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HomeMy WebLinkAboutCUP 91-03C; BP/ARCO FACILITY 5792; DRAINAGE STUDY; 2023-12-19 STORM DRAIN REPORT FOR 1991 PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNIA APN# 213-092-17 July 17, 2023 Prepared By: NAJARS Engineering 10769 Woodside Ave, Suite 204 Santee, CA 92071 (619) 971-7514 Declaration of Responsible Charge: I hereby declare that I am the engineer of work for this project. That I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. ________________________________________________ Bashar G. Najar R.C.E. 78159 Date 07/27/2023 December 19, 2023 Table of Contents 1.0 GENERAL PROJECT INFORMATION 1.1 Project Site Information 1.2 Project Description 1.3 Existing Conditions 1.4 Proposed Conditions 2.0 DESIGN CRITERIA 2.1 Methodology 2.2 The Rational Method 2.3 Bio-Filtration Basin Design 3.0 EXAMPLE HYDROLOGY CALCULATION 4.0 RESULTS AND CONCLUSIONS LIST OF APPENDICES Appendix A: Vicinity Map Appendix B: Hydrology Calculations Hydraulics Calculations B-1 RickRat Hydrograph Data B-4 RickRat Hydrograph Data Watershed Model Schematic Hydrograph Return Period Recap Hydrograph Summary Report B-1 Hydrograph B-4 Hydrograph B-1 Mitigated Hydrograph and B-1 Pond Report B-4 Mitigated Hydrograph and B-4 Pond Report Appendix C: FEMA/FIRM Map Appendix D: Runoff Coefficients for Urban Areas Table 3-1 Maximum Overland Flow Length & Initial Time of Concentration Table 3-2 Intensity-Duration Design Chart – Template Figure 3-1 10-year, 6-hour Isopluvial Map 10-year, 24-hour Isopluvial Map 25-year, 6-hour Isopluvial Map 25-year, 24-hour Isopluvial Map 100-year, 6-hour Isopluvial Map 100-year, 24-hour Isopluvial Map Soil Hydrologic Groups Map Appendix E: EX-OFF Basin Hydro E Drainage Map Hydro P Drainage Map Appendix F: As Builts of DWG No’s. 208-2A, 211-8A, 224-1, 224-1A, and 327-6A Airport Business Center Drainage Study 1.0 GENERAL PROJECT INFORMATION 1.1 Project Site Information Project Name: Palomar Airport Road Carwash Total Analyzed Area: 297,168sf (6.822ac) Total Area of Disturbance: 18,600sf (0.427ac) Project Address: 1991 Palomar Airport Road, Carlsbad, CA 92011 Latitude/Longitude: 33.119423, -117.2818989 Flood Plain Status: Per FEMA Panel 06073C1031H, dated December 20, 2019 the project site is considered to be “Not Printed” and to be outside of any flood zone areas. Hydrological Watershed Area: Agua Hedionda (904.30) 1.2 Project Description This hydrology study has been prepared as part of the grading plan permit submittal requirements for the development of the Palomar Airport Road Carwash project. The proposed improvements include demolition of the existing 1,239sf car wash building and replacing it with a new 3,060sf car wash building, installation of 18 vacuum stalls, installation of 2 pay stations and associated hardscape, sidewalk and landscape. The project is bounded by Palomar Airport Road to the north, Palomar Oaks Way to the south and west and Camino Vida Robles to the east in the City of Carlsbad, California (See Appendix A, Vicinity Map). See Figures Hydro E (Existing) and Hydro P (Proposed) Hydrology Map (See Appendix E). Total site area is approximately 297,196sf (6.823ac). 1.3 Existing Conditions The current project site consists of 3 structures; an approximately 3,400sf C-Store to remain in place, an approximately 1,239sf carwash building to be demolish, and an approximately 3,233sf gas station canopy to remain in place. The site consists of asphalt pavement and concrete pavement as finished surface for the majority of the site. The project site has 2 driveway access points off of Camino Vida Roble. The ultimate runoff from the site has a total of 3 discharge locations. 2 of the discharge locations are an underground storm drain system located within Palomar Oaks Way and 1 of the discharge location is a flow to curb and gutter on Camino Vida Roble. There are a total of 6 basins (EX-1, EX-2, EX-3, EX-4 EX-5, & EX-6) for the existing condition. The north portion of the lot consists of 5 basins (EX-1, EX-2, EX-3 EX-4 & EX-5) and their drainage is as follows: EX-1 has an existing high point near the most easterly driveway and flows north via sheet flow and onto an existing curb and gutter and onto Camino Vida Roble as Point of Discharge #1. EX-2 has an existing high point near the most easterly driveway and flows via sheet flow and onto an existing curb and gutter on the south side of the drive aisle to a curb opening which is then conveyed via an existing concrete channel and within the footprint of EX-5. EX-3 has an existing high point near the most westerly driveway and flows via sheet flow and onto an existing curb and gutter on the south side of the drive aisle to a curb opening which is then conveyed via an existing concrete channel and within the footprint of EX-5. EX-4 has an existing high point near the northeasterly corner of the c-store and flows via sheet flow and onto an existing curb and gutter and ribbon gutter between the c-store and the gas station canopy. The flow is then conveyed via an existing vegetated channel due west and onto the footprint of EX-5’s vegetated channel. EX-5 conveys all the flows from EX-2, EX-3 and EX-4 via an existing concrete channels and confluences all flows into a single point of discharge and into an existing Type B catch basin on the north side of Palomar Oaks Way. From thence, the flow continues to be conveyed via underground storm drain pipe system into an existing 48” RCP pipe per Drawing No. 211-8A (See Appendix F) as Point of Discharge #2. The south portion of the lot consists of 1 basin (EX-6) and its drainage is as follows: EX-6 follows a natural drainage path via south and discharges onto an existing headwall on the north side of Palomar Oaks Way. From thence, the flow continues to be conveyed via underground storm drain pipe system into an existing 15” RCP pipe per Drawing No. 211- 8A (See Appendix F) as Point of Discharge #3. EX-OFF has an existing high point near the intersection of Palomar Airport Road and Yarrow Drive and flows via southwest via sheet flow which conveys to open drainage channels and ultimately via underground storm drain pipe system into an existing 30” RCP near the junction dropped inlet box located at the northeast corner of the project limits. The flow is then conveyed west into an existing 33” RCP pipe that traverses along the northern boundary of the site. 1.4 Proposed Conditions The proposed improvements include demolition of the existing 1,239sf car wash building and replacing it with a new 3,060sf car wash building, installation of 18 vacuum stalls, installation of 2 pay stations and associated hardscape, sidewalk and landscape. The ultimate runoff from the site has a total of 3 discharge locations. 2 of the discharge locations are an underground storm drain system located within Palomar Oaks Way and 1 of the discharge location is a flow to curb and gutter on Camino Vida Roble. There are a total of 8 basins (A-1, B-1, B-2, B-3, B-4, B-5 B-6 & C-1) for the proposed condition. The north portion of the lot consists of 7 basins (A-1, B-1, B-2, B-3, B-4, B-5 & B-6) and their drainage is as follows: A-1 has an existing high point near the most easterly driveway and flows north via sheet flow and onto an existing curb and gutter and onto Camino Vida Roble as Point of Discharge #1. B-1 has an existing high point near the most easterly driveway and flows via sheet flow and onto an existing curb and gutter on the south side of the drive aisle to a proposed and continuation of the curb and gutter. The flow is then conveyed to a proposed bio-filtration basin as means for detention of 100-year storm, with a proposed storm pipe due northwest and ultimately connecting to the existing 33” RCP storm pipe and onto the footprint of B-6. Refer to Appendix B for calculations supporting added flow to existing 33” RCP storm pipe. B-2 has an existing high point near the northeasterly corner of the c-store and flows via sheet flow onto an existing curb and gutter on the south side of the drive aisle. The flow is then conveyed via a proposed storm pipe from B-1 and ultimately connecting to the existing 33” RCP storm pipe and onto the footprint of B-6. Refer to Appendix B for calculations supporting added flow to existing 33” RCP storm pipe. B-3 has an existing high point near the northeasterly corner of the c-store and flows via sheet flow and onto an existing curb and gutter and ribbon gutter between the c-store and the gas station canopy. The flow is then conveyed via proposed trench drain. The flow is then conveyed via a proposed storm pipe from B-1 and ultimately connecting to the existing 33” RCP storm pipe and onto the footprint of B-6. Refer to Appendix B for calculations supporting added flow to existing 33” RCP storm pipe. B-4 has an existing high point near the proposed trench drain and sheet flows to the proposed vacuum stalls and into a proposed curb and gutter which is then conveyed via grass lined swale and into the proposed bio-filtration basin as means for detention of 100- year storm, and ultimately connecting to the existing 33” RCP storm pipe and onto the footprint of B-6. Refer to Appendix B for calculations supporting added flow to existing 33” RCP storm pipe. B-5 has an existing high point near the northeasterly corner of the c-store and flow via sheet flow onto an existing flume opening and discharges into the existing concrete channel within the footprint of B-6. B-6 conveys all the flows from B-1, B-2, B-3, B-4 and B-5 via concrete channels and confluences all flows into a single point of discharge and into an existing Type B catch basin on the north side of Palomar Oaks Way. From thence, the flow continues to be conveyed via underground storm drain pipe system into an existing 48” RCP pipe per Drawing No. 211-8A (See Appendix F) as Point of Discharge #2. The south portion of the lot consists of 1 basin (C-1) and its drainage is as follows: C-1 follows a natural drainage path via south and discharges onto an existing headwall on the north side of Palomar Oaks Way. From thence, the flow continues to be conveyed via underground storm drain pipe system into an existing 15” RCP pipe per Drawing No. 211- 8A (See Appendix F) as Point of Discharge #3. 2.0 DESIGN CRITERIA The Rational Method (RM) is a mathematical formula used to determine the maximum runoff rate from a given rainfall. The RM is used for analyzing drainage areas up to 1 square mile (640 acres) in size to calculate conservative flows. 2.1 Methodology This drainage report has been prepared in accordance with current County of San Diego regulations and procedures. All of the proposed pipes, catch basins, brow ditches and grass- lined swales were designed to intercept and convey the 100-year storm. The Modified Rational Method was used to compute the anticipated runoff. See Calculation Tables for design calculations. The following references have been used in preparation of this report: (1) County of San Diego Hydrology Manual, April, 2003. (2) County of San Diego D.P.W. Procedure Manual for the Preparation and Checking of Street Improvement and Grading Plans, December, 1998. (3) Handbook of Hydraulics, E.F. Brater & H.W. King, 6th Ed., 1976. (4) Open Channel Hydraulics, V.T. Chow, 1959. 2.2 The Rational Method The Rational Method can be applied using any design storm frequency. The 10yr, 25yr, and 100yr storm is analyzed for this project. The RM formula estimates the peak rate of runoff at any location in a watershed as a function of the drainage area (A), runoff coefficient (C), and rainfall intensity (I) for a duration equal to the time of concentration (TC) which is the time required for water to flow from the most remote point of the basin to the location being analyzed. Q = CIA Where: Q = Peak discharge, cfs C = runoff coefficient, proportion of the rainfall that runs off the surface I = average rainfall intensity for a duration equal to the Time of Concentration for the area, inches per hour A = drainage area contribution to the design location, acres Runoff Coefficient: Table 3-1 (from the San Diego County Hydrology Manual, See Appendix D) lists the estimated runoff coefficients for urban areas. The runoff coefficients are based on land use and soil type. Soil type is determined from the Soil Hydrologic Group map (from the San Diego County Hydrology Manual, See Appendix D). Soil type ‘D’ will be used. Natural areas (pervious) will use a C=0.35, while developed area (impervious) will use a C=0.90 “C” is calculated by tabulating the weighted value of the pervious and impervious areas for each drainage basin. The weighted “C” value can then be determined for each basin with the following equation: Weighted Runoff Coefficient formula: )(/)*)((*)(((acresTotalAreaCAcresAreaimperviousCAcresAreaPerviousCimperviousvegetated+= Where: C = Weighted Coefficient of Runoff Pervious Area = Calculated Pervious Area within a Drainage Basin, acres Cpervious = 0.35 (from Table 3-1 in the San Diego County Hydrology Manual) Impervious Area = Calculated Impervious Area within a Drainage Basin, acres Cimpervious = 0.90 (from Table 3-1 in the San Diego County Hydrology Manual) From this equation, the weighted C can be calculated for each drainage basin within the site. Rainfall Intensity: The rainfall intensity (I) is the rainfall in inches per hour (in/hr) for a duration equal to the Time of Concentration for a selected storm frequency. The rainfall intensity can be determined from the Intensity-Duration Design Chart and Isopluvial maps (Figure 3-1 in the San Diego County Hydrology Manual, Intensity-Duration Design). I = 7.44*P6*D-0.645 Where: I = Intensity (in/hr) P6 = 6-hour precipitation (in) D = Duration (min) Time of Concentration: The Time of Concentration is the time required for runoff to flow from the most remote part of the drainage area to the point of interest. Methods of calculation differ for natural watersheds and for urban drainage systems. Time of Concentration was calculated using the equation Tc = Ti + Tt (3.1.4 Time of Concentration) which consists of the overland flow equation for Initial Time of Concentration (Ti) per Table 3-2 and Travel Time of Concentration (Tt) per Figure 3-4 3.0 EXAMPLE HYDROLOGY CALCULATIONS Peak Flow Calculations for Drainage Basin B-4 – Proposed 100-yr 6hour Storm Condition: Total Drainage Basin Area = 13,524sf (0.310ac) Total Impervious Area = 9,965sf (0.0.229ac) Runoff Coefficient = )(/)*)((*)(((acresTotalAreaCAcresAreaimperviousCAcresAreaPerviousCimperviousvegetated+= C = ((3,559sf)*(0.35) + (9,965sf)*(0.90)) / (13,524sf) C = 0.755 Overland Length = 75 ft Overland Slope = 2.0% Initial Time of Concentration = 4.00 minutes (Per Table 3-2) Travel Watercourse Distance = 65 feet Watercourse Slope = 2.31% Time of Travel = 0.83 minutes 4.0 RESULTS AND CONCLUSIONS The existing basin EX-1 for the 100-year storm event discharges 0.53cfs at Point of Discharge #1 and into an existing curb and gutter on Camino Vida Roble as described above. The existing basins EX-2, EX-3, EX-4, EX-OFF and EX-5 for the 100-year storm event discharge 0.63cfs, 1.79cfs, 4.63cfs, 54.00cfs and 4.85cfs respectively for a total confluence and combined discharge of 58.22cfs at Point of Discharge #2 and into an existing Type B inlet on Palomar Oaks Way as described above. The existing Basin EX-6 for the 100-year storm even discharges 2.92cfs at Point of Discharge #3 and into an existing headwall on Palomar Oaks Way as described above. The proposed basin A-1 for the 100-year storm event discharges 0.32cfs at Point of Discharge #1 (a decrease in flow of 0.21cfs compared to existing conditions) and into an existing curb and gutter on Camino Vida Roble as described above. The proposed basins B-1, B-2, B-3, B-4, EX-OFF, B-5, and B-6 for the 100-year storm event discharge 2.00cfs (detained to 1.28cfs), 0.82cfs, 3.13cfs, 1.67cfs (detained to 0.50cfs), 54.00cfs, 0.96cfs and 4.85cfs respectively for a total confluence and combined discharge of 57.88cfs at Point of Discharge #2 (a decrease in flow of 0.34cfs compared to existing conditions) and into an existing Type B inlet on Palomar Oaks Way as described above. The proposed Basin C-1 for the 100-year storm even discharges 2.92cfs at Point of Discharge #3 (no net increase in flow compared to existing conditions) and into an existing headwall on Palomar Oaks Way as described above. The existing site conditions contained approximately 52,800sf of impervious area compared to the proposed site conditions of approximately57,589sf (an increase of approximately 4,789sf of impervious area). The increase in impervious area is mitigated through the two (2) bio-filtration basins described below. Bio-Filtration Basin A: Basin BMP-A is an open surface “kidney bean” shaped basin with approximate bottom dimensions of 20’ x 40’ with a bottom surface area of 758sf. Basin side slopes are maximum 3:1 (H:V) with a finish grade surface elevation of 195.50 and an overflow elevation of 196.50 as top of the grate. The top of the 12” freeboard is at 197.50 with the top of the berm elevation at 198.08. The total storage volume capacity available is 1,697cf. Bio-Filtration Basin B: Basin BMP-B is an open surface rectangular shaped basin with bottom width varying from 4’-8” up to 7”-0” and a total overall length of approximately 195’-4” for a bottom surface area of 956sf. Basin side slopes are vertical walls with a finish grade surface elevation of 199.88 and an overflow elevation of 200.88 as the top of the grate. The top of the 6” freeboard is at 201.38 with the top of the wall elevation at 202.00. The total storage volume capacity available is 2,23cf. Below is a summary table for the 10yr, 25yr, and 100yr storm events. Basin Area "C" 10 Year 25 Year 100 Year 100 Year 100 Year Name (acres)Value Peak Peak Peak Tc Intensity Discharge Discharge Discharge (min) (in/hr) EX-1 0.103 0.719 0.34 0.42 0.53 4.77 7.19 Total 0.103 0.34 0.42 0.53 Discharge Point #1 EX-2 0.121 0.629 0.41 0.50 0.63 3.80 8.33 EX-3 0.435 0.789 1.15 1.42 1.79 7.86 5.22 EX-4 1.050 0.719 2.97 3.67 4.63 6.12 6.13 EX-CP 1 4.16 5.14 6.49 6.12 6.13 EX-OFF 97.100 0.708 17.00 24.00 54.00 20.04 1.83 EX-5 3.535 0.353 3.11 3.85 4.85 12.40 3.89 EX-CP 2 21.22 29.22 58.22 20.04 1.83 Total 102.447 21.22 29.22 58.22 Discharge Point #2 EX-6 1.579 0.353 1.87 2.31 2.92 7.81 5.24 Total 1.579 1.87 2.31 2.92 Discharge Point #3 A-1 0.069 0.700 0.21 0.26 0.32 181.00 6.73 Total 0.069 0.21 0.26 0.32 Discharge Point #1 Decrease in Q at Discharge #1: -0.21 B-1 0.463 0.736 1.28 1.58 2.00 6.56 5.86 100yr Detained Flow 1.28 B-2 0.111 0.900 0.53 0.65 0.82 3.88 8.22 B-3 0.594 0.769 2.01 2.48 3.13 5.15 6.85 CP 1 3.37 4.27 4.82 5.15 6.85 B-4 0.310 0.755 1.07 1.33 1.67 4.83 7.14 100yr Detained Flow 0.50 CP 2 4.40 5.54 5.30 4.83 7.14 EX-OFF 97.100 0.708 17.00 24.00 54.00 20.04 1.83 CP 3 18.76 26.21 55.36 20.04 1.83 B-5 0.163 0.792 0.61 0.76 0.96 4.54 7.43 B-6 3.535 0.353 3.11 3.85 4.85 12.40 3.89 CP 4 15.04 29.33 57.88 20.04 1.83 Total 102.413 15.04 29.33 57.88 Discharge Point #2 Decrease in Q at Discharge #2: -0.34 C-1 1.579 0.353 1.87 2.31 2.92 7.81 5.24 Total 1.579 1.87 2.31 2.92 Discharge Point #3 Decrease in Q at Discharge #3: 0.00 Existing Site Conditions Hydrology Analysis 10-year, 25-year, and 100-year Storm Proposed Site Conditions ,, ,, ,, APPENDIX A PROJECT SITE VICINITY MAP: APPENDIX B Table Title (No Input Required)……………Basin Soil Type Cp Area Area IMP Area "C" Value Column Title (No Input Required)……….Name (sf)(acres)(sf) User Input Required……………………………..EX-1 D 0.35 4,478 0.103 3,003 0.719 Formulated Cell (No Input Required)….EX-2 D 0.35 5,269 0.121 2,677 0.629 Formulated Cell (No Input Required)….EX-3 D 0.35 18,960 0.435 15,150 0.789 EX-4 D 0.35 45,752 1.050 30,660 0.719 EX-5 D 0.35 153,968 3.535 966 0.353 EX-6 D 0.35 68,769 1.579 344 0.353 EX-OFF D 0.35 4,229,676 97.100 2,749,290 0.708 A-1 D 0.35 2,989 0.069 1,901 0.700 B-1 D 0.35 20,151 0.463 14,158 0.736 B-2 D 0.35 4,841 0.111 4,841 0.900 B-3 D 0.35 25,873 0.594 19,726 0.769 B-4 D 0.35 13,524 0.310 9,965 0.755 B-5 D 0.35 7,081 0.163 5,688 0.792 B-6 D 0.35 153,968 3.535 966 0.353 C-1 D 0.35 68,769 1.579 344 0.353 Basin Name EX-CP 1 EX-CP 2 CP 1 CP 2 CP 3 CP 4 Confluence Table Basin Confluence EX-2 : EX-3 : EX-4 EX-CP 1 : EX-OFF : EX-5 B-1(detained) : B-2 : B-3 CP 1 : B-4 (detained) CP 2 : EX-OFF CP 3 : B-5 : B-6 4.50 P6-100yr WEIGHTED "C" VALUE, CONFLUENCE TABLE AND HYDROLOGY SUMMARY TABLE P6-10yr Legend Weighted "C" Value Rational Method 2.65 Rational Method 1.7 3.00 P6-10yr 2.65 1.70 P24-10yr P6-100yr P24-100yr Rational Method P6-25yr 2.10 P24-25yr 3.50 P6-25yr 2.1 Junction. Equation: 1 < T 2 < T 3 T T Q -Q + I Q + 1,Q Tl -I T i l I 1 ] Basin Area "C"10 Year 25 Year 100 Year 100 Year 100 Year Name (acres)Value Peak Peak Peak Tc Intensity Discharge Discharge Discharge (min)(in/hr) EX-1 0.103 0.719 0.34 0.42 0.53 4.77 7.19 Total 0.103 0.34 0.42 0.53 Discharge Point #1 EX-2 0.121 0.629 0.41 0.50 0.63 3.80 8.33 EX-3 0.435 0.789 1.15 1.42 1.79 7.86 5.22 EX-4 1.050 0.719 2.97 3.67 4.63 6.12 6.13 EX-CP 1 4.16 5.14 6.49 6.12 6.13 EX-OFF 97.100 0.708 17.00 24.00 54.00 20.04 1.83 EX-5 3.535 0.353 3.11 3.85 4.85 12.40 3.89 EX-CP 2 21.22 29.22 58.22 20.04 1.83 Total 102.447 21.22 29.22 58.22 Discharge Point #2 EX-6 1.579 0.353 1.87 2.31 2.92 7.81 5.24 Total 1.579 1.87 2.31 2.92 Discharge Point #3 A-1 0.069 0.700 0.21 0.26 0.32 181.00 6.73 Total 0.069 0.21 0.26 0.32 Discharge Point #1 Decrease in Q at Discharge #1:-0.21 B-1 0.463 0.736 1.28 1.58 2.00 6.56 5.86 100yr Detained Flow 1.28 B-2 0.111 0.900 0.53 0.65 0.82 3.88 8.22 B-3 0.594 0.769 2.01 2.48 3.13 5.15 6.85 CP 1 3.37 4.27 4.82 5.15 6.85 B-4 0.310 0.755 1.07 1.33 1.67 4.83 7.14 100yr Detained Flow 0.50 CP 2 4.40 5.54 5.30 4.83 7.14 EX-OFF 97.100 0.708 17.00 24.00 54.00 20.04 1.83 CP 3 18.76 26.21 55.36 20.04 1.83 B-5 0.163 0.792 0.61 0.76 0.96 4.54 7.43 B-6 3.535 0.353 3.11 3.85 4.85 12.40 3.89 CP 4 15.04 29.33 57.88 20.04 1.83 Total 102.413 15.04 29.33 57.88 Discharge Point #2 Decrease in Q at Discharge #2:-0.34 C-1 1.579 0.353 1.87 2.31 2.92 7.81 5.24 Total 1.579 1.87 2.31 2.92 Discharge Point #3 Decrease in Q at Discharge #3:0.00 Existing Site Conditions Hydrology Analysis 10-year, 25-year, and 100-year Storm Proposed Site Conditions Basin Area "C"Overland Elev Elev Overland Initial Travel Elev Elev Travel Time of Time of Intensity Peak Name (acres) Value Length Top Bottom Slope Time Ti Length Top Bottom Slope Travel. Tt Conc. Tc Discharge (ft)(ft)(ft)(ft/ft)(min)(ft)(ft)(ft)(ft/ft)(min)(min)(in/hr)(cfs) EX-1 0.103 0.719 75 203.5 202 2.00 4.30 35 202 201 2.86 0.47 4.77 4.61 0.34 TOTAL POINT OF DISCHARGE #1 0.34 EX-2 0.121 0.629 65 205 201.75 5.00 3.80 ----0.00 3.80 5.35 0.41 EX-3 0.435 0.789 75 207.5 206 2.00 5.10 300 206 199.5 2.17 2.76 7.86 3.35 1.15 EX-4 1.050 0.719 100 203 198 5.00 3.70 460 198 165 7.17 2.42 6.12 3.93 2.97 EX-CP 1 6.12 3.93 4.16 EX-OFF 97.100 0.708 75 318 316.5 2.00 8.70 2700 316.5 196 4.46 11.34 20.04 1.83 17.00 EX-5 3.535 0.353 100 200 196.5 3.50 8.70 655 196.5 165 4.81 3.70 12.40 2.49 3.11 EX-CP 2 20.04 1.83 21.22 TOTAL POINT OF DISCHARGE #2 21.22 EX-6 1.579 0.353 100 202 188 14.00 6.90 180 188 163 13.89 0.91 7.81 3.36 1.87 TOTAL POINT OF DISCHARGE #3 1.87 A-1 0.069 0.700 75 202.5 201 2.00 5.10 10 201 200.75 2.50 0.19 5.29 4.32 0.21 TOTAL POINT OF DISCHARGE #1 0.21 B-1 0.463 0.736 75 205.5 204 2.00 5.10 130 204 201.25 2.12 1.46 6.56 3.76 1.28 100yr Detained Flow 1.28 B-2 0.111 0.900 70 200 198.6 2.00 2.70 65 198.6 198 0.92 1.18 3.88 5.27 0.53 B-3 0.594 0.769 75 205 203.5 2.00 4.00 125 203.6 199 3.68 1.15 5.15 4.40 2.01 CP 1 5.15 4.40 3.37 B-4 0.310 0.755 75 199 197.5 2.00 4.00 65 197.5 196 2.31 0.83 4.83 4.58 1.07 100yr Detained Flow 0.50 CP 2 4.83 4.58 4.40 EX-OFF 97.100 0.708 75 318 316.5 2.00 8.70 2700 316.5 196 4.46 11.34 20.04 1.83 17.00 CP 3 20.04 1.83 18.76 B-5 0.163 0.792 85 205 202.5 2.94 3.80 70 202.5 200 3.57 0.74 4.54 4.77 0.61 B-6 3.535 0.353 100 200 196.5 3.50 8.70 655 196.5 165 4.81 3.70 12.40 2.49 3.11 CP 4 20.04 1.83 15.04 TOTAL TOTAL POINT OF DISCHARGE #2 21.28 C-1 1.579 0.353 100 202 188 14.00 6.90 180 188 163 13.89 0.91 7.81 3.36 1.87 TOTAL POINT OF DISCHARGE #3 1.87 HYDROLOGY SUMMARY TABLE Hydrology Analysis 10-Year Storm Basin Area "C"Overland Elev Elev Overland Initial Travel Elev Elev Travel Time of Time of Intensity Peak Name (acres) Value Length Top Bottom Slope Time Ti Length Top Bottom Slope Travel. Tt Conc. Tc Discharge (ft)(ft)(ft)(ft/ft)(min)(ft)(ft)(ft)(ft/ft)(min)(min)(in/hr)(cfs) EX-1 0.103 0.719 75 203.5 202 2.00 4.30 35 202 201 2.86 0.47 4.77 5.70 0.42 TOTAL POINT OF DISCHARGE #1 0.42 EX-2 0.121 0.629 65 205 201.75 5.00 3.80 ----0.00 3.80 6.60 0.50 EX-3 0.435 0.789 75 207.5 206 2.00 5.10 300 206 199.5 2.17 2.76 7.86 4.13 1.42 EX-4 1.050 0.719 100 203 198 5.00 3.70 460 198 165 7.17 2.42 6.12 4.86 3.67 EX-CP 1 6.12 4.86 5.14 EX-OFF 97.100 0.708 75 318 316.5 2.00 8.70 2700 316.5 196 4.46 11.34 20.04 2.26 24.00 EX-5 3.535 0.353 100 200 196.5 3.50 8.70 655 196.5 165 4.81 3.70 12.40 3.08 3.85 EX-CP 2 20.04 2.26 29.22 TOTAL POINT OF DISCHARGE #2 29.22 EX-6 1.579 0.353 100 202 188 14.00 6.90 180 188 163 13.89 0.91 7.81 4.15 2.31 TOTAL POINT OF DISCHARGE #3 2.31 A-1 0.069 0.700 75 202.5 201 2.00 5.10 10 201 200.75 2.50 0.19 5.29 5.34 0.26 TOTAL POINT OF DISCHARGE #1 0.26 B-1 0.463 0.736 75 205.5 204 2.00 5.10 130 204 201.25 2.12 1.46 6.56 4.64 1.58 100yr Detained Flow 1.28 B-2 0.111 0.900 70 200 198.6 2.00 2.70 65 198.6 198 0.92 1.18 3.88 6.52 0.65 B-3 0.594 0.769 75 205 203.5 2.00 4.00 125 203.6 199 3.68 1.15 5.15 5.43 2.48 CP 1 5.15 5.43 4.27 B-4 0.310 0.755 75 199 197.5 2.00 4.00 65 197.5 196 2.31 0.83 4.83 5.66 1.33 100yr Detained Flow 0.50 CP 2 4.83 5.66 5.54 EX-OFF 97.100 0.708 75 318 316.5 2.00 8.70 2700 316.5 196 4.46 11.34 20.04 2.26 24.00 CP 3 20.04 2.26 26.21 B-5 0.163 0.792 85 205 202.5 2.94 3.80 70 202.5 200 3.57 0.74 4.54 5.89 0.76 B-6 3.535 0.353 100 200 196.5 3.50 8.70 655 196.5 165 4.81 3.70 12.40 3.08 3.85 CP 4 20.04 2.26 29.33 TOTAL TOTAL POINT OF DISCHARGE #2 29.33 C-1 1.579 0.353 100 202 188 14.00 6.90 180 188 163 13.89 0.91 7.81 4.15 2.31 TOTAL POINT OF DISCHARGE #3 2.31 Hydrology Analysis 25-Year Storm HYDROLOGY SUMMARY TABLE Basin Area "C"Overland Elev Elev Overland Initial Travel Elev Elev Travel Time of Time of Intensity Peak Name (acres) Value Length Top Bottom Slope Time Ti Length Top Bottom Slope Travel. Tt Conc. Tc Discharge (ft)(ft)(ft)(ft/ft)(min)(ft)(ft)(ft)(ft/ft)(min)(min)(in/hr)(cfs) EX-1 0.103 0.719 75 203.5 202 2.00 4.30 35 202 201 2.86 0.47 4.77 7.19 0.53 TOTAL POINT OF DISCHARGE #1 0.53 EX-2 0.121 0.629 65 205 201.75 5.00 3.80 ----0.00 3.80 8.33 0.63 EX-3 0.435 0.789 75 207.5 206 2.00 5.10 300 206 199.5 2.17 2.76 7.86 5.22 1.79 EX-4 1.050 0.719 100 203 198 5.00 3.70 460 198 165 7.17 2.42 6.12 6.13 4.63 EX-CP 1 6.12 6.13 6.49 EX-OFF 97.100 0.708 75 318 316.5 2.00 8.70 2700 316.5 196 4.46 11.34 20.04 1.83 54.00 EX-5 3.535 0.353 100 200 196.5 3.50 8.70 655 196.5 165 4.81 3.70 12.40 3.89 4.85 EX-CP 2 20.04 1.83 58.22 TOTAL POINT OF DISCHARGE #2 58.22 EX-6 1.579 0.353 100 202 188 14.00 6.90 180 188 163 13.89 0.91 7.81 5.24 2.92 TOTAL POINT OF DISCHARGE #3 2.92 A-1 0.069 0.700 75 202.5 201 2.00 5.10 10 201 200.75 2.50 0.19 5.29 6.73 0.32 TOTAL POINT OF DISCHARGE #1 0.32 B-1 0.463 0.736 75 205.5 204 2.00 5.10 130 204 201.25 2.12 1.46 6.56 5.86 2.00 100yr Detained Flow 1.28 B-2 0.111 0.900 70 200 198.6 2.00 2.70 65 198.6 198 0.92 1.18 3.88 8.22 0.82 B-3 0.594 0.769 75 205 203.5 2.00 4.00 125 203.6 199 3.68 1.15 5.15 6.85 3.13 CP 1 5.15 6.85 4.82 B-4 0.310 0.755 75 199 197.5 2.00 4.00 65 197.5 196 2.31 0.83 4.83 7.14 1.67 100yr Detained Flow 0.50 CP 2 4.83 7.14 5.30 EX-OFF 97.100 0.708 75 318 316.5 2.00 8.70 2700 316.5 196 4.46 11.34 20.04 1.83 54.00 CP 3 20.04 1.83 55.36 B-5 0.163 0.792 85 205 202.5 2.94 3.80 70 202.5 200 3.57 0.74 4.54 7.43 0.96 B-6 3.535 0.353 100 200 196.5 3.50 8.70 655 196.5 165 4.81 3.70 12.40 3.89 4.85 CP 4 20.04 1.83 57.88 TOTAL TOTAL POINT OF DISCHARGE #2 57.88 C-1 1.579 0.353 100 202 188 14.00 6.90 180 188 163 13.89 0.91 7.81 5.24 2.92 TOTAL POINT OF DISCHARGE #3 2.92 Hydrology Analysis 100-Year Storm HYDROLOGY SUMMARY TABLE HYDRAULIC CALCS 33" RCP Pipe Refer to CP 3 on Hydrology Calculations for 100-year storm of Q = 55.36cfs < Q = 57.82 cfs B-1 Outflow 12" PVC proposed. B-4 Outflow 15" PVC proposed. Solve for Q and v d 2"750 Enter Diameter of pipe in f eet - s 0.0078 Enter Slope n ,n n -1 ;t Enter Mann ina's Coefficient ' ' ' ' ~ 0 : 57.826 -Flow, ds V -9.736 -Velocity, ft/ sec 't'lo\\'.I,\\ I I Solve ford and v I Q 2.000 Enter Flow, cfs s 0.0150 Enter Slope n , ' ' ' U ;V'J. l '"' Enter Manning's Coefficient d >-0.701 . Diameter, feet ~ V ,. 5.1,8 ,1 . • Velocity, ft/ sec . . ' I I Solve for d and v Q 5.300 Enter Floi,v, cfs s 0.0125 Enter Slope n ,n f\i i Enter Mannina's Coefficient '( l l o ' d 1.045 -Diameter, feet - V -6.174 Velocitv, ft/ sec - '----1 \ \ \ \ \ \ \ I Velocity flow into B-4 to size Riprap Per SDRSD D-40, No. 2 Backing is rated for 6 - 10fps. INPUT DATA: . 1s1 units (metric) • 1 Select U.S. Customary unils .. Pipe diameter D 13 1ft Discharge 0 153 I cfs Bottom slope S I 04 I tvft Manning's n 1012 I onlinechannel06.php: N onnal depth in a partially full circular culveit INTERMEDIATE CALCS: Constant k 1.486 Flow area A 0.545 ft2 Wetted perimeter P 2.221 ft Hydraulic radius R 0.245 ft Relative depth y/D 0 .130 Froude number [based on y) 2.732 I Calculate I Your request was processed at 03 17 38 pm on July 17th, 2023 [ 230717 15 17 38 ] Thank you for running onlinechannel_06. Please call again. (1406181 Formulas A = (D2/8) (8 -sinB) P = rB R = A/P Q = (k/n) AR2/351/2 V = Q/A ,1>UIPUT.:.. _ _ _ _ _ ('('{'{'{'I' 'I' 'I'~ >'" Flow depth y 0.392 ft J} l ~ r FlowvelocityV 9714fps I ).).).).}..}. Trench Grate Calculation for Basin B-3 Length Required Length Provided No bypass flow Slotted Drain on Grade Required Information -----I Longitudinal gutter or channel slope, S (ft/fl) 0.002 1-------1 Transverse slope, Sx (ft/fl) 0.018 1-------1 Mannings n 0.012 1-------1 Total flow into inlet (gutter). Q (cfs) 6.85 Output Transverse slope reciprocal, Z (ft/fl): Length of the slot required for total interception, L, (fl): 55.56 35.31 Calculating Slotted Drain Carryover Efficiency• Required Information Selected length of slot. Ls (fl) I 132 Output Total gutter flow at inlet, Q ( cfs): 6.85 Intercepted flow at inlet, O; ( cfs): 6.85 Bypass flow, a., (cfs): 0.00 Efficiency (Q;/Q): 100% • Carryover efficiency calculation is necessary only when Ls< L, • Bypass flow is not intercepted by this inlet and must be captured by another inlet downstream along the gutter; bypass flow should be added to the additional runoff directed into the next inlet downstream in the gutter - / - B-1 RickRat Hydrograph Data NOTE: TIME OF CONCENTRATION 6.56 MIN. 6 HOUR RAINFALL 2.65 INCHES BASIN AREA 0.463 ACRES RUNOFF COEFFICENT 0.74 PEAK DISCHARGE 2.00 CFS 100 YEAR STORM TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 217 DISCHARGE (CFS) = 0.2 TIME (MIN) = 7 DISCHARGE (CFS) = 0.1 TIME (MIN) = 224 DISCHARGE (CFS) = 0.3 TIME (MIN) = 14 DISCHARGE (CFS) = 0.1 TIME (MIN) = 231 DISCHARGE (CFS) = 0.4 TIME (MIN) = 21 DISCHARGE (CFS) = 0.1 TIME (MIN) = 238 DISCHARGE (CFS) = 0.4 TIME (MIN) = 28 DISCHARGE (CFS) = 0.1 TIME (MIN) = 245 DISCHARGE (CFS) = 2 TIME (MIN) = 35 DISCHARGE (CFS) = 0.1 TIME (MIN) = 252 DISCHARGE (CFS) = 0.3 TIME (MIN) = 42 DISCHARGE (CFS) = 0.1 TIME (MIN) = 259 DISCHARGE (CFS) = 0.2 TIME (MIN) = 49 DISCHARGE (CFS) = 0.1 TIME (MIN) = 266 DISCHARGE (CFS) = 0.2 TIME (MIN) = 56 DISCHARGE (CFS) = 0.1 TIME (MIN) = 273 DISCHARGE (CFS) = 0.1 TIME (MIN) = 63 DISCHARGE (CFS) = 0.1 TIME (MIN) = 280 DISCHARGE (CFS) = 0.1 TIME (MIN) = 70 DISCHARGE (CFS) = 0.1 TIME (MIN) = 287 DISCHARGE (CFS) = 0.1 TIME (MIN) = 77 DISCHARGE (CFS) = 0.1 TIME (MIN) = 294 DISCHARGE (CFS) = 0.1 TIME (MIN) = 84 DISCHARGE (CFS) = 0.1 TIME (MIN) = 301 DISCHARGE (CFS) = 0.1 TIME (MIN) = 91 DISCHARGE (CFS) = 0.1 TIME (MIN) = 308 DISCHARGE (CFS) = 0.1 TIME (MIN) = 98 DISCHARGE (CFS) = 0.1 TIME (MIN) = 315 DISCHARGE (CFS) = 0.1 TIME (MIN) = 105 DISCHARGE (CFS) = 0.1 TIME (MIN) = 322 DISCHARGE (CFS) = 0.1 TIME (MIN) = 112 DISCHARGE (CFS) = 0.1 TIME (MIN) = 329 DISCHARGE (CFS) = 0.1 TIME (MIN) = 119 DISCHARGE (CFS) = 0.1 TIME (MIN) = 336 DISCHARGE (CFS) = 0.1 TIME (MIN) = 126 DISCHARGE (CFS) = 0.1 TIME (MIN) = 343 DISCHARGE (CFS) = 0.1 TIME (MIN) = 133 DISCHARGE (CFS) = 0.1 TIME (MIN) = 350 DISCHARGE (CFS) = 0.1 TIME (MIN) = 140 DISCHARGE (CFS) = 0.1 TIME (MIN) = 357 DISCHARGE (CFS) = 0.1 TIME (MIN) = 147 DISCHARGE (CFS) = 0.1 TIME (MIN) = 364 DISCHARGE (CFS) = 0 TIME (MIN) = 154 DISCHARGE (CFS) = 0.1 TIME (MIN) = 161 DISCHARGE (CFS) = 0.1 TIME (MIN) = 168 DISCHARGE (CFS) = 0.1 TIME (MIN) = 175 DISCHARGE (CFS) = 0.1 TIME (MIN) = 182 DISCHARGE (CFS) = 0.1 TIME (MIN) = 189 DISCHARGE (CFS) = 0.1 TIME (MIN) = 196 DISCHARGE (CFS) = 0.1 TIME (MIN) = 203 DISCHARGE (CFS) = 0.2 TIME (MIN) = 210 DISCHARGE (CFS) = 0.2 Time and Discharge values were obtained using County of San Diego Rational Method Hydrograph software prepared by Rick Engineering Company copyright 2001. B-4 RickRat Hydrograph Data NOTE: TIME OF CONCENTRATION 4.83 MIN. 6 HOUR RAINFALL 2.65 INCHES BASIN AREA 0.310 ACRES RUNOFF COEFFICENT 0.76 PEAK DISCHARGE 1.67 CFS 100 YEAR STORM TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 185 DISCHARGE (CFS) = 0.1 TIME (MIN) = 5 DISCHARGE (CFS) = 0 TIME (MIN) = 190 DISCHARGE (CFS) = 0.1 TIME (MIN) = 10 DISCHARGE (CFS) = 0 TIME (MIN) = 195 DISCHARGE (CFS) = 0.1 TIME (MIN) = 15 DISCHARGE (CFS) = 0 TIME (MIN) = 200 DISCHARGE (CFS) = 0.1 TIME (MIN) = 20 DISCHARGE (CFS) = 0 TIME (MIN) = 205 DISCHARGE (CFS) = 0.1 TIME (MIN) = 25 DISCHARGE (CFS) = 0 TIME (MIN) = 210 DISCHARGE (CFS) = 0.1 TIME (MIN) = 30 DISCHARGE (CFS) = 0 TIME (MIN) = 215 DISCHARGE (CFS) = 0.1 TIME (MIN) = 35 DISCHARGE (CFS) = 0 TIME (MIN) = 220 DISCHARGE (CFS) = 0.2 TIME (MIN) = 40 DISCHARGE (CFS) = 0 TIME (MIN) = 225 DISCHARGE (CFS) = 0.2 TIME (MIN) = 45 DISCHARGE (CFS) = 0 TIME (MIN) = 230 DISCHARGE (CFS) = 0.2 TIME (MIN) = 50 DISCHARGE (CFS) = 0 TIME (MIN) = 235 DISCHARGE (CFS) = 0.3 TIME (MIN) = 55 DISCHARGE (CFS) = 0 TIME (MIN) = 240 DISCHARGE (CFS) = 0.4 TIME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 245 DISCHARGE (CFS) = 1.67 TIME (MIN) = 65 DISCHARGE (CFS) = 0 TIME (MIN) = 250 DISCHARGE (CFS) = 0.3 TIME (MIN) = 70 DISCHARGE (CFS) = 0 TIME (MIN) = 255 DISCHARGE (CFS) = 0.2 TIME (MIN) = 75 DISCHARGE (CFS) = 0 TIME (MIN) = 260 DISCHARGE (CFS) = 0.1 TIME (MIN) = 80 DISCHARGE (CFS) = 0 TIME (MIN) = 265 DISCHARGE (CFS) = 0.1 TIME (MIN) = 85 DISCHARGE (CFS) = 0 TIME (MIN) = 270 DISCHARGE (CFS) = 0.1 TIME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 275 DISCHARGE (CFS) = 0.1 TIME (MIN) = 95 DISCHARGE (CFS) = 0.1 TIME (MIN) = 280 DISCHARGE (CFS) = 0.1 TIME (MIN) = 100 DISCHARGE (CFS) = 0.1 TIME (MIN) = 285 DISCHARGE (CFS) = 0.1 TIME (MIN) = 105 DISCHARGE (CFS) = 0.1 TIME (MIN) = 290 DISCHARGE (CFS) = 0.1 TIME (MIN) = 110 DISCHARGE (CFS) = 0.1 TIME (MIN) = 295 DISCHARGE (CFS) = 0.1 TIME (MIN) = 115 DISCHARGE (CFS) = 0.1 TIME (MIN) = 300 DISCHARGE (CFS) = 0.1 TIME (MIN) = 120 DISCHARGE (CFS) = 0.1 TIME (MIN) = 305 DISCHARGE (CFS) = 0.1 TIME (MIN) = 125 DISCHARGE (CFS) = 0.1 TIME (MIN) = 310 DISCHARGE (CFS) = 0.1 TIME (MIN) = 130 DISCHARGE (CFS) = 0.1 TIME (MIN) = 315 DISCHARGE (CFS) = 0.1 TIME (MIN) = 135 DISCHARGE (CFS) = 0.1 TIME (MIN) = 320 DISCHARGE (CFS) = 0 TIME (MIN) = 140 DISCHARGE (CFS) = 0.1 TIME (MIN) = 325 DISCHARGE (CFS) = 0 TIME (MIN) = 145 DISCHARGE (CFS) = 0.1 TIME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 150 DISCHARGE (CFS) = 0.1 TIME (MIN) = 335 DISCHARGE (CFS) = 0 TIME (MIN) = 155 DISCHARGE (CFS) = 0.1 TIME (MIN) = 340 DISCHARGE (CFS) = 0 TIME (MIN) = 160 DISCHARGE (CFS) = 0.1 TIME (MIN) = 345 DISCHARGE (CFS) = 0 TIME (MIN) = 165 DISCHARGE (CFS) = 0.1 TIME (MIN) = 350 DISCHARGE (CFS) = 0 TIME (MIN) = 170 DISCHARGE (CFS) = 0.1 TIME (MIN) = 355 DISCHARGE (CFS) = 0 TIME (MIN) = 175 DISCHARGE (CFS) = 0.1 TIME (MIN) = 360 DISCHARGE (CFS) = 0 TIME (MIN) = 180 DISCHARGE (CFS) = 0.1 TIME (MIN) = 365 DISCHARGE (CFS) = 0 Time and Discharge values were obtained using County of San Diego Rational Method Hydrograph software prepared by Rick Engineering Company copyright 2001. 1 2 3 4 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: HydoGraphs.gpw Friday, 03 / 24 / 2023 Hyd.Origin Description Legend 1 Manual B-1 2 Manual B-4 3 Reservoir B-1 Mitigated 4 Reservoir B-4 Mitigated Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual ------ ------- ------- ------- ------- 0.000 ------- 0.000 2.000 B-1 2 Manual ------ ------- ------- ------- ------- 0.000 ------- 0.000 1.670 B-4 3 Reservoir 1 ------- ------- ------- ------- 0.000 ------- 0.000 1.265 B-1 Mitigated 4 Reservoir 2 ------- ------- ------- ------- 0.000 ------- 0.000 0.561 B-4 Mitigated Proj. file: HydoGraphs V2.gpw Thursday, 07 / 27 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft)(ft)(cuft) 1 Manual 2.000 7 245 3,570 ------ ------------ B-1 2 Manual 1.670 5 245 2,151 ------ ------------ B-4 3 Reservoir 1.264 7 252 3,472 1 200.76 1,990 B-1 Mitigated 4 Reservoir 0.561 5 250 2,065 2 196.58 1,536 B-4 Mitigated C:\Users\giorg\OneDrive - Najars Engineering\Projects\400\472 Palomar Airport Road Carwash\Stormwater\Hydrology\HydoGraphs V2.gpwReturn Period: 100 Year Thursday, 07 / 27 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Hyd. No. 1 B-1 Hydrograph type = Manual Peak discharge = 2.000 cfs Storm frequency = 100 yrs Time to peak = 245 min Time interval = 7 min Hyd. volume = 3,570 cuft 4 0 63 126 189 252 315 378 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) B-1 Hyd. No. 1 -- 100 Year Hyd No. 1 - - - - - \. --- / '- Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Hyd. No. 2 B-4 Hydrograph type = Manual Peak discharge = 1.670 cfs Storm frequency = 100 yrs Time to peak = 245 min Time interval = 5 min Hyd. volume = 2,151 cuft 5 0 50 100 150 200 250 300 350 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) B-4 Hyd. No. 2 -- 100 Year Hyd No. 2 - - - I \ Layer Section (ft) Stage Elevation (ft)Area (sf)Porosity Storage Volume (cf) Stage Storage Volume (cf) Aggregate 1.5 1.5 758 0.4 454.8 454.8 Engineered Soil 1.5 3.0 758 0.2 227.4 682.2 Mulch 0.25 3.25 758 0.2 37.9 720.1 Ponding 1.0 4.25 758 1 758 1478.1 Overflow Head 0.25 4.5 758 1 189.5 1667.6 Layer Section (ft) Stage Elevation (ft)Area (sf)Porosity Storage Volume (cf) Stage Storage Volume (cf) Aggregate 1.5 1.5 956 0.4 573.6 573.6 Engineered Soil 1.5 3.0 956 0.2 286.8 860.4 Mulch 0.25 3.25 956 0.2 47.8 908.2 Ponding 1.0 4.25 956 1 956 1864.2 Overflow Head 0.25 4.50 956 1 239 2103.2 BMP A - Volume Calculations BMP B - Volume Calculations POND REPORT - VOLUME STORAGE CALCULATION Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Hyd. No. 3 B-1 Mitigated Hydrograph type = Reservoir Peak discharge = 1.264 cfs Storm frequency = 100 yrs Time to peak = 252 min Time interval = 7 min Hyd. volume = 3,472 cuft Inflow hyd. No. = 1 - B-1 Max. Elevation = 200.76 ft Reservoir name = BMP B Max. Storage = 1,990 cuft Storage Indication method used. 0 49 98 147 196 245 294 343 392 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) B-1 Mitigated Hyd. No. 3 -- 100 Year Hyd No. 3 Hyd No. 1 Total storage used = 1,990 cuft -7 - j ' 'l 11 ~ - /I I I I I I I I I I I I I I I I I I I I I I I I V --- 111111111 Pond Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Pond No. 1 - BMP B Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 196.38 n/a 0 0 1.50 197.88 n/a 574 574 3.00 199.38 n/a 287 860 3.25 199.63 n/a 48 908 4.25 200.63 n/a 956 1,864 4.50 200.88 n/a 239 2,103 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 12.00 0.58 0.00 0.00 Span (in)= 12.00 0.58 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 196.63 196.63 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 7.85 0.00 0.00 0.00 Crest El. (ft)= 200.63 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Stage (ft) 0.00 196.38 1.00 197.38 2.00 198.38 3.00 199.38 4.00 200.38 5.00 201.38 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Pond Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Pond No. 1 - BMP B Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 196.38 n/a 0 0 1.50 197.88 n/a 574 574 3.00 199.38 n/a 287 860 3.25 199.63 n/a 48 908 4.25 200.63 n/a 956 1,864 4.50 200.88 n/a 239 2,103 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 12.00 0.58 0.00 0.00 Span (in)= 12.00 0.58 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 196.63 196.63 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 7.85 0.00 0.00 0.00 Crest El. (ft)= 200.63 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 196.38 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.15 57 196.53 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.30 115 196.68 0.00 0.00 ic --- --- 0.00 --- --- --- --- --- 0.001 0.45 172 196.83 0.00 0.00 ic --- --- 0.00 --- --- --- --- --- 0.004 0.60 229 196.98 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.005 0.75 287 197.13 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.006 0.90 344 197.28 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.007 1.05 402 197.43 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.008 1.20 459 197.58 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.008 1.35 516 197.73 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.009 1.50 574 197.88 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.010 1.65 602 198.03 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.010 1.80 631 198.18 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 1.95 660 198.33 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 2.10 688 198.48 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 2.25 717 198.63 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 2.40 746 198.78 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.013 2.55 774 198.93 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.013 2.70 803 199.08 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.014 2.85 832 199.23 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.014 3.00 860 199.38 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.03 865 199.40 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.05 870 199.43 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.08 875 199.46 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.10 880 199.48 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.13 884 199.51 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.15 889 199.53 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.015 3.18 894 199.55 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.015 3.20 899 199.58 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.015 3.23 903 199.60 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.015 3.25 908 199.63 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.015 3.35 1,004 199.73 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.015 3.45 1,099 199.83 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.016 3.55 1,195 199.93 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.016 3.65 1,291 200.03 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.016 3.75 1,386 200.13 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.016 3.85 1,482 200.23 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.017 3.95 1,577 200.33 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.017 Continues on next page... 8 BMP B Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.05 1,673 200.43 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.017 4.15 1,769 200.53 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.017 4.25 1,864 200.63 0.00 0.02 ic --- --- 0.00 --- --- --- --- --- 0.018 4.28 1,888 200.65 0.11 ic 0.02 ic --- --- 0.10 --- --- --- --- --- 0.121 4.30 1,912 200.68 0.29 ic 0.02 ic --- --- 0.29 --- --- --- --- --- 0.310 4.32 1,936 200.71 0.54 ic 0.02 ic --- --- 0.54 --- --- --- --- --- 0.554 4.35 1,960 200.73 0.84 ic 0.02 ic --- --- 0.83 --- --- --- --- --- 0.844 4.38 1,984 200.76 1.15 ic 0.02 ic --- --- 1.15 --- --- --- --- --- 1.173 4.40 2,008 200.78 1.52 ic 0.02 ic --- --- 1.52 --- --- --- --- --- 1.536 4.43 2,032 200.80 1.92 ic 0.02 ic --- --- 1.91 --- --- --- --- --- 1.931 4.45 2,055 200.83 2.34 ic 0.02 ic --- --- 2.34 --- --- --- --- --- 2.355 4.48 2,079 200.85 2.79 ic 0.02 ic --- --- 2.79 --- --- --- --- --- 2.807 4.50 2,103 200.88 3.27 ic 0.02 ic --- --- 3.27 --- --- --- --- --- 3.286 ...End Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Hyd. No. 4 B-4 Mitigated Hydrograph type = Reservoir Peak discharge = 0.561 cfs Storm frequency = 100 yrs Time to peak = 250 min Time interval = 5 min Hyd. volume = 2,065 cuft Inflow hyd. No. = 2 - B-4 Max. Elevation = 196.58 ft Reservoir name = BMP A Max. Storage = 1,536 cuft Storage Indication method used. 0 50 100 150 200 250 300 350 400 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) B-4 Mitigated Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 2 Total storage used = 1,536 cuft - -\. J Ii 111111111 111111111 111 . 111111111 Pond Report 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Pond No. 2 - BMP A Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 192.25 n/a 0 0 1.50 193.75 n/a 455 455 3.00 195.25 n/a 227 682 3.25 195.50 n/a 38 720 4.25 196.50 n/a 758 1,478 4.50 196.75 n/a 190 1,668 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 15.00 0.50 0.00 0.00 Span (in)= 15.00 0.50 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 192.50 192.50 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 7.85 0.00 0.00 0.00 Crest El. (ft)= 196.50 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Stage (ft) 0.00 192.25 1.00 193.25 2.00 194.25 3.00 195.25 4.00 196.25 5.00 197.25 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Pond No. 2 - BMP A Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 192.25 n/a 0 0 1.50 193.75 n/a 455 455 3.00 195.25 n/a 227 682 3.25 195.50 n/a 38 720 4.25 196.50 n/a 758 1,478 4.50 196.75 n/a 190 1,668 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 15.00 0.50 0.00 0.00 Span (in)= 15.00 0.50 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 192.50 192.50 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 7.85 0.00 0.00 0.00 Crest El. (ft)= 196.50 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --- --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 192.25 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.15 45 192.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.30 91 192.55 0.00 0.00 ic --- --- 0.00 --- --- --- --- --- 0.001 0.45 136 192.70 0.00 0.00 ic --- --- 0.00 --- --- --- --- --- 0.003 0.60 182 192.85 0.00 0.00 ic --- --- 0.00 --- --- --- --- --- 0.004 0.75 227 193.00 0.00 0.00 ic --- --- 0.00 --- --- --- --- --- 0.005 0.90 273 193.15 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.005 1.05 318 193.30 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.006 1.20 364 193.45 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.006 1.35 409 193.60 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.007 1.50 455 193.75 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.007 1.65 478 193.90 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.008 1.80 500 194.05 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.008 1.95 523 194.20 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.009 2.10 546 194.35 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.009 2.25 568 194.50 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.009 2.40 591 194.65 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.010 2.55 614 194.80 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.010 2.70 637 194.95 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.010 2.85 659 195.10 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.00 682 195.25 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.03 686 195.27 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.05 690 195.30 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.08 694 195.32 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.10 697 195.35 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.13 701 195.38 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.15 705 195.40 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.18 709 195.43 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.20 713 195.45 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.23 716 195.47 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.25 720 195.50 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.011 3.35 796 195.60 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 3.45 872 195.70 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 3.55 947 195.80 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 3.65 1,023 195.90 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 3.75 1,099 196.00 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 3.85 1,175 196.10 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.012 3.95 1,251 196.20 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.013 Continues on next page... 11 BMP A Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.05 1,327 196.30 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.013 4.15 1,402 196.40 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.013 4.25 1,478 196.50 0.00 0.01 ic --- --- 0.00 --- --- --- --- --- 0.013 4.28 1,497 196.52 0.11 ic 0.01 ic --- --- 0.10 --- --- --- --- --- 0.116 4.30 1,516 196.55 0.29 ic 0.01 ic --- --- 0.29 --- --- --- --- --- 0.305 4.32 1,535 196.57 0.54 ic 0.01 ic --- --- 0.54 --- --- --- --- --- 0.550 4.35 1,554 196.60 0.83 ic 0.01 ic --- --- 0.83 --- --- --- --- --- 0.840 4.38 1,573 196.63 1.16 ic 0.01 ic --- --- 1.15 --- --- --- --- --- 1.168 4.40 1,592 196.65 1.55 ic 0.01 ic --- --- 1.52 --- --- --- --- --- 1.531 4.43 1,611 196.68 1.92 ic 0.01 ic --- --- 1.91 --- --- --- --- --- 1.926 4.45 1,630 196.70 2.36 ic 0.01 ic --- --- 2.34 --- --- --- --- --- 2.351 4.48 1,649 196.72 2.80 ic 0.01 ic --- --- 2.79 --- --- --- --- --- 2.802 4.50 1,668 196.75 3.27 ic 0.01 ic --- --- 3.27 --- --- --- --- --- 3.281 ...End Hydraflow Rainfall Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 07 / 27 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 0.0000 0.0000 0.0000 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 0.0000 0.0000 0.0000 -------- 25 0.0000 0.0000 0.0000 -------- 50 0.0000 0.0000 0.0000 -------- 100 19.4997 5.3000 0.6390 -------- File name: San Diego.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 4.39 3.41 2.85 2.47 2.21 2.00 1.84 1.71 1.59 1.50 1.42 1.35 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 3.00 5.77 4.00 4.50 SCS 6-Hr 0.00 1.80 0.00 0.00 1.80 0.00 2.50 2.75 Huff-1st 0.00 1.55 0.00 2.75 0.00 5.38 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 0.00 5.25 0.00 0.00 APPENDIX C National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 1/5/2022 at 9:27 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 117°17'14"W 33°7'24"N 117°16'36"W 33°6'54"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 FEMA c:::::::::J 1111111 APPENDIX D 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 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 0.5 0.4 0.3 0.2 0.1 ' ' " .... ' "r-.. ' ' .... i, .... .... ' • ' .... , ........ .... I'-,. 'r-. r-,, ' ... ... 'r-.. ' ' ..... .... , .... ,. ... • ' ' ' .... "r-,. ' ' ' ... ' .... , ' ' • ' 'r-.. ... ..... ' .... ,. ' ' .... , ' , .. ' 5 6 7 8 9 10 ·, .... • r-.., ·, ... , ·, .... , r-.r-. .. r-' ' ~ .. .. I" I'-"-""" , .. .. ~ ~ r-.r-, "'i-. '~ ~ .. .. .. , ... , .. 'i-. ~ ~ r-.,. '~ .. .. r-. I", .. .. "r-~ ....... .. ,. 'r-.. ... .. ~ .. 1'-i-,. ,, "", .. 15 20 30 Minutes .. .. '"" .... .. .... .. ~r-.. .. ~ ~ .. .. .. .. ~ .. ~ ~ ~ '"" ~ .. .. .. ""~ 40 50 Duration I = I = p6 = D = EQUATION 7.44 P6 D-0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) 'i', ... ' ... , .... i', ,i-.. ' ~ i', .... 'i-.. 1, 'i-.. 'r-- Ir-. ... , , ... 'i-.. ' I'-, 'i' '-i-.. 2 ', '' .. ' .... '' ' .. .. ""· ', ', ' ~ "" '' . .... , . .... , .. , ' I" .. ', '"" I" I" 3 Hours .. .. .. .. .. .. .. ~ ~ .. .. .. 4 5 6 O> i 0 ~ 7J ro 0 6.0 R 5.5 ~ 5.0 g 4.5 5' 0 4.0 ~ 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart . (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed . Application Form: (a) Selected frequency ___ year p (b) p6 = ---in., P24 = ---'P 6 = %(2J 24 (c) Adjusted p6<2l = ___ in. (d) tx = __ min . (e) I = __ in./hr . Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 -25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60 30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 ~ 0.69 1.03 1.38 1.72 2.0~ 2.41 2.76_ 3.10 3.45 3.79 c---4.13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 ,_~ 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 TI3 1.43 1.63 1.84 2.04 2.25 2 .45 120 0.34 0.51 0.613_ 0.85 ~ 1.19 1.36 1.53 1.70 1.87 2.04 --f--150 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE ~ PROJECT SITE II , -+ I I I • I I I I I , I I --+ I ' I ' I I I I 4 I J J J I I I --+ I J I I I I I -t I -j -j j J J i --+-+ i -+ -I-+ I I -I -+-+ J J I I I , , j J ,J J . ~.±•, '•±± • ... , I I I I J J ' j ,J J ' a' • · · '•, '-'1·~1 11 ' ' • j J J J -+ -+-+ I -I -I ~ J J J J J JI I I J' J ' i J -I -I I j J J j -I -I -I J J -I J J I I _j I I _J j J I l -t 7 -I J J J J I -j i ~ J J J J J +- I ' I -------- I I I c:GIS San c· ·red' ' S· Di~'-'O ,OVC . 'y;/c Have . an c- I I PROJECT SITE -1 . . \c ··( : )! ' \ . ' . ' _, , -.. - .L, _{t .J r\, ..... -----.. . . ' ' ' . -' . -N I' IL___·-----_--~I DPW ~GIS Oepw.menr oi Putiic \-1.'0o~ G1,;o,r.Jpf/H;; lnfom,<100!1 &,v,t:rn s1lG1s »(le Have San Diq,:(l Cc,vcrcd! PROJECT SITE : • 't ... ,I-• ' ' . I I ~ • • ' ' ' ' .. DPW ~GIS Oep!:U"'iJ7iem Di P11bttc Works G00.~•pJ-ik /11furrr,.i00/1 &rv,i:;rJ:r S~GIS '1/(/c Have San Diq,:o Covered! PROJECT SITE \ ----- . . . . . DPW ~GIS [lep:IJ""iJ7ient Di P1.10c Wo.~ Gca,r,.Jpjik /11furtr,.100!1 &-rv,'Cr.:5' S~GIS V/;/c Have San Diq;o Covered! PROJECT SITE IL__·-----_--_I PROJECT SITE I I I I I . . . . . . . . • . -) . ,-. ' ' . : . . . ,, .,,. . . -... ·, "~ ~ ~ . I I I I I · . --- . . -~ . . . . . . . . ,=' ·- --. . . . . . . . ' ~ e,a\H'1'Y 0 ~i.NDIEc;o • I -······_--___JI DPW ~GIS [lep:I.J""iJ7ient Di P11Mc Works Grn,r,..•pfll/,; /11furrr,.itiw1 &rv,t r.i-:; PROJECT SITE D -D D D D =e-GIS San C' -crcd' . s-Di~go ,m · 'i;i/c Have. an APPENDIX E R W R W R W R W R W R W R W R W R W R W R W R W R W R W RW R W RW R W RW RW RW RW RW RW RW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 67 . 0 0 ' N0 1 ° 5 6 ' 2 6 " W 33" RCP 33 " R C P S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E MA P 8 4 1 8 CA R L S B A D T R A C T N O . 7 3 - 4 9 LO T 1 7 Conc. S S S S S S S S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SSSS SS SS SS SS SS SS W W W SS SS SS SS SS SS SS 195 200 200 205 205 170 175 180 185 190 195 175 180 185 19 0 195 200 16 5 170 175 180 185 190 195 20 0 170 175 180 185 190 195 165 170 175 180 185 190 195 1 6 5 1 7 0 1 7 5 1 8 0 1 8 5 190 195 200 195 1 9 5 200 20 5 30 " R C P W W W W W W W W W W W W W W W W W W RW RW 48 " R C P 48 " R C P 48" R C P EX. C A T C H B A S I N T Y P E - B (APP R O X ) 48" R C P EX. C U R B I N L E T T Y P E - A 1 APP R O X EX. C U R B I N L E T T Y P E - A 1 (APP R O X ) EX. C U R B I N L E T T Y P E - A 1 (AP P R O X ) HEA D W A L L APPR O X BOX C U L V E R T 18" R C P 15 " R C P 1 9 8 1 9 9 1 9 9 1 9 8 19 7 196 2 0 1 200 2 0 0 1 9 9 20 0 2 0 1 2 0 1 20 2 2 0 3 20 4 204 203 200 Project No. Drawing No. Submittal 01 31 JAN 2023 Scale As Noted 10769 Woodside Ave, Suite 204Santee, CA 92071 (619) 971-7514 Palomar AirportRoad Car Wash 1991 Palomar AirportRoad, Carlsbad, CA 92011 472.00 bashar@najars.com HYDRO - E EXISTING HYDROGRAPH -• . . • LEGEND: BASIN NO. BASIN LIMIT -------- DIRECTION OF FLOW ----,-:........-, -~ -~ • EX-2 AREA -0.23 AC IMP AREA -51% EX-1 N iii 40' 80' --SCALE: 1 "= cl-□,~• - R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W RW RW RW RW RW RW RW RW RW RW R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W R W 33" RCP 3 3 " R C P S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E MA P 8 4 1 8 CA R L S B A D T R A C T N O . 7 3 - 4 9 LO T 1 7 Conc. S S S S S S S S SS SS S S S S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SSSS SS SS SS SS SS SS SS SS SS SS SS SS SS 195 200 200 205 205 170 175 180 185 190 195 175 180 185 19 0 195 200 16 5 170 175 180 185 190 195 20 0 170 175 180 185 190 195 165 170 175 180 185 190 195 1 6 5 1 7 0 1 7 5 1 8 0 1 8 5 190 195 200 195 1 9 5 200 20 5 30 " R C P RW RW 48 " R C P 48 " R C P 48" R C P EX. C A T C H B A S I N T Y P E - B (APP R O X ) 48" R C P EX. C U R B I N L E T T Y P E - A 1 APP R O X EX. C U R B I N L E T T Y P E - A 1 (APP R O X ) EX. C U R B I N L E T T Y P E - A 1 (APP R O X ) HEA D W A L L APP R O X BOX C U L V E R T APPR O X 18" R C P 15 " R C P 1 9 8 19 9 1 9 9 1 9 8 19 7 196 2 0 1 200 2 0 0 19 9 2 0 0 2 0 1 2 0 1 20 2 2 0 3 20 4 204 203 200 VAN ACCE S S I B L E EV VA N ACC E S S I B L E NO PARK I N G NOPAR K I N G EVPAR K I N G ONLY EV PAR K I N G ONL Y EV PAR K I N G ONLY VAC U U M VAN ACCE S S I B L E NO PAR K I N G Project No. Drawing No. Submittal 01 31 JAN 2023 Scale As Noted 10769 Woodside Ave, Suite 204Santee, CA 92071 (619) 971-7514 Palomar AirportRoad Car Wash 1991 Palomar AirportRoad, Carlsbad, CA 92011 472.00 bashar@najars.com HYDRO - P PROPOSED HYDROGRAPH ---------------- 8-6 ABE;:A -3.535 AC • IMP )AREA -0.6% / LEGEND: BAS/Ii NO. BASIN LIMIT A-1 -------- DIRECTION OF FLOW ----':----I--~ ----1- 8-5 ~-AREA -0.163 AC IMP AREA -80% 8-1 ~AREA -0.463 AC DISC a m. A-1 -~-AREA -0.069 AC IMP AREA -64% N iiii 0 40' 80' -----SCALE: 1''=40' EX-OFF BASIN l.iir.e Pa11h Pdlygon 3D pa11h 3D pdlygpn Mea5ure l:he dista oce o r area of a g;eo:rrebric slla pe on l:he g,rourid 9,773.95 I Feet ;:· ==================::::: 97.10 I Aores APPENDIX F ' \ \ '--. -., ', ', 180 '· . ' I ' ~f ,---~) .. ' --~ t:_ ~.,,,, ·- i ' ,. - I I I I I . I I ' I " I "' I ._t., ~ I ., ~~ -•• I ---. I' ~ - l?'O-------- \ I ~ ' / I I -' ~-·,:··--;;,.,-~-----..;_~,,--- "'""-' ', "' ' \ "' HENRY WORLEY ASSOCIATES , 0 1.'l.,i '' ------r:~Cl ... ~Vl~LE ~N~G~IN..:EE:;_R.::IN::_GT□.1:.::5:!.:UR:'..'..VrEY~IN~G--;r-D ~P_:,LA.,:.N_N_IN-G-.-..---7875 CONVOY COURT, SUITE A-2 SAN DIEGO, CA 92111 (714) 571-7728 , • , ao-""' '""'3' ,..,.."""-I !_. "vv,=..,. --~J~O~B~NO~-~~D~AA~W~C~H~EC~~~D~~~~T~E~A~P~R~OV~ED~-~-~--~&~!ZJ. t==~~============· ========Jt==1 fsii!IT1 CI TY OF CARLSBAD ISHl:ETSI -(i l._g__J ENGINEERING DEPARTMENT ·• GRADING PLA/11 FOR CARLSBAO TRACT NO. 80-31- t---i--ir--------~-----!---l PAlOMAR AIRf:OC>T BV&NESS P/JRK t---irt--------------1----1 rA~P~P~R~O~V!E~D:, ~~~~~:~t~~~~;~~IDA~T::E~,i1~•7.l•==1 ~ ,r-~--_ if-7-f--_ -_ -_ -_ -_ -_ -_ ~--_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ ..j.i ____ -..: _J_J I RE , 20'124 SC .t. L" I ~~~-~-;§-~~C~l~TY~~E~N~G~I N~E~E~R~ VERT , f" ~ t'lio~Acrr~E ~aiivt=======~o~Egs~c~Rp, P~T~• o~N~=========b•~P!P]' oQ g~:0-B8Yv· PR o J E cT NO. L..'.H.:.::O~R;Z '=:;:;:::;;~-I REVISIONS FIELOBK, 8/-/ r r&J.!'IJO- I • ' I l • --1 I • ( • ! ' I ~ - ~ i; z 5 5 8 ,, I! ,, ~ 5 z 'ii < z m " > C ~ 0 ,, z • ~ i; z 5 -C g i ~ 'ii 5 z m " > -~ 0 ,, z • ~ ---1l z m " ~ i ~ ()"--+- 0 :D l> ~ z G) z C 3: OJ m :D 0 :IJ l> ~ z G) z C 3: OJ m :D _,. ---~---~...;..._-------------~' -------=-----I G/IADIEO Sl'V , /0 8' . . . . i:,e:CF PLAN NO SCALE ~r '>---I~,- • "' :t ~ IJ ) Of' OF SLOPE 2.: I .. • • • 6'1ADl!P &WAL.& MIN. SU>P• 1:,<._ • GBA.DE.D s·WALE. DETAIL ND SGAU • ,;,' :!: • • • • • 10' ::;-:-t••:"' OPE G,C'IASS j ~-• i.lNEO CHANNQ.. 4/ ~"BtJN/TE o,i • f'NllUNATICAU. Y APPLIEP MOPITAR SECTION C-C NO 6CAL.45" SECTION A-A NO ICAI.S SECTION D·D NO lcALS DITCH AND APRON DETAIL CHANNEL f.. . A ' I .GRXSS • • e,' SLOPE. TO PITCH LINED DITCH 10' •' cvrPIPE To COIIFOflM -n:, SLOPt! 0, APRON ~-tlll/6/NAL. 6/IOUND 9£Cl10N BENCH INLET APRON NO SCALi 4' ,4 • " I 7 , -7 I ·~ --IU -. ------= - !! I~ -a----~-- r--.... ' -.. ' \ A ' ~ ,. 8E.NCH INLET APPtON PLAN VIE.~ NO SCAUI 10' 4' 4' • SECTION ':4-A" NO SCAl,6 • HENRY WORLEY ASSOCIATES CIVI LENGINEEAING D SURVEYING o PLANNING • • 7875 CONVOY COURT, SUITE A-2 SAN DIEGO, CA 92111 (714) 571-n28 &:>-~ ~or ~~ .l-~~~ JOB NO. DRAWN CHECKED DATE APPROVED • ~ CITY OF CARLSBAD ISHEETSI ~==4=~~========================j===j ~ ENGINEERING DEPARTMENT ~ &WAP/AIG .Pih'AI FOR t--+-1--------------1------l_ · -&RRLSaqo 77f,9{}T Al-" 80-.34 OETA!. SHEE=T ~R~E~.~'Ulf~Z;4~~CflT~YgE~N~G~IN~E~E~R~ VER t-;D~A-:;;TE;t=B::-Y 1-----.,,-D=,E s=-=c:-::R"'I P:-:T:-1 O.,..N-----1--.--11 ~WN.BY, PROJECT NO. HOR t='-'""'""-'-.__----"-":"-"'.:.:..::...~!!..-----l.!A!!:P!:.P .!!.JD CHKD. BY, ___ 1 a./-/ REVISIONS FIELD BK, v r , \ I ,...;, -..:... -- / '·.,..,,<:·-,. \ \\ ',, \,, \\ \ \ \\ • .. ' "· / / LO ~ ..... ------- f I ' / / ' / ! / I I ' / i I I / I j / / / f ' / I ! \ \,J I ' • ' 1 \ \ \ ~,$'$-"•,,. -i>--t, ~,>,1 ,,Y-. , .• -r ,c;;~ . .. ~- i i ! ; / : ( / • ·o,,.,.,~ ,. ,, ""(SI-.. I ·-. \ \ LOT-4 I I j i ' ! -------- j ' ! j \ \ I / / sv 80,V~/c)/,// I I I / , / I I ' I I ,0 1'1'· / / / / I I ! / ! ! \ \ \ \ ! j \ 1 ' \ \ \ \ i I ' ! I \ / \ j , ,,., - ,,,.-,,., __ ,,/·,•··::~, .... . '_,,,.,·'' , ,,, ,.. :,..J"" ... •' ·"' ',,, ... ti ;;_· ,, / ' l r i \ "·· ..... F ,,"-\ \ VOY COURT SUITE A·2 1; t 7875 CON 2 '1 1714) 571-7728 ~;-~A~N~D~l~E~G~O~, _,:C~A~9~i~,+-~~7~.'.i::..--u:,=~~w~d!i. 80.•o s • ,.;.Jo -Bl mi L (,U :l.c.E.18673 -.I DATE APPROVED JOB NO . DRAWN CHEC KEO i:.. .. _ ,..,. .... , .... ~ .. , .. _. i ' ·11 DATE ev 8' PLAN ·····················=··--.. DESCRIPTION REVISIONS -- N•"•'••=•• •-. • :.see APP'O \ \ --- f"' ,.,._,., ... , r::?/f_{/. .. ~ / '. l'JllS/AI ( -• -------, ----------0--,., _____ cuia::e Att ' ·------ ·----,-·--;:-::-..... . ------- I / i;,i'" ·········;., . ... i j,, , .. i ' ,.,·' ' ,,.,,,+,/ / / \ i.; ' ' CITY OF CARLSBAD SH ET ENGINEERING DEPARTMENT GRADING PLANS FOR: CARLSBAD TRACT ~-~8 ,_. PALOMtlR OAKS-A BIRTCHER BU0 . ..,£NT,_ APPROVED: ~_,.0 4tls RE . 7?0'24-CITY ENGINEER OWN.BY, CHKD, BY, __ ~1 FIEL.0 8K , PROJECT NO . 81 -35 DATE SCAL.E VERT•---711 HORZ , ,. I NO = --. ....::...: .:: . _-, 2 I ···-· -- ';::::: _::·· -.. ,~., ' .. ~ = ::. ::J: -- ... , .. _. - ~~Ji§ •• ~ ::, ~::. ::.:..;::; ,::;·_ .,~: .. =-·: .. : F"~ -- ··--· ,. ··-· ·-· .. .,-., ... ···-···~ ..... \ - -· -. -... .,;... .,. ----·· '' ,, .. ··-···· • - N INTR ACT STORM ORAi N DATA BEARING LENGTH REMARKS 289. oz.· 48": FICP .so.=· 15" !04.807' --'. .. . --· .. ....... ~;:··.·.~ :..:..::-:.. ---• ' .. ·:~:--===':: __ :I-·-· . ::~:: -: ·.: :::~i> ··~: ~'.:;::. . . "·•·;, +-· .... '··-··· i,...._., ,,,_ ••• -~---~-·" --·· ·~·-,:::;·: ~ --: .. --·-,"-"" :~---·-··-··· . #-•"'.:'"" .u -~. ••·••• • ••• :::: • ':.::·~ ·-:~ ;-.:.:.:;~~~:~·, ... :~-~-~~~~~ --:: ···--· ,.... -~· .... ·.·:-·:·~.~ -::·. :.::-•• , ... -~----· , •• ;:~;:::.·;~·.:·.;··; ·:::· • .. :::::: ~--::: ... ~.:::: •··-·---····-·--···· ,_.,,.,,_ ... _ .'.···-···:.;·--· ·····-··:.:·" ·· -·· ...... :.::-::: . ~ . :·::: .. ' ",. -· .. ,_,-,,~ -·~ ... ,.~ "· . ••··•-•--•-•N• _.,,.,I .. , ........ ,. . ---+--.-..-··---f"'"""·--·-I""""-I""'-"' ·····--:::::: .·.:·.::·;:._~'.:::.: :;::::.:::. ~~· . ..,. '' : : "' ' ·:::: '.:: .:·:: :::::::. ····;.:!'::;:,::;-:. "·:: ·: ·"· ••• "" ., :·· .:·:.:: --::··:. j .. , -·-....... . •• '.""'. r""'."•' -~~:~ R'"'."'.:"::,1::-::: .......... 1-..... , . t t--··- --·---.... -······ ··r-·-·-·-·· --., ··--·-· :.::-r-··:· ·-:: .. ~-~:::-~~-~-,-~::.: :::::::--· -.-::::::: ... ~:· .:.::.: ::;:·.::· ·.:.-_:: .. :,~::::: -· ......... , ,., .... ~ , .. . LOT-10 ) LOT-3 t. ' PLAN *1 ·' f ao-so > JOB HO. " ~> HENRY WORLEY ASSOCIATES CIVIL ENGINEERING □ SURVEYING □ PLANNING 7<!75 CONVOY COURT, SUITE A-2 SAN DIEGO, CA 92111 (714) 571,7728 DRAWN CHECKED G:,·&>·SJ DATE .. .,_ li ' .t -,:~ ..... -~·· ,,.,_ .,,,.I, ffl . , ......... ,... -----·-· •-·. -··-::.:: , __ _._ • _. :Ii.'. . .,;; '. ~-==~ -se~ !::">tft"4 ~ DST.' 1.6. 162.0 / , / / i.--- = t . -,_. -..1....'.:::' • :;-::J::: :::: ::::;:::·= : L....,. -~:.::$~:::~~~:-= ::::: ::~:= ·.:::::: ::::; ~:== ~: _:·~::: :·:::: .. ~=~: :: =~:: :-=~~: .::~:~:~ :~ :~::; ~·::;::" :·::~··· .~:;~~ ";:::..:: ~:;:::_ , ... N_ ~-:-i.=:._" .: ;::;;. :·:::::-= :::: ·.:· I., .,""_ .. :..:.::·· f., .:·:-::, .. :,_.:: . 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'.5 ' PLAN*3 1---+--+------------+----I I SIJ.iE_-T I CI TY OF CAR LSBAO 1': '~ETS C, E'fll"GINEERING DEPARTMENT ff:·, ;=;;S~TO~R;;/\17_ :;;D~RA7 /~N~P~L~A~N:,:;, y';;~;;-;;_ '~/~L~E ::::;Fi;;O;;R:.:::_:::::; DATE BY DESCRIPTION Af?P"D REVISIONS ,, LOT 11, LDT4 OF c:r. 80-38 1 • PALOMAR OAKS-A BIRTCHER BUS. CEN~ APPROVED: ~...)j ~ DATE _ 8-18-81 -- . ,:-.cl-TY ENGIN'EEa -SCAL'E !' OWN. BY•-,------, CHKD. BY:_--~1 FIELD BK, " V£'RT, .. _ .._.-=j;t-----1 P·ROJECT N-0. -. ~~::,, 8/-35 · 2~ 'I.•·· ·, I , J' . ' • . NO OELTAa-rB~ RA()IVS LENGTH REMARKS 0 N r;c•o1·2e•,v 52. 79 I .2 4.17•·51'03'' 775' Z41 .56' /I r II • 4,16' 10'12• 775' 210. 72' N.55' 54. '4.7hE_ 11. oo· -4"i9' I 'W. 56 I ' '4'er;P 0 /9 'l(J' W. 5.25' 52' &O"f. 5t 75•· N • ' • . 7lJ 26 3QE. 72 .91' • • tF~ tF} 9 I N.64°2tf04'E. 64-.po' N . lJ9° 24' ot," W. 33.96' I N.O" 35' 52' E. 70.92 30" R. c. P. -,. SNil DIEGO ILUE PMfT CO. -~ • ~. n Sec SHT NO. 2l, FOR ~ ._.. > ~ TOl?M PA"AIN P/?OF/t.~5 ~\<:t~ \ @_@),@ fl'.l) ~ "'z. _,, <:::, \ .,.. 0 ~ s:, "". "Ila -_,. . . ' . ...... ~ I . 1 ®=-=-=. \ \ \ ~ ~ ... • Set SHT Naz, FOR STOR/lf PRAIN PROF/1.lJ @ (i) UQ}~UL) ANP HcAPJVALt. PtTAll ~ ~ ,;;1 ~ f44f7e. l'C/i'~ :16 j()lJ~~"---\ p,cJt ' ----©::::: ___ ..Ji _______ _,_ __ _ I @ ~ ~ ., ~ '2, -1 t CUl?VE tJATA L1 • 2!J "47'.?2" R· 750' L • 81140' T• !57. 98' • I ~'~ ...,,~ Ohl~ "''~ "'I ::::,~ ~I I CAllllNIJ VllJA l<l/Bl.e iVATER DATA NO. DELTA OR BRG. RAO/US L£NGTH REMARKS -~79' l6"A.C.P.CllfJO • • " • N 4P"4lilZ" e 12' /1.CP. CL/.; \ \ 11 f \ CURB w. OE. 1-:4 0,7 8RG. RADIUS N66'07'22'W --. . f.e.-' -- ~I "''! ~ ~/~, ~ -~,1 ~i ~ Ai~ ' ~ I~ ~ ~ ~I I~~~~ 'e," -l$S 'c. !I.. .., ~/ !tl~f:i:l~ ~~ ~:::t ~I 111" ~ ~~ ~~ 1t1 / ~ ,...;: ~~ ~l'Q ~~:"I:~ ~~~~ DATA :..El-iGTH REMARKS !72.73' 6" TYPE'G "Cllli'B -l" ''I\.. vr CP.l.\ ENGINEER OF WORK NDER R.C.E. 28448 d-12·0011111 78 /(;, 3. Bf? I N25"31'56"PI 203 II' II A. f----+'i~~-=-=--,,,-,-+...;:..:.;:._--+-~c::..:;..--1------im II =92'49'/fH 35' 56.70' II !JS' 56.70 1 '25"!11'56 "Al 2Zl.6fl •11·s11t6• 118 ' 22500' II • 12?4'14" 7-18' 155.23' JI lv'66·01·22· W JJ879' V t1•UJ'Ol'Z.lll 782.' 27!>-28' .tJ•Ot'f¼'lt,' 7BZ' //7-44' _,) L:.J , .. MJTE: TOP OF CURB ELEVATIONS .!,f.' BELOW ' IJNLESS , SHOIVN OTH£RW/5E ON PROFILE. ~ C. Bo ~ () ~ EFFECTIVE 4/15/8G -, ,. ~ f! X.PIRES u, ~ a: -30·89 ~ o. C 22312 • • CIVIL Of -C~\.\\ ,1,.-·--SODAS . ENG INEER ING, INC. 2111 Pulom,1r Airporl Roa<J Sui1e 320 Catlsbad . CA 92009 (619) 4)8-5080 - BENