sf 0.029 Acres Impervious Area = 1,188 sf 0.026 Acres Pervious Area = 92 sf 0.003 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 1,188 sf + 0.25 x 92 sf = 0.85 1,280 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 = 0.85 x 6.59 in/hr x 0.029 Ac = 0.17 cfs PLSA 4052 Page 14 of 29 Basin PR-1.2 Total Area = 1,254 sf 0.029 Acres Impervious Area = 1,188 sf 0.026 Acres Pervious Area = 66 sf 0.002 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 1,188 sf + 0.25 x 66 sf = 0.87 1,254 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.87 x 6.59 in/hr x 0.029 Ac = 0.16 cfs Basin PR-1.3 Total Area = 1,383 sf 0.032 Acres Impervious Area = 1,323 sf 0.030 Acres Pervious Area = 60 sf 0.002 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 1,323 sf + 0.25 x 60 sf = 0.87 1,383 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.87 x 6.59 in/hr x 0.032 Ac = 0.18 cfs PLSA 4052 Page 15 of 29 Basin PR-1.4 Total Area = 1,763 sf 0.040 Acres Impervious Area = 1,703 sf 0.039 Acres Pervious Area = 60 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 1,703 sf + 0.25 x 60 sf = 0.88 1,763 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 0.040 Ac = 0.23 cfs Basin PR-1.5 Total Area = 1,383 sf 0.032 Acres Impervious Area = 1,323 sf 0.030 Acres Pervious Area = 60 sf 0.002 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 1,323 sf + 0.25 x 60 sf = 0.87 1,383 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.87 x 6.59 in/hr x 0.032 Ac = 0.18 cfs PLSA 4052 Page 16 of 29 Basin PR-1.6 Total Area = 1,752 sf 0.040 Acres Impervious Area = 1,703 sf 0.039 Acres Pervious Area = 49 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 1,703 sf + 0.25 x 49 sf = 0.88 1,752 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 0.040 Ac = 0.23 cfs Basin PR-1.7 Total Area = 1,373 sf 0.032 Acres Impervious Area = 1,323 sf 0.030 Acres Pervious Area = 50 sf 0.002 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 1,323 sf + 0.25 x 50 sf = 0.88 1,373 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 0.037 Ac = 0.18 cfs PLSA 4052 Page 17 of 29 Basin PR-1.8 Total Area = 1,771 sf 0.041 Acres Impervious Area = 1,703 sf 0.039 Acres Pervious Area = 68 sf 0.002 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 1,703 sf + 0.25 x 68 sf = 0.88 1,771 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 0.041 Ac = 0.23 cfs Basin PR-1.9 Total Area = 1,778 sf 0.041 Acres Impervious Area = 1,691 sf 0.039 Acres Pervious Area = 87 sf 0.002 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 1,691 sf + 0.25 x 87 sf = 0.87 1,778 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.87 x 6.59 in/hr x 0.041 Ac = 0.23 cfs PLSA 4052 Page 18 of 29 Basin PR-1.10 Total Area = 1,370 sf 0.031 Acres Impervious Area = 1,311 sf 0.030 Acres Pervious Area = 59 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 1,311 sf + 0.25 x 59 sf = 0.87 1,370 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.87 x 6.59 in/hr x 0.031 Ac = 0.18 cfs Basin PR-1.11 Total Area = 1,746 sf 0.040 Acres Impervious Area = 1,691 sf 0.039 Acres Pervious Area = 55 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 1,691 sf + 0.25 x 55 sf = 0.88 1,746 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 0.037 Ac = 0.23 cfs PLSA 4052 Page 19 of 29 Basin PR-1.12 Total Area = 1,407 sf 0.032 Acres Impervious Area = 1,311 sf 0.030 Acres Pervious Area = 96 sf 0.002 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 1311 sf + 0.25 x 96 sf = 0.86 1,407 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.86 x 6.59 in/hr x 0.032 Ac = 0.18 cfs Basin PR-1.13 Total Area = 2,093 sf 0.048 Acres Impervious Area = 2,028 sf 0.047 Acres Pervious Area = 65 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 2,028 sf + 0.25 x 65 sf = 0.87 2,093 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.87 x 6.59 in/hr x 0.048 Ac = 0.28 cfs PLSA 4052 Page 20 of 29 Basin PR-1.14 Total Area = 1,698 sf 0.039 Acres Impervious Area = 1,641 sf 0.038 Acres Pervious Area = 57 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 1,641 sf + 0.25 x 57 sf = 0.88 1,698 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 0.039 Ac = 0.23 cfs Basin PR-1.15 Total Area = 9,750 sf 0.224 Acres Impervious Area = 4,553 sf 0.105 Acres Pervious Area = 5,197 sf 0.119 Acres Cn, Weighted Runoff Coefficient - 0.35, Cn Pervious Pavers * 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 4,553 sf + 0.35 x 5,197 sf = 0.61 9,750 sf Ti = 6.1 Min *Per table 3-2 of the SDCHM Tt1 = PLSA 4052 Page 21 of 29 I = 7.44 x 2.5 x 8.9-0.645 ≈ 4.54 in/hr I100 ≈ 4.54 in/hr Q100 = C*I*A Q100 = 0.61 x 4.54 in/hr x 0.224 Ac = 0.62 cfs Basin PR-1.16 Total Area = 6,055 sf 0.139 Acres Impervious Area = 2,100 sf 0.048 Acres Pervious Area = 3,955 sf 0.091 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 2,100 sf + 0.25 x 3,955 sf = 0.48 6,055 sf TC = 5.0 Min *Minimum Tc for Rainfall Intensity per SDHM 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 = 0.48 x 6.59 in/hr x 0.139 Ac = 0.44 cfs Basin PR-1 Total QTOT = PLSA 4052 Page 22 of 29 3.3 Offsite Hydrologic Model Output (100-Year Event) Pre-Development: Q = CIA *Rational Method Equation P100 = 2.5 *100-Year, 6-Hour Rainfall Precipitation Basin EX-OFF-1 (Offsite Drainage Basin – Draining onsite) Total Area = 43,560 sf 1.0 Acres Cn, Weighted Runoff Coefficient, - 0.45, Calculated Cn value for medium density residential *Per SDHDM Section 3.1.2 Cn = 0.45 Ti = 5.3 Min *Per table 3-2 of the SDCHM Tt1 = PLSA 4052 Page 23 of 29 Pre-Development: Q = CIA *Rational Method Equation P100 = 2.5 *100-Year, 6-Hour Rainfall Precipitation Basin EX-OFF (Offsite Drainage Basin – ROW Drainage) Total Area = 141,564 sf 3.250 Acres Cn, Weighted Runoff Coefficient, - 0.45, Calculated Cn value for medium density residential *Per SDHDM Section 3.1.2 Cn = 0.45 Ti = 8.1 Min *Per table 3-2 of the SDCHM Tt1 = PLSA 4052 Page 24 of 29 Post-Development: Q = CIA *Rational Method Equation P100 = 2.5 *100-Year, 6-Hour Rainfall Precipitation Basin PR-OFF (Offsite Drainage Basin – ROW Drainage) Total Area = 138,046 sf 3.169 Acres (Ex. Area draining to 12” CMP SD w/ onsite portion excluded; area will be regraded and detained) Cn, Weighted Runoff Coefficient, - 0.45, Calculated Cn value for medium density residential *Per SDHDM Section 3.1.2 Cn = 0.45 Ti = 8.1 Min *Per table 3-2 of the SDCHM Tt1 = PLSA 4052 Page 25 of 29 3.4 Detention Analysis The onsite biofiltration raised planters, pervious pavers and detention vaults provide pollutant control as well as mitigation of the 100-year, 6-hour storm event peak flow rate. A routing analysis was performed for the proposed biofiltration raised planters and the detention vault to confirm peak flow will be detained and slowly released to match existing conditions. HydroCAD-10 has the ability to route the 100-year, 6-hour storm event inflow hydrograph (generated and modeled using RatHydro, which is a Rational Method Design Storm Hydrograph software that creates a hydrograph using the results of the Rational Method calculations) through the biofiltration raised planters and detention vaults. Based on the BMP cross-sectional geometry, stage-storage and outlet structure data, HydroCAD- 10 has the ability to perform a dynamic / routing analysis and calculate the detained peak flow rate as well as detained time to peak. The results of this analysis can be found in Appendix B of the report. Table 3. Comparison of Peak Drainage Flow Rates – Mitigated Condition Table 3 above lists a summary of the results of the detention analysis as compared to the pre-project and post-project unmitigated peak flows. Based on the results of the HydroCAD analysis, it was determined that the biofiltration raised planters and detention vault provide mitigation for the 100-year, 6-hour storm event peak flow rate by detaining the portion of the site in the proposed condition that discharges to the Juniper Avenue right- of-way to 0.14 cfs. This mitigated peak flow is confluenced with the offsite drainage basin entering the existing storm drain system within Juniper Avenue, for a combined peak flow SUB BASIN# Cn AREA (SF) AREA (AC) I (IN/HR) Q UNMIT (CFS) Q MIT (CFS) 1.1 0.85 1,280 0.029 6.59 0.17 0.01 1.2 0.87 1,254 0.029 6.59 0.16 0.01 1.3 0.87 1,383 0.032 6.59 0.18 0.01 1.4 0.88 1,763 0.040 6.59 0.23 0.01 1.5 0.87 1,383 0.032 6.59 0.18 0.01 1.6 0.88 1,752 0.040 6.59 0.23 0.01 1.7 0.88 1,373 0.032 6.59 0.18 0.01 1.8 0.88 1,771 0.041 6.59 0.23 0.01 1.9 0.87 1,778 0.041 6.59 0.23 0.01 1.10 0.87 1,370 0.031 6.59 0.18 0.01 1.11 0.88 1,746 0.040 6.59 0.23 0.01 1.12 0.86 1,407 0.032 6.59 0.18 0.01 1.13 0.88 2,093 0.048 6.59 0.28 0.01 1.14 0.88 1,698 0.039 6.59 0.23 0.01 1.15 0.61 9,750 0.224 4.54 0.62 0.00 1.16 0.48 6,055 0.139 6.59 0.44 0.00 TOTAL - 37,856 0.869 - 3.97 0.14 MITIGATED HYDROLOGY TABLE PLSA 4052 Page 26 of 29 rate conveyed to the existing storm drain pipe of 5.25 cfs. This is less than the pre-project flows entering the same system of 5.28 cfs. Separately, the proposed pervious pavers will serve to retain runoff and lower the peak flow runoff leaving the site. Furthermore, the continuous runoff model assumed a conservative Tc and the model does not incorporate evapotranspiration, absorption, or nuisance infiltration via vegetated swales, all of which positively impact the runoff flow produced by the proposed design. 3.4.1 Tree Well BMP Detention Analysis The proposed Tree Well BMP in Juniper Avenue provides pollutant control as well as mitigation for the 100-year, 6-hour storm event peak flow rate. Runoff generated during peak storm events will drain to the Tree Well BMP via a curb inlet opening. Runoff will have the ability to infiltrate through the Tree Well’s structural soil layer and native soil below or pond on surface before continuing downstream. The Tree Well BMP will help to mitigate runoff in Juniper Avenue by providing additional storage volume in the right- of-way. The additional storage will serve to mitigate the additional impervious area proposed along the property frontage. 3.5 Offsite Drainage Mitigation – Upstream Tributary Area and Site Runon The project proposes an 18-inch by 18-inch brooks box along the southern property line onsite adjacent to the existing inlet on the neighboring site. The proposed brooks box will intercept offsite runoff and route runoff through the site to a proposed subterranean detention vault by Prinsco within the fire turn around, near the middle of the site. Additional runoff enters the property from the roof of the existing structure on the adjacent property to the east, which will be intercepted by a gunite ditch and area drains behind the proposed retaining wall along that property line. This intercepted runoff will also be routed to the Prinsco detention vault. The vault will detain runoff generated by the offsite drainage basin and allow for the detained runoff to infiltrate into the ground, avoiding discharging additional runoff to the Juniper Avenue storm drain system. The detention vault has been sized to capture and infiltrate the 100-year, 6-hour storm event volume for the area draining to it without taking credit for the surface storage volume and ponding within the offsite drive aisle that is lower than the existing offsite structure habitable space / finished floor elevation. The vault has also been equipped with an emergency outlet in the event the vault receives more runoff than what is generated in the 100-year, 6-hour storm event. Offsite runoff that reaches the detention vault will fill up within the storage chambers and gravel section of the vault. As runoff fills the vault it will also fill into the 18-inch by 18-inch brooks box emergency outlet structure via a 12-inch inlet pipe with an invert elevation of 44.68 a couple of inches above the top of foundation stone elevation of 44.50. The emergency outlet structure has a 12-inch PVC outlet pipe set at an elevation of 50.29 approximately 12-inches above the 100-yr storm elevation of 49.31 that will direct runoff to the existing storm drain in Juniper Avenue. Additional static volume calculations have been provided below; HydroCAD modeling in Appendix A takes PLSA 4052 Page 27 of 29 a more conservative approach and does not take any credit for the surface volume or credit for storage in the 12-inch pipe discharging into the vault. Refer to Appendix A for details of the Prinsco storage vault. See appendix A for Prinsco Storage Vault details and drawdown calculations. 3.6 Hydraulic Analysis – Juniper Avenue Storm Drain System As mentioned in section 3.4 above, the onsite drainage facilities have been designed to mitigate and convey the peak 100-year flow rate generated onsite. Catch basins and inlets have been designed to convey the peak flow rate assuming a 50 percent clogging scenario. Catch basins with raised planter biofiltration basins capture the peak unmitigated flow rates within the designed freeboard. Inlets on the surface of the development can capture the peak flow rate without causing flooding or backup to the adjacent pad elevations. The proposed curb inlet in Juniper Avenue has been sized per the City of Carlsbad Engineering Desing Manual section 5.4.A. The proposed inlet is in a sump condition and has an opening size of four feet that equals an 8 cfs capacity. The proposed capacity exceeds the peak flow draining to the inlet. Inlet sizing calculations for the catch basins and area drains are provided in Appendix C. There is an existing 12-inch CMP storm drain sloped at 0.5% within Juniper Avenue connecting to a catch basin per DWG 123-7 that appears to be operating beyond capacity in the pre-project condition. This storm drain system has an approximate capacity of 1.36 cfs under open channel flow conditions given the size, material, slope and condition of the pipe. The open channel flow calculation for the 12” CMP storm drain pipe assuming the system is operating under these conditions while flowing full is included in Appendix C for reference. The offsite tributary area to the existing sump inlet catch basin within Juniper Avenue located in front of the subject property was delineated to analyze and compare flows to this system in the pre-project and post-project condition. In the pre-project condition, the peak flow conveyed to the existing catch basin adjacent the site is 5.28 cfs, which is restricted by the capacity of the 12-inch CMP storm drain. The drainage area contributing flows to this inlet includes a large portion of Juniper Avenue as well as a small part of the subject property. The system operates under pressure, a byproduct of which results in some ponding above the inlet grate elevation in order to convey the peak flow anticipated during a 100-year, 6-hour storm event. A pond analysis to estimate the level of rise during 100-year, 6-hour storm peak flow conditions has been included in Appendix C. The peak flow conveyed to this system was calculated in the post-project condition in addition to analyze the impacts of the development and the Juniper Avenue frontage improvements – mainly curb, gutter, and sidewalk – the project is conditioned to provide on the drainage system. The results show in the post-project condition, there is no net rise in the inundation limits as a result of the project, and the limits of inundation are contained within the right-of-way along the extents of the property frontage. Additionally, the proposed development mitigates flows to below the existing condition and will not exacerbate the existing hydraulic issue. A hydraulic PLSA 4052 Page 28 of 29 pipe flow analysis calculating the systems HGL using A.E.S. has been included in Appendix C. 3.7 Storm Water Pollutant Control To meet the requirements of the MS4 Permit, the biofiltration planters are 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. The permeable pavers have been designed to capture the volume of runoff generated from a 24- hour, 85th percentile storm event in the gravel storage layers and infiltrate into the soil layer beneath. Refer to the project Storm Water Quality Management Plan (SWQMP) prepared by Pasco, Laret, Suiter & Associates under separate cover for discussion of pollutant control. PLSA 4052 APPENDIX A Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/13/2023 Page 1 of 4 36 6 8 0 4 0 36 6 8 0 5 0 36 6 8 0 6 0 36 6 8 0 7 0 36 6 8 0 8 0 36 6 8 0 9 0 36 6 8 1 0 0 36 6 8 1 1 0 36 6 8 1 2 0 36 6 8 1 3 0 36 6 8 1 4 0 36 6 8 1 5 0 36 6 8 1 6 0 36 6 8 1 7 0 36 6 8 1 8 0 36 6 8 0 3 0 36 6 8 0 4 0 36 6 8 0 5 0 36 6 8 0 6 0 36 6 8 0 7 0 36 6 8 0 8 0 36 6 8 0 9 0 36 6 8 1 0 0 36 6 8 1 1 0 36 6 8 1 2 0 36 6 8 1 3 0 36 6 8 1 4 0 36 6 8 1 5 0 36 6 8 1 6 0 36 6 8 1 7 0 36 6 8 1 8 0 467780 467790 467800 467810 467820 467830 467840 467850 467860 467870 467880 467780 467790 467800 467810 467820 467830 467840 467850 467860 467870 467880 33° 9' 6'' N 11 7 ° 2 0 ' 4 4 ' ' W 33° 9' 6'' N 11 7 ° 2 0 ' 3 9 ' ' W 33° 9' 1'' N 11 7 ° 2 0 ' 4 4 ' ' W 33° 9' 1'' N 11 7 ° 2 0 ' 3 9 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 35 70 140 210Feet 0 10 20 40 60Meters Map Scale: 1:747 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 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 10/13/2023 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 1.1 100.0% Totals for Area of Interest 1.1 100.0% 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 10/13/2023 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 10/13/2023 Page 4 of 4~ PROJECT SITE IL__·-----_--_I .L PROJECT SITE 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 6.59 5.0 2.5 55.5 100 9.0 8.0 7.0 :5 0 -E "' Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~09 ·~o.s ~0 7 0.6 0.5 0.4 0.3 0.2 0.1 r-.... ' ........ ' ...... , ... ~ ... , .... ""'" _ r-,. r-.... ... • ' .... , .... , 1-...., I""', I' ..... ' ... ,, • r-. "i-,. ~ ..... r-... ' .... .. ~ .. -.... , 1-...." ""r-,. I' ... . '"" 1 ..... "~ .. .... ' ' • r-.... .... ...., "i-r-,.., ~ ' ' ' 'r-. .. ~ .. .... 1 ..... r-....~ ... , I' ... ~ ' • r-. ...... • ' ,, ... .. .. ~ .. ... ""r-. r-, .. ~ ~ ...... ""'r-.._ I"," ...... ..... ' • r-. ' ~ .. .... , I' ' r-.., , ... "~ ""'r-. 'i-,. ...... ..... ~ ' 5 6 7 8 9 10 15 20 ~ ~ ~ ~ ~ ~ ~ ~ 30 Minutes ~ ~ ~ .. ~ ~ .. .. ~ ~ ~ .. ~ ~ "~ ~ ~ ~ ~ ~ .. ~ ~ ~ .. .. ~ ~ "~ ~ ~ .. .. ~ ~ 40 50 Duration I = I = p6 = D = EQUATION 7.44 P6 D-0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) ', ... ' .... ,,.. ' ,r-. ... r-. ' r-. 'r-. ... ,...., 'r-. ""r-. .... , ....... 'r-. ... r-. ,, 'r-. 2 i-,.1", ... I' ....... I"' ...... ... .. ~ ~ I' ...... ...... ~ ~ ~ ....~ ... .. ~ ~ ~ I - ...... ... ~ ~ ... ·~ ~ I' ... ~ r-,~ .. ~ I' I" ... ~ I"' ... ~ ...... ~ ~~ I'-. ... ~~ 3 Hours ~ ~ 4 5 6 0) ± 0 ~ -u ro 0 6.0 °R 5.5 ~ 5.0 g 4.5 '§' 0 4.0 l 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 with in 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. Appllcatlon Form: (a) Selected frequency ___ year p (b) p6 = ---in., P24 = ---'P 6 = %(2) 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 ~---I I I I I I I I I Duration 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 3.24 389 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 5.13 560 30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 -40 0.69 1.03 1.38 1.72 207 2.41 2.76 3.10 3.45 3.79 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 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2_2 318 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 150 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 0.54 065 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 0.42 050 0.58 0.67 0.75 0.84 0.92 1.00 FI GUR E ~ San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 4 of 26 • The storm frequency of peak discharges is the same as that of I for the given Tc. • The fraction of rainfall that becomes runoff (or the runoff coefficient, C) is independent of I or precipitation zone number (PZN) condition (PZN Condition is discussed in Section 4.1.2.4). • The peak rate of runoff is the only information produced by using the RM. 3.1.2 Runoff Coefficient Table 3-1 lists the estimated runoff coefficients for urban areas. The concepts related to the runoff coefficient were evaluated in a report entitled Evaluation, Rational Method “C” Values (Hill, 2002) that was reviewed by the Hydrology Manual Committee. The Report is available at San Diego County Department of Public Works, Flood Control Section and on the San Diego County Department of Public Works web page. The runoff coefficients are based on land use and soil type. Soil type can be determined from the soil type map provided in Appendix A. An appropriate runoff coefficient (C) for each type of land use in the subarea should be selected from this table and multiplied by the percentage of the total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (Σ[CA]). Good engineering judgment should be used when applying the values presented in Table 3-1, as adjustments to these values may be appropriate based on site-specific characteristics. In any event, the impervious percentage (% Impervious) as given in the table, for any area, shall govern the selected value for C. The runoff coefficient can also be calculated for an area based on soil type and impervious percentage using the following formula: 3-4 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 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 Nomograph for Determination of Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds .6. E Feet 5000 4000 Tc Tc L .6.E = = = = EQUATION (1~t)°·385 Time of concentration (hours) Watercourse Distance (miles) Change in elevation along effective slope line (See F1gure 3-5) (feet) 3000 2000 300 200 30 20 10 5 .6. E SOURCE: California Division of Highways (1941) and Kirpich (1940) L Miles Feet 0.5 L 4000 ' . 3000 ' 2000 1800 1600 1400 1200 1000 900 800 700 600 500 400 300 200 ' ' ' Tc Hours Minutes 4 3 2 ' ' ' Tc 50 40 30 20 18 16 14 12 10 9 8 7 6 5 4 3 FIG U RE ~ DE N S E TR E E S DE N S E TR E E S DE N S E TR E E S DE N S E TR E E S DE N S E TR E E S DENSE TREES DE N S E TR E E S DE N S E TR E E S 50. 4 50. 3 51. 4 51. 5 49. 3 49. 7 50. 2 51. 6 51. 4 52. 5 50. 7 50. 9 50. 5 51. 5 51. 1 50. 7 50. 7 51. 6 52. 4 52. 1 53. 4 51. 8 51. 2 50. 4 52. 4 52. 1 52. 5 50. 2 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 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 X X X X X X X X X X X X X X X X X X X X X X 55 55 55 54 54545453 53 53 53 52 5 2 52 52 52 52 51 51 51 51 51 51 51 51 51 51 51 50 50 50 50 JU N I P E R A V E N U E EX. EDGE OF AC PAVEMENT EX. AC PAVEMENT DRIVEWAY BASIN EX-1 A = 37,856 SF = 0.869 AC EX-1.2 NODE 200 (53.1 FG) L1 = 9 5 EX-2 NODE 201 (50.8 FG) L2 = 169 EX-2 NODE 202 (49.3 FG) Q100 = 0.91 CFS N 5 5 ° 5 8 ' 4 5 " E 1 2 2 . 4 8 ' N 34°01'58" W 309.10' N 5 5 ° 5 8 ' 2 2 " E 1 2 2 . 4 6 ' N 34°02'11" W 309.11' EX-1.1 NODE 100 EXISTING SD INLET; 0.15 CFS SUB AREA EX 1.1 A = 3,518 SF = 0.081 AC SUB AREA EX 1.2 A = 34,338 SF = 0.788 AC GRAPHIC SCALE: 1" = 10' 0 10'20'30' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY OVERALL BASIN - AREA CALCULATIONS TOTAL DRAINAGE AREA: 37,856 SF (0.869 AC) IMPERVIOUS AREA:1,715 SF (0.039 AC) PERVIOUS AREA: 36,141 SF ( 0.830 AC) IMPERVOUS %4.5% Cn:0.28 LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY EXISTING SUB AREA BOUNDARY EXISTING IMPERVIOUS AREA PLAN VIEW - EXISTING HYDROLOGY SCALE: 1" = 10' SHEET 1 OF **SEE SHEET 2 FOR EXISTING OFF SITE DRAINAGE BASIN PLSA 4052 BASIN EX-1.1 - CALCULATIONS TOTAL DRAINAGE AREA: 3,518 SF (0.081 AC) Cn:0.28 Tc:5.0 MINS Q100:0.15 CFS BASIN EX-1.2 - CALCULATIONS TOTAL DRAINAGE AREA: 34,338 SF (0.788 AC) Cn:0.28 Tc:10.3 MINS Q100:0.91 CFS 3 0 I Vf v \ , \ L I '/'. r--i \ I/ I, PLSA 1. ~ PLSAENGINEERING.COM ) L v ✓v \ \ ' \ 2 ) \ I \ J I I I I I \ \ ! \ L l ) ) .~) ) } ) r f~ I \ \ ~ , \ I A ' \ _.A_ A I I ------------- ( I~ I ' ', I \ ~1' ', \ \ \ \ \ -------- 64 - - - ' ' ---·~-lliiilll--t-----~-~-~ \ I I \ \ / / \ '\ )_ \ \ \ L l 11 r ./ \ I J ( ( ( 1 \ A / \ I ~ i --' ' I ( ( I I ' r,,,__ < ; J J \ r \ \ r ( ( ( ~ \ \ J -t■ll■,.....1--------~ ' {h I' I I _J_ I \ ) I I ' I I I 11 ) \ I \l ( ' \ ' \ 1 ,\r I I / ), ·-- -- ) ·-- ,_.5r-,' \ J -- \ j \ • I \ - \ \ \ ' \ I I \ ,\ '\ \ 7 \ ' \ I \ \ ' ; I . - \ 1 1 \ 1 \ ' I \ ' \ \ -------~-..... --t■II■ ------· .... _ ...... _ \ ,.;--<........._ l \ \ \ , ( ,, r \ \ v > I / '( \_ I ~ '-~rv ·--------- \ I F I / _./ L \ ) ) /' "Y ,1 \ \ L \ I f ) ) I < I C I / I \ I \ ( I I \ /' A\ ~ I .~ ~/ I I I I \ r I 1 \ \ t > I > ! I ' j \,, - "' \ r ( ( / -~ '\ ./ ( ' \ / / /' L I \ I / I I \ t /I \ '~) ) I '\ I ' i I I I i I \ \ I I I j / I I I I I \ I \ \ \ \ I' J I DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DENSE TREES U/ C 50. 8 51. 1 50. 4 50. 3 51. 4 51. 5 49. 3 49. 7 50. 2 51. 6 51. 4 52. 5 50. 7 50. 9 50. 5 51. 5 54. 8 55. 2 55. 3 52. 2 52. 3 52. 2 51. 6 51. 4 51. 2 51. 3 51. 6 52. 2 52. 2 51. 9 51. 7 51. 3 51. 9 51. 6 52. 4 52. 1 53. 4 51. 8 51. 2 50. 4 52. 4 52. 1 52. 5 50. 2 51. 5 51. 2 50. 9 51. 5 55. 6 48. 4 48. 5 50. 5 50. 6 52. 3 51. 4 52. 1 X X X X X X X X X X X X X X X X X X X X X XX 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 OE OE OE OE OE OE OE 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 XXXXXXXXXXXXXXXXXX X X X X X X X X XX X X X XXXXX X X X X X X X DENSE TREES EX-OFF 100 (~61.0 FG) EX-OFF 101 (~54.0 FG) L = 1 0 0 ' EX-OFF 102 PROP. SD INLET (~50.5 TG) Q100 = 2.39 CFS V100 = 2.02 FPS JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 EX. EDGE OF AC PAVEMENT EX. AC PAVEMENT DRIVEWAY LOT 6 BLOCK O MAP 1747 LOT 7 BLOCK O MAP 1747 LOT 8 BLOCK O MAP 1747 LOT 9 BLOCK O MAP 1747 LOT 10 BLOCK O MAP 1747 LOT 11 BLOCK O MAP 1747 LOT 12 BLOCK O MAP 1747 PROJECT SITE L = 161' EXIST BLDG (FF ~51.4) EXIST BLDG (FF ~51.4) (~51.5 FS) (~51.4 FS) (~51.4 FS) EXIST LOCAL HIGH POINT; (~51.2 FS) (~51.4 FL) (~51.2 FL) EXISTING 6" PCC CURB; RUNOFF CONTAINED IN DRIVEWAY (~50.8 FL) GARFIELD STREET (~51.1 FL) BASIN EX-OFF-1 AREA =43,560 SF = 1.00 AC BASIN EX-OFF-2 AREA =3,890 SF = 0.089 AC GRAPHIC SCALE: 1" = 20' 0 20'40'60' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix BASIN EX-OFF-1 - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 43,560 SF (1.00 AC) Cn:0.45 Tc:7.0 MINS Q100:2.39 CFS LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY (OFF-1) EXISTING NODE BASIN BOUNDARY DRIVE AISLE BELOW EXISTING BUILDING HABITABLE SPACE (51.4 FF) PROVIDES ESTIMATED SURFACE STORAGE VOLUME (AREA ~ 4,500 SF); (VOLUME ~1,440 CF PER SECTION 3.3 OF THIS REPORT) AS BACKUP FOR STORMS EXCEEDING 100 YR, 6 HOUR THAT FAIL TO FULLY DISCHARGE FROM PROJECT SITE TO JUNIPER AVENUE STORM DRAIN PLAN VIEW - EXISTING OFFSITE HYDROLOGY NODE MAP SCALE: 1" = 20' BASIN EX-OFF-2 - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 3,980 SF (0.09 AC) Cn:0.45 Tc:5.0 MINS Q100:0.27 CFS 0 4SHEET OF 32 'I \ _,I, It ''1 Ill~~ ~ -~-. , -"='====== 55 =It::.= - ( , , , I , / t , " ' _____ ,_, _, ==" :, ::_----__ ~ ~ , ~ 6 ~,;-+~--, [ I I I J ' (( , :1 ' f \ I I I 11 I I \ /~1, ' ) I 1 I I • 't ( ( ( l t '\. '\. F ( __ , A. I / \_ j L [ ' ~ , \ L f L • ,' "-) / \ \ . \ ;-) I \ ) \ , \ ~ ) / r ( ', ' \ J + , \ " \ \ I f \ 1 \ J ) ( ry I l ' \ \ ✓ V v ; J r 'r L I ,1.. I • :__J t.-----'---~ I I 7 --__!__T_-~,- V V rv-v--v-v y • ___g4 r I I ----1 --1------I \ .J... I : J 1r- l I I ' I L ---~ ~ ' ,...J I I I , I I I ' < < -V V V v • "---, I l } ) < ~ L f / ~ --- \ }~i ' r I I I I I I 1-' I I ' I ' I I I ,-.. ./ ) ), I L \_ t • 1> > ! 1/ 1 I, I )IL i\ r II 1 I (' ? I ' I I I L I / ✓ V ( ! l I ) I ! \ \ \ I \ , r T tF ~ ~ ,,, ' I I I / L I ~ I-' I I I I I I I f-, r I I I I I I-I ~ \ + ,, r \ l I I I I I .~ [ l \ 'j I , ' I I 7 oG I ' C "! • I \ I \ \ ------- 64 - - - VZZZZZZ2½l JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 EX. EDGE OF AC PAVEMENTEX. AC PAVEMENT DRIVEWAY LOT 6 BLOCK O MAP 1747 LOT 7 BLOCK O MAP 1747 LOT 8 BLOCK O MAP 1747 LOT 9 BLOCK O MAP 1747 LOT 10 BLOCK O MAP 1747 LOT 11 BLOCK O MAP 1747 LOT 12 BLOCK O MAP 1747 PROJECT SITE HE M L O C K A V E N U E JU N I P E R A V E CH E R R Y A V E GARFIELD STREET NODE 100 (~63.3 FS/HP) L = 80' NODE 101 (~61.4 FS NODE 102 (~57.0 FS) L = 190' L = 2 9 8 ' NODE 104 EXISTING STORM DRAIN INLET; (50.7 TG) Q100 = 5.25 CFS EXISTING 12" CMP STORM DRAIN PER DWG 123-7 EXISTING RETAINING WALL EXISTING PARKING AREA DRAINING TO JUNIPER AVE RO W ROW ROW ROW ROW RO W PL CL CL CLCL CL EXISTING PCC CURB; RUNOFF CONTAINED ON OFFSITE DEVELOPMENT 50.8 51.1 51.3 51.5 51.5 51.2 50.9 51.5 48.4 48.5 (55.5 TW) (53.7 BW) (55.5 TW) (53.7 BW) (54.8 TW) (54.4 BW) (55.2 TW) (54.3 BW)(54.7 TW) (53.4 BW) (49.9 FG) (50.1 FG) // / /// // / BASIN EX-OFF AREA = 141,564 SF = 3.250 AC GRAPHIC SCALE: 1" = 30' 0 30'60'90' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix PLAN VIEW - EXISTING OFFSITE HYDROLOGY NODE MAP SCALE: 1" = 30' SHEET 3 OF 3 LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY EXISTING NODE NODE XXX (XX.X FS) BASIN EX-OFF - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 141,564 SF (3.250 AC) Cn:0.45 Tc:12.7 MINS Q100:5.28 CFS 0 ~~-·~/ ---~~---------------1---L _____ _ I ~~~----/' I 1...------ 1 I CJ ~1 ----~~~~,: • /~,1_1 _~~ : L ________ r:J __ .........__., .._--s:::::::-~-----~t ~--~ ,: -_ '\_ \ II - ---.-----=~~-I'---------~. = ------7 ------JO=•=> --,.....____ =-- - • • I / j • 0 • .....__ I ~ I I ~!·---IW I ~ .....__ I I t t r \ t =,---- 1 ~ I ) ' I I I r-~ 0 n ---- 64 J if I ' I r ~======= 0 DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES 50. 4 50. 3 51. 4 51. 5 49. 3 49. 7 50. 2 51. 6 51. 4 52. 5 50. 7 50. 9 50. 5 51. 5 51. 6 52. 4 52. 1 53. 4 51. 8 51. 2 50. 4 52. 4 52. 1 52. 5 50. 2 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 XX 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 X X X X X X X X X X X OE OE OE OE OE OE OE OE OE OE G G G G G G G G G G G X X X X X X X X X X X X X X X X X X X X TREES 55 55 55 55 55 50 5 0 50 5 0 50 50 50 51 51 51 52 53 51 52 53 51 52 53 52 53 51 X X X X X X X X X X X X X XXX X X X X X X X X X X XX X X X X X X X X X X XX X X X X X X X X X X XX X X X X X X X X X X XXXXXXXXXXXXXXXXXXXX X X X X /// /// / / / // / /// // / // / // / // / 54 G G G G G G G G G G G G G G G G G G SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD 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 SD SD SD SDSDSDSDSDSD W W G G G G G 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 SD SD SD JU N I P E R A V E N U E N 5 5 ° 5 8 ' 4 5 " E 1 2 2 . 4 8 ' N 34°01'58" W 309.10' N 5 5 ° 5 8 ' 2 2 " E 1 2 2 . 4 6 ' N 34°02'11" W 309.11' SUB BASIN PR-1.1 AREA = 1,280 SF = 0.029 AC SUB BASIN 1.8 AREA = 1,771 SF = 0.041 AC SUB BASIN PR-1.9 AREA = 1,778 SF = 0.041 AC SUB BASINPR-1.10 AREA = 1,370 SF = 0.031 AC SUB BASIN PR-1.11 AREA = 1,746 SF = 0.040 AC SUB BASIN PR-1.12 AREA = 1,407 SF = 0.032 AC SUB BASIN PR-1.13 AREA = 2,093 SF = 0.048 AC SUB BASIN PR-1.14 AREA = 1,698 SF = 0.039 AC SUB BASIN PR-1.2 AREA = 1,254 SF = 0.029 AC SUB BASIN PR-1.3 AREA = 1,383 SF = 0.032 AC BASIN PR-1 A = 37,856 SF / 0.869 AC UNIT 1 FF = 52.3 PAD = 51.8 UNIT 2 FF = 52.3 PAD = 51.8 UNIT 3 FF = 53.3 PAD = 52.6 UNIT 4 FF = 53.3 PAD = 52.6 UNIT 5 FF = 53.3 PAD = 52.6 UNIT 6 FF = 54.1 PAD = 53.4 UNIT 7 FF = 54.1 PAD = 53.4 UNIT 8 FF = 54.1 PAD = 53.4 UNIT 9 FF = 54.9 PAD = 54.2UNIT 10 FF = 54.9 PAD = 54.2 UNIT 11 FF = 54.9 PAD = 54.2 UNIT 12 FF = 54.9 PAD = 54.2 UNIT 13 FF = 54.9 PAD = 54.2 UNIT 14 FF = 54.9 PAD = 54.2 UNIT 15 FF = 54.9 PAD = 54.2 UNIT 16 FF = 53.5 PAD = 52.8 UNIT 17 FF = 53.5 PAD = 52.8 UNIT 18 FF = 53.5 PAD = 52.8 UNIT 19 FF = 52.7 PAD = 52.0 UNIT 20 FF = 52.7 PAD = 52.0 UNIT 21 FF = 52.7 PAD = 52.0 L1 = 65'L2 = 207' SUB BASIN PR-1.4 AREA = 1,763 SF = 0.040 AC SUB BASIN PR-1.5 AREA = 1,383 SF = 0.032 AC SUB BASIN PR-1.6 AREA = 1,752 SF = 0.040 AC SUB BASIN PR-1.7 AREA = 1,373 SF = 0.032 AC SUB BASIN PR-1.15 AREA = 9,750 SF = 0.224 AC Q100 (UNMIT) = 0.17 CFS Q100 (MIT) = 0.01 CFSQ100 (UNMIT) = 0.16 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.18 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.23 CFS Q100 (MIT) = 0.01 CFSQ100 (UNMIT) = 0.18 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.23 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.18 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.23 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.28 CFS Q100 (MIT) = 0.01 CFSQ100 (UNMIT) = 0.23 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.23 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.18 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.23 CFS Q100 (MIT) = 0.01 CFS Q100 (UNMIT) = 0.18 CFS Q100 (MIT) = 0.01 CFS 120 SF BMP PLANTER #1; 54.3 FG 85 SF BMP PLANTER #2; 54.3 FG 85 SF BMP PLANTER #3; 55.1 FG 85 SF BMP PLANTER #4; 55.1 FG 85 SF BMP PLANTER #5; 55.9 FG 75 SF BMP PLANTER #6; 55.9 FG 75 SF BMP PLANTER #7 56.7 FG 102 SF BMP PLANTER #8; 56.7 FG 121 SF BMP PLANTER #9; 54.5 FG 83 SF BMP PLANTER #10; 54.5 FG83 SF BMP PLANTER #11; 55.3 FG 133 SF BMP PLANTER #12; 55.3 FG 102 SF BMP PLANTER #13; 56.7 FG85 SF BMP PLANTER #14; 56.7 FG 57.4 TG 53.0 IE SUB AREA PR-1.15 NODE 100 54.0 FL/HP SUB AREA PR-1.15 NODE 101 53.3 FL 57.4 TG 52.0 IE 56.6 TG 51.9 IE 56.6 TG 51.2 IE 55.8 TG 51.1 IE 55.8 TG 50.4 IE 55.0 TG 50.3 IE 55.0 TG 49.8 IE 57.4 TG 51.85 IE 56.0 TG 48.75 IE 56.0 TG 48.15 IE 55.2 TG 48.05 IE 55.2 TG 47.45 IE PROPOSED PRINSCO STORAGE VAULT V1 FOR OFFSITE DRAINAGE; A = 1,304 SF; 50.5 TOP OF VAULT; 40.17 BOT OF VAULT SUB AREA PR-1.15 NODE 102 51.2 TG SUB BASIN PR-1.16 AREA = 6,055 SF = 0.139 AC 1.0%1.0% 1.0 % 1.0% 51.0 TG/FL 49.0 IE IN WEST 48.7 IE OUT EAST 50.5 TG 47.4 IE OUT 47.5 IE IN 53.75 FL 53.5 FL 53.25 FL 53.0 FL 52.5 FL 52.0 FL 51.5 FL 53.85 RIM 49.8 IE EMERGENCY OUTLET; 53.7 RIM 44.68 IE IN 50.29 IE OUT 53.7 RIM 47.27 IE IN 44.95 IE IN 44.76 IE OUT 53.2 RIM 47.4 IE IN 47.27 IE OUT 53.0 RIM 45.15 IE IN 45.05 IE OUT 51.2 TG 46.95 IE OUT 5 J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix PLAN VIEW - PROPOSED HYDROLOGY SCALE: 1" = 10' HORIZONTAL LEGEND PROPERTY BOUNDARY CENTERLINE OF ROAD ADJACENT PROPERTY LINE / RIGHT-OF-WAY EXISTING CONTOUR LINE EXISTING PATH OF TRAVEL EXISTING DIRECTION OF FLOW NEW / REMOVED AND REPLACED IMPERVIOUS AREA WITHIN DISTURBED AREA OF SITE DRAINAGE BASIN BOUNDARY SUBAREA BASIN BOUNDARY PROPOSED PERVIOUS PAVERS PROPOSED RAISED PLANTERS PROPOSED ROOF DRAIN DOWNSPOUT OVERALL BASIN - CALCULATIONS TOTAL DRAINAGE AREA 37,856 SF / 0.869 AC PROPOSED IMPERVIOUS AREA 29,091 SF / 0.668 AC PROPOSED PERVIOUS AREA 8,765 SF / 0.201 AC IMPERVIOUS %68.5% Q100 (UNMIT)3.97 CFS Q100 (MIT)0.14 CFS SHEETS 1 OF 2 GRAPHIC SCALE: 1" = 10' 0 10'20'30' \ I V-y \ I \ I r-~--__ \:_..J r.; ---------------- J - ____ _,,, r I I I I I I I I I I I I I I I I I I I' _,_ I I I I I IMPERVIOUS AREA 1188 PERVIOUS AREA 92 IMPERVIOUS AREA 1188 PERVIOUS AREA 66 IMPERVIOUS AREA 1323 PERVIOUS AREA 60 IMPERVIOUS AREA 1703 PERVIOUS AREA 60 ' SUBAREA PR-1.1 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1069 1092 WEIGHTED AREA Cn 23 0.85 SUBAREA PR-1.2 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1089 1086 WEIGHTED AREA Cn 17 0.87 SUBAREA PR-1 3 IMPERVIOUS C VALUE 09 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1191 1206 WEIGHTED AREA Cn 15 0.87 SUBAREA PR-1.4 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 025 SUMMED WEIGHTED AREA WEIGHTED AREA 1533 1548 WEIGHTED AREA Cn 15 0 88 IMPERVIOUS AREA 1323 PERVIOUS AREA 60 IMPERVIOUS AREA 1703 PERVIOUS AREA 49 IMPERVIOUS AREA 1323 PERVIOUS AREA 50 IMPERVIOUS AREA 1703 PERVIOUS AREA 68 SUBAREA PR-1.5 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 025 1191 1206 WEIGHTED AREA Cn 15 087 SUBAREA PR-1.6 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 025 SUMMED WEIGHTED AREA WEIGHTED AREA 1533 1545 WEIGHTED AREA Cn 12 088 SUBAREA PR-17 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 025 SUMMED WEIGHTED AREA WEIGHTED AREA 1191 1203 WEIGHTED AREA Cn 13 088 SUBAREA PR-1.8 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 025 SUMMED WEIGHTED AREA WEIGHTED AREA 1533 1550 WEIGHTED AREA Cn 17 0 88 IMPERVIOUS AREA 1691 PERVIOUS AREA 87 IMPERVIOUS AREA 1311 PERVIOUS AREA 59 IMPERVIOUS AREA 1691 PERVIOUS AREA 55 IMPERVIOUS AREA 1311 PERVIOUS AREA 96 SUBAREA PR-19 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1522 1544 WEIGHTED AREA Cn 22 SUBAREA PR-1.10 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1180 1195 WEIGHTED AREA Cn 15 0.87 SUBAREA PR-1 11 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 0.25 WEIGHTED AREA 1522 WEIGHTED AREA 14 SUMMED WEIGHTED AREA 1536 Cn 0.88 SUBAREA PR-1.12 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 025 SUMMED WEIGHTED AREA WEIGHTED AREA 1180 1204 WEIGHTED AREA Cn 24 086 IMPERVIOUS AREA 2028 PERVIOUS AREA 65 IMPERVIOUS AREA 1641 PERVIOUS AREA 57 IMPERVIOUS AREA 4553 PERVIOUS AREA 5197 IMPERVIOUS AREA 2100 PERVIOUS AREA 3955 SUBAREA PR-1.13 IMPERVIOUS C VALUE 09 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1825 1841 WEIGHTED AREA Cn 16 0.88 SUBAREA PR-1.14 IMPERVIOUS C VALUE 09 PERVIOUS C VALUE 0.25 SUMMED WEIGHTED AREA WEIGHTED AREA 1477 1491 WEIGHTED AREA Cn 14 088 SUBAREA PR-1.15 IMPERVIOUS C VALUE 0.9 PERVIOUS C VALUE 0.35 SUMMED WEIGHTED AREA WEIGHTED AREA 4098 5917 WEIGHTED AREA Cn 1819 0.61 SUBAREA PR-1 16 IMPERVIOUS C SUMMED VALUE WEIGHTED AREA WEIGHTED AREA 09 PERVIOUS C VALUE 0.25 1890 WEIGHTED AREA 989 2879 Cn 0.48 MITIGATED HYDROLOGY TABLE SUB BASIN# Cn AREA (SF] AREA (AC] I (IN/HR] Q UNMIT (CFS] Q MIT (CFS] 1.1 0.85 1,280 0.029 5.59 0.17 0.01 1.2 0.87 1,254 0.029 5.59 0.16 0.01 1.3 0.87 1,383 0.032 6.59 0.18 0.01 1.4 0.88 1,763 0.040 6.59 0.23 0.01 1.5 0.87 1,383 0.032 5.59 0.18 0.01 1.6 0.88 1,752 0.040 6.59 0.23 0.01 1.7 0.88 1,373 0.032 6.59 0.18 0.01 1.8 0.88 1,771 0.041 6.59 0.23 0.01 1.9 0.87 1,778 0.041 6.59 0.23 0.01 1.10 0.87 1,370 0.031 6.59 0.18 0.01 1.11 0.88 1,746 0.040 6.59 0.23 0.01 1.12 0.86 1,407 0.032 6.59 0.18 0.01 1.13 0.88 2,093 0.048 6.59 0.28 0.01 1.14 0.88 1,698 0.039 6.59 0.23 0.01 1.15 0.61 9,750 0.224 4.54 0.62 0.00 1.16 0.48 6,055 0.139 6.59 0.44 0.00 TOTAL 37,856 0.869 3.97 0.14 ---'- -- 64 •• --► •• -1--1- 11: I: I: I: I: I: I: I: I: I: I: 11 C • • X X • • • X • X • X X I 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 _ □ DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DENSE TREES DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DE C K DENSE TREES U/ C 50. 8 51. 1 50. 4 50. 3 51. 4 51. 5 49. 3 49. 7 50. 2 51. 6 51. 4 52. 5 50. 7 50. 9 50. 5 51. 5 54. 8 55. 2 55. 3 52. 2 52. 3 52. 2 51. 6 51. 4 51. 2 51. 3 51. 6 52. 2 52. 2 51. 9 51. 7 51. 3 51. 9 51. 6 52. 4 52. 1 53. 4 51. 8 51. 2 50. 4 52. 4 52. 1 52. 5 50. 2 51. 5 51. 2 50. 9 51. 5 55. 6 48. 4 48. 5 50. 5 50. 6 52. 3 51. 4 52. 1 X X X X X X X X X X X X X X X X X X X X X XX 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 OE OE OE OE OE OE OE 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 XXXXXXXXXXXXXXXXXX X X X X X X X X XX X X X XXXXX X X X X X X X DENSE TREES SDSDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD /// /// /// // / // / 54 // / EX-OFF 100 (~61.0 FG) EX-OFF 101 (~54.0 FG) L = 1 0 0 ' EX-OFF 102 PROP. SD INLET (~50.5 TG) Q100 = 2.39 CFS V100 = 2.02 FPS JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 EX. EDGE OF AC PAVEMENT EX. AC PAVEMENT DRIVEWAY LOT 6 BLOCK O MAP 1747 LOT 7 BLOCK O MAP 1747 LOT 8 BLOCK O MAP 1747 LOT 9 BLOCK O MAP 1747 LOT 10 BLOCK O MAP 1747 LOT 11 BLOCK O MAP 1747 LOT 12 BLOCK O MAP 1747 PROJECT SITE L = 161' EXIST BLDG (FF ~51.4) EXIST BLDG (FF ~51.4) (~51.5 FS) (~51.4 FS) (~51.4 FS) EXIST LOCAL HIGH POINT; (~51.2 FS) (~51.4 FL) (~51.2 FL) EXISTING 6" PCC CURB; RUNOFF CONTAINED IN DRIVEWAY (~50.8 FL) GARFIELD STREET PROPOSED PRINSCO STORAGE VAULT V1 FOR OFFSITE DRAINAGE; A = 1,304 SF; 50.5 TOP OF VAULT; 40.17 BOT OF VAULT (~51.1 FL) BASIN EX-OFF-1 AREA =43,560 SF = 1.00 AC BASIN EX-OFF-2 AREA =3,890 SF = 0.089 AC GRAPHIC SCALE: 1" = 20' 0 20'40'60' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix BASIN EX-OFF-1 - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 43,560 SF (1.00 AC) Cn:0.45 Tc:7.0 MINS Q100:2.39 CFS LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY (OFF-1) EXISTING NODE BASIN BOUNDARY DRIVE AISLE BELOW EXISTING BUILDING HABITABLE SPACE (51.4 FF) PROVIDES ESTIMATED SURFACE STORAGE VOLUME (AREA ~ 4,500 SF); (VOLUME ~1,440 CF PER SECTION 3.3 OF THIS REPORT) AS BACKUP FOR STORMS EXCEEDING 100 YR, 6 HOUR THAT FAIL TO FULLY DISCHARGE FROM PROJECT SITE TO JUNIPER AVENUE STORM DRAIN PLAN VIEW - PROPOSED OFFSITE HYDROLOGY NODE MAP SCALE: 1" = 20' BASIN EX-OFF-2 - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 3,980 SF (0.09 AC) Cn:0.45 Tc:5.0 MINS Q100:0.27 CFS 0 4SHEET OF 32 . I I ..... , _, ! " It V • l J L, ~ ~J C ~"s,,-.,., .,.._ -, V'~[==,dE~,5 ::::::::::::::~~=-:'.:::===~~=~=--:'.'.'.::-=1~t-~::=:::.==--:/'P/~.d,\-/ ~· • -~ -'~, \ :. ~•= ~ _/ c, < ~ [ I \ /~(, ' ) I 1 I I ~ 't ( ( ( l t ~~~=~~=~~= __ ~t~11··1Ji·""~r ==a! _ ----= ~- r 'r HlllH1tl:~-,---~-~l...l_ ~ .. ,•,Q, ~ I -e---~" 71<Rflff / ----~ .. ; \ , ltl:lll:m!:14l=b! • , r::i 1 . 1--------r------!--.1 I I I 1"""'-'.:1-!~ (',; I 1 \ , 1 ~o k-11--,__li---r--~I" • ~ A·,·,. " I -. n1~~-=~-=~~=~ ~~-~~-~~~~~~~q J l I I ' I L ~ ' I I , I I I ' . . ,ij' ~,.-, 1 ,. ------== ~ v,, -------=c=~==--~ ~-~ '---< 1' I // ' }~i I ] I I I I I I 1.' I I I I ' I I I ,-.. ../ \_ 1 , t ~~ I /J-J I J I I I I I p "I ! 1/ 1 I, I )IL i\ I r II 1 I ( I -T / \ "-A tF -' 'r ~ I,. ~ '-,, [ ' 't \ 'j ' ' I I I I L I ~ ,, r \ ' I /. ' + I I I I , I I I f-, ' /" L I ,1.. t.--------'---~ I ? I I • :__J I I I , I t I I I I I I I I , I-I L I I r-1 7 --...!...T --~,-Vv ~ \ V V rv-v--v-v y • ~ ~ -~ _.-= -.:.... ~ ~ ~-, ---4 \ i--j~ ____ "r_J,._-----,II ,~ g4 -jC __ . ·---qi§;~ i-- - - - -9 ---\. --~-_,__,..,.-A.A_ - I I ------• I I r I ---tt --Tl --.___-s-s-_ _ _J____ t 1,_______..I -----------I ----i------1--------'1 I ~--------~I -~~--~--I I I ---------.ii ~ II !~ \ I er--_-~ I I ----1 ----,-------I .J... I : J \ ,...J I I I I I I I \ I C \ 7 C C B -- 64 - - - VZZZZZZ2½l oG I , // / /// // / 54 // / JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 EX. EDGE OF AC PAVEMENTEX. AC PAVEMENT DRIVEWAY LOT 6 BLOCK O MAP 1747 LOT 7 BLOCK O MAP 1747 LOT 8 BLOCK O MAP 1747 LOT 9 BLOCK O MAP 1747 LOT 10 BLOCK O MAP 1747 LOT 11 BLOCK O MAP 1747 LOT 12 BLOCK O MAP 1747 PROJECT SITE HE M L O C K A V E N U E JU N I P E R A V E CH E R R Y A V E GARFIELD STREET L = 80' L = 190' EXISTING 12" CMP STORM DRAIN @0.5% PER DWG 123-7; QCAP = 2.18 CFS PROPOSED 12" RCP STORM DRAIN @1.0%; QCAP = 3.09 CFS PROP. 6" PCC CURB AND GUTTER EXISTING PARKING AREA DRAINING TO JUNIPER AVE L = 2 8 0 ' RO W ROW ROW ROW ROW RO W CL CL CLCL CL 50.8 51.1 51.3 51.5 51.5 51.2 50.9 51.5 48.4 48.5 (55.5 TW) (53.7 BW)(55.5 TW) (53.7 BW) (54.8 TW) (54.4 BW) (55.2 TW) (54.3 BW)(54.7 TW) (53.4 BW) (49.9 FG) (50.1 FG) EXISTING RETAINING WALL; RUNOFF CONTAINED ON OFFSITE DEVELOPMENT EXISTING PCC CURB; RUNOFF CONTAINED ON OFFSITE DEVELOPMENT EXISTING DRAINAGE SWALE TO JUNIPER AVE. L = 80' NODE 101 (~61.4 FS) NODE 102 (~57.0 FS) L = 190' L = 2 8 0 ' NODE 100 (~63.3 FS/HP) NODE 200 (~56.0 FS/HP) NODE 201 (~52.8 FL) L = 9 5 ' L = 7 1 ' PROP. STORM DRAIN INLET; 4 LF OPENING NODE 103 50.51 FL Q100 = 5.20 CFS QCAP = 8.0 CFS BASIN PR-OFF AREA = 138,046 SF = 3.169 AC GRAPHIC SCALE: 1" = 30' 0 30'60'90' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix PLAN VIEW - PROPOSED OFFSITE HYDROLOGY NODE MAP SCALE: 1" = 30' LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY PROPOSED DRAINAGE NODE NODE XXX XX.X FS BASIN PR-OFF - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 138,046 SF (3.169 AC) Cn:0.45 Tc:12.6 MINS Q100:5.17 CFS NOTE: ONSITE PORTION SHOWN IN BASIN EX-OFF HAS BEEN EXCLUDED FROM BASIN PR-OFF. AREA WILL BE REGRADED AND DETAININED IN THE PROPOSED CONDITON. 0 4SHEET OF 33_/ I\ \ I ·~·-----r -----------------1-----------I -~ I I : I 1...------ 1 CJ -I _ _,..,,, ___________________ ___,,,.---, : " • l '1) II .,,,,,...... ..,.._ -- ==~~-===-=---.::--_ : L - - - - - - --\] I ) I - --~-~-..... --.;;;;;..t--:::_-,--~ ,:~~ ~ ~L ------=·~===¾-·ll6 ~;~-=-· ·-· •► ··---~ "--L __ :_ --' . -----'" . • 0 • ...__I .-------' I r-----' I I ~ r t I \ ' 0 I I ----------·--I r-~ n ---- 64 J ----- 0 ____________________________________________________________________________ **************************************************************************** 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 ************************** * JUNIPER COAST HOMES * * PASCO LARET SUITER & ASSOCIATES (4052) * * DETAINED ONSITE CONFLUENCE WITH JUNIPER AVE FLOWS * ************************************************************************** FILE NAME: 4052DOFF.DAT TIME/DATE OF STUDY: 17:07 07/31/2025 ---------------------------------------------------------------------------- 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) = 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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.60 RAIN INTENSITY(INCH/HOUR) = 3.63 TOTAL AREA(ACRES) = 3.17 TOTAL RUNOFF(CFS) = 5.17 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.60 RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.59 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.17 12.60 3.629 3.17 2 0.14 5.00 6.587 0.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.19 5.00 6.587 2 5.25 12.60 3.629 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.25 Tc(MIN.) = 12.60 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 104.00 = 0.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.0 TC(MIN.) = 12.60 PEAK FLOW RATE(CFS) = 5.25 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS CJ 1 2 3 4 1 2 3 4 A C B.2 D.8 A.2 A C B.2 D.8 A.2 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 RI D G E 3:12 3:12 RI D G E 3:12 3:12 .2 5 : 1 2 .25:12 6" 1'-0" 1'-6" 1'-0" 1' - 6 " TY P . 1'-6" TYP. TYP. 1'-6"1'-6" 1' - 6 " 10'-2"17'-9"10'-2" 73'-0" 73'-0" 26'-0"18'-0"26'-0" 14 ' - 6 " 16 ' - 2 " 11 ' - 4 " 15 AD5 15 AD5 15 AD5 2 AD6 2 AD6 3 AD6 3 AD6 2 AD6 1 (TYP.) 1 (TYP.) 3 2 2 2 2 2 3 3 3 33 4 44 5 (TYP.) 5 (TYP.) 5 (TYP.) 5 (TYP.) 5 (TYP.) 5 (TYP.) 5 (TYP.) 9 9 9 9 9 9 FIRE RETARDANT TREATED EAVE CONSTRUCTION AT NORTH SIDE OF BUILDING A ONLY APPLIES AT UNIT 5 1' - 6 " 1'-6" 1' - 6 " 15'-11 1/2" 1'-6" RAISED PLANTER BELOW RAISED PLANTER BELOW 1'-6" 45 ' - 0 " 1' - 6 " 45 ' - 0 " 1' - 6 " 19 ' - 5 " 11 ' - 7 " 11 ' - 0 " 15'-11 1/2" 1' - 6 " 1' - 6 " 6" 1' - 6 " 1'-6" 1' - 6 " RI D G E 3:12 3:12 .2 5 : 1 2 4 RI D G E 3:12 3:12 .25:12 9 .2 5 : 1 2 4 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 9 9 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 14 AD5 4 .25:12 .25:12 4 3 3 3 3 3 3 3 2 2 2 22 2 2 1'- 0 " 6" 1' - 6 " RA I S E D P L A N T E R B E L O W UNITS 3, 6, & 9UNITS 4, 7, & 10UNITS 5, 8, & 11 NOTE: GUTTER AND DOWNSPOUTS SHALL BE CONNECTED TO PALNTER LOCATIONS BELOW. 2 FIRE RETARDANT TREATED EAVE CONSTRUCTION AT SOUTH SIDE OF BUILDING A ONLY APPLIES AT UNIT 6 10 8" at unit 5 8" at unit 6 Date:02-13-25 Sheet Title: Sheet Number: Project: File: Revisions: JUNIPER COAST HOMES 27 0 J U N I P E R A V E . CA R L S B A D , C A JU N I P E R C O A S T H O M E S PUD 2023-0007 CDP 2023-0058 KIRK MOELLER ARCHITECTS, INC. 2888 LOKER AVE. EAST, STE 220 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.COM 760-814-8128 CT 2023-0005 A2.4A BUILDING A ROOF PLAN A2.4A SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING A ROOF PLAN N KEYNOTES ROOF PLAN LEGEND GENERAL NOTES 1. ALL ROOF MATERIALS TO BE CLASS A FIRE RATED AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 2. CONTRACTOR TO VERIFY AND COORDINATE WITH ALL SUBCONTRACTORS, ALL LOCATIONS AND SIZES OF ROOF OPENINGS. 3. PROVIDE 42" GUARDS WHERE APPLIANCES, EQUIPMENT, FANS, ROOF HATCH OPENINGS OR OTHER COMPONENTS THAT REQUIRE SERVICE ARE LOCATED WITHIN 10'-0' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE. 4. CONTRACTOR TO VERIFY THAT ALL ROOF AREAS HAVE POSITIVE DRAINAGE OF AT LEAST 1/4" / FT. PRIOR TO ROOF INSTALLATION. 5. CONTRACTOR TO VERIFY ALL ROOF DRAIN DEPRESSIONS W/ "S" DRAWINGS. 6. REFER TO "S" DRAWINGS FOR ROOF FRAMINGPENETRATIONS OF FIRE-RESISTIVE WALLS, FLOOR-CEILINGS AND ROOF-CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC SECTION 714. 7. ALL DIMENSIONS ARE TO THE FACE OF STUD, CONC. PANEL OR GRIDLINE U.N.O. 8. PROVIDE CRICKETS AT ALL ROOF HATCHES AND HVAC EQUIPMENT WHERE ROOF SLOPES PERPENDICULAR TO THE CURBS. 9. FOR TYPICAL ROOF PENETRATIONS, CONTRACTOR TO VERIFY ALL ROOFING CONDITIONS WITH MANUFACTURER AND INSTALLER PRIOR TO INSTALLATION. 10. REFER TO THE PLUMBING DRAWINGS FOR SIZE OF ROOF AND OVERFLOW DRAINS. ROUTING OF DRAINS TO BE AS CLOSE TO THE ROOF AS POSSIBLE AT A MIN. 1/8" PER FOOT SLOPE. 11. FOR TYPICAL METAL FLASHING AND COPING DETAILS SEE 12. FOR ROOF PENETRATIONS SEE DETAILS 2 AD5 3 AD5 4 AD5 7 AD5 8 AD510 AD5 1 CLASS A SLOPED COMPOSITE SHINGLE ROOF BY GAF ICC# ESR-3267 (OR EQUIV.) OVER 2 LAYERS ROOF UNDERLAYMENT OVER FRAMING PER STRUCTURAL. R-30 BATT INSULATION. INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. COLOR: DARK GREY. PROVIDE 3:12 SLOPE U.N.O. NOTE: RIDGE DIMENSIONS TO TOP OF FINISH ROOFING MATERIAL. TYPICAL ALL. NOTE: SEE SHEET AD6 FOR TYPICAL ROOF DETAILS 2 ROOF GUTTER SYSTEM BY AMERIMAX (OR EQUIV.). ALUMINUM, PTD. TO MATCH ADJACENT FACIA BOARD. 3 SQUARE CORRUGATED DOWNSPOUT LOCATION. ALUMINUM, PTD. TO MATCH ADJACENT STUCCO WALL. PROVIDE ELBOW AND CONCRETE SPASHBLOCK WHERE OUTLET IS IN LANDSCAPING.CONTRACTOR TO INSTALL DOWNSPOUTS AS REQUIRED. OWNER TO APPROVE LOCATIONS PRIOR TO INSTALLATION. 4 ROOF CRICKET: SHAPED 2X @ 16" O.C. WITH 1/2" EXTERIOR GRADE PLYWOOD SHEATHING. PROVIDE MIN. 1/4" PER. FT. SLOPE TO ROOF EDGE. PROVIDE A CLASS A, APP MODIFIED BITUMEN MEMBRANE SYSTEM BY MAPEI POLYGLASS (OR EQUIV.) OVER LOW SLOPE CRICKET AND UP 2' MIN. ON ADJACENT SLOPED ROOF SURFACES. PROVIDE CAP SHEET TO MATCH ADJACENT ROOFING. INSTALL PER MFGR'S RECOMMENDATIONS. SEE DETAIL 5 ROOF CRICKET - MIN. 1/4" PER FOOT SLOPE BUILT UP TAPERED WOOD MEMBERS EXTERIOR WALL BELOW ROOF DOWNSPOUT LOCATION DASHED LINE INDICATES LINE OF WALL BELOW 6 DECK BELOW- SEE FLOOR PLAN 7 ROOF VENT. PROVIDE MIN. 1/150 NFVA OF THE AREA OF THE SPACE BEING VENTILATED. SEE DETAIL 13 AD5 9 SOLAR ZONE. POTENTIAL SOLAR PANEL LOCATION (UNDER SEPARATE PERMIT). LOCATIONS TO BE COORDINATED WITH THESE PLANS AND PROVIDE ROOF FLASHING, STRUCTURAL FRAMING AND FASTENING DETAILS FOR REVIEW PRIOR TO INSTALLATION TO VERIFY FRAMING AND FASTENING REQUIREMENTS MEET THE DESIGN LOADS LISTED ON THE STRUTURAL PLANS. 8 EXTENTS OF VENTILATED ATTIC BELOW (SHOWN DASHED) 11 AD5 FIRE-RETARDANT-TREATED EAVE AND PROJECTION CONSTRUCTION. ALL WOOD USED IN THE HATCHED AREA TO BE TREATED DUE TO FIRE SEPARATION DISTANCE CBC 705.2.3 10 LINE OF ROOF BELOW- SEE FLOOR PLAN 1 PLAN CHECK 3.15.25 11 0----- ,0 I I I I I I I , ~--+----'k-----+-_,_,__ -_, ___ - -er1 I I ,-fL I 0-----.......=--_==~---°"~ I ---< r\ I----+-- -------1----4- ' -i 0 I v~ I I r\ / u / ")--------.1- J r\ u 0 I ~//~ Y/-0 -~r0 11 I; I I I I I I I I I I I I I I I I r\ u I I 0 I , I I ~ ~ I --I-_--~=~ ' - ----0 1 I (\ J - ~ ~ ~ -\ l ~ ~ (I ~ ~) ~ l __._---L--'k-----0 \.-() I __ I I C I I ll I I ) ~ I I ~ ~ ,. I I I ~ I : : "°', I " \ "' ~ J I\ ! I I '~ ----I ' -~A -_-_-_-_-_-_-_-_-_-_-_-__ j J'~ G1 0 o/ o/ • ~tt-i---~-------''I<-, \\..QN=~l l:;::~=:s;:::~::::;;;:::::===_=_=_j ~'\:TJ _J~----'I< ~ '---- , , , I 8 V --- □ 0 D 0 0 0 0 0 0 0 0 8 0 0 OJ2£J3 8 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. .2 5 : 1 2 1' - 6 " RIDGE RIDGE RIDGE 3: 1 2 3: 1 2 3: 1 2 3: 1 2 3: 1 2 3: 1 2 3: 1 2 3: 1 2 RIDGE .25:12 3:12 3:12 .25:12 3:12 6" 1'-6" 1' - 6 " 1'-0" 1'-6" 1' - 6 " 6" NOTE: GUTTER AND DOWNSPOUTS SHALL BE CONNECTED TO PALNTER LOCATIONS BELOW. 1 2 1 2 3 3 A C A.2 0.8 3.2 A C A.2 EE BB 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 RIDGE 6" .25:12 RI D G E 3:12 3:12 3: 1 2 3: 1 2 RIDGE 1'-0" 1'-6" 3:12 3:12 3:12 3:12 RI D G E RI D G E 3:123:12 3:123:12 RI D G E .25:12 1'-6" 3:12 3:12 3:12 1'-6" 26'-0"26'-0" 45 ' - 0 " 55'-0" 55'-0" 19'-7 3/4"19'-7 3/4" 19 ' - 5 " 1' - 6 " 1'-6" 45 ' - 0 " 15'-8 1/2" 11 ' - 3 " 11 ' - 4 " UNIT 1UNIT 2 1' - 6 " 12 ' - 6 " 17 ' - 0 " 15 ' - 6 " RA I S E D P L A N T E R B E L O W RAISED PLANTER BELOW 15 AD5 15 AD5 2 AD6 2 AD6 3 AD6 3 AD6 2 AD6 1 (TYP.) 1 (TYP.) 3 22 2 3 3 3 4 3 4 5 (TYP.) 5 (TYP.) 5 (TYP.) 9 9 9 4 9 4 9 4 2 3 3 3 3 2 2 2 22 2 3 9 99 RAISED PLANTER BELOW Date:02-13-25 Sheet Title: Sheet Number: Project: File: Revisions: JUNIPER COAST HOMES 27 0 J U N I P E R A V E . CA R L S B A D , C A JU N I P E R C O A S T H O M E S PUD 2023-0007 CDP 2023-0058 KIRK MOELLER ARCHITECTS, INC. 2888 LOKER AVE. EAST, STE 220 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.COM 760-814-8128 CT 2023-0005 A2.4B BUILDING B ROOF PLAN A2.4B SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING B ROOF PLAN N KEYNOTES ROOF PLAN LEGEND GENERAL NOTES 1. ALL ROOF MATERIALS TO BE CLASS A FIRE RATED AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 2. CONTRACTOR TO VERIFY AND COORDINATE WITH ALL SUBCONTRACTORS, ALL LOCATIONS AND SIZES OF ROOF OPENINGS. 3. PROVIDE 42" GUARDS WHERE APPLIANCES, EQUIPMENT, FANS, ROOF HATCH OPENINGS OR OTHER COMPONENTS THAT REQUIRE SERVICE ARE LOCATED WITHIN 10'-0' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE. 4. CONTRACTOR TO VERIFY THAT ALL ROOF AREAS HAVE POSITIVE DRAINAGE OF AT LEAST 1/4" / FT. PRIOR TO ROOF INSTALLATION. 5. CONTRACTOR TO VERIFY ALL ROOF DRAIN DEPRESSIONS W/ "S" DRAWINGS. 6. REFER TO "S" DRAWINGS FOR ROOF FRAMINGPENETRATIONS OF FIRE-RESISTIVE WALLS, FLOOR-CEILINGS AND ROOF-CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC SECTION 714. 7. ALL DIMENSIONS ARE TO THE FACE OF STUD, CONC. PANEL OR GRIDLINE U.N.O. 8. PROVIDE CRICKETS AT ALL ROOF HATCHES AND HVAC EQUIPMENT WHERE ROOF SLOPES PERPENDICULAR TO THE CURBS. 9. FOR TYPICAL ROOF PENETRATIONS, CONTRACTOR TO VERIFY ALL ROOFING CONDITIONS WITH MANUFACTURER AND INSTALLER PRIOR TO INSTALLATION. 10. REFER TO THE PLUMBING DRAWINGS FOR SIZE OF ROOF AND OVERFLOW DRAINS. ROUTING OF DRAINS TO BE AS CLOSE TO THE ROOF AS POSSIBLE AT A MIN. 1/8" PER FOOT SLOPE. 11. FOR TYPICAL METAL FLASHING AND COPING DETAILS SEE 12. FOR ROOF PENETRATIONS SEE DETAILS 2 AD5 3 AD5 4 AD5 7 AD5 8 AD510 AD5 1 CLASS A SLOPED COMPOSITE SHINGLE ROOF BY GAF ICC# ESR-3267 (OR EQUIV.) OVER 2 LAYERS ROOF UNDERLAYMENT OVER FRAMING PER STRUCTURAL. R-30 BATT INSULATION. INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. COLOR: DARK GREY. PROVIDE 3:12 SLOPE U.N.O. NOTE: RIDGE DIMENSIONS TO TOP OF FINISH ROOFING MATERIAL. TYPICAL ALL. NOTE: SEE SHEET AD6 FOR TYPICAL ROOF DETAILS 2 ROOF GUTTER SYSTEM BY AMERIMAX (OR EQUIV.). ALUMINUM, PTD. TO MATCH ADJACENT FACIA BOARD. 3 SQUARE CORRUGATED DOWNSPOUT LOCATION. ALUMINUM, PTD. TO MATCH ADJACENT STUCCO WALL. PROVIDE ELBOW AND CONCRETE SPASHBLOCK WHERE OUTLET IS IN LANDSCAPING.CONTRACTOR TO INSTALL DOWNSPOUTS AS REQUIRED. OWNER TO APPROVE LOCATIONS PRIOR TO INSTALLATION. 4 ROOF CRICKET: SHAPED 2X @ 16" O.C. WITH 1/2" EXTERIOR GRADE PLYWOOD SHEATHING. PROVIDE MIN. 1/4" PER. FT. SLOPE TO ROOF EDGE. PROVIDE A CLASS A, APP MODIFIED BITUMEN MEMBRANE SYSTEM BY MAPEI POLYGLASS (OR EQUIV.) OVER LOW SLOPE CRICKET AND UP 2' MIN. ON ADJACENT SLOPED ROOF SURFACES. PROVIDE CAP SHEET TO MATCH ADJACENT ROOFING. INSTALL PER MFGR'S RECOMMENDATIONS. SEE DETAIL 5 ROOF CRICKET - MIN. 1/4" PER FOOT SLOPE BUILT UP TAPERED WOOD MEMBERS EXTERIOR WALL BELOW ROOF DOWNSPOUT LOCATION DASHED LINE INDICATES LINE OF WALL BELOW 6 DECK BELOW- SEE FLOOR PLAN 7 ROOF VENT. PROVIDE MIN. 1/150 NFVA OF THE AREA OF THE SPACE BEING VENTILATED. SEE DETAIL 13 AD5 9 SOLAR ZONE. POTENTIAL SOLAR PANEL LOCATION (UNDER SEPARATE PERMIT). LOCATIONS TO BE COORDINATED WITH THESE PLANS AND PROVIDE ROOF FLASHING, STRUCTURAL FRAMING AND FASTENING DETAILS FOR REVIEW PRIOR TO INSTALLATION TO VERIFY FRAMING AND FASTENING REQUIREMENTS MEET THE DESIGN LOADS LISTED ON THE STRUTURAL PLANS. 8 EXTENTS OF VENTILATED ATTIC BELOW (SHOWN DASHED) 11 AD5 FIRE-RETARDANT-TREATED EAVE AND PROJECTION CONSTRUCTION. ALL WOOD USED IN THE HATCHED AREA TO BE TREATED DUE TO FIRE SEPARATION DISTANCE CBC 705.2.3 10 LINE OF ROOF BELOW- SEE FLOOR PLAN 1~=111 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I __ !... I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~1~1--+~I L ___ ._ _ ___._---,,t,...._ I I L ___________ I ,' I I ,1 ,I I I I I I I I I I I I IL _____________ ~I L ______________ _J "' / y : j I I I I I I I I I I I I I I I I I I I I I I J L ____________ _ L ______________ _J 0 0 0 0 0 0 0 0 0 0 V --- □ 0 D 8 8 OJ2£J3 8 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. 3:12 3:12 .2 5 : 1 2 6" RIDGE 3: 1 2 3: 1 2 3: 1 2 3: 1 2 RIDGE RI D G E RI D G E .2 5 : 1 2 .2 5 : 1 2 3:12 3:12 3:12 3:12 3:12 3:12 .25:12 .25:12 RI D G E 1' - 6 " 6" 1'-6" 1'- 0 " 1'-0" 1'-6" 1' - 6 " 1' - 6 " 1' - 6 " 1'-0" 1'-6"1' - 6 " NOTE: GUTTER AND DOWNSPOUTS SHALL BE CONNECTED TO PALNTER LOCATIONS BELOW. 1 2 3 5 1 2 3 5 0.8 5.24 4 A C A.6 E D.8 A.2 .2 5 : 1 2 .2 5 : 1 2 1'- 0 " 1' - 6 " 1' - 6 " RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 .25:12 3:12 3:12 RI D G E 3:12 3:12 RI D G E 3:12 3:12 .25:12 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 3:123:12 3:123:12 RI D G E 3:123:12 1' - 6 " 1' - 6 " 1'-6" 1'-6" 8'-5"33'-0" 45 ' - 0 " 92'-0" 89'-6" 18'-0"26'-0" 19 ' - 5 " 7' - 6 " 1'- 6 " UNIT 13UNIT 15 UNIT 12UNIT 14 19'-1" 18'-0" 8'-5" 45 ' - 0 " 6' - 0 " 1' - 6 " 9'- 9 1 / 2 " 10 ' - 4 " 26'-0" RAISED PLANTER BELOW RA I S E D P L A N T E R B E L O W 1'-6" 15 AD5 15 AD5 2 AD6 2 AD6 3 AD6 3 AD6 2 AD6 1 (TYP.) 1 (TYP.) 3 22 2 3 3 3 4 4 4 5 (TYP.) 5 (TYP.) 5 (TYP.) 9 9 9 4 9 4 9 14 AD5 4 3 3 3 3 2 2 2 RAISED PLANTER BELOW 4 4 1' - 6 " 15 ' - 1 " 4 4 2'-0"2'-0"19'-1" 3 2 1' - 6 " 15 ' - 1 0 1 / 2 " 3 2 2 3 2 3 2 3 2 3 3 22 3 3 2 3 210 Date:02-13-25 Sheet Title: Sheet Number: Project: File: Revisions: JUNIPER COAST HOMES 27 0 J U N I P E R A V E . CA R L S B A D , C A JU N I P E R C O A S T H O M E S PUD 2023-0007 CDP 2023-0058 KIRK MOELLER ARCHITECTS, INC. 2888 LOKER AVE. EAST, STE 220 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.COM 760-814-8128 CT 2023-0005 A2.4C BUILDING C ROOF PLAN A2.4C SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING C ROOF PLAN N KEYNOTES ROOF PLAN LEGEND GENERAL NOTES 1. ALL ROOF MATERIALS TO BE CLASS A FIRE RATED AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 2. CONTRACTOR TO VERIFY AND COORDINATE WITH ALL SUBCONTRACTORS, ALL LOCATIONS AND SIZES OF ROOF OPENINGS. 3. PROVIDE 42" GUARDS WHERE APPLIANCES, EQUIPMENT, FANS, ROOF HATCH OPENINGS OR OTHER COMPONENTS THAT REQUIRE SERVICE ARE LOCATED WITHIN 10'-0' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE. 4. CONTRACTOR TO VERIFY THAT ALL ROOF AREAS HAVE POSITIVE DRAINAGE OF AT LEAST 1/4" / FT. PRIOR TO ROOF INSTALLATION. 5. CONTRACTOR TO VERIFY ALL ROOF DRAIN DEPRESSIONS W/ "S" DRAWINGS. 6. REFER TO "S" DRAWINGS FOR ROOF FRAMINGPENETRATIONS OF FIRE-RESISTIVE WALLS, FLOOR-CEILINGS AND ROOF-CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC SECTION 714. 7. ALL DIMENSIONS ARE TO THE FACE OF STUD, CONC. PANEL OR GRIDLINE U.N.O. 8. PROVIDE CRICKETS AT ALL ROOF HATCHES AND HVAC EQUIPMENT WHERE ROOF SLOPES PERPENDICULAR TO THE CURBS. 9. FOR TYPICAL ROOF PENETRATIONS, CONTRACTOR TO VERIFY ALL ROOFING CONDITIONS WITH MANUFACTURER AND INSTALLER PRIOR TO INSTALLATION. 10. REFER TO THE PLUMBING DRAWINGS FOR SIZE OF ROOF AND OVERFLOW DRAINS. ROUTING OF DRAINS TO BE AS CLOSE TO THE ROOF AS POSSIBLE AT A MIN. 1/8" PER FOOT SLOPE. 11. FOR TYPICAL METAL FLASHING AND COPING DETAILS SEE 12. FOR ROOF PENETRATIONS SEE DETAILS 2 AD5 3 AD5 4 AD5 7 AD5 8 AD510 AD5 1 CLASS A SLOPED COMPOSITE SHINGLE ROOF BY GAF ICC# ESR-3267 (OR EQUIV.) OVER 2 LAYERS ROOF UNDERLAYMENT OVER FRAMING PER STRUCTURAL. R-30 BATT INSULATION. INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. COLOR: DARK GREY. PROVIDE 3:12 SLOPE U.N.O. NOTE: RIDGE DIMENSIONS TO TOP OF FINISH ROOFING MATERIAL. TYPICAL ALL. NOTE: SEE SHEET AD6 FOR TYPICAL ROOF DETAILS 2 ROOF GUTTER SYSTEM BY AMERIMAX (OR EQUIV.). ALUMINUM, PTD. TO MATCH ADJACENT FACIA BOARD. 3 SQUARE CORRUGATED DOWNSPOUT LOCATION. ALUMINUM, PTD. TO MATCH ADJACENT STUCCO WALL. PROVIDE ELBOW AND CONCRETE SPASHBLOCK WHERE OUTLET IS IN LANDSCAPING.CONTRACTOR TO INSTALL DOWNSPOUTS AS REQUIRED. OWNER TO APPROVE LOCATIONS PRIOR TO INSTALLATION. 4 ROOF CRICKET: SHAPED 2X @ 16" O.C. WITH 1/2" EXTERIOR GRADE PLYWOOD SHEATHING. PROVIDE MIN. 1/4" PER. FT. SLOPE TO ROOF EDGE. PROVIDE A CLASS A, APP MODIFIED BITUMEN MEMBRANE SYSTEM BY MAPEI POLYGLASS (OR EQUIV.) OVER LOW SLOPE CRICKET AND UP 2' MIN. ON ADJACENT SLOPED ROOF SURFACES. PROVIDE CAP SHEET TO MATCH ADJACENT ROOFING. INSTALL PER MFGR'S RECOMMENDATIONS. SEE DETAIL 5 ROOF CRICKET - MIN. 1/4" PER FOOT SLOPE BUILT UP TAPERED WOOD MEMBERS EXTERIOR WALL BELOW ROOF DOWNSPOUT LOCATION DASHED LINE INDICATES LINE OF WALL BELOW 6 DECK BELOW- SEE FLOOR PLAN 7 ROOF VENT. PROVIDE MIN. 1/150 NFVA OF THE AREA OF THE SPACE BEING VENTILATED. SEE DETAIL 13 AD5 9 SOLAR ZONE. POTENTIAL SOLAR PANEL LOCATION (UNDER SEPARATE PERMIT). LOCATIONS TO BE COORDINATED WITH THESE PLANS AND PROVIDE ROOF FLASHING, STRUCTURAL FRAMING AND FASTENING DETAILS FOR REVIEW PRIOR TO INSTALLATION TO VERIFY FRAMING AND FASTENING REQUIREMENTS MEET THE DESIGN LOADS LISTED ON THE STRUTURAL PLANS. 8 EXTENTS OF VENTILATED ATTIC BELOW (SHOWN DASHED) 11 AD5 FIRE-RETARDANT-TREATED EAVE AND PROJECTION CONSTRUCTION. ALL WOOD USED IN THE HATCHED AREA TO BE TREATED DUE TO FIRE SEPARATION DISTANCE CBC 705.2.3 10 LINE OF ROOF BELOW- SEE FLOOR PLAN 3=J.,------t-· - - \.._,/ . 9 . 7 I I~ ,,----'-' ---,f---+- 0-~ f----+--->k---- I ',-171 I I 1 1 I I I 1 1 I I I 1 1 I . -----~-__ \_ 0 r\ / I I I I =~'-------1''-+/-< '>---~ J f-f---- - -~ -:f : I : I I I i I I I I I I I I L _____________ _J L ______________ _J I ,. ,, "' --is-+---~-----~ I I I ' ' ' . ' • I ,. r\ \___) I ,°/ I' ,, .,., ,, '/ ~--"1<----~--~---~----.----11-----~--~---~---~--~---~ ~ D-\---, I I: - ---~ 11 I -- L■ I ' ' I -------- \.___,) • -------- • • I I I --- I / \ J I rO , / ' 9 • -~r--I-- - ---+-- - - I °'-.1 --+--+ - , . I. 7 , I -'-I-+---+ -----1 I I ,1-7 7 I I I I I I I I I I I I I I I I I I I I I ..F\ I I I r~~~~,/~ '-'~:=:===~➔I f:I ~ I ~~ I / o--1 ~ ~I~-•~ I I I I --~~~-~--~-----------~ ,-------+------ '1 ' - - - -:-1J _, <-..._ __ ..., 11 11 I J . I I I --+----i-+--1 • 1 1 c/ I I I I L ________ _j L ________ _J -~- ' 0 0 0 0 0 0 0 0 0 0 V □ 0 D 8 8 OJ2£J3 8 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. 3:12 3:12 .2 5 : 1 2 1'- 0 " 6" RIDGE 3: 1 2 3: 1 2 3: 1 2 3: 1 2 RIDGE RI D G E RI D G E .2 5 : 1 2 .2 5 : 1 2 3:12 3:12 3:12 3:12 3:12 3:12 .25:12 RI D G E 1'- 0 " 6" 1'-6" 1' - 6 " 1'-6" 1' - 6 " 1' - 6 " 1' - 6 " 1'-6" 1'-6" 1' - 6 " 1' - 6 " NOTE: GUTTER AND DOWNSPOUTS SHALL BE CONNECTED TO PALNTER LOCATIONS BELOW. 1 2 3 4 1 2 3 4 C D.8 A C D.8 A A.6 A.6 3:123:12 3:123:12 RI D G E .25:12 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 .25:12 .25:12 RIDGE 3: 1 2 3: 1 2 RIDGE 3: 1 2 3: 1 2 1' - 6 " 2'-0" 3: 1 2 3: 1 2 RIDGE 26'-0"18'-0" 45 ' - 0 " 73'-0" 73'-0" 8'-0 1/2"17'-11 1/2" 15 ' - 1 0 1 / 2 " 6'- 0 " 1' - 6 " 10 ' - 4 " 26'-0" 17'-11 1/2" UNITS 16 &19UNITS 18 & 21 UNITS 17 & 20 1'-6"1'-6" 6" 1' - 6 " 15 AD5 15 AD5 2 AD6 2 AD6 3 AD6 3 AD6 2 AD6 1 (TYP.) 1 (TYP.) 2 2 3 4 44 5 (TYP.) 5 (TYP.) 5 (TYP.) 9 9 44 9 14 AD5 4 4 3 2 RAISED PLANTER BELOW 1'-6"8'-9"1'-6"11'-2"6'-1 1/2" 9 9 RA I S E D P L A N T E R B E L O W 9'- 9 1 / 2 " 3 3 3 2 3 2 3 2 2 3 2 3 3 2 3 2 3 2 3 2 3 2 2 3 45 ' - 0 " 7' - 6 " 1' - 6 " 15 ' - 1 " 1' - 6 " 19 ' - 5 " 10 Date:02-13-25 Sheet Title: Sheet Number: Project: File: Revisions: JUNIPER COAST HOMES 27 0 J U N I P E R A V E . CA R L S B A D , C A JU N I P E R C O A S T H O M E S PUD 2023-0007 CDP 2023-0058 KIRK MOELLER ARCHITECTS, INC. 2888 LOKER AVE. EAST, STE 220 CARLSBAD, CA 92010 KIRK@KMARCHITECTSINC.COM 760-814-8128 CT 2023-0005 A2.4D BUILDING D ROOF PLAN A2.4D SCALE: 1/4" = 1'-0" 2' 4'0 8'BUILDING D ROOF PLAN N KEYNOTES ROOF PLAN LEGEND GENERAL NOTES 1. ALL ROOF MATERIALS TO BE CLASS A FIRE RATED AND TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 2. CONTRACTOR TO VERIFY AND COORDINATE WITH ALL SUBCONTRACTORS, ALL LOCATIONS AND SIZES OF ROOF OPENINGS. 3. PROVIDE 42" GUARDS WHERE APPLIANCES, EQUIPMENT, FANS, ROOF HATCH OPENINGS OR OTHER COMPONENTS THAT REQUIRE SERVICE ARE LOCATED WITHIN 10'-0' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE. 4. CONTRACTOR TO VERIFY THAT ALL ROOF AREAS HAVE POSITIVE DRAINAGE OF AT LEAST 1/4" / FT. PRIOR TO ROOF INSTALLATION. 5. CONTRACTOR TO VERIFY ALL ROOF DRAIN DEPRESSIONS W/ "S" DRAWINGS. 6. REFER TO "S" DRAWINGS FOR ROOF FRAMINGPENETRATIONS OF FIRE-RESISTIVE WALLS, FLOOR-CEILINGS AND ROOF-CEILINGS SHALL BE PROTECTED AS REQUIRED IN IBC SECTION 714. 7. ALL DIMENSIONS ARE TO THE FACE OF STUD, CONC. PANEL OR GRIDLINE U.N.O. 8. PROVIDE CRICKETS AT ALL ROOF HATCHES AND HVAC EQUIPMENT WHERE ROOF SLOPES PERPENDICULAR TO THE CURBS. 9. FOR TYPICAL ROOF PENETRATIONS, CONTRACTOR TO VERIFY ALL ROOFING CONDITIONS WITH MANUFACTURER AND INSTALLER PRIOR TO INSTALLATION. 10. REFER TO THE PLUMBING DRAWINGS FOR SIZE OF ROOF AND OVERFLOW DRAINS. ROUTING OF DRAINS TO BE AS CLOSE TO THE ROOF AS POSSIBLE AT A MIN. 1/8" PER FOOT SLOPE. 11. FOR TYPICAL METAL FLASHING AND COPING DETAILS SEE 12. FOR ROOF PENETRATIONS SEE DETAILS 2 AD5 3 AD5 4 AD5 7 AD5 8 AD510 AD5 1 CLASS A SLOPED COMPOSITE SHINGLE ROOF BY GAF ICC# ESR-3267 (OR EQUIV.) OVER 2 LAYERS ROOF UNDERLAYMENT OVER FRAMING PER STRUCTURAL. R-30 BATT INSULATION. INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. COLOR: DARK GREY. PROVIDE 3:12 SLOPE U.N.O. NOTE: RIDGE DIMENSIONS TO TOP OF FINISH ROOFING MATERIAL. TYPICAL ALL. NOTE: SEE SHEET AD6 FOR TYPICAL ROOF DETAILS 2 ROOF GUTTER SYSTEM BY AMERIMAX (OR EQUIV.). ALUMINUM, PTD. TO MATCH ADJACENT FACIA BOARD. 3 SQUARE CORRUGATED DOWNSPOUT LOCATION. ALUMINUM, PTD. TO MATCH ADJACENT STUCCO WALL. PROVIDE ELBOW AND CONCRETE SPASHBLOCK WHERE OUTLET IS IN LANDSCAPING.CONTRACTOR TO INSTALL DOWNSPOUTS AS REQUIRED. OWNER TO APPROVE LOCATIONS PRIOR TO INSTALLATION. 4 ROOF CRICKET: SHAPED 2X @ 16" O.C. WITH 1/2" EXTERIOR GRADE PLYWOOD SHEATHING. PROVIDE MIN. 1/4" PER. FT. SLOPE TO ROOF EDGE. PROVIDE A CLASS A, APP MODIFIED BITUMEN MEMBRANE SYSTEM BY MAPEI POLYGLASS (OR EQUIV.) OVER LOW SLOPE CRICKET AND UP 2' MIN. ON ADJACENT SLOPED ROOF SURFACES. PROVIDE CAP SHEET TO MATCH ADJACENT ROOFING. INSTALL PER MFGR'S RECOMMENDATIONS. SEE DETAIL 5 ROOF CRICKET - MIN. 1/4" PER FOOT SLOPE BUILT UP TAPERED WOOD MEMBERS EXTERIOR WALL BELOW ROOF DOWNSPOUT LOCATION DASHED LINE INDICATES LINE OF WALL BELOW 6 DECK BELOW- SEE FLOOR PLAN 7 ROOF VENT. PROVIDE MIN. 1/150 NFVA OF THE AREA OF THE SPACE BEING VENTILATED. SEE DETAIL 13 AD5 9 SOLAR ZONE. POTENTIAL SOLAR PANEL LOCATION (UNDER SEPARATE PERMIT). LOCATIONS TO BE COORDINATED WITH THESE PLANS AND PROVIDE ROOF FLASHING, STRUCTURAL FRAMING AND FASTENING DETAILS FOR REVIEW PRIOR TO INSTALLATION TO VERIFY FRAMING AND FASTENING REQUIREMENTS MEET THE DESIGN LOADS LISTED ON THE STRUTURAL PLANS. 8 EXTENTS OF VENTILATED ATTIC BELOW (SHOWN DASHED) 11 AD5 FIRE-RETARDANT-TREATED EAVE AND PROJECTION CONSTRUCTION. ALL WOOD USED IN THE HATCHED AREA TO BE TREATED DUE TO FIRE SEPARATION DISTANCE CBC 705.2.3 10 LINE OF ROOF BELOW- SEE FLOOR PLAN 0- 0- 9 I I rD :; I l-- c ,-17 I I I I I I I I 1 1 I I I 1 1 I I I I ! -~'.! --: I I I I I I I I I I I I I I " I ~ ' j ;-0 --~----,, , '·, , , ' ' '"..:.,_.,_' ------~--~-----11---~---~---~-~ (\ \._/ (\ \._/ I °' I. L -_J ,-_ --',-~ _ --rc=i; -, ------'-+--~------~ I J:=:-7 I I -- L!-- - - - - - - - - -7 I --7 ! I I I i\ 1 I i 11~--+ ,+-,-~ ....... ----++--'+---'i-- -------- (\ \._/ ' I I I I ---~~-----~ ---- "'---rl I I I I ½~::::;:;::=====:;:n1----------'ls-~--------t:J.=1==;:::::=7:::::::t::::===1+==::j\'-0 L __ ~ ~ ________ J ! CY / of u..~~------'="---------'1<------1----+-4--->k L ______________ _J I I I I , . . . I 9 rO I . ~-------'k-_,,+-·--·. I I I I ---- I ~ \ -- : ~ , I, I ,1-7 7 I I I I I I I I I I I I I I I I I ! I --. , I _J ,-----------!J I I Ji i I I I ry / I I ~ / I I <...Y L _____________ j L ______________ _J , . ---0 ---0 V - -- □ 0 D 0 0 0 0 0 0 0 0 8 0 0 8 OJ2£J3 8 ALL IDEAS, DESIGNS AND DIRECTION INDICATED WITHIN THESE DRAWINGS ARE THE PROPERTY OF KIRK MOELLER ARCHITECTS, INC. AND ARE INTENDED TO BE ASSOCIATED WITH THIS SPECIFIC PROJECT ONLY AND SHALL NOT OTHERWISE BE USED FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN CONSENT OF KIRK MOELLER ARCHITECTS, INC. THERE SHALL BE NO CHANGES OR DEVIATIONS FROM THESE DRAWINGS OR ACCOMPANYING SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT. HYDROSTOR HS290 STORMWATER CHAMBER SYSTEM STORMWATER CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE HYDROSTOR HS290 OR APPROVED EQUIVALENT. 2. CHAMBERS SHALL BE MADE FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-12, “STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS.” 6. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: A. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE. B. A STRUCTURAL EVALUATION SEAL BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO CERTIFY LONG-TERM PERFORMANCE. C. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 7. CHAMBERS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. THE UNDERSIGNED HEREBY APPROVES THE ATTACHED ( ) PAGES CUSTOMER DATE NOTES: 1. PRIOR TO BEGINNING INSTALLATION OF HYDROSTOR STORMWATER CHAMBERS, A PRECONSTRUCTION MEETING SHALL BE HELD WITH A PRINSCO REPRESENTATIVE AND THE INSTALLERS. 2. HYDROSTOR STORMWATER CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE PRINSCO “HYDROSTOR CONSTRUCTION GUIDE.” 3. HYDROSTOR STORMWATER CHAMBERS SHALL NOT BE INSTALLED ON WET OR UNSTABLE FOUNDATION OR SUBGRADE. FOUNDATION STONE MUST BE LEVEL AND COMPACTED. 4. PRINSCO RECOMMENDS PRETREATMENT OF STORMWATER RUNOFF USING A PRINSCO STORMWATER QUALITY UNIT AND/OR A SEDIMENT ROW. 5. MAINTAIN MINIMUM SPACING OF 8.5" (SPECIFICALLY HS290) BETWEEN CHAMBERS. 6. CONSTRUCTION EQUIPMENT SHALL NOT BE SITUATED ATOP THE CHAMBERS UNTIL SUFFICIENT COVER HAS BEEN ACHIEVED. DUMP TRUCKS, RUBBER TIRE LOADERS, EXCAVATORS, WHEEL OR ROLLER LOADS ARE NOT ALLOWED UNTIL PROPER FILL HEIGHTS HAVE BEEN ACHIEVED. REFER TO PRINSCO “HYDROSTOR CONSTRUCTION GUIDE” FOR SPECIFIC LOADING CRITERIA. 7. EMBEDMENT BACKFILL MUST BE PLACED USING THE FOLLOWING METHODS ONLY: ·BACKFILL WITH AN EXCAVATOR LOCATED OUTSIDE THE EXCAVATION ·BACKFILL WITH A STONE SHOOTER LOCATED OUTSIDE THE EXCAVATION ·BACKFILL AS ROWS ARE BUILT WITH AN EXCAVATOR ON THE SUBGRADE OR FOUNDATION STONE 8. EMBEDMENT BACKFILL SHALL NOT BE PLACED USING THE “DUMP AND PUSH” METHOD. THIS MAY CAUSE DAMAGE TO THE CHAMBERS, WILL RESULT IN IMPROPER INSTALLATION AND WILL VOID THE PRINSCO STANDARD WARRANTY. 9. ONCE SUFFICIENT COVER IS ACHIEVED (12” FOR HS290), GRADING MAY COMMENCE WITH A SMALL DOZER OR SKID LOADER (LESS THAN 4.5 PSI GROUND PRESSURE). EQUIPMENT SHALL ALWAYS TRAVEL PARALLEL TO CHAMBER ROWS. SEE PRINSCO “HYDROSTOR CONSTRUCTION GUIDE” FOR SPECIFIC LOADING CRITERIA. PROJECT INFORMATION: ·PROJECT NUMBER: ·PRINSCO SALES CONTACT: ·ENGINEER: ·CONTRACTOR: ·DISTRIBUTOR: Doug Berg: 323-680-8459 24-510 ---- ---- ---- 8 JUNIPER COAST HOMES CARLSBAD, CA RINSCOP R SMwater management solutions 11--11 THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: REV:TITLE: CHECKED BY:PRINSCO SALES CONTACT: JUNIPER COAST HOMES CARLSBAD, CA 24-510 M ZWC TJW 2 Doug Berg: 323-680-8459 OF1 01-Aug-25 12" GOLDFLO BOTTOM OF CHAMBER BILL OF MATERIALS PART DESCRIPTION QTY.PART DESCRIPTION QTY. A1 HYDROSTOR HS290 CHAMBER (HS290C)18 A2 HYDROSTOR HS290 END CAP (HS290E)2 A3 HYDROSTOR HS290 END CAP w/ 24" CORED HOLE BOTTOM (HS290E-24HB)1 A4 24GF20NP-WT (FIELD CUT PIPE FOR MANIFOLD)20' A5 HYDROSTOR HS290 END CAP w/ 18" CORED HOLE TOP (HS290E-18HT)2 A6 18" GOLDFLO TEE (T18-GF)1 A7 18" GOLDFLO 90° ELBOW (E18-902P-GF)1 A8 18" SPLIT COUPLER (SC18-BM)5 A9 18GF20NP-WT (FIELD CUT PIPE FOR MANIFOLD)40' A10 12GF20NP-WT (FIELD CUT PIPE FOR MANIFOLD)20' A11 HYDROSTOR HS290 END CAP w/ 12" CORED HOLE BOTTOM (HS290E-12HB)1 SYSTEM INCLUDES ADDITIONAL STONE. SEE ELEVATION TABLE FOR MORE INFORMATION INLET STRUCTURE (PROVIDED BY OTHERS) OUTLET STRUCTURE (PROVIDED BY OTHERS) 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions PRINSCO'S FOUNDATION DESIGN ASSUMES 4.4 KSF SOIL BEARING CAPACITY DUE TO UNKNOWN SITE SPECIFIC CONDITIONS. FOUNDATION STONE DEPTH REQUIREMENTS TO BE DETERMINED BY PROJECT ENGINEER BASED ON SOIL BEARING CAPACITY AND COVER HEIGHTS PER PRINSCO DESIGN GUIDE FOUNDATION REQUIREMENTS. SEDIMENT ROW4" INSPECTION PORT 24" GOLDFLO BOTTOM OF CHAMBER 18" GOLDFLO TOP OF CHAMBER SCOUR PROTECTION 12" OUTLET INV. 52.35 32'-10" 39'-8" lYPICAL ELEVATIONS -HS290 BEDS !hi M'IXMJMN.LOW/lB..E GRl>QE [fOPOF PAVEMEr,/f/U,JPA\£D): 57.46 MI\IWU.,ALLOW/tlLE GRADE (UI\IOAVED WITH TRAFFIC): 51.96 t---1---------------------+---+---+--------------------+----1 MI\IMLMALLOW/tlLEGRADE (UI\IOAVED r-Kl TRAFFIC): 51.46 MI\IMLMALLOW/tlLE GRADE (BASE OF FLEXIBLE PAVEMENT): 51.46 MI\IMLMALLOW/tlLE GRADE [fOP OF RBNFORCED CONCRETE PAVEMBNT): 51.46 TOP OF srol\lE (MN): 50.46 1---1---------------------+---+---+--------------------+----I TOPOF CHAMEER: 49.46 18"TOP OF CHAMEBR (NVERT) 47 27 t---t---------------------+---+---+--------------------+----1 24"BOTTOMOF CH/lMlBR (NVBRT): 44.76 12"BOTTOMOF CH/lMlBR (NVBRT): 44.68 1---1---------------------+---+---+--------------------+----1 BOTTOM OF CHAMEER (MN): 44.50 ·BOTTOM OF FOUt-OATKJN STOI\IE: 40.17 ·BOTTOM OF FOUt-OATKJN STOI\IE NCLUDESANADDITKJNAI. 43"(3.58 FEET) STONE PROPOSED SYSTEM LAYOUT HS290 INSTALLBD SYSTEM VOLUME (fr): INSTALLBD SYSTEMFOOTPRlr,/f (ft'): SYSTEM PBRIMETBR (ft): TOTAL CHAMEERS: TOTAL BND CftPS: STONE REQLIRBD ()<!'): NON-WOVBN GEOTEXTILE ()'l'): WOVBN GEOTEXTILE ()'l') 6,724 1,304 145 18 6 413 547 63 THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: REV:TITLE: CHECKED BY:PRINSCO SALES CONTACT: JUNIPER COAST HOMES CARLSBAD, CA 24-510 M ZWC TJW 2 Doug Berg: 323-680-8459 OF2 01-Aug-25 OVERLAY 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions ~ ....._. "'+ 4 .9 4.2 -- 58.2 TW 57.2 TW@FG .7BW 86SFBMP PLANTER #13; 57.2 FG UNIT 15 58.2 TW 57.2 TW@FG FF= 54.9 53.BBW PAD= 54.2 54.BFS _,...--......... __ ~y---- 1954.2RIM 49.65IE 55.5 TlM FG 54.2 BW@FG 52.0 TF H= 1.3' 56.0TW- (55.5 TW@FG) 52.8BW@FG -.J < 52.8FG .,,I ---- UNIT 16 FF= 53.5 PAD= 52.8 T IN 1952.8 RIM 48.BIE - t ........ ........ ........ UNIT 1 FF= 53 PAD= 5 53.4 FS 6.INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE A GRANULAR, WELL GRADED SOIL WITH LESS THAN 35% FINES OR AASHTO M43 SIZES (3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10). MOST PAVEMENT SUBBASE MATERIALS FALL WITHIN THIS GRADING CRITERIA. INITIAL BACKFILL SHALL EXTEND FROM TOP OF EMBEDMENT BACKFILL TO NOT LESS THAN 24 INCHES (600 mm) ABOVE THE TOP OF THE CHAMBER. COMPACT TO A MINIMUM OF 95% STANDARD PROCTOR DENSITY. 7.FINAL BACKFILL: SUITABLE MATERIALS SHALL BE ANY SOIL DIRECTED BY THE ENGINEER. FINAL BACKFILL SHALL EXTEND FROM TOP OF INITIAL BACKFILL TO NO MORE THAN 8 FEET (2.44 m) ABOVE THE TOP OF THE CHAMBER. COMPACTION LEVELS SHOULD FOLLOW ENGINEERS RECOMMENDATIONS. 8.MINIMUM COVER: FOR TRAFFIC APPLICATIONS A MINIMUM COVER OF 24 INCHES (600 mm) IS REQUIRED, MEASURED FROM THE TOP OF THE CHAMBER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR TO THE TOP OF RIGID PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING MAY OCCUR, INCREASE COVER TO 30 INCHES (750 mm) FOR H-20 LOADING. ADDITIONAL COVER MAY BE REQUIRED FOR CONSTRUCTION LOADS. 9.MAXIMUM COVER: A COVER HEIGHT OF OVER 8 FEET (2.44 m) IS NOT RECOMMENDED. COVER HEIGHT IS MEASURED FROM THE TOP OF THE CHAMBER TO THE TOP OF THE PAVEMENT. 10. LOAD RATING: HS290 CHAMBERS ARE TRAFFIC RATED FOR H-20 VEHICLES WITH ADDITIONAL CONSIDERATION FOR LANE LOADING, COMMONLY REFERRED TO AS HL-93 LOAD RATING (AASHTO DESIGN TRUCK). NOTES: 1.HYDROSTOR HS290 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418. HS180 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LATEST INSTALLATION GUIDELINES. 2.SUBGRADE: TRENCH BOTTOMS WITH UNSTABLE OR UNYIELDING MATERIAL SHALL BE EXCAVATED TO A DEPTH DIRECTED BY THE ENGINEER AND REPLACED WITH SUITABLE MATERIAL. FOR UNSTABLE MATERIALS, GEOTEXTILE MAY BE USED TO STABILIZE THE TRENCH BOTTOM, IF DIRECTED BY THE ENGINEER. THE DESIGN ENGINEER IS RESPONSIBLE FOR VERIFYING SUBGRADE SUITABILITY WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 3.GEOTEXTILE: AN AASHTO M288 CLASS 2 OR 3 NON-WOVEN GEOTEXTILE SHOULD BE USED FOR EMBEDMENT BACKFILL MATERIAL 3/4 TO 2 INCH (19 - 51 MM). GEOTEXTILE FILTER FABRIC IS PLACED AROUND THE SYSTEM TO PREVENT NATIVE SOIL FROM MIGRATING INTO THE EMBEDMENT BACKFILL MATERIAL. TO ENSURE FABRIC IS SUITABLE WITH IN SITU SOILS, A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED. 4.FOUNDATION STONE: SUITABLE MATERIAL SHALL BE A 3/4 - 2 INCH (19 - 51 mm), CLEAN, CRUSHED ANGULAR STONE, OR AASHTO M43 SIZES (3, 357, 4, 467, 5, 56, 57) WITH CLEAN, CRUSHED, ANGULAR STONE ADDED TO THE GRADATION, e.g., CLEAN, CRUSHED, ANGULAR #3 (AASHTO M43) STONE. COMPACTION SHOULD BE DONE IN LIFTS OF NO MORE THAN 9 INCHES (230 mm).THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE ALLOWABLE BEARING CAPACITY OF THE SUBGRADE SOIL AND DETERMINING THE FOUNDATION STONE THICKNESS. REFER TO PRINSCO'S HYDROSTOR DESIGN GUIDE SECTION 4.1 FOR ADDITIONAL GUIDANCE. 5.EMBEDMENT BACKFILL: SUITABLE MATERIAL SHALL BE A 3/4 - 2 INCH (19 - 51 mm), CLEAN, CRUSHED ANGULAR STONE, OR AASHTO M43 SIZES (3, 357, 4, 467, 5, 56, 57) WITH CLEAN, CRUSHED, ANGULAR STONE ADDED TO THE GRADATION, e.g., CLEAN, CRUSHED, ANGULAR #3 (AASHTO M43) STONE. EMBEDMENT BACKFILL SHALL EXTEND FROM TOP OF BEDDING TO NOT LESS THAN 12 INCHES (300 mm) ABOVE THE TOP OF THE CHAMBER. NO COMPACTION IS REQUIRED BUT AN EFFORT SHOULD BE MADE TO HAND KNIFE STONE IN BETWEEN ALL CORRUGATIONS. THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - CROSS SECTION D-7-500AAED NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 12-Jan-24 EMBEDMENT BACKFILL NON-WOVEN GEOTEXTILE (WHERE REQUIRED BY ENGINEER) UNDISTURBED SOIL PAVEMENT (PER ENGINEER'S DRAWINGS) FOUNDATION STONE FINAL BACKFILL HYDROSTOR HS290 CHAMBER HS290 ENDCAP INITIAL BACKFILL EXCAVATION WALL (SLOPED OR VERTICAL) 59.5" (1,511 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER (NOTE 4), 9" (230 mm) MIN 12" (300 mm) 12" (300 mm) 12" (300 mm) MIN 12" (300 mm) MIN 100.5" (2,554 mm)8.5" (216 mm) MIN (BETWEEN CHAMBER FOOTINGS) 24" (600 mm) MIN 8' (2.44 m) MAX 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions SITE DESIGN ENGINEER RESPONSIBLE FOR ENSURING SUITABLE BEARING CAPACITY OF SOILS (NOTE 2) THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - SEDIMENT ROW D-7-502DJW NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 03-Aug-21 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions TO CHAMBER SYSTEM INLET HYDROSTOR HS290 CHAMBER & END CAPRECOMMENDED INSPECTION PORT (See HS290 Inspection Port Detail) INLET SUMP DEPTH TBD BY ENGINEER 24" (600 mm) MIN. RECOMMENDED COVER JOINT BETWEEN PIPE AND END CAP WITH NON-WOVEN GEOTEXTILE USE TWO LAYERS OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBER 24" (600 mm) RECOMMENDED 18" (450 mm) MINIMUM4 GOLDFLO ACCESS PIPE ENCASE CHAMBER SYSTEM IN ONE LAYER OF AASHTO M288 CLASS 2 OR 3 NON-WOVEN GEOTEXTILE CONTROL STRUCTURE (PER ENGINEER) NOTES: 1. HYDROSTOR HS290 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418. HS290 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LATEST INSTALLATION GUIDELINES. 2. GEOTEXTILE: TWO DIFFERENT GEOTEXTILES WILL BE USED IN CREATING A FUNCTIONING SEDIMENT ROW. TO ENSURE FABRIC IS SUITABLE WITH IN SITU SOILS, A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED. - AN AASHTO M288 CLASS 2 OR 3 NON-WOVEN GEOTEXTILE SHOULD BE USED FOR EMBEDMENT BACKFILL MATERIAL 3/4 TO 2 INCH (19 - 51 MM). GEOTEXTILE FILTER FABRIC IS PLACED AROUND THE SYSTEM TO PREVENT NATIVE SOIL FROM MIGRATING INTO THE EMBEDMENT BACKFILL MATERIAL. TO ENSURE FABRIC IS SUITABLE WITH IN SITU SOILS, A GEOTECHNICAL ENGINEER SHOULD BE CONSULTED. - TWO LAYERS OF AN AASHTO M288 CLASS 1 WOVEN FABRIC IS PLACED BETWEEN THE FOUNDATION AND THE CHAMBER FOR THE CREATION OF THE SEDIMENT ROW. THE TWO LAYERS PROVIDE A PROTECTIVE BARRIER FOR THE EMBEDMENT BACKFILL BUT STILL ALLOW WATER TO INFILTRATE INTO THE SYSTEM. THE WOVEN GEOTEXTILE IS DURABLE ENOUGH TO ALLOW JETTING TO CLEAN THE SEDIMENT ROW. 3. INSPECTION AND MAINTENANCE: INSPECTION OF THE SYSTEM SHOULD OCCUR BIANNUALLY TO ENSURE LARGE AMOUNTS OF SEDIMENT OR DEBRIS HAVE NOT BEEN DEPOSITED IN THE SEDIMENT ROW. DURING THE FIRST YEAR INSPECTION SHOULD OCCUR MORE FREQUENTLY DUE TO CONSTRUCTION SEDIMENT LOADING. TO CLEAN THE SYSTEM, A JET/VAC PROCESS CAN BE USED TO REMOVE SEDIMENT AND DEBRIS FROM THE SEDIMENT ROW. FOR MORE INFORMATION, REFER TO PRINSCO'S "RETENTION/DETENTION CLEANING AND MAINTENANCE" TECHNICAL NOTE. 4. ACCESS PIPE: PRINSCO RECOMMENDS A 24 INCH (600 mm) DIAMETER ACCESS PIPE TO THE SEDIMENT ROW. CONTACT YOUR LOCAL SALES REPRESENTATIVE WITH ANY QUESTIONS. 12" (300 mm) MIN 9'-9" (2.97 m) MIN r t THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - SCOUR PROTECTION D-7-507RMA NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 03-Jan-24 SCOUR PROTECTION1 INLET MANIFOLD END CAP ASSEMBLY DIRECTION FOUNDATION STONENON-WOVEN GEOTEXTILESCOUR PROTECTION1 NOTES: 1.SCOUR PROTECTION SHOULD USE A WOVEN GEOTEXTILE. GEOTEXTILE SHOULD MEET AASHTO M288 CLASS 1 SPECIFICATION. 2.SCOUR PROTECTION IS ONLY NEEDED WITH CHAMBER ROWS CONNECTED TO THE INLET MANIFOLD. 12" (300 mm) MIN 15.0' (4.57 m) MIN 8" (200 mm) MIN 12" (300 mm) MIN SPACING 12" (300 mm) MIN INSERTION INLET MANIFOLD 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions COVER JOINT BETWEEN PIPE AND END CAP WITH NON-WOVEN GEOTEXTILE TABLE 1 CORED HOLE SIZE ESTIMATES (CONFIRM DIMENSIONS PRIOR TO CUTTING) CONNECTION 4" (100 mm) PVC INSPECTION PORT 6" (150 mm) PVC INSPECTION PORT 8" (200 mm) PVC INSPECTION PORT QWIKSEAL 5" (125 mm) hole centered in valley of corrugation. Not Recommended Not Recommended SDR 35* ~4-1/4" (108 mm) hole centered in valley of corrugation. ~6-3/8" (162 mm) hole centered in valley of corrugation. ~8-1/2" (216 mm) hole centered on corrugation crest. SCH 40* ~4-5/8" (117 mm) hole centered in valley of corrugation. ~6-3/4" (172 mm) hole centered in valley of corrugation. ~8-3/4" (222 mm) hole centered on corrugation crest. *CONFIRM O.D. OF PIPE PRIOR TO CUTTING TO ENSURE HOLE IS TIGHT FITTING AROUND PVC PIPE. CUT HOLE TO MATCH O.D. AS CLOSE AS POSSIBLE. THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. HYDROSTOR HS290 - INSPECTION PORT D-7-503AED NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: OF 11 31-Aug-23 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.comRINSCOP R SMwater management solutions HYDROSTOR HS290 CHAMBER PVC BELL3 OR TAPPED CONNECTION2 TRAFFIC RATED BOX INSPECTION PORT CONCRETE COLLAR SOLID COVER OR GRATE 8" (200 mm) MIN PVC BELL CONNECTION DETAIL CORED HOLE5 PVC PIPE4 TAPPED CONNECTION CORED HOLE5 TAPPED CONNECTION 18" (450 mm) MIN WIDTH8" (200 mm) MIN THICKNESS PVC PIPE4 PVC BELL3 CORE HOLE IN CHAMBER (SEE NOTE 5 & TABLE 1) PVC PIPE4 1. REFER TO TABLE 1 FOR DETAILS. 2. TAPPED CONNECTION CAN CONSIST OF QWIKSEAL OR APPROVED ENGINEERING EQUIVALENT. 3. PVC FITTING CAN CONSIST OF BELL OR OTHER CONNECTION WHICH PREVENTS PIPE FROM SLIDING INTO THE CHAMBER. ALL PVC FITTINGS TO BE SOLVENT CEMENTED. 4. PVC MAY BE EITHER SDR 35 OR SCH 40. 5. HOLES SHOULD BE CUT WITH A HOLE SAW, ALTHOUGH A RECIPROCATING SAW MAY BE NEEDED FOR 6" AND 8" HOLES ON THIS CHAMBER. IF NEEDED, START WITH SMALLER HOLE AND SLOWLY CUT OUT MORE EVENLY FROM SIDES UNTIL TIGHT FIT OF CONNECTION IN HOLE. CENTERED IN VALLEY OF CORRUGATION CONNECTION DETAIL CENTERED ON CORRUGATION CREST CONNECTION DETAIL L _l .... · .. t:!QIE,S;_ I I I I J NTS DRAWN BY:DATE: SHEET: DRAWING NUMBER: SCALE: TITLE: HYDROSTOR HS290 - SPECIFICATION SLE D-7-501OF 11 27-Jul-22 THIS DETAIL DEPICTS RECOMMENDED INSTALLATION PRACTICES AND IS NOT INTENDED TO SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS. PRINSCO BEARS NO RESPONSIBILITY FOR ANY ALTERATIONS, REVISION AND/OR DEVIATION FROM THIS STANDARD DETAIL. PRINSCO HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICE FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION TO VERIFY SUITABILITY. © PRINSCO, INC. 1717 16TH ST. NE WILLMAR, MN 56201 www.prinsco.com RINSCOP R SMwater management solutions Chamber Specifications Chamber Size (L x W x H)51.8" x 100.5" x 59.5" (1,317 x 2,554 x 1,511 mm) Installed Length 48.3" (1,227 mm) Chamber Storage 109.6 ft 3 (3.10 m3) Min. Installed Storage* 164.5 ft 3 (4.66 m3) Weight / Chamber 112 lbs (50.80 kg) Chambers / Pallet 10 Approx. Weight / Pallet 1,350 lbs (612 kg) End Cap Specifications End Cap Size (L x W x H)35.0" x 94.0" x 59.3" (889 x 2,388 x 1,506 mm) Installed Length 32.4" (823 mm) End Cap Storage 39.6 ft 3 (1.12 m3) Min. Installed Storage* 114.46 ft 3 (3.10 m3) Weight 79.9 lbs (36.24 kg) *ASSUMES 12" (300 mm) STONE ABOVE CHAMBERS/END CAPS, 9" (230 mm) OF STONE FOR FOUNDATION STONE, 9" (230 mm) OF STONE BETWEEN CHAMBERS/END CAPS, 12" (150 mm) OF STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. 59.5" (1,511 mm) 100.5" (2,554 mm) 48.3" INSTALLED (1,227 mm) 51.8" (1,317 mm) 94.0" (2,388 mm) 59.3" (1,506 mm) 35.0" (889 mm) 32.4" INSTALLED (823 mm) ~HydroStor· HS290 I I r 7 l ~ HS290 18 6 40% 40.17 ft Stone Below Chambers*52 in.Include perimeter stone? Stone Above Chambers*12 in. Area of System** 1,304 sq.ft **Area must be greater than: 872 sq.ft System Height (in) Incremental Single Chamber Storage (cu.ft) Incremental Single End Cap Storage (cu.ft) Incremental Total Chamber Storage (cu.ft) Incremental Total End Cap Storage (cu.ft) Incremental Stone Storage (cu.ft) Incremental Chamber, End Cap, & Stone (cu.ft) Cumulative System Storage (cu.ft) Elevation (ft) 124 0.000 0.000 0.000 0.000 43.47 43.47 6716.91 50.50 123 0.000 0.000 0.000 0.000 43.47 43.47 6673.44 50.42 122 0.000 0.000 0.000 0.000 43.47 43.47 6629.98 50.34 121 0.000 0.000 0.000 0.000 43.47 43.47 6586.51 50.25 120 0.000 0.000 0.000 0.000 43.47 43.47 6543.04 50.17 119 0.000 0.000 0.000 0.000 43.47 43.47 6499.58 50.09 118 0.000 0.000 0.000 0.000 43.47 43.47 6456.11 50.00 117 0.000 0.000 0.000 0.000 43.47 43.47 6412.64 49.92 116 0.000 0.000 0.000 0.000 43.47 43.47 6369.18 49.84 115 0.000 0.000 0.000 0.000 43.47 43.47 6325.71 49.75 114 0.000 0.000 0.000 0.000 43.47 43.47 6282.24 49.67 113 0.000 0.000 0.000 0.000 43.47 43.47 6238.77 49.59 112 0.000 0.000 0.000 0.000 43.47 43.47 6195.31 49.50 111 0.070 0.020 1.260 0.120 42.92 44.30 6151.84 49.42 110 0.180 0.040 3.240 0.240 42.08 45.56 6107.54 49.34 109 0.270 0.070 4.860 0.420 41.36 46.64 6061.99 49.25 108 0.350 0.090 6.300 0.540 40.73 47.57 6015.35 49.17 107 0.460 0.110 8.280 0.660 39.89 48.83 5967.78 49.09 106 0.720 0.140 12.960 0.840 37.95 51.75 5918.95 49.00 105 0.910 0.180 16.380 1.080 36.48 53.94 5867.21 48.92 104 1.040 0.200 18.720 1.200 35.50 55.42 5813.26 48.84 103 1.150 0.240 20.700 1.440 34.61 56.75 5757.84 48.75 102 1.240 0.280 22.320 1.680 33.87 57.87 5701.09 48.67 101 1.320 0.320 23.760 1.920 33.20 58.88 5643.23 48.59 100 1.400 0.340 25.200 2.040 32.57 59.81 5584.35 48.50 99 1.460 0.370 26.280 2.220 32.07 60.57 5524.54 48.42 98 1.530 0.390 27.540 2.340 31.52 61.40 5463.97 48.34 97 1.580 0.420 28.440 2.520 31.08 62.04 5402.58 48.25 96 1.630 0.440 29.340 2.640 30.68 62.66 5340.53 48.17 95 1.690 0.480 30.420 2.880 30.15 63.45 5277.88 48.09 94 1.730 0.510 31.140 3.060 29.79 63.99 5214.43 48.00 93 1.780 0.530 32.040 3.180 29.38 64.60 5150.44 47.92 92 1.810 0.560 32.580 3.360 29.09 65.03 5085.85 47.84 91 1.850 0.580 33.300 3.480 28.76 65.54 5020.81 47.75 90 1.890 0.600 34.020 3.600 28.42 66.04 4955.28 47.67 89 1.920 0.620 34.560 3.720 28.16 66.44 4889.24 47.59 88 1.950 0.650 35.100 3.900 27.87 66.87 4822.81 47.50 87 1.980 0.670 35.640 4.020 27.60 67.26 4755.94 47.42 86 2.010 0.690 36.180 4.140 27.34 67.66 4688.68 47.34 85 2.040 0.710 36.720 4.260 27.08 68.06 4621.02 47.25 84 2.060 0.730 37.080 4.380 26.88 68.34 4552.96 47.17 83 2.080 0.750 37.440 4.500 26.69 68.63 4484.62 47.09 82 2.100 0.760 37.800 4.560 26.52 68.88 4415.99 47.00 81 2.120 0.780 38.160 4.680 26.33 69.17 4347.10 46.92 80 2.140 0.800 38.520 4.800 26.14 69.46 4277.93 46.84 79 2.160 0.810 38.880 4.860 25.97 69.71 4208.47 46.75 78 2.170 0.830 39.060 4.980 25.85 69.89 4138.76 46.67 77 2.190 0.840 39.420 5.040 25.68 70.14 4068.87 46.59 76 2.200 0.850 39.600 5.100 25.59 70.29 3998.73 46.50 75 2.210 0.870 39.780 5.220 25.47 70.47 3928.44 46.42 74 2.230 0.880 40.140 5.280 25.30 70.72 3857.97 46.34 73 2.240 0.890 40.320 5.340 25.20 70.86 3787.26 46.25 72 2.250 0.900 40.500 5.400 25.11 71.01 3716.39 46.17 71 2.260 0.910 40.680 5.460 25.01 71.15 3645.39 46.09 70 2.280 0.920 41.040 5.520 24.84 71.40 3574.23 46.00 69 2.290 0.930 41.220 5.580 24.75 71.55 3502.83 45.92 68 2.300 0.940 41.400 5.640 24.65 71.69 3431.28 45.84 67 2.310 0.950 41.580 5.700 24.56 71.84 3359.59 45.75 66 2.320 0.960 41.760 5.760 24.46 71.98 3287.76 45.67 65 2.330 0.970 41.940 5.820 24.36 72.12 3215.78 45.59 64 2.350 0.980 42.300 5.880 24.20 72.38 3143.66 45.50 63 2.360 0.990 42.480 5.940 24.10 72.52 3071.28 45.42 62 2.370 0.990 42.660 5.940 24.03 72.63 2998.76 45.34 61 2.380 1.000 42.840 6.000 23.93 72.77 2926.13 45.25 60 2.390 1.010 43.020 6.060 23.84 72.92 2853.36 45.17 59 2.400 1.020 43.200 6.120 23.74 73.06 2780.45 45.09 58 2.410 1.020 43.380 6.120 23.67 73.17 2707.39 45.00 57 2.420 1.030 43.560 6.180 23.57 73.31 2634.22 44.92 56 2.430 1.030 43.740 6.180 23.50 73.42 2560.91 44.84 55 2.450 1.040 44.100 6.240 23.33 73.67 2487.49 44.75 54 2.460 1.050 44.280 6.300 23.24 73.82 2413.82 44.67 53 3.050 0.920 54.900 5.520 19.30 79.72 2340.01 44.59 52 0.000 0.000 0.000 0.000 43.47 43.47 2260.29 44.50 51 0.000 0.000 0.000 0.000 43.47 43.47 2216.82 44.42 50 0.000 0.000 0.000 0.000 43.47 43.47 2173.35 44.34 49 0.000 0.000 0.000 0.000 43.47 43.47 2129.89 44.25 48 0.000 0.000 0.000 0.000 43.47 43.47 2086.42 44.17 47 0.000 0.000 0.000 0.000 43.47 43.47 2042.95 44.09 46 0.000 0.000 0.000 0.000 43.47 43.47 1999.48 44.00 45 0.000 0.000 0.000 0.000 43.47 43.47 1956.02 43.92 44 0.000 0.000 0.000 0.000 43.47 43.47 1912.55 43.84 43 0.000 0.000 0.000 0.000 43.47 43.47 1869.08 43.75 42 0.000 0.000 0.000 0.000 43.47 43.47 1825.62 43.67 41 0.000 0.000 0.000 0.000 43.47 43.47 1782.15 43.59 40 0.000 0.000 0.000 0.000 43.47 43.47 1738.68 43.50 39 0.000 0.000 0.000 0.000 43.47 43.47 1695.22 43.42 38 0.000 0.000 0.000 0.000 43.47 43.47 1651.75 43.34 37 0.000 0.000 0.000 0.000 43.47 43.47 1608.28 43.25 36 0.000 0.000 0.000 0.000 43.47 43.47 1564.81 43.17 35 0.000 0.000 0.000 0.000 43.47 43.47 1521.35 43.09 34 0.000 0.000 0.000 0.000 43.47 43.47 1477.88 43.00 33 0.000 0.000 0.000 0.000 43.47 43.47 1434.41 42.92 32 0.000 0.000 0.000 0.000 43.47 43.47 1390.95 42.84 31 0.000 0.000 0.000 0.000 43.47 43.47 1347.48 42.75 30 0.000 0.000 0.000 0.000 43.47 43.47 1304.01 42.67 29 0.000 0.000 0.000 0.000 43.47 43.47 1260.54 42.59 28 0.000 0.000 0.000 0.000 43.47 43.47 1217.08 42.50 27 0.000 0.000 0.000 0.000 43.47 43.47 1173.61 42.42 26 0.000 0.000 0.000 0.000 43.47 43.47 1130.14 42.34 25 0.000 0.000 0.000 0.000 43.47 43.47 1086.68 42.25 24 0.000 0.000 0.000 0.000 43.47 43.47 1043.21 42.17 23 0.000 0.000 0.000 0.000 43.47 43.47 999.74 42.09 22 0.000 0.000 0.000 0.000 43.47 43.47 956.28 42.00 21 0.000 0.000 0.000 0.000 43.47 43.47 912.81 41.92 20 0.000 0.000 0.000 0.000 43.47 43.47 869.34 41.84 19 0.000 0.000 0.000 0.000 43.47 43.47 825.87 41.75 18 0.000 0.000 0.000 0.000 43.47 43.47 782.41 41.67 17 0.000 0.000 0.000 0.000 43.47 43.47 738.94 41.59 16 0.000 0.000 0.000 0.000 43.47 43.47 695.47 41.50 15 0.000 0.000 0.000 0.000 43.47 43.47 652.01 41.42 14 0.000 0.000 0.000 0.000 43.47 43.47 608.54 41.34 13 0.000 0.000 0.000 0.000 43.47 43.47 565.07 41.25 12 0.000 0.000 0.000 0.000 43.47 43.47 521.60 41.17 11 0.000 0.000 0.000 0.000 43.47 43.47 478.14 41.09 10 0.000 0.000 0.000 0.000 43.47 43.47 434.67 41.00 9 0.000 0.000 0.000 0.000 43.47 43.47 391.20 40.92 8 0.000 0.000 0.000 0.000 43.47 43.47 347.74 40.84 7 0.000 0.000 0.000 0.000 43.47 43.47 304.27 40.75 6 0.000 0.000 0.000 0.000 43.47 43.47 260.80 40.67 5 0.000 0.000 0.000 0.000 43.47 43.47 217.34 40.59 4 0.000 0.000 0.000 0.000 43.47 43.47 173.87 40.50 3 0.000 0.000 0.000 0.000 43.47 43.47 130.40 40.42 2 0.000 0.000 0.000 0.000 43.47 43.47 86.93 40.34 1 0.000 0.000 0.000 0.000 43.47 43.47 43.47 40.25 0 0.000 0.000 0.000 0.000 0.00 0.00 0.00 40.17 *The minimum stone below and above the chambers to be determinded by the design engineer. Chamber Model Number of Chambers Number of Endcaps Stone Voids (porosity) Base of Stone Elevation @IPRINSCO c::==::J I I I I I I I I I I VECTOR CONTROL PLAN INCLUDED AS AN ATTACHEMENT IN SEPARATE SWQMP REPORT Design Infiltration (in/hr)Design Infiltration (cfs)Vaul Area (sf)Vault Volume (cf)Drawdown (sec)Drawdown (hr) 0.42 9.72222E-06 1,304 6,090 480368 133 VAULT V1 DRAWDOWN CALCULATION GEOTECHNICAL | ENVIRONMENTAL | MATERIAL June 7, 2024 Revised August 4, 2025 Project No. 3944-SD Rincon Homes 5315 Avenida Encinas, Suite 200 Carlsbad, California 92008 Attention: Mr. Jonathan Franklin Subject: Updated Onsite Infiltration Recommendations Proposed Residential Development 270 Juniper Avenue Carlsbad, California 92008 Reference: See Page 5 Dear Mr. Franklin: GeoTek, Inc. (GeoTek) understands that the proposed BMPs associated with the development of the subject site are planned to be: • Permeable pavers • Underground vault no. 1 • Raised filtration planters • Offsite tree well Underground vault no. 2 noted in GeoTek’s Onsite Infiltration Recommendations letter, dated June 7, 2024, has been removed from the current set of plans and is no longer a planned BMP. This letter is being submitted to provide updated design recommendations for the project’s stormwater management. Recommendations regarding onsite management of stormwater supersede those previously presented by GeoTek (2023 and 2024). GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista, CA 92081-8505 (760) 599-0509 (760) 599-0593 www.geotekusa.com Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 2 PERCOLATION TESTING AND INFILTRATION ANALYSIS GeoTek’s preliminary geotechnical evaluation report (GeoTek, 2023) advanced four percolation borings, P-1, P-2, P-3, and P-4, tested to identify infiltration characteristics. In preparation for this letter, GeoTek performed three additional percolation tests. On June 19, 2025, percolation test borings P-5 and P-6 were advanced to evaluate the offsite tree well along Juniper Avenue. On July 25, 2025, percolation test boring P-7 was advanced to evaluate the stormwater management underground vault no. 1. The test borings were prepared with a manual hand auger. The auger was 4-inches in diameter. Approximately 2-inches of gravel was placed in the bottom of the test hole and a perforated PVC conduit was inserted to prevent the sidewalls of the test boring to collapse. The boreholes were allowed to presoak overnight, and testing was performed on the following day. Percolation testing was performed by adding potable water to the borings, recording the initial depth to water, allowing the water to percolate for 30 minutes, and the resultant depth to water was then measured. In general, the percolation testing was performed for approximately 6 hours to allow rates to stabilize. Depth to water was measured from top of the casing, where top of the casing was higher than adjacent grade the height of the casing was recorded to adjust for the depth of the boring. For design of shallow infiltration basins, converting percolation rates to infiltration rates via the Porchet method is generally acceptable and appropriate, as this method factors out the sidewall component of the percolation results and represents the bottom conditions of a shallow basin (infiltration). Therefore, the percolation data were converted to infiltration rates via the Porchet method which is consistent with the guidelines of the City of Carlsbad. A summary of the infiltration rates, boring depths, and boring locations including our previous test holes are provided in the following table: TABLE 1 FILED INFILTRATION TEST RESULTS Test No. Approximate Boring Depth (Inches) Field Infiltration Results (Inches per Hour) P-1 24 2.34 P-2 24 2.31 P-3 49 1.57 P-4 59 4.25 P-5 42 1.10 P-6 35 1.38 P-7 91 0.84 GEOTEK Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 3 Copies of the percolation data sheets, and infiltration conversion sheets (Porchet Method) are included in Appendix A. UPDATED STORMWATER INFILTRATION RECOMMENDATIONS The project is designed for four stormwater management conditions: Permeable pavers within the vehicle pavement areas, underground vault no. 1, an offsite tree well along Juniper and raised planters adjacent to the proposed buildings. Permeable Pavers: Four percolation tests (P-1, P-2, P-3, and P-4) were performed to evaluate stormwater infiltration characteristics. Based on the proposed design and considering the slowest rate of the four representative tests. Based on City of Carlsbad mandatory consideration for infiltration of stormwater Appendix D, Table D.1-1, the permeable pavers are within ten feet of proposed sewer lines and proposed foundations of the buildings. Provided that the trench backfill for the proposed sewer laterals and main line are compacted to 90% relative to ASTM D 1557 and above optimum moisture content, adverse impacts to the sewer trench backfill are not anticipated. To reduce the potential impact of infiltrating surface waters adjacent to the foundations an impermeable liner is recommended to be constructed along the finish subgrade of the permeable pavers a lateral distance of three feet. The liner should also be installed along the sidewall of the permeable paver excavation up to one inch of finish grade or bottom of paver. If the project design implements impermeable pavement between the building foundation and permeable pavement, that meets the 3 feet lateral distance of impervious area, a lateral impermeable liner does not need to be designed nor constructed, however, a deepened zero curb or cutoff curb is recommended to reduced lateral migration of surface waters towards the building foundations. The cutoff wall is recommended to be designed and constructed with the top the same height of the paver and the bottom a minimum depth of the permeable pavement thickness. Where permeable pavement encroaches within 3 feet of the distance to a building foundation, but not closer than 2 feet, the deepened curb is recommended to be a thickness of 24 inches. Underground Vault No. 1: The proposed project has designed an underground infiltration vault system within the common driveway between Unit 15 and 16. Percolation test P-7 was performed to evaluate stormwater infiltration characteristics at the proposed stormwater vault. The test boring was proposed to advanced to the invert depth, however, clean sands (sands with little to no silt and/or clay) allowed the cuttings in the auger’s bucket to fallout and back into the test boring. The test boring is considered to be representative of the material at the proposed invert of the vault. Although GEOTEK Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 4 the vault is proposed beyond ten feet of proposed foundations and underground utilities, the vault is recommended to be lined along the sides with an impermeable liner. Raised Planters: The proposed project has designed a raised planter BMP filtration system to manage stormwater from the proposed rooftops. The design provides an outlet of the planters to the permeable pavement section and ultimately the onsite underground detention vault. The BMP planters are recommended to be fully lined along the bottom and sides with an impermeable liner. Offsite Tree Well: An offsite tree well BMP is proposed along Juniper Avenue, just east of the driveway apron in the proposed concrete sidewalk. Two percolation tests (P-5, and P-6) were performed to evaluate stormwater infiltration characteristics. The slowest rate of the two tests was utilized for the design infiltration rate. Infiltration by means of tree wells is considered geotechnically suitable provided potential lateral migration of groundwater is reduced by installation of impermeable liners along the sidewalls. TABLE 2 INFILTRATION RATE RECOMMENDATION BMP Management Device Test No. Approximate Boring Depth (Inches) Field Infiltration Results Factor of Safety Design Infiltration Rate (Inches/Hour) Permeable Pavers P-3 49 1.57 3.0 0.52 Vault No. 1 P-7 91 0.84 2.0 0.42 Tree Well P-5 42 1.10 2.0 0.55 GEOTEK Updated Onsite Infiltration Recommendations Revised August 4, 2025 270 Juniper Avenue Project No. 3944-SD Carlsbad, California Page 5 Closure Should you have any questions after reviewing this supplementary letter, please feel free to contact our office at your convenience. Respectfully submitted, GeoTek, Inc. Enclosure: Figure 1 – Location Map Figure 2 – Geotechnical Map Appendix A – Percolation/Infiltration Worksheets REFERENCES City of Carlsbad, 2016, “City of Carlsbad BMP Design Manual,” Second Update to the February 16, 2016 Manual, Effective January 2, 2024. GeoTek, Inc., In-house proprietary information. Geotek, Inc. 2022, “Preliminary Geotechnical [Evaluation], Proposed Residential Development, 270 Juniper Avenue, Carlsbad, California,” Project No. 3944-SD, dated October 26, 2023. Pasco, Laret, Suiter & Associates, 2025, “Improvement Plans For: Juniper Beach Homes, 270 Juniper Avenue,” undated (3 Sheets). _____, 2025, “Grading Plans For: Juniper Coast Homes, 270 Juniper Avenue,” dated July 30 (10 Sheets). Edward H. Lamont CEG 1892, Exp. 07/31/26 Principal Geologist Edwin R. Cunningham RCE 81687, Exp. 03/31/26 Project Engineer GEOTEK Rincon Homes 270 Juniper Avenue Carlsbad, California APN: 204-240-22-00 Project No. 3944-SD Figure 1 Site Location Map Site Location Modified from USGS San Luis Rey 2018 7.5-minute Topographic Map Sheet 1 0 .. 5 0 11000 500 0 1 0 . .5 ' SCALE 1 :24 000 KILOMETERS METERS 0 MIILES 1 2 1000 2000 1 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 110000 s:::::E;;::::is:======::::i;;;;;;;;;;;;;;;;;;;;;~E====:::::::1;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;i:::::::::::==:::::::~;;;;;;;;;;;;;;;;;;;~E====::::::i;;~;;;;;;;;;;;;;;;;;;3'.:::::::::===::SE;;;;;;;;;;;;;;;;;;;;31 FEET GEOTEK A16 T1 T1 T1 T1 Kg r No r t h Scale: 1”=40’ Approximate Note: Base map provided by Client. A’ Recent Fill over Paralic Deposits Recent Fill over Paralic Deposits Recent Fill over Paralic Deposits LCB-2Colluvium Creep Santiago Fm Santiago Fm B1 B2 TD 30 TD 55 ????? Rincon Homes 270 Juniper Avenue Carlsbad, California APN: 204-240-22-00 Project No. 3944-SD Figure 2 Geotechnical Map LEGEND (Locations are Approximate) Manual Auger Boring Location Percolation Test LocationP-7 HA-1 Old Paralic DepositsQop6-7 HA-1 HA-2 P-1 P-2 Qop6-7 Qop6-7 Approximate Limits of Study P-4 P-3 P-7 P-5 P-6 I I ,r.mr,: 12 FF •$,l,,9 PA0=5U ------- 1111 • • • -■ - UNIT 13 ~-~.9 P'AD ~M.2 !jU I llHlf fO rh54.9 PAD~.s,,·,2 I I I rJNtfl4 FF•~9 PAD= 54.l RETAINING WALL NOT"E: IJ/o/IT7 ff~su PAD= SJ.4 WT MAP79i51 PLAN VIEW · PRECJSE GRAVING Pl.AN WTf MAPni8 l I IJNjfJ ff;; :5.3.3 PAD-• .S;?,6 I PRIVA.TE FIRE SERVICE NOTE: -•r (W$>1'11 GEOTEK APPENDIX A PERCOLATION / INFILTRATION WORKSHEETS GEOTEK Job No.: 3944-SD . Date: 8/25/23 . After Test: 24" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 12:18 30 24 0 17 0 2 12:50 30 24 4.5 21.5 17 3 13:25 30 24 3.5 21 17.5 4 14:05 30 24 4 22 18 5 14:40 30 24 3.75 21.5 17.75 6 15:15 30 24 2 22 20 7 15:45 30 24 1 21 20 8 16:20 30 24 1.5 20 18.5 9 16:55 30 24 1.25 22.5 21.25 10 17:25 30 24 2.75 21 18.25 11 17:55 30 24 1.5 20 18.5 12 18:35 30 24 2 19 17 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-1 Tested By: EM , Depth of Hole As Drilled: 24" Before Test: __24"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour Time Interval, Δt = 30 Client: Project: Project No:3944-SD Date:8/25/2023 Boring No.P-1 Rincon Homes 270 Juniper Final Depth to Water, DF =19.00 Test Hole Radius, r =2.00 Initial Depth to Water, DO =2 2.34 Total Test Hole Depth, DT = 24 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 22.00 HF = DT - DF = 5.00 ΔH = ΔD = HO- HF = 17.00 13.50 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 8/25/23 . After Test: 24" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 12:18 30 24 1 23 0 2 12:50 30 24 6.5 18.5 12 3 13:25 30 24 7 20 13 4 14:05 30 24 4.5 21 16.5 5 14:40 30 24 4 19.5 15.5 6 15:15 30 24 3 19 16 7 15:45 30 24 3 19 16 8 16:20 30 24 3 17.5 14.5 9 16:55 30 24 2.5 18.5 16 10 17:25 30 24 4.75 17 12.25 11 17:55 30 24 2.5 18 15.5 12 18:35 30 24 4.5 19.5 15 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-2 Tested By: EM , Depth of Hole As Drilled: 24" Before Test: __24"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour Time Interval, Δt = 30 Client: Project: Project No: Date: Boring No. 3944-SD 8/25/2023 P-2 Rincon Homes 270 Juniper Final Depth to Water, DF =19.50 Test Hole Radius, r =2.00 Initial Depth to Water, DO =4.5 2.31 Total Test Hole Depth, DT = 24 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 19.50 HF = DT - DF = 4.50 ΔH = ΔD = HO- HF = 15.00 12.00 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 5/08/24 . After Test: 49" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 10:25 30 49 17.75 59.2 0 2 10:55 30 49 13.7 37 23.3 3 11:25 10 49 14 27 13 4 11:35 10 49 15 22.5 7.5 5 11:45 10 49 12 24.2 12.2 6 11:55 10 49 12 25 13 7 12:05 10 49 12 21.4 9.4 8 12:15 10 49 18.8 26 7.2 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-3 Tested By: TM , Depth of Hole As Drilled: 49" Before Test: __49"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour1.57 Total Test Hole Depth, DT = 49 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 30.20 HF = DT - DF = 23.00 ΔH = ΔD = HO- HF = 7.20 26.60 Final Depth to Water, DF =26.00 Test Hole Radius, r =2.00 Initial Depth to Water, DO =18.8 Time Interval, Δt = 10 Client:Rincon Homes Project:270 Juniper Project No:3944-SD Date:5/8/2024 Boring No.P-3 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 5/08/24 . After Test: 59" . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 10:35 30 59 14.25 44 29.75 2 11:05 30 59 16.9 45 28.1 3 11:35 30 59 14.2 41 26.8 4 12:05 30 59 15.8 42.8 27 5 12:35 30 59 15.3 36 20.7 6 2:32 10 59 12 32.5 20.5 7 2:42 10 59 12 35.8 23.8 8 2:52 10 59 14.4 33.7 19.3 9 3:02 10 59 15.2 33 17.8 10 3:12 10 59 16 39 23 PERCOLATION DATA SHEET Project: 270 Juniper , Test Hole No.: P-4 Tested By: TM , Depth of Hole As Drilled: 59" Before Test: __59"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour4.25 Total Test Hole Depth, DT = 59 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 43.00 HF = DT - DF = 20.00 ΔH = ΔD = HO- HF = 23.00 31.50 Final Depth to Water, DF =39.00 Test Hole Radius, r =2.00 Initial Depth to Water, DO =16 Time Interval, Δt = 10 Client:Rincon Homes Project:270 Juniper Project No:3944-SD Date:5/8/2024 Boring No.P-4 Field Infiltration Rate (Porchet Method) See Table D.2-1 For Design Rate GEOTEK Job No.: 3944-SD . Date: 6/20/25 . After Test: 42'' . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 8:30 30 42 0 23.0 23 All depths measured from top of casing 2 9:30 30 42 0 27.5 27.5 3 10:00 30 42 0 21.5 21.5 4 11:11 19 42 0 19.5 19.5 5 11:41 30 42 0 21.0 21 6 12:10 30 42 0 19.0 19 7 12:40 30 42 0 19.0 19 8 1:10 30 42 0 19.5 19.5 9 1:40 30 42 0 19.5 19.5 10 2:10 30 42 0 18.5 18.5 PERCOLATION DATA SHEET Project: 270 Juniper Test Hole No.: P-5 Tested By: SS , Depth of Hole As Drilled: 42" Before Test: __42"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour See Table D.2-1 For Design Rate ΔH = ΔD = HO- HF = 18.50 32.75 1.10 Rincon Homes 270 Juniper ΔH (60r) Δt (r+2Havg) HO = DT - DO = 42.00 HF = DT - DF = 23.50 Test Hole Radius, r =2.00 Initial Depth to Water, DO =0 Total Test Hole Depth, DT = 42.00 Boring No.P-5 Field Infiltration Rate (Porchet Method) Time Interval, Δt = 30 Final Depth to Water, DF =18.50 Client: Project: Project No:3944-SD Date:6/20/2025 GEOTEK Job No.: 3944-SD . Date: 6/20/25 . After Test: 35'' . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 8:30 30 35 0 26 26 All depths measured from top of casing 2 9:30 30 35 0 23.5 23.5 3 10:40 30 35 0 21.5 21.5 4 11:10 30 35 0 21 21 5 11:40 30 35 0 20.25 20.25 6 12:10 30 35 0 18.5 18.5 7 12:40 30 35 0 18.25 18.25 8 1:10 30 35 0 19.5 19.5 9 1:40 30 35 0 19 19 10 2:10 30 35 0 18.5 18.5 PERCOLATION DATA SHEET Project: 270 Juniper Test Hole No.: P-6 Tested By: SS , Depth of Hole As Drilled: 35" Before Test: __35"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour See Table D.2-1 For Design Rate ΔH = ΔD = HO- HF = 18.50 25.75 1.38 Rincon Homes 270 Juniper ΔH (60r) Δt (r+2Havg) HO = DT - DO = 35.00 HF = DT - DF = 16.50 Test Hole Radius, r =2.00 Initial Depth to Water, DO =0 Total Test Hole Depth, DT = 35.00 Boring No.P-6 Field Infiltration Rate (Porchet Method) Time Interval, Δt = 30 Final Depth to Water, DF =18.50 Client: Project: Project No:3944-SD Date:6/20/2025 GEOTEK Job No.: 3944-SD . Date: 7/26/2025 After Test: 95'' . Reading No.Time Time Interval (Min) Total Depth of Hole (Inches) Initial Water Level (Inches) Final Water Level (Inches) ∆ In Water Level (Inches) Comments 1 8:32 30 97 8.75 96 87.25 All depths measured from top of casing 2 9:03 30 96 9 77.5 68.5 Casing is 6 inches above ground 3 9:34 30 96 9.5 78.5 69 4 10:04 30 96 9.25 76.25 67 5 10:34 30 96 9 73.5 64.5 6 11:05 30 96 9.25 73 63.75 7 11:35 30 95 9.25 68.25 59 8 12:05 30 95 9 64.25 55.25 9 12:35 30 95 8.5 57.25 48.75 10 1:05 30 95 9 53.25 44.25 11 1:36 30 95 9 47.5 38.5 12 2:07 30 95 8.75 44 35.25 13 2:37 30 95 8.5 42.75 34.25 14 3:07 30 95 9 39.75 30.75 PERCOLATION DATA SHEET Project: 270 Juniper Test Hole No.: P-7 Tested By: BJ , Depth of Hole As Drilled: 97" Before Test: __97"______________________ Equation -It = Havg = (HO+HF)/2 = It = Inches per Hour See Table D.2-1 For Design Rate Time Interval, Δt = 30 Client: Rincon Homes Project: 270 Juniper Project No: 3944-SD Date: 6/20/2025 Boring No. P-7 Field Infiltration Rate (Porchet Method) Final Depth to Water, DF =33.75 Test Hole Radius, r =2.00 Initial Depth to Water, DO =3 0.84 Total Test Hole Depth, DT = 91.00 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 88.00 HF = DT - DF = 57.25 ΔH = ΔD = HO- HF = 30.75 72.63 GEOTEK Permeable Pavers D-1 Sept. 2021 Restriction Element Is Element Applicable? (Yes/No) BMP is within 100’ of Contaminated Soils No BMP is within 100’ of Industrial Activities Lacking Source Control No BMP is within 100’ of Well/Groundwater Basin No BMP is within 50’ of Septic Tanks/Leach Fields No BMP is within 10’ of Structures/Tanks/Walls Yes* BMP is within 10’ of Sewer Utilities Yes* BMP is within 10’ of Groundwater Table No BMP is within Hydric Soils No BMP is within Highly Liquefiable Soils and has Connectivity to Structures No BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” D.1 Permeable Pavers D-1 Sept. 2021 Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 1.57 in/hr Corrected Infiltration Rate Identify per Section D.2.2 1.57 in/hr Safety Factor Identify per Section D.2.3 3.00 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor 0.52 in/hr *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” 2 D-12 Sept. 2021 Permeable Pavers Table D.2-3: Determination of Safety Factor Consideration Assigned Weight (w) Factor Value (v) Product (p) p = w x v Infiltration Testing Method 0.25 Refer to 0.50 Suitability Soil Texture Class 0.25 Table D.2-4 0.25 Assessment Soil Variability 0.25 0.75 (A) Depth to Groundwater/Obstruction 0.25 0.50 Suitability Assessment Safety Factor, SA = p 1.50 Pretreatment 0.50 Refer to 0.50 Resiliency 0.25 Table D.2-4 0.25 Design (B) Compaction 0.25 0.75 Design Safety Factor, SB = p 1.50 Safety Factor, S = SA x SB 3.00 (Must be always greater than or equal to 2) The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” Underground Vault V1 D-1 Sept. 2021 Restriction Element Is Element Applicable? (Yes/No) BMP is within 100’ of Contaminated Soils No BMP is within 100’ of Industrial Activities Lacking Source Control No BMP is within 100’ of Well/Groundwater Basin No BMP is within 50’ of Septic Tanks/Leach Fields No BMP is within 10’ of Structures/Tanks/Walls Yes* BMP is within 10’ of Sewer Utilities Yes* BMP is within 10’ of Groundwater Table No BMP is within Hydric Soils No BMP is within Highly Liquefiable Soils and has Connectivity to Structures No BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “Updated Onsite Infiltration Evaluation” PN 3944-SD dated August 4, 2025 D.1 Underground Vault D-1 Sept. 2021 Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 0.84 in/hr Corrected Infiltration Rate Identify per Section D.2.2 0.84 in/hr Safety Factor Identify per Section D.2.3 2.0 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor 0.42 in/hr See GeoTek “Updated Onsite Infiltration Evaluation” PN 3944-SD dated August 4, 2025 D-12 Sept. 2021 Underground Vault Table D.2-3: Determination of Safety Factor Consideration Assigned Weight (w) Factor Value (v) Product (p) p = w x v Infiltration Testing Method 0.25 Refer to 0.50 Suitability Soil Texture Class 0.25 Table D.2-4 0.25 Assessment Soil Variability 0.25 0.25 (A) Depth to Groundwater/Obstruction 0.25 0.50 Suitability Assessment Safety Factor, SA = p 1.50 Pretreatment 0.50 Refer to 0.50 Resiliency 0.25 Table D.2-4 0.25 Design (B) Compaction 0.25 0.25 Design Safety Factor, SB = p 1.0 Safety Factor, S = SA x SB 2.0 (Must be always greater than or equal to 2) The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. See GeoTek “Updated Onsite Infiltration Evaluation” PN 3944-SD dated August 4, 2025 D-12 Sept. 2021 Restriction Element Is Element Applicable? (Yes/No) BMP is within 100’ of Contaminated Soils No BMP is within 100’ of Industrial Activities Lacking Source Control No BMP is within 100’ of Well/Groundwater Basin No BMP is within 50’ of Septic Tanks/Leach Fields No BMP is within 10’ of Structures/Tanks/Walls Yes* BMP is within 10’ of Sewer Utilities Yes* BMP is within 10’ of Groundwater Table No BMP is within Hydric Soils No BMP is within Highly Liquefiable Soils and has Connectivity to Structures No BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “updated Onsite Infiltration Evaluation, PN 3944-SD, dated August 4, 2025” Raised Planters D1 Tree Well D-1 Sept. 2021 Restriction Element Is Element Applicable? (Yes/No) BMP is within 100’ of Contaminated Soils No BMP is within 100’ of Industrial Activities Lacking Source Control No BMP is within 100’ of Well/Groundwater Basin No BMP is within 50’ of Septic Tanks/Leach Fields No BMP is within 10’ of Structures/Tanks/Walls Yes* BMP is within 10’ of Sewer Utilities Yes* BMP is within 10’ of Groundwater Table No BMP is within Hydric Soils No BMP is within Highly Liquefiable Soils and has Connectivity to Structures No BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%) No County Staff has Assigned “Restricted” Infiltration Category No BMP is within Predominantly Type D Soil N/A BMP is within 10’ of Property Line N/A Optional BMP is within Fill Depths of ≥5’ (Existing or Proposed) N/A Considerations BMP is within 10’ of Underground Utilities N/A BMP is within 250’ of Ephemeral Stream N/A Other (Provide detailed geotechnical support) N/A Result Based on examination of the best available information, I have not identified any restrictions above. Unrestricted Based on examination of the best available information, I have identified one or more restrictions above. Restricted Analysis Analysis of Infiltration Restrictions This section is only applicable if the analysis of infiltration restrictions is performed by a licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in the geotechnical report. A DMA is considered restricted when one or more restrictions exist which cannot be reasonably resolved through site design changes. Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions Mandatory Considerations *See GeoTek “Updated Onsite Infiltration Evaluation, PN 3944-SD dated August 4, 2025” D.1 Tree Well D-1 Sept. 2021 Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory considerations include elements that may pose a significant risk to human health and safety and must always be evaluated. Optional Considerations include elements that are not necessarily associated with human health and safety, so analysis is not mandated through this guidance document. All elements presented in this table are subject to the discretion of the Geotechnical Engineer if adequate supporting information is provided. Applicants must evaluate infiltration restrictions through use of the best available data. A list of resources available for evaluation is provided in Section B.2 Determination of Design Infiltration Rates This section is only applicable if the determination of design infiltration rates is performed by a licensed engineer practicing in geotechnical engineering. The guidance in this section identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors, and design infiltration rates for use in structural BMP design. Upon completion of this section, the Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide adequate support/discussion in the geotechnical report. Table D.2-1: Elements for Determination of Design Infiltration Rates Item Value Unit Initial Infiltration Rate Identify per Section D.2.1 0.84 in/hr Corrected Infiltration Rate Identify per Section D.2.2 0.84 in/hr Safety Factor Identify per Section D.2.3 2.0 unitless Design Infiltration Rate Corrected Infiltration Rate ÷ Safety Factor 0.42 in/hr See GeoTek “Updated Onsite Infiltration Evaluation, PN 3944-SD dated August 4, 2025” 2 D-12 Sept. 2021 Tree Well Table D.2-3: Determination of Safety Factor Consideration Assigned Weight (w) Factor Value (v) Product (p) p = w x v Infiltration Testing Method 0.25 Refer to 0.50 Suitability Soil Texture Class 0.25 Table D.2-4 0.25 Assessment Soil Variability 0.25 0.25 (A) Depth to Groundwater/Obstruction 0.25 0.50 Suitability Assessment Safety Factor, SA = p 1.50 Pretreatment 0.50 Refer to 0.50 Resiliency 0.25 Table D.2-4 0.25 Design (B) Compaction 0.25 0.25 Design Safety Factor, SB = p 1.0 Safety Factor, S = SA x SB 2.0 (Must be always greater than or equal to 2) The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate factor values for use in the table above. The values in the table below are subjective in nature and the geotechnical engineer may use professional discretion in how the points are assigned. See GeoTek “Updated Onsite Infiltration Evaluation, PN 3944-SD dated August 4, 2025” PLSA 4052 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 4052-DET Prepared by Pasco Laret Suiter & Associates, Printed 7/29/2025 HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 22HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow BMP-1 Inflow = 0.17 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.17 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1P : BMP-1 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.1 adj.csv Link 1L: Inflow BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.1 adj.csv 0.17 cfs 0.17 cfs I I--I - ,_ I I L -------~ I -----I ______ L I ------~ I --- - -_I I _____ L -----~ I --- -_I I ----~-------~ I ---1-_ ---I----I ------1-- 1 ---1- - -I --r -------~--- 1 --1-- - _ --r----I -7--- 1 --1- - -_ I r ------7---- 1 -1-- - - _ 1-----I 7---- I 1--- - - _ I r-------7----- , I I -, - I r I L J I I _______ L I I --- - - _I I ----~-------~ I -- --1- - - - -~ - -I ----~ I --- -1- - _ I ------1-- I 7 ______ _J I ______ _j I _____ _j - - -----t - ---+--- --7--- I _! I I ______ _j ____ _J._ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 2HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 1P: BMP-1 Inflow = 0.17 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 4.04 hrs, Volume= 0.001 af, Atten= 92%, Lag= 0.0 min Primary = 0.01 cfs @ 4.04 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 98.21' @ 4.16 hrs Surf.Area= 120 sf Storage= 47 cf Plug-Flow detention time= 29.0 min calculated for 0.001 af (99% of inflow) Center-of-Mass det. time= 29.1 min ( 274.1 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.00'198 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) 97.00 120 0.0 0 0 120 97.75 120 40.0 36 36 149 99.50 120 20.0 42 78 217 100.50 120 100.0 120 198 256 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.04 hrs HW=97.11' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 3HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 1P: BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=98.21' Storage=47 cf 0.17 cfs 0.01 cfs ,_ I_ '-I ______ L ------~ I --- - -_I I _____ L ------~ I --- - -_I I ---~-------~ I ---1-_ ---r---I ---~-- 1 ---1- - - _ I --r ------~--- 1 --1-- - --r----I --7--- 1 --1- - -_ I r ------7---- 1 -1-- - - _ 1------I 7----- I -1--- - - _ I 1--------I 7----- I I -I ,--, - I ,-I L J I I ______ L I I ---- - - _I I ----~ ------~ I -- --1- - - - -~ - -I ----~- I --- -1-- I I 7-------7------- _I I _I I ______ _j I ______ _J I _ ____ _J - - -----t - - --+ - - ----t - - - I _I I I ______ _j ____ _J._ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 23HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: Inflow BMP-2 Inflow = 0.16 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.16 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 2P : BMP-2 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.2.csv Link 2L: Inflow BMP-2 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.2.csv 0.16 cfs 0.16 cfs I ____ _ I __ I __ _ I I __ I __ _ I I ____ I_ I I ----1- I -I- I I : I --L----.-,,--,-...L -------~---------- 1 I - - - -I I ----7---------- 1 --7---------- -------,---------- ---------7---------- I _________ J _________ _ I - - - -_J I - - - -_J I I ----7 r - - - - - - - - --1-- - - - - - - - -7 - - - - - ---7---------- I I - - - - -r - - - - - - - - --1- - - - - - - - - -~ - ----_ ---1---------- I D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 4HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 2P: BMP-2 Inflow = 0.16 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af, Atten= 94%, Lag= 0.0 min Primary = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.67' @ 4.16 hrs Surf.Area= 85 sf Storage= 70 cf Plug-Flow detention time= 55.7 min calculated for 0.002 af (94% of inflow) Center-of-Mass det. time= 55.3 min ( 298.4 - 243.1 ) Volume Invert Avail.Storage Storage Description #1 97.00'140 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) 97.00 85 0.0 0 0 85 97.75 85 40.0 26 26 110 99.50 85 20.0 30 55 167 100.50 85 100.0 85 140 199 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 3.96 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 5HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 2P: BMP-2 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=99.67' Storage=70 cf 0.16 cfs 0.01 cfs -----------t----------:,----------J:::::: ~ ---~ ----: : : : : : ~:::::::::: -I_ I -,-I -, I I 7 i + . I I _ _ _ L ____ ---- --1-- - - - - - - - -~ - - - - - - - - I I I ____ _ I __ 1 __ _ I I I ____ _ __ I __ _ I I I I 1------1---- : -1---: : : : : : : : : : : ~::::::::: :~:::::::::: ~: - - -_j I -' I ' - ---------7-------- ---------7--------- ___ _J. _________ _ I _________ J _________ _ I - - -_J -I ___ J_ I I ---7- ,- --------7-- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 24HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Inflow BMP-3 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routed to Pond 3P : BMP-3 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv Link 3L: Inflow BMP-3 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv 0.18 cfs 0.18 cfs / / I r ----- 1 ,- ______ L I I ----1---- - - -1- - 1 ---t---- 1 r ----- 1 1-------- I - - -1- - - - I I ______ _J I ----~-- ' __ ..., ___ _ I 7----- -, - 1_ -------I ________ I I I I ______ L - - - - -_1_ _____ _J I ----1---- 1 --r ---- 1 ,----- ' ,- I - - - -1- - - I-- - - - - I I ---~-- I-- - - - - - --, ,_ I ------I _______ I ----1---- 1 --1----- 1 ,------ ' I ,_ I I - - - -1- - - I - - -1- - - - I ---~-- ' -----1---- 1 7----- -, _______ I I _____ _J_ I _____ _J ____ ...,J._ ---+--- ' 7----- I J I _____ _j - - --I-- -7--- 1 7----- 1 --; ______ _j - - --I-- I _ _____ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 6HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 3P: BMP-3 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af, Atten= 95%, Lag= 0.0 min Primary = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.29' @ 4.16 hrs Surf.Area= 85 sf Storage= 52 cf Plug-Flow detention time= 44.2 min calculated for 0.001 af (99% of inflow) Center-of-Mass det. time= 44.2 min ( 289.2 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.00'140 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) 97.00 85 0.0 0 0 85 97.75 85 40.0 26 26 110 99.50 85 20.0 30 55 167 100.50 85 100.0 85 140 199 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.03 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.02 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 7HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 3P: BMP-3 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=99.29' Storage=52 cf 0.18 cfs 0.01 cfs / / / / / / I r-----,_ I ______ L ----~- - - - - -_I - - --1-- I _____ _J ____ ___j_ I --1-- - _ ,--------7--- 1 -1--- - - _ r -------7----- --t---- ,_ I I ------I -, - ______ L I ~ I ---- -_I_ I ----I---I _____ _J I --- -1- - _ I --r -------~-- 1 --1-- - _ ,-------7---- 1 I--- - - _ I r I 7----- 1_ I I ------I -, ----~--I ------~ I --- -1- -I --r----I ---~-- 1 --1- - - _ I ,--------7--- 1 I--- - - _ I I 7----- I_ I -----L- I I - - - - - - _I _______ I I - - - --1- _I I _ _____ _J -----4- -----t--- 7 _______ J I _____ _j ------1-- -7--- 1 7----- 1 7 _______ J -----1--- I ______ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 25HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Inflow BMP-4 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4P : BMP-4 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv Link 4L: Inflow BMP-4 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv 0.23 cfs 0.23 cfs -----------~------------------------------~---------- ' I I ~-----, - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----1 - - - --r -~------, ------7---------- I I I I / - - - - - - - - - -r - - - - - - - - --1- - - - - - - - - -7 - - - - - - - - - I I ----------I-----------1----------I -------- I I _________ J ______ _ I I I I I __________ L __________ I __________ _J _______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - I I I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - - - -~ - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------1 --------------------1------- 1 I _________ J ______ _ I I I I I __________ L __________ I __________ _J ______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - I I ---------1---------- I -------------------- ' I ---------~---------- _________ J _________ _ ---------4---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 8HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: BMP-4 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af, Atten= 96%, Lag= 0.0 min Primary = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.96' @ 4.16 hrs Surf.Area= 85 sf Storage= 94 cf Plug-Flow detention time= 56.3 min calculated for 0.002 af (72% of inflow) Center-of-Mass det. time= 54.9 min ( 298.4 - 243.5 ) Volume Invert Avail.Storage Storage Description #1 97.00'140 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) 97.00 85 0.0 0 0 85 97.75 85 40.0 26 26 110 99.50 85 20.0 30 55 167 100.50 85 100.0 85 140 199 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 36.00" x 36.00" Grate (11% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 3.96 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 9HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 4P: BMP-4 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=99.96' Storage=94 cf 0.23 cfs 0.01 cfs - - - - - - - - - -~ - - - - - - - - --1-- - - - - - - - ---1 - - - - - - - - - --I - - - - - - - - - -----t - - - - - - - - - - I I I I I / - - - - - - - - - - -t-- - - - - - - - --1- - - - - - - - - ----1 - - - - - - -- - - - - ---+ - - - - - - - - - - I I I '---~--4 - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I I I _________ J ________ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------1 --------------------1-------- 1 I _________ J _______ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I I I -------------------- ' I ---------~---------- _________ J _________ _ -------------t---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 26HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Inflow BMP-5 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routed to Pond 5P : BMP-5 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv Link 5L: Inflow BMP-5 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv 0.18 cfs 0.18 cfs / / I r ----- 1 ,- ______ L I I ----1---- - - -1- - 1 ---t---- 1 r ----- 1 1-------- I - - -1- - - - I I ______ _J I ----~-- ' __ ..., ___ _ I 7----- -, - 1_ -------I ________ I I I I ______ L - - - - -_1_ _____ _J I ----1---- 1 --r ---- 1 ,----- ' ,- I - - - -1- - - I-- - - - - I I ---~-- I-- - - - - - --, ,_ I ------I _______ I ----1---- 1 --1----- 1 ,------ ' I ,_ I I - - - -1- - - I - - -1- - - - I ---~-- ' -----1---- 1 7----- -, _______ I I _____ _J_ I _____ _J ____ ...,J._ ---+--- ' 7----- I J I _____ _j - - --I-- -7--- 1 7----- 1 --; ______ _j - - --I-- I _ _____ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 10HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: BMP-5 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af, Atten= 95%, Lag= 0.0 min Primary = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.50' @ 4.16 hrs Surf.Area= 80 sf Storage= 52 cf Plug-Flow detention time= 47.0 min calculated for 0.001 af (99% of inflow) Center-of-Mass det. time= 47.1 min ( 292.1 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.00'132 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) 97.00 80 0.0 0 0 80 97.75 80 40.0 24 24 104 99.50 80 20.0 28 52 159 100.50 80 100.0 80 132 191 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.03 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 11HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 5P: BMP-5 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=99.50' Storage=52 cf 0.18 cfs 0.01 cfs / / / / / / I r-----,_ I ______ L ----~- - - - - -_I - - --1-- I _____ _J ____ ___j_ I --1-- - _ ,--------7--- 1 -1--- - - _ r -------7----- --t---- ,_ I I ------I -, - ______ L I ~ I ---- -_I_ I ----I---I _____ _J I --- -1- - _ I --r -------~-- 1 --1-- - _ ,-------7---- 1 I--- - - _ I r I 7----- 1_ I I ------I -, ----~--I ------~ I --- -1- -I --r----I ---~-- 1 --1- - - _ I ,--------7--- 1 I--- - - _ I I 7----- I_ I -----L- I I - - - - - - _I _______ I I - - - --1- _I I _ _____ _J -----4- -----t--- 7 _______ J I _____ _j ------1-- -7--- 1 7----- 1 7 _______ J -----1--- I ______ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 27HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 6L: Inflow BMP-6 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 6P : BMP-6 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv Link 6L: Inflow BMP-6 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv 0.23 cfs 0.23 cfs -----------~------------------------------~---------- ' I I ~-----, - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----1 - - - --r -~------, ------7---------- I I I I / - - - - - - - - - -r - - - - - - - - --1- - - - - - - - - -7 - - - - - - - - - I I ----------I-----------1----------I -------- I I _________ J ______ _ I I I I I __________ L __________ I __________ _J _______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - I I I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - - - -~ - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------1 --------------------1------- 1 I _________ J ______ _ I I I I I __________ L __________ I __________ _J ______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - I I ---------1---------- I -------------------- ' I ---------~---------- _________ J _________ _ ---------4---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 12HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 6P: BMP-6 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 3.95 hrs, Volume= 0.001 af, Atten= 96%, Lag= 0.0 min Primary = 0.01 cfs @ 3.95 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.11' @ 4.17 hrs Surf.Area= 75 sf Storage= 95 cf Plug-Flow detention time= 56.6 min calculated for 0.001 af (63% of inflow) Center-of-Mass det. time= 54.8 min ( 298.4 - 243.5 ) Volume Invert Avail.Storage Storage Description #1 97.00'124 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) 97.00 75 0.0 0 0 75 97.75 75 40.0 23 23 98 99.50 75 20.0 26 49 152 100.50 75 100.0 75 124 182 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 3.95 hrs HW=97.07' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.01 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 13HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 6P: BMP-6 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=100.11' Storage=95 cf 0.23 cfs 0.01 cfs - - - - - - - - - -~ - - - - - - - - --1-- - - - - - - - ---1 - - - - - - - - - --I - - - - - - - - - -----t - - - - - - - - - - I I I I I / - - - - - - - - - - -t-- - - - - - - - --1- - - - - - - - - ----1 - - - - - - -- - - - - ---+ - - - - - - - - - - I I I '---~--4 - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I I I _________ J ________ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------1 --------------------1-------- 1 I _________ J _______ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I I I -------------------- ' I ---------~---------- _________ J _________ _ -------------t---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 28HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 7L: Inflow BMP-7 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routed to Pond 7P : BMP-7 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv Link 7L: Inflow BMP-7 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv 0.18 cfs 0.18 cfs / / I r ----- 1 ,- ______ L I I ----1---- - - -1- - 1 ---t---- 1 r ----- 1 1-------- I - - -1- - - - I I ______ _J I ----~-- ' __ ..., ___ _ I 7----- -, - 1_ -------I ________ I I I I ______ L - - - - -_1_ _____ _J I ----1---- 1 --r ---- 1 ,----- ' ,- I - - - -1- - - I-- - - - - I I ---~-- I-- - - - - - --, ,_ I ------I _______ I ----1---- 1 --1----- 1 ,------ ' I ,_ I I - - - -1- - - I - - -1- - - - I ---~-- ' -----1---- 1 7----- -, _______ I I _____ _J_ I _____ _J ____ ...,J._ ---+--- ' 7----- I J I _____ _j - - --I-- -7--- 1 7----- 1 --; ______ _j - - --I-- I _ _____ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 14HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 7P: BMP-7 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af, Atten= 95%, Lag= 0.0 min Primary = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.55' @ 4.16 hrs Surf.Area= 75 sf Storage= 52 cf Plug-Flow detention time= 50.4 min calculated for 0.001 af (99% of inflow) Center-of-Mass det. time= 50.3 min ( 295.4 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.00'124 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) 97.00 75 0.0 0 0 75 97.75 75 40.0 23 23 98 99.50 75 20.0 26 49 152 100.50 75 100.0 75 124 182 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.03 hrs HW=97.11' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 15HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 7P: BMP-7 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=99.55' Storage=52 cf 0.18 cfs 0.01 cfs / / / / / / I r-----,_ I ______ L ----~- - - - - -_I - - --1-- I _____ _J ____ ___j_ I --1-- - _ ,--------7--- 1 -1--- - - _ r -------7----- --t---- ,_ I I ------I -, - ______ L I ~ I ---- -_I_ I ----I---I _____ _J I --- -1- - _ I --r -------~-- 1 --1-- - _ ,-------7---- 1 I--- - - _ I r I 7----- 1_ I I ------I -, ----~--I ------~ I --- -1- -I --r----I ---~-- 1 --1- - - _ I ,--------7--- 1 I--- - - _ I I 7----- I_ I -----L- I I - - - - - - _I _______ I I - - - --1- _I I _ _____ _J -----4- -----t--- 7 _______ J I _____ _j ------1-- -7--- 1 7----- 1 7 _______ J -----1--- I ______ _j I _____ _j_ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 29HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 8L: Inflow BMP-8 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 8P : BMP-8 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv Link 8L: Inflow BMP-8 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv 0.23 cfs 0.23 cfs -----------~------------------------------~---------- ' I I ~-----, - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----1 - - - --r -~------, ------7---------- I I I I / - - - - - - - - - -r - - - - - - - - --1- - - - - - - - - -7 - - - - - - - - - I I ----------I-----------1----------I -------- I I _________ J ______ _ I I I I I __________ L __________ I __________ _J _______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - I I I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - - - -~ - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------1 --------------------1------- 1 I _________ J ______ _ I I I I I __________ L __________ I __________ _J ______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - I I ---------1---------- I -------------------- ' I ---------~---------- _________ J _________ _ ---------4---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 16HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: BMP-8 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af, Atten= 95%, Lag= 0.0 min Primary = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.76' @ 4.16 hrs Surf.Area= 102 sf Storage= 93 cf Plug-Flow detention time= 55.7 min calculated for 0.002 af (86% of inflow) Center-of-Mass det. time= 55.0 min ( 298.6 - 243.5 ) Volume Invert Avail.Storage Storage Description #1 97.00'168 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) 97.00 102 0.0 0 0 102 97.75 102 40.0 31 31 129 99.50 102 20.0 36 66 192 100.50 102 100.0 102 168 227 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 3.96 hrs HW=97.09' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.02 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 17HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 8P: BMP-8 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=99.76' Storage=93 cf 0.23 cfs 0.01 cfs - - - - - - - - - -~ - - - - - - - - --1-- - - - - - - - ---1 - - - - - - - - - --I - - - - - - - - - -----t - - - - - - - - - - I I I I I / - - - - - - - - - - -t-- - - - - - - - --1- - - - - - - - - ----1 - - - - - - -- - - - - ---+ - - - - - - - - - - I I I '---~--4 - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I I I _________ J ________ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------1 --------------------1-------- 1 I _________ J _______ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I I I -------------------- ' I ---------~---------- _________ J _________ _ -------------t---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 30HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 9L: Inflow BMP-9 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routed to Pond 9P : BMP-9 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv Link 9L: Inflow BMP-9 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv 0.18 cfs 0.18 cfs / / I r ----- 1 ,- ______ L I I ----1---- - - -1- - 1 ---t---- 1 r ----- 1 1-------- I - - -1- - - - I I ______ _J I ----~-- ' __ ..., ___ _ I 7----- -, - 1_ -------I ________ I I I I ______ L - - - - -_1_ _____ _J I ----1---- 1 --r ---- 1 ,----- ' ,- I - - - -1- - - I-- - - - - I I ---~-- I-- - - - - - --, ,_ I ------I _______ I ----1---- 1 --1----- 1 ,------ ' I ,_ I I - - - -1- - - I - - -1- - - - I ---~-- ' -----1---- 1 7----- -, _______ I I _____ _J_ I _____ _J ____ ...,J._ ---+--- ' 7----- I J I _____ _j - - --I-- -7--- 1 7----- 1 --; ______ _j - - --I-- I _ _____ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 18HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 9P: BMP-9 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 4.04 hrs, Volume= 0.001 af, Atten= 92%, Lag= 0.0 min Primary = 0.01 cfs @ 4.04 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 98.31' @ 4.16 hrs Surf.Area= 121 sf Storage= 50 cf Plug-Flow detention time= 30.5 min calculated for 0.001 af (99% of inflow) Center-of-Mass det. time= 30.5 min ( 275.5 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.00'200 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) 97.00 121 0.0 0 0 121 97.75 121 40.0 36 36 150 99.50 121 20.0 42 79 218 100.50 121 100.0 121 200 257 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.04 hrs HW=97.12' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.04 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 19HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 9P: BMP-9 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=98.31' Storage=50 cf 0.18 cfs 0.01 cfs / / / / / / I r-----,_ I ______ L ----~- - - - - -_I - - --1-- I _____ _J ____ ___j_ I --1-- - _ ,--------7--- 1 -1--- - - _ r -------7----- --t---- ,_ I I ------I -, - ______ L I ~ I ---- -_I_ I ----I---I _____ _J I --- -1- - _ I --r -------~-- 1 --1-- - _ ,-------7---- 1 I--- - - _ I r I 7----- 1_ I I ------I -, ----~--I ------~ I --- -1- -I --r----I ---~-- 1 --1- - - _ I ,--------7--- 1 I--- - - _ I I 7----- I_ I -----L- I I - - - - - - _I _______ I I - - - --1- _I I _ _____ _J -----4- -----t--- 7 _______ J I _____ _j ------1-- -7--- 1 7----- 1 7 _______ J -----1--- I ______ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 31HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 10L: Inflow BMP-10 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 10P : BMP-10 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv Link 10L: Inflow BMP-10 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv 0.23 cfs 0.23 cfs -----------~------------------------------~---------- ' I I ~-----, - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----1 - - - --r -~------, ------7---------- I I I I / - - - - - - - - - -r - - - - - - - - --1- - - - - - - - - -7 - - - - - - - - - I I ----------I-----------1----------I -------- I I _________ J ______ _ I I I I I __________ L __________ I __________ _J _______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - I I I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - - - -~ - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------1 --------------------1------- 1 I _________ J ______ _ I I I I I __________ L __________ I __________ _J ______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - I I ---------1---------- I -------------------- ' I ---------~---------- _________ J _________ _ ---------4---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 20HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 10P: BMP-10 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af, Atten= 96%, Lag= 0.0 min Primary = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.98' @ 4.16 hrs Surf.Area= 83 sf Storage= 94 cf Plug-Flow detention time= 56.2 min calculated for 0.002 af (70% of inflow) Center-of-Mass det. time= 54.9 min ( 298.4 - 243.5 ) Volume Invert Avail.Storage Storage Description #1 97.00'137 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) 97.00 83 0.0 0 0 83 97.75 83 40.0 25 25 107 99.50 83 20.0 29 54 164 100.50 83 100.0 83 137 196 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 3.96 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 21HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 10P: BMP-10 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=99.98' Storage=94 cf 0.23 cfs 0.01 cfs - - - - - - - - - -~ - - - - - - - - --1-- - - - - - - - ---1 - - - - - - - - - --I - - - - - - - - - -----t - - - - - - - - - - I I I I I / - - - - - - - - - - -t-- - - - - - - - --1- - - - - - - - - ----1 - - - - - - -- - - - - ---+ - - - - - - - - - - I I I '---~--4 - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I I I _________ J ________ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------1 --------------------1-------- 1 I _________ J _______ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I I I -------------------- ' I ---------~---------- _________ J _________ _ -------------t---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D 11P BMP-11 12P BMP-12 13P BMP-13 14P BMP-14 11L Inflow BMP-11 12L Inflow BMP-12 13L Inflow BMP-13 14L Inflow BMP-14 Routing Diagram for 4052-DET2 Prepared by Pasco Laret Suiter & Associates, Printed 7/29/2025 HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link ---[> ---[> ---[> ---[> 0 D 6 [j .------___J CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 10HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 11L: Inflow BMP-11 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Primary = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routed to Pond 11P : BMP-11 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv Link 11L: Inflow BMP-11 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 DISCHARGE Imported from RatHydro 1.3_1.5_1.7_9_11.csv 0.18 cfs 0.18 cfs / / I r ----- 1 ,- ______ L I I ----1---- - - -1- - 1 ---t---- 1 r ----- 1 1-------- I - - -1- - - - I I ______ _J I ----~-- ' __ ..., ___ _ I 7----- -, - 1_ -------I ________ I I I I ______ L - - - - -_1_ _____ _J I ----1---- 1 --r ---- 1 ,----- ' ,- I - - - -1- - - I-- - - - - I I ---~-- I-- - - - - - --, ,_ I ------I _______ I ----1---- 1 --1----- 1 ,------ ' I ,_ I I - - - -1- - - I - - -1- - - - I ---~-- ' -----1---- 1 7----- -, _______ I I _____ _J_ I _____ _J ____ ...,J._ ---+--- ' 7----- I J I _____ _j - - --I-- -7--- 1 7----- 1 --; ______ _j - - --I-- I _ _____ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 2HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 11P: BMP-11 Inflow = 0.18 cfs @ 4.08 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af, Atten= 95%, Lag= 0.0 min Primary = 0.01 cfs @ 4.03 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.37' @ 4.16 hrs Surf.Area= 83 sf Storage= 52 cf Plug-Flow detention time= 45.3 min calculated for 0.001 af (99% of inflow) Center-of-Mass det. time= 45.4 min ( 290.4 - 245.0 ) Volume Invert Avail.Storage Storage Description #1 97.00'137 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) 97.00 83 0.0 0 0 83 97.75 83 40.0 25 25 107 99.50 83 20.0 29 54 164 100.50 83 100.0 83 137 196 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.03 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.02 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 3HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 11P: BMP-11 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Peak Elev=99.37' Storage=52 cf 0.18 cfs 0.01 cfs / / / / / / I r-----,_ I ______ L ----~- - - - - -_I - - --1-- I _____ _J ____ ___j_ I --1-- - _ ,--------7--- 1 -1--- - - _ r -------7----- --t---- ,_ I I ------I -, - ______ L I ~ I ---- -_I_ I ----I---I _____ _J I --- -1- - _ I --r -------~-- 1 --1-- - _ ,-------7---- 1 I--- - - _ I r I 7----- 1_ I I ------I -, ----~--I ------~ I --- -1- -I --r----I ---~-- 1 --1- - - _ I ,--------7--- 1 I--- - - _ I I 7----- I_ I -----L- I I - - - - - - _I _______ I I - - - --1- _I I _ _____ _J -----4- -----t--- 7 _______ J I _____ _j ------1-- -7--- 1 7----- 1 7 _______ J -----1--- I ______ _j D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 11HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 12L: Inflow BMP-12 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 12P : BMP-12 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv Link 12L: Inflow BMP-12 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv 0.23 cfs 0.23 cfs -----------~------------------------------~---------- ' I I ~-----, - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----1 - - - --r -~------, ------7---------- I I I I / - - - - - - - - - -r - - - - - - - - --1- - - - - - - - - -7 - - - - - - - - - I I ----------I-----------1----------I -------- I I _________ J ______ _ I I I I I __________ L __________ I __________ _J _______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - I I I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - - - -~ - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------1 --------------------1------- 1 I _________ J ______ _ I I I I I __________ L __________ I __________ _J ______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - I I ---------1---------- I -------------------- ' I ---------~---------- _________ J _________ _ ---------4---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 4HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 12P: BMP-12 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 4.16 hrs, Volume= 0.001 af, Atten= 96%, Lag= 5.1 min Primary = 0.01 cfs @ 4.16 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.59' @ 4.16 hrs Surf.Area= 133 sf Storage= 98 cf Plug-Flow detention time= 54.0 min calculated for 0.001 af (56% of inflow) Center-of-Mass det. time= 52.0 min ( 295.5 - 243.5 ) Volume Invert Avail.Storage Storage Description #1 97.00' 219 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) 97.00 133 0.0 0 0 133 97.75 133 40.0 40 40 164 99.50 133 20.0 47 86 235 100.50 133 100.0 133 219 276 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 97.25'0.50" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.17' Primary OutFlow Max=0.01 cfs @ 4.16 hrs HW=99.58' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 1.44 cfs potential flow) 2=Orifice (Orifice Controls 0.01 cfs @ 7.32 fps) 4=Infiltration through soil (Passes 0.01 cfs of 0.02 cfs potential flow) 3=Grate ( Controls 0.00 cfs) CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 5HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 12P: BMP-12 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=99.59' Storage=98 cf 0.23 cfs 0.01 cfs - - - - - - - - - -~ - - - - - - - - --1-- - - - - - - - ---1 - - - - - - - - - --I - - - - - - - - - -----t - - - - - - - - - - I I I I I / - - - - - - - - - - -t-- - - - - - - - --1- - - - - - - - - ----1 - - - - - - -- - - - - ---+ - - - - - - - - - - I I I '---~--4 - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I I I _________ J ________ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------1 --------------------1-------- 1 I _________ J _______ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I I I -------------------- ' I ---------~---------- _________ J _________ _ -------------t---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 12HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 13L: Inflow BMP-13 Inflow = 0.28 cfs @ 4.08 hrs, Volume= 0.003 af Primary = 0.28 cfs @ 4.08 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routed to Pond 13P : BMP-13 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.13.csv Link 13L: Inflow BMP-13 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.13.csv 0.28 cfs 0.28 cfs I I I / ----------I ----------1----------7 ------~-----~------7 ---------- I I I - - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - -~ - - - - - I __________ I __________ I __________ I ________ _ I I / -----------I ----------1----------7 -------- I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I ___________ I ____________________ I _______ _ I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------L ----------1----------_J ------- I I I I I I I - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----, - - - - - - - I I I __________ L __________ I __________ _J ______ _ I I I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---, - - - - - - I __________ I __________ I __________ I _____ _ I I ---------------------1----------I ----- I ---------7---------- ---------~---------- ' ---------I _________ _ I ---------7---------- 1 _________ J _________ _ I I I --------7---------- 1 _ ________ J _________ _ ---------,---------- --------I _________ _ --------1---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 6HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 13P: BMP-13 Inflow = 0.28 cfs @ 4.08 hrs, Volume= 0.003 af Outflow = 0.01 cfs @ 3.88 hrs, Volume= 0.002 af, Atten= 96%, Lag= 0.0 min Primary = 0.01 cfs @ 3.88 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 100.16' @ 4.16 hrs Surf.Area= 102 sf Storage= 134 cf Plug-Flow detention time= 56.6 min calculated for 0.002 af (62% of inflow) Center-of-Mass det. time= 54.1 min ( 296.0 - 241.9 ) Volume Invert Avail.Storage Storage Description #1 97.00'168 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) 97.00 102 0.0 0 0 102 97.75 102 40.0 31 31 129 99.50 102 20.0 36 66 192 100.50 102 100.0 102 168 227 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.25'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.25' Primary OutFlow Max=0.01 cfs @ 3.88 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.02 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 7HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 13P: BMP-13 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=100.16' Storage=134 cf 0.28 cfs 0.01 cfs I I I I I I / ----------I ----------1----------7 -------r--------,------7 ---------- - - - - - - - - - -!----- - - - - - - - --1-- - - - - - - - -_J - - - - - -_L-_-_----~---_-_-1_ - - - - ----t - - - - - - - - - - _ _ _ _______ I __________ 1 __________ I _________ _ / I I 7 I - - - - - - - - - -I-- - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I ___________ I ____________________ I ________ _ I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------L ----------1----------_J --------- I I I I I I I - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - ----, - - - - - - - - - I I I __________ L __________ I __________ _J ________ _ I I I I I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---, - - - - - - - - I __________ I __________ I __________ I ______ _ I I ---------1 _________ _ ------------+---------- ' ---------I _________ _ I ---------7---------- 1 _________ J _________ _ I I I --------7---------- 1 _ ________ J _________ _ ---------,---------- --------I _________ _ --------1---------- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 13HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 14L: Inflow BMP-14 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Primary = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routed to Pond 14P : BMP-14 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv Link 14L: Inflow BMP-14 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGE Imported from RatHydro 1.4_1.6_1.8_10_12_14.csv 0.23 cfs 0.23 cfs -----------~------------------------------~---------- ' I I ~-----, - - - - - - - - - -t-- - - - - - - - --1-- - - - - - - - -----1 - - - --r -~------, ------7---------- I I I I / - - - - - - - - - -r - - - - - - - - --1- - - - - - - - - -7 - - - - - - - - - I I ----------I-----------1----------I -------- I I _________ J ______ _ I I I I I __________ L __________ I __________ _J _______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - I I I I - - - - - - - - - -~ - - - - - - - - - -1- - - - - - - - - -~ - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - I I I ----------1 --------------------1------- 1 I _________ J ______ _ I I I I I __________ L __________ I __________ _J ______ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - I I ---------1---------- I -------------------- ' I ---------~---------- _________ J _________ _ ---------4---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 8HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 14P: BMP-14 Inflow = 0.23 cfs @ 4.08 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af, Atten= 96%, Lag= 0.0 min Primary = 0.01 cfs @ 3.96 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 99.96' @ 4.16 hrs Surf.Area= 85 sf Storage= 94 cf Plug-Flow detention time= 56.3 min calculated for 0.002 af (72% of inflow) Center-of-Mass det. time= 54.9 min ( 298.4 - 243.5 ) Volume Invert Avail.Storage Storage Description #1 97.00'140 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) 97.00 85 0.0 0 0 85 97.75 85 40.0 26 26 110 99.50 85 20.0 30 55 167 100.50 85 100.0 85 140 199 Device Routing Invert Outlet Devices #1 Primary 97.00'6.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 97.00' / 96.90' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 100.17'12.00" x 12.00" Horiz. Grate C= 0.600 in 12.00" x 12.00" Grate (100% open area) Limited to weir flow at low heads #3 Device 1 97.00'5.000 in/hr Infiltration through soil over Surface area below 100.33' Primary OutFlow Max=0.01 cfs @ 3.96 hrs HW=97.10' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.03 cfs potential flow) 2=Grate ( Controls 0.00 cfs) 3=Infiltration through soil (Exfiltration Controls 0.01 cfs) t_ t CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-DET2 Printed 7/29/2025Prepared by Pasco Laret Suiter & Associates Page 9HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 14P: BMP-14 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=99.96' Storage=94 cf 0.23 cfs 0.01 cfs - - - - - - - - - -~ - - - - - - - - --1-- - - - - - - - ---1 - - - - - - - - - --I - - - - - - - - - -----t - - - - - - - - - - I I I I I / - - - - - - - - - - -t-- - - - - - - - --1- - - - - - - - - ----1 - - - - - - -- - - - - ---+ - - - - - - - - - - I I I '---~--4 - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I I I _________ J ________ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - - I I I I - - - - - - - - - -I-- - - - - - - - --1- - - - - - - - - ---1 - - - - - - - - - I I I I / - - - - - - - - - -r - - - - - - - - --1-- - - - - - - - -7 - - - - - - - - - I I I ----------1 --------------------1-------- 1 I _________ J _______ _ I I I I I __________ L __________ I __________ _J ________ _ I I - - - - - - - - - -L - - - - - - - - --1-- - - - - - - - -_J - - - - - - - - I I I -------------------- ' I ---------~---------- _________ J _________ _ -------------t---------- I --------7---------- I ---------1---------- I ------------------- ' I ---------~---------- ________ J _________ _ D ____________________________________________________________________________ **************************************************************************** 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 ************************** * JUNIPER BEACH HOMES * * ONSITE & OFFSITE CONFLUENCE (AT VAULT V1) * * PASCO LARET SUITER & ASSOCIATES 4052 * ************************************************************************** FILE NAME: 4052CONF.DAT TIME/DATE OF STUDY: 14:55 07/11/2025 ---------------------------------------------------------------------------- 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) = 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.* **************************************************************************** Sub basin 1.16 and offsite basin FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH/HOUR) = 5.30 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.39 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 47.40 DOWNSTREAM(FEET) = 44.80 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.26 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.39 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 102.00 = 82.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.19 RAINFALL INTENSITY(INCH/HR) = 5.21 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.39 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.90 RAIN INTENSITY(INCH/HOUR) = 4.54 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 46.50 DOWNSTREAM(FEET) = 44.80 FLOW LENGTH(FEET) = 170.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.40 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 9.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 105.00 = 170.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.73 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.39 7.19 5.212 1.00 2 0.62 9.73 4.286 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.85 7.19 5.212 2 2.59 9.73 4.286 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.85 Tc(MIN.) = 7.19 TOTAL AREA(ACRES) = 1.2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 106.00 = 170.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 44.80 DOWNSTREAM(FEET) = 44.35 FLOW LENGTH(FEET) = 10.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.55 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.21 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 107.00 = 180.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.21 RAINFALL INTENSITY(INCH/HR) = 5.20 TOTAL STREAM AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.59 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.85 7.21 5.203 1.22 2 0.71 5.00 6.587 0.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.96 5.00 6.587 2 3.41 7.21 5.203 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.41 Tc(MIN.) = 7.21 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 180.50 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 7.21 PEAK FLOW RATE(CFS) = 3.41 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1P OFFSITE VAULT V1 1L Inflow V1 Routing Diagram for 4052-OFF-DET_ Prepared by Pasco Laret Suiter & Associates, Printed 10/17/2025 HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link ---[> 0 D 6 [j .------___J CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-DET_ Printed 10/17/2025Prepared by Pasco Laret Suiter & Associates Page 7HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow V1 Inflow = 3.41 cfs @ 4.08 hrs, Volume= 0.146 af Primary = 3.41 cfs @ 4.08 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1P : OFFSITE VAULT V1 Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro CONF adj.csv Link 1L: Inflow V1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 3 2 1 0 DISCHARGE Imported from RatHydro CONF adj.csv 3.41 cfs 3.41 cfs I I I I I I I I I I I I I ,------,------I ,----- ' I I I I I I I I ,- ' I I I I I I I ' I I I I I I I I ' I I I I I I I I _____ L I I I I I I I I I ' I -----L I ,----- I I ,- I -----L D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-DET_ Printed 10/17/2025Prepared by Pasco Laret Suiter & Associates Page 2HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 1P: OFFSITE VAULT V1 Inflow = 3.41 cfs @ 4.08 hrs, Volume= 0.146 af Outflow = 0.01 cfs @ 0.21 hrs, Volume= 0.006 af, Atten= 100%, Lag= 0.0 min Discarded = 0.01 cfs @ 0.21 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= 109.14' @ 6.00 hrs Surf.Area= 1,304 sf Storage= 6,090 cf Plug-Flow detention time= 154.1 min calculated for 0.006 af (4% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 6,717 cf OFFSITE VAULT (Prismatic) Listed below CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-DET_ Printed 10/17/2025Prepared by Pasco Laret Suiter & Associates Page 3HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 100.00 1,304 0.0 0 0 100.08 1,304 41.7 44 44 100.17 1,304 37.0 43 87 100.25 1,304 41.7 44 130 100.33 1,304 41.7 44 174 100.42 1,304 37.0 43 217 100.50 1,304 41.7 44 261 100.58 1,304 41.7 44 304 100.67 1,304 37.0 43 348 100.75 1,304 41.7 44 391 100.83 1,304 41.7 44 435 100.92 1,304 37.0 43 478 101.00 1,304 41.7 44 522 101.08 1,304 41.7 44 565 101.17 1,304 37.0 43 609 101.25 1,304 41.7 44 652 101.33 1,304 41.7 44 696 101.42 1,304 37.0 43 739 101.50 1,304 41.7 44 783 101.58 1,304 41.7 44 826 101.67 1,304 37.0 43 869 101.75 1,304 41.7 44 913 101.83 1,304 41.7 44 956 101.92 1,304 37.0 43 1,000 102.00 1,304 41.7 44 1,043 102.08 1,304 41.7 44 1,087 102.17 1,304 37.0 43 1,130 102.25 1,304 41.7 44 1,174 102.33 1,304 41.7 44 1,217 102.42 1,304 37.0 43 1,261 102.50 1,304 41.7 44 1,304 102.58 1,304 41.7 44 1,348 102.67 1,304 37.0 43 1,391 102.75 1,304 41.7 44 1,435 102.83 1,304 41.7 44 1,478 102.92 1,304 37.0 43 1,522 103.00 1,304 41.7 44 1,565 103.08 1,304 41.7 44 1,609 103.17 1,304 37.0 43 1,652 103.25 1,304 41.7 44 1,696 103.33 1,304 41.7 44 1,739 103.42 1,304 37.0 43 1,782 103.50 1,304 41.7 44 1,826 103.58 1,304 41.7 44 1,869 103.67 1,304 37.0 43 1,913 103.75 1,304 41.7 44 1,956 103.83 1,304 41.7 44 2,000 103.92 1,304 37.0 43 2,043 104.00 1,304 41.7 44 2,087 104.08 1,304 41.7 44 2,130 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-DET_ Printed 10/17/2025Prepared by Pasco Laret Suiter & Associates Page 4HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC 104.17 1,304 37.0 43 2,174 104.25 1,304 41.7 44 2,217 104.33 1,304 41.7 44 2,261 104.42 1,304 67.9 80 2,340 104.50 1,304 70.8 74 2,414 104.58 1,304 70.6 74 2,488 104.67 1,304 62.6 73 2,561 104.75 1,304 70.3 73 2,635 104.83 1,304 70.1 73 2,708 104.92 1,304 62.3 73 2,781 105.00 1,304 69.5 73 2,853 105.08 1,304 69.4 72 2,926 105.17 1,304 61.9 73 2,999 105.25 1,304 69.5 73 3,071 105.33 1,304 69.4 72 3,143 105.42 1,304 61.5 72 3,216 105.50 1,304 69.0 72 3,288 105.58 1,304 68.9 72 3,359 105.67 1,304 61.1 72 3,431 105.75 1,304 68.6 72 3,503 105.83 1,304 68.4 71 3,574 105.92 1,304 60.6 71 3,645 106.00 1,304 68.1 71 3,716 106.08 1,304 67.9 71 3,787 106.17 1,304 60.3 71 3,858 106.25 1,304 67.6 71 3,928 106.33 1,304 67.4 70 3,999 106.42 1,304 59.8 70 4,069 106.50 1,304 67.0 70 4,139 106.58 1,304 66.8 70 4,208 106.67 1,304 59.2 69 4,278 106.75 1,304 66.3 69 4,347 106.83 1,304 66.0 69 4,416 106.92 1,304 58.5 69 4,485 107.00 1,304 65.5 68 4,553 107.08 1,304 65.2 68 4,621 107.17 1,304 57.7 68 4,689 107.25 1,304 64.5 67 4,756 107.33 1,304 64.1 67 4,823 107.42 1,304 56.6 66 4,889 107.50 1,304 63.3 66 4,955 107.58 1,304 62.8 66 5,021 107.67 1,304 55.4 65 5,086 107.75 1,304 61.9 65 5,150 107.83 1,304 61.3 64 5,214 107.92 1,304 54.1 63 5,278 108.00 1,304 60.1 63 5,341 108.08 1,304 59.5 62 5,403 108.17 1,304 52.3 61 5,464 108.25 1,304 58.1 61 5,525 108.33 1,304 57.3 60 5,584 108.42 1,304 50.2 59 5,643 CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-DET_ Printed 10/17/2025Prepared by Pasco Laret Suiter & Associates Page 5HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC 108.50 1,304 55.5 58 5,701 108.58 1,304 54.4 57 5,758 108.67 1,304 47.2 55 5,813 108.75 1,304 51.7 54 5,867 108.83 1,304 49.6 52 5,919 108.92 1,304 41.6 49 5,968 109.00 1,304 45.6 48 6,015 109.08 1,304 44.7 47 6,062 109.17 1,304 38.8 46 6,108 109.25 1,304 42.5 44 6,152 109.33 1,304 41.7 44 6,195 109.42 1,304 37.0 43 6,239 109.50 1,304 41.7 44 6,282 109.58 1,304 41.7 44 6,326 109.67 1,304 37.0 43 6,369 109.75 1,304 41.7 44 6,413 109.83 1,304 41.7 44 6,456 109.92 1,304 37.0 43 6,500 110.00 1,304 41.7 44 6,543 110.08 1,304 41.7 44 6,587 110.17 1,304 37.0 43 6,630 110.25 1,304 41.7 44 6,674 110.33 1,304 41.7 44 6,717 Device Routing Invert Outlet Devices #1 Primary 110.12'12.00" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 110.12' / 109.10' S= 0.1020 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Discarded 100.00'0.420 in/hr Exfiltration over Surface area below 100.00' Discarded OutFlow Max=0.01 cfs @ 0.21 hrs HW=100.08' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) t_ t_ CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-DET_ Printed 10/17/2025Prepared by Pasco Laret Suiter & Associates Page 6HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 1P: OFFSITE VAULT V1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 3 2 1 0 Peak Elev=109.14' Storage=6,090 cf 3.41 cfs 0.01 cfs 0.01 cfs 0.00 cfs / / / - / - -+-- - I I I I I I I ---+--- ' I I I I I I I --+---- ' I I I I I I ---+-- I ---+-- ---t - - - ------+-- I -----l -- --7--- - --1-- I I I I I I I ----1--- 1 I I I I I I I --1-- - I I I I I I D PLSA 4052 APPENDIX C JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 EX. EDGE OF AC PAVEMENT EX. AC PAVEMENT DRIVEWAY LOT 6 BLOCK O MAP 1747 LOT 7 BLOCK O MAP 1747 LOT 8 BLOCK O MAP 1747 LOT 9 BLOCK O MAP 1747 LOT 10 BLOCK O MAP 1747 LOT 11 BLOCK O MAP 1747 LOT 12 BLOCK O MAP 1747 PROJECT SITE HE M L O C K A V E N U E JU N I P E R A V E CH E R R Y A V E GARFIELD STREET NODE 100 (~63.3 FS/HP) L = 80' NODE 101 (~61.4 FS NODE 102 (~57.0 FS) L = 190' L = 2 9 8 ' NODE 104 EXISTING STORM DRAIN INLET; (50.7 TG) Q100 = 5.28 CFS BASIN EX-OFF AREA = 141,564 SF = 3.250 AC EXISTING 12" CMP STORM DRAIN PER DWG 123-7 EXISTING RETAINING WALL EXISTING PARKING AREA DRAINING TO JUNIPER AVE RO W ROW ROW ROW ROW RO W PL CL CL CLCL CL EXISTING PCC CURB; RUNOFF CONTAINED ON OFFSITE DEVELOPMENT 50.8 51.1 51.3 51.5 51.5 51.2 50.9 51.5 48.4 48.5 (49.9 FG) (50.1 FG) 51.051.1 5 1 . 3 5 1 . 4 51. 2 51.0 51.1 51.2 (51.4 FG) (51.3 TC) (51.0 FL) (51.3 TC) (50.9 FL)(51.3 TC) (50.8 FL) (50.7 TC) (50.6 FL) EXISTING PCC CURB (~51.4 FF) (~51.4 FF) GRAPHIC SCALE: 1" = 30' 0 30'60'90' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix\Working PLAN VIEW - EXISTING OFFSITE HYDROLOGY NODE MAP SCALE: 1" = 30' SHEET 3 OF 3 BASIN EX-OFF - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 141,564 SF (3.250 AC) Cn:0.45 Tc:12.6 MINS Q100:5.28 CFS LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY EXISTING 100-YR PEAK FLOW INUNDATION ELEVATION (51.2 EL) EXISTING NODE NODE XXX (XX.X FS) 64 I - - - - - - - - - - - - - - - - - - - - - - - - --1-- - - - - - - - - I I ,--------------------------1 I I --~ : L______ I I I I I __ _J I I " I I I I I J 11-1 I : I : I I L_J I I L __ I I I l_l ______________________ I I :_l -------, : L ________ r ----1 i' I I .., ..._ _I " / L ___ _J : !---------------------------! ~ \ I : L_ I / \ --------,,=.=--=~7 r ~-----........ iiiiiiiiii----~--iiiiiiiiii----------....... --~-----~---~--------------i I -----1 . .....__ I --~~ I~~ I _). • .....__ I I ---, I I I , I I I I I I I I I I r I I I I II II II I ____ I -J_ ,--~~~~~~~--~-1-----i------ : I : I \ L __________ _ : \ ,-------- 1 I I / ~-------- 1 / : / : / ---------,J / ----1 I : I I I I / I L ___ I I : rl I J---~----+L -------- ( I I I / J -------- ------~---- I I I I I -, I I ___ _ i t :, :, ---T---T-~-\---,--- 1 I 1, I I I I \ I I I I I I I I \I I I I \I I I I I I I I \ I I I I I I I I ' ------ 64 ' ------• 1P OFFSITE VAULT 1L Inflow BMP-1 Routing Diagram for 4052-OFF-FLOOD_ALT Prepared by {enter your company name here}, Printed 7/1/2025 HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link ---[> 0 D 6 [j .------___J CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-FLOOD_ALT Printed 7/1/2025Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Link 1L: Inflow BMP-1 Inflow = 5.25 cfs @ 4.33 hrs, Volume= 0.295 af Primary = 5.25 cfs @ 4.33 hrs, Volume= 0.295 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro FLOOD adj.csv Link 1L: Inflow BMP-1 Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 5 4 3 2 1 0 DISCHARGE Imported from RatHydro FLOOD adj.csv 5.25 cfs 5.25 cfs D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-FLOOD_ALT Printed 7/1/2025Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Summary for Pond 1P: OFFSITE VAULT Inflow = 5.25 cfs @ 4.33 hrs, Volume= 0.295 af Outflow = 2.23 cfs @ 4.48 hrs, Volume= 0.294 af, Atten= 58%, Lag= 8.9 min Primary = 2.23 cfs @ 4.48 hrs, Volume= 0.294 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Surf.Area= 8,921 sf Storage= 1,840 cf Plug-Flow detention time= 3.5 min calculated for 0.294 af (100% of inflow) Center-of-Mass det. time= 3.4 min ( 229.7 - 226.2 ) Volume Invert Avail.Storage Storage Description #1 50.70' 3,807 cf BASIN SURFACE STORAGE (Prismatic) Listed below Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 50.70 257 0.0 0 0 50.80 396 100.0 33 33 50.90 543 100.0 47 80 51.00 4,934 100.0 274 353 51.10 6,726 100.0 583 936 51.20 8,653 100.0 769 1,705 51.30 10,567 100.0 961 2,666 51.40 12,248 100.0 1,141 3,807 Device Routing Invert Outlet Devices #1 Primary 47.50'12.00" Round Culvert L= 300.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 47.50' / 46.00' S= 0.0050 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #2 Device 1 50.70'42.00" x 21.60" Horiz. EX. Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.23 cfs @ 4.48 hrs HW=51.21' (Free Discharge) 1=Culvert (Barrel Controls 2.23 cfs @ 2.84 fps) 2=EX. Grate (Passes 2.23 cfs of 12.77 cfs potential flow) Peak Elev= 51.2' @ 4.48 hrs t_ t_ CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-FLOOD_ALT Printed 7/1/2025Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 12412 © 2018 HydroCAD Software Solutions LLC Pond 1P: OFFSITE VAULT Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 5 4 3 2 1 0 Peak Elev=51.21' Storage=1,840 cf 5.25 cfs 2.23 cfs D // / /// // / 54 // / JU N I P E R A V E N U E LOT 1 MAP 7961 LOT 1 MAP 7248 POR LOT 10 BLOCK Q MAP 1803 LOT 9 BLOCK Q MAP 1803 LOT 8 BLOCK Q MAP 1803 EX. EDGE OF AC PAVEMENT EX. AC PAVEMENT DRIVEWAY LOT 6 BLOCK O MAP 1747 LOT 7 BLOCK O MAP 1747 LOT 8 BLOCK O MAP 1747 LOT 9 BLOCK O MAP 1747 LOT 10 BLOCK O MAP 1747 LOT 11 BLOCK O MAP 1747 LOT 12 BLOCK O MAP 1747 PROJECT SITE HE M L O C K A V E N U E JU N I P E R A V E CH E R R Y A V E GARFIELD STREET NODE 100 (~63.3 FS/HP) L = 80' NODE 101 (~61.4 FS NODE 102 (~57.0 FS) L = 190' PROP. STORM DRAIN INLET; 4 LF OPENING NODE 103 50.51 FL Q100 = 5.17 CFS QCAP = 8.0 CFS EXISTING 12" CMP STORM DRAIN @0.5% PER DWG 123-7; QCAP = 2.18 CFS PROP. 6" PCC CURB AND GUTTER EXISTING PARKING AREA DRAINING TO JUNIPER AVE L = 2 8 0 ' BASIN PR-OFF AREA = 138,046 SF = 3.169 AC RO W ROW ROW ROW ROW RO W CL CL CLCL CL 50.8 51.1 51.3 51.5 51.5 51.2 50.9 51.5 48.4 48.5 (55.5 TW) (53.7 BW)(55.5 TW) (53.7 BW)(54.8 TW) (54.4 BW) (55.2 TW) (54.3 BW)(54.7 TW) (53.4 BW) (49.9 FG) (50.1 FG) EXISTING RETAINING WALL EXISTING PCC CURB; RUNOFF CONTAINED ON OFFSITE DEVELOPMENT (51.3 TC) (51.0 FL) (51.3 TC) (50.9 FL) (51.3 TC) (50.8 FL) (50.7 TC) (50.6 FL) EXISTING PCC CURB 54.3 TW 54.2 TW@FG (50.1 BW@FG) 48.97 TF 53.63 TW 52.9 TW@FG (51.3 BW) 50.3 TF 52.3 TW 51.85 TW@FG (51.4 BW@FG) 49.63 TF 53.63 TW 53.4 TW@FG (51.0 BW) 50.3 TF PROPOSED RETAINING WALL 50.5 TG 47.4 IE OUT 47.5 IE IN (~51.4 FF) (~51.4 FF) 51. 2 51.4 51.0 51.151.2 5 1 . 3 5 1 . 4 51.4 5 1 . 2 51.2 51.0 GRAPHIC SCALE: 1" = 30' 0 30'60'90' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix\Working PLAN VIEW - PROPOSED OFFSITE HYDROLOGY NODE MAP SCALE: 1" = 30' SHEET 2 OF 2 BASIN PR-OFF - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 138,046 SF (3.169 AC) Cn:0.45 Tc:12.5 MINS Q100:5.17 CFS LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING FLOW LINE EXISTING DIRECTION OF FLOW EXISTING DRAINAGE BASIN BOUNDARY 100-YR PEAK FLOW INUNDATION ELEVATION; 51.2 EL PROPOSED DRAINAGE NODE NODE XXX XX.X FS I - - - - - - - - - - - - - - - - - - - - - - - - --1-- - - - - - - - - I I : I I I ----,.. I I / I L ________ _ I \ J II . : ~ l I ~ ~ ~ ~ ~ / \I • • • • r---------~ \ r ;,· · .. ' :1r, ;,: --. -. · : II l • , . . . ~ ., .": ~~ "--,----·•---..----·--~ ,-----c-~-~-----'------C ;. .... , ~--,,--·------.., c'----"------~~~ .... -... \,:.-~· ~~-'----, ,-.·, __ •• /_~·._...._._.: ... _·.. .. ·: _.r . .. . _-;/_ .· . • ' .L....C t I •----------- t J \1 1 l I i I \ I I . i I t \ I I I I I -+-------------~-,------- : \ : \ I / ~-7 ------ 1 I / I I / I ---------,J / : / 1/ -----------l----------- :1 ~ ~ 1\ I ___ T ___ T_l__ I I I I I I I I i : I I I I I I I I I I I \I I I I ---,--- 1 ' I ,: ~ 1\ : ' -------- ------ 64 --64 -- ------- 1P JUNIPER AVE PROP 1L JUNIPER AVE PROP. FLOW Routing Diagram for 4052-OFF-FLOOD_PROP ALT Prepared by Pasco Laret Suiter & Associates, Printed 7/24/2025 HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link ---[> 0 D 6 [j .------___J CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-FLOOD_PROP ALT Printed 7/24/2025Prepared by Pasco Laret Suiter & Associates Page 4HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: JUNIPER AVE PROP. FLOW Inflow = 5.20 cfs @ 4.33 hrs, Volume= 0.288 af Primary = 5.20 cfs @ 4.33 hrs, Volume= 0.288 af, Atten= 0%, Lag= 0.0 min Routed to Pond 1P : JUNIPER AVE PROP Primary outflow = Inflow, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs DISCHARGE Imported from RatHydro PR FLOOD adj.csv Link 1L: JUNIPER AVE PROP. FLOW Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 5 4 3 2 1 0 DISCHARGE Imported from RatHydro PR FLOOD adj.csv 5.20 cfs 5.20 cfs I I I --------~----------~----------~-------' ~-..,....,.,.,,-,........t I I I I I I I I :--~ I I I I I I I I I I I -------~----------1----------r --------- 1 ------r---------- I I I I I I I I ,------------~----------~----------~ I _____ L _________ _ I I I I I I I I I I I ,- D CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-FLOOD_PROP ALT Printed 7/24/2025Prepared by Pasco Laret Suiter & Associates Page 2HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Summary for Pond 1P: JUNIPER AVE PROP [44] Hint: Outlet device #2 is below defined storage Inflow = 5.20 cfs @ 4.33 hrs, Volume= 0.288 af Outflow = 2.15 cfs @ 4.48 hrs, Volume= 0.288 af, Atten= 59%, Lag= 9.1 min Primary = 2.15 cfs @ 4.48 hrs, Volume= 0.288 af Routed to nonexistent node 2P Routing by Dyn-Stor-Ind method, Time Span= 0.00-6.00 hrs, dt= 0.010 hrs Peak Elev= Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.2 min ( 228.1 - 224.9 ) Volume Invert Avail.Storage Storage Description #1 50.60' 3,595 cf BASIN SURFACE STORAGE (Prismatic) Listed below Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 50.60 12 0.0 0 0 50.70 50 100.0 3 3 50.80 155 100.0 10 13 50.90 301 100.0 23 36 51.00 4,645 100.0 247 283 51.10 6,373 100.0 551 834 51.20 8,289 100.0 733 1,567 51.30 10,188 100.0 924 2,491 51.40 11,883 100.0 1,104 3,595 Device Routing Invert Outlet Devices #1 Primary 47.80'12.00" Round Culvert L= 300.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 47.80' / 46.30' S= 0.0050 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #2 Device 1 50.51'48.00" W x 6.00" H Vert. Pr. Inlet C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.15 cfs @ 4.48 hrs HW=51.23' (Free Discharge) 1=Culvert (Barrel Controls 2.15 cfs @ 2.74 fps) 2=Pr. Inlet (Passes 2.15 cfs of 6.51 cfs potential flow) 51.2' @ 4.48 hrs Surf.Area= 8,826 sf Storage= 1,829 cf t_ t_ CA-San Diego P6=2.5 Duration=5 min, Inten=6.59 in/hr4052-OFF-FLOOD_PROP ALT Printed 7/24/2025Prepared by Pasco Laret Suiter & Associates Page 3HydroCAD® 10.20-7a s/n 10097 © 2025 HydroCAD Software Solutions LLC Pond 1P: JUNIPER AVE PROP Inflow Primary Hydrograph Time (hours) 6543210 Fl o w ( c f s ) 5 4 3 2 1 0 Peak Elev=51.23' Storage=1,829 cf 5.20 cfs 2.15 cfs D - - - - - l_ - - - - - _I _ - - - - - l_ - - - - - _J - - - - - - ' ' - - - - - -1--- - - - - - -1 - - - - - - j_ - - - - - -l - - - - - - _ _ _ _ _ l. _ _ _ _ _ _ I _ _ _ _ _ _ L _ _ _ _ _ _J _ _ _ _ _ _ I I I I _ _ _ _ _ l. _ _ _ _ _ _ I _ _ _ _ _ _ L _ _ _ _ _ _J _ - - - - - ' ' ' ' ' ' ' ' Existing Grated Inlet in Sag (Without Clogging) Cw 3 Unitless L 1.8 ft Pe 5.30 ft W 3.5 ft C0 0.67 Unitless Ae 3.15 *Pe assumes 50% clogging Weir Orifice Q (cfs) d (ft)Q (cfs) d (ft) 1.99 0.25 8.47 0.25 5.62 0.5 11.98 0.5 10.33 0.75 14.67 0.75 15.90 1 16.94 1 22.22 1.25 18.94 1.25 29.21 1.5 20.74 1.5 Without clogging flows will be restricted by Q100 capacity of the existing 12" CMP storm drain Step 1. Calculate the capacity of a grate inlet operating as a w eir, u sing the w eir equation (Equ ation 2-16) with a length equ iYalent to perimeter o f the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. O =C P d 312 ~ W e (2-16) where ... Q = Cw = P e = d inlet ,capacity of the grated inlet (ft3/s); w eir coefficient (CF3 .. 0 for U.S. Traditional Units); effectiYe grate perimeter length (ft); and. flow depth approaching inlet (ft). T o account for the effects of cloggin g o f a grated inlet operating as a w eir, a clogging factor of fifty percent (CI=0.50) shall be applied to the actua l (uncfogged) perimeter o f the grate (P ): Step 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-1 8), assuming the clear opening of the grate redu ced by a clogging factor CA=0.50 (Equation 2-19). A San Diego Regiona l Standard No. D-15 1 1 • • r A A,-, ('>)2 "T""1 ,-. 1 1 "T·T• 1 where ... Q Co g grate has an actual c lear opening ot A =4.'/ tt~. The .t<ecteral Highway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. inlet capacity of the grated inlet (ft3/s); orifice coefficient (C0 =0.67 for U.S. Traditional Units); gravitational acceleration (ft/s2); (2-18) (2-19) d = Ae flow depth above inlet (ft); effective (clogged) grate area (ft2); CA A area c logging factor (CA=0.50); and 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. 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) 0.14 0.083 0.78 0.083 0.41 0.167 1.10 0.167 0.75 0.250 1.34 0.250 1.15 0.333 1.55 0.333 1.61 0.417 1.74 0.417 2.12 0.500 1.90 0.500 Step 1. Calculate the capacity of a grate inlet opet-ating as a w eir, using the w eir equation (Equation 2-16) w ith a length equiYalent to perimeter of the grate. When the g1·ate is located next to a curb , disrega rd the length of the grate against the curb. 0 = C Pd312 (2-161 ~ W e '/ where ... Q = inlet capacity of the grated inlet (ft3/s); Cw weir coefficient (Cw=3.0 for U .S. T raditional U nits); effectiYe g1-ate perimeter length (ft); and Pe = d = 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 (CL=0 .50) shaU 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 orifi ce equation (Equation 2-1 8), assuming the clear opening of the grate reduced by a clogging factor CA=0.50 (Equation 2-19). A San D iego Regiona l Standard No. D-15 ___ ...__ 1___ __.._ __ 1 _1 ______________ .£" ,I A -r .0...2 "T'L _ T:"_..J ___ 1 ,-.:_1_ _____ _ grate nas an actual clear openmg ot A==4. I tr. l ne J:<e<1era1 tt1gnway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. where ... Q Co g d = Ae CA = A inlet capacity of the grated inlet (ft3/s); orifice coefficient (C0=0.67 for U.S. Traditional Units); gravitational acceleration (ft/s2); flow depth above inlet (ft); effective (clogged) grate area (ft2); area clogging factor (CA=0.50); and (2-18) (2-19) 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. 6" Area Drain in Sag (Assumed 50% Clogging) Cw 3 Unitless L 0.5 ft Pe 19.50 ft W 19 ft C0 0.67 Unitless Ae 4.75 *Pe assumes 50% clogging Weir Orifice Q (cfs) d (ft)Q (cfs) d (ft) 0.02 0.083 7.37 0.083 0.14 0.167 10.43 0.167 0.46 0.250 12.77 0.250 1.083333 0.333 14.75 0.333 2.12 0.417 16.49 0.417 3.66 0.500 18.06 0.500 Step 1. Calculate the capacity of a grate inlet opet-ating as a w eir, using the w eir equation (Equation 2-16) w ith a length equiYalent to perimeter of the grate. When the g1·ate is located next to a curb , disrega rd the length of the grate against the curb. 0 = C Pd312 (2-161 ~ W e '/ where ... Q = inlet capacity of the grated inlet (ft3/s); Cw weir coefficient (Cw=3.0 for U .S. T raditional U nits); effectiYe g1-ate perimeter length (ft); and Pe = d = 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 (CL=0 .50) shaU 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 orifi ce equation (Equation 2-1 8), assuming the clear opening of the grate reduced by a clogging factor CA=0.50 (Equation 2-19). A San D iego Regiona l Standard No. D-15 ___ ...__ 1___ __.._ __ 1 _1 ______________ .£" ,I A -r .0...2 "T'L _ T:"_..J ___ 1 ,-.:_1_ _____ _ grate nas an actual clear openmg ot A==4. I tr. l ne J:<e<1era1 tt1gnway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. where ... Q Co g d = Ae CA = A inlet capacity of the grated inlet (ft3/s); orifice coefficient (C0=0.67 for U.S. Traditional Units); gravitational acceleration (ft/s2); flow depth above inlet (ft); effective (clogged) grate area (ft2); area clogging factor (CA=0.50); and (2-18) (2-19) 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.Tuesday, Jun 24 2025 12-INCH CMP PIPE @0.5% CAPACITY Circular Diameter (ft)= 1.00 Invert Elev (ft) = 100.00 Slope (%)= 0.50 N-Value = 0.024 Calculations Compute by:Known Depth Known Depth (ft) = 1.00 Highlighted Depth (ft)= 1.00 Q (cfs)= 1.364 Area (sqft)= 0.79 Velocity (ft/s)= 1.74 Wetted Perim (ft) = 3.14 Crit Depth, Yc (ft) = 0.50 Top Width (ft)= 0.00 EGL (ft)= 1.05 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) - ~ -~ - '---7 - - Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Apr 24 2025 12-INCH RCP SD @1.0 PERCENT Circular Diameter (ft)= 1.00 Invert Elev (ft) = 100.00 Slope (%)= 1.00 N-Value = 0.015 Calculations Compute by:Known Depth Known Depth (ft) = 1.00 Highlighted Depth (ft)= 1.00 Q (cfs)= 3.086 Area (sqft)= 0.79 Velocity (ft/s)= 3.93 Wetted Perim (ft) = 3.14 Crit Depth, Yc (ft) = 0.76 Top Width (ft)= 0.00 EGL (ft)= 1.24 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) - ~ -~ - '---7 - - Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Nov 13 2024 6-INCH PVC STORM DRAIN @1.0% Circular Diameter (ft)= 0.50 Invert Elev (ft) = 100.00 Slope (%)= 1.00 N-Value = 0.013 Calculations Compute by:Known Depth Known Depth (ft) = 0.45 Highlighted Depth (ft)= 0.45 Q (cfs)= 0.598 Area (sqft)= 0.19 Velocity (ft/s)= 3.21 Wetted Perim (ft) = 1.25 Crit Depth, Yc (ft) = 0.40 Top Width (ft)= 0.30 EGL (ft)= 0.61 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) ~ -v .............. -- - ) ~ __/ - Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Nov 13 2024 10-INCH PVC STORM DRAIN @1.0% Circular Diameter (ft) = 0.83 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.80 Highlighted Depth (ft) = 0.80 Q (cfs) = 2.317 Area (sqft) = 0.53 Velocity (ft/s) = 4.33 Wetted Perim (ft) = 2.29 Crit Depth, Yc (ft) = 0.68 Top Width (ft) = 0.31 EGL (ft) = 1.09 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Aug 4 2025 <Name> Circular Diameter (ft)= 1.00 Invert Elev (ft) = 100.00 Slope (%)= 1.00 N-Value = 0.013 Calculations Compute by:Known Depth Known Depth (ft) = 0.95 Highlighted Depth (ft)= 0.95 Q (cfs)= 3.826 Area (sqft)= 0.77 Velocity (ft/s)= 4.96 Wetted Perim (ft) = 2.70 Crit Depth, Yc (ft) = 0.84 Top Width (ft)= 0.43 EGL (ft)= 1.33 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) --- ~ --=--~ - '---7 - - JUNIPER AVENUE PROJECT SITE NODE 101/102 EXISTING STORM DRAIN INLET; (50.7 TG) (47.5 IE) Q100 = 5.25 CFS EXISTING 12" CMP STORM DRAIN PER DWG 123-7; 300 LF @0.5% NODE 100 EXISTING STORM DRAIN INLET; (46.0 IE) Q100 = 5.25 CFS ROW ROW ROW ROW CL CL L=300' GRAPHIC SCALE: 1" = 20' 0 20'40'60' J:\ACTIVE JOBS\4052 RINCON-270 JUNIPER\CIVIL\REPORTS\HYDROLOGY\Appendix PLAN VIEW - EXISTING HYDRAULIC NODE MAP SCALE: 1" = 20' SHEET 3 OF 3 BASIN EX-OFF - HYDROLOGY CALCULATIONS TOTAL DRAINAGE AREA: 141,564 SF (3.250 AC) Cn:0.45 Tc:12.8 MINS Q100:5.25 CFS LEGEND EXISTING PROPERTY BOUNDARY ADJACENT PROPERTY LINE / RIGHT-OF-WAY CENTERLINE OF ROAD ADJACENT LOT LINE EXISTING CONTOUR LINE EXISTING DIRECTION OF FLOW I I I I I I I I I I I I I ~ \ \ ---- ~ I I I I I I \ ~ I I I I I I \ I I I I 64 - - - PLSA TOPO SHOTS BASIN IE OUT 47.5; HELD 0.5% FOR IE OUT 46.0 r ___ _,__ ... 54 t I. 46 4 76.SO' ' ~ JU NI PE R : 0 - --~ 13,.70• 121/ . .,,,,. 5 _,,.,,,,,., /.,.,,. <.AA; .. _.., /° TOHe.W,WALL : f t t f 0 l- 1 I I t I 1 ½"-+ 7&,50' . 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"e ~o,A.w£..t:¥...D- 4A 1, ,-, &.ED· &~ '1,;1,d f> > ,'41,ZJ .£A¥~-"-~F-'--~ ~ L •• .,,LI-VJ' .; .. ~ .. ~.e .:r,vri--tl~ S l1.1•ltL. 8 .! ~,4t,. V,6A1.'Zr ,(?, C ,J Cl _,,,s.r 'A •• t!.ONr,q~ 11'".f" ' / ~ --~-----' : • I)' • • • • ~ "" . . "" . ' rr_-t:.. -{ 0,\ A-A sn• ,1/ ,eo• I-' (/'I 0 ..I w -IL. 0::-< !Ji IA , 1eo 1 ~ CIT Y OF CARLSBAD !ti LJ__j E NGIN EERING DE-P ARTME NT ~ , 1 PLAN FOR DRA/NAG£·,JI/NIP£R / AV£. -GorF,l!'/d St fa A. T. ~ '$./: , RR R.QW. ' I '/I PPRO V ED: -'-1 .., ' V ~ ~ ~ ~ ~ ; ~ . ~ i z r ' ~ z ~ ~ :)l ~ • ~ • z ,: § I I r ~ • 0 ii z ' ~ ~ z ~ ~ j 0 I z G1 z C ~ [Il m JJ 0 I z G) z C ~ [Il m JJ 0 I z G) z C ~ [Il m . JJ I .., Page A-4 San Diego County Hydraulic Design Manual September 2014 Table A-2 Average Manning Roughness Coefficients for Closed Conduits3 Reinforced Concrete Pipe (RCP) ............................................................................................. 0.013 Corrugated Metal Pipe and Pipe Arch 2-3/8 x 1/2 inch Corrugations Unlined ......................................................................................................................... 0.024 Half Lined Full Flow ................................................................................................................ 0.018 d/D>=0.60 ............................................................................................................. 0.016 d/D<0.60 ................................................................................................................ 0.013 Fully Lined ................................................................................................................... 0.013 3 x 1 inch Corrugations ...................................................................................................... 0.027 6 x 2 inch Corrugations ...................................................................................................... 0.032 Spiral Rib Pipe ................................................................................................................... 0.013 Helically Wound Pipe 18-inch ......................................................................................................................... 0.015 24-inch ......................................................................................................................... 0.017 30-inch ......................................................................................................................... 0.019 36-inch ......................................................................................................................... 0.021 42-inch ......................................................................................................................... 0.022 48-inch ......................................................................................................................... 0.023 Plastic Pipe (HPDE and PVC) Smooth ............................................................................................................................... 0.013 Corrugated ......................................................................................................................... 0.024 Vitrified Clay Pipe ..................................................................................................................... 0.014 Cast-Iron Pipe (Uncoated) ........................................................................................................ 0.013 Steel Pipe ................................................................................................................................. 0.011 Brick .......................................................................................................................................... 0.017 Cast-In-Place Concrete Pipe Rough Wood Forms ........................................................................................................... 0.017 Smooth Wood or Steel Forms ............................................................................................ 0.014 3 Based on materials and workmanship required by standard specifications. Table A-2 ____________________________________________________________________________ **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (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 ************************** *JUNIPER COAST HOMES * *EX. JUNIPER AVE. 12-INCH CMP STORM DRAIN HYDRAULIC ANALYSIS * *PASCO LARET SUITER AND ASSOICATES (4052) * ************************************************************************** ---------------------------------------------------------------------------- FILE NAME: 4052EXP.DAT TIME/DATE OF STUDY: 12:45 06/18/2025 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 100.00 FLOWLINE ELEVATION = 46.00 PIPE DIAMETER(INCH) = 12.00 PIPE FLOW(CFS) = 5.25 ASSUMED DOWNSTREAM CONTROL HGL = 47.000 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS ============================================================================ NODE 100.00 : HGL= < 47.000>;EGL= < 47.694>;FLOWLINE= < 46.000> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 UPSTREAM NODE 101.00 ELEVATION = 46.00 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 5.25 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 300.00 FEET MANNINGS N = 0.02400 SF=(Q/K)**2 = (( 5.25)/( 19.299))**2 = 0.0740068 HF=L*SF = ( 300.00)*( 0.0740068) = 22.202 NODE 101.00 : HGL= < 69.202>;EGL= < 69.896>;FLOWLINE= < 46.000> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 5 UPSTREAM NODE 102.00 ELEVATION = 47.50 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 0.0 12.00 0.785 0.000 0.000 0.000 2 5.2 12.00 0.785 6.684 -- 0.694 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 5.3===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = 0.01500 DOWNSTREAM MANNINGS N = 0.01500 UPSTREAM FRICTION SLOPE = 0.00000 DOWNSTREAM FRICTION SLOPE = 0.02891 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01445 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = 0.029 ENTRANCE LOSSES = 0.139 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.388+ 0.000- 0.694+( 0.029)+( 0.139) = 0.862 NODE 102.00 : HGL= < 70.757>;EGL= < 70.757>;FLOWLINE= < 47.500> ============================================================================ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM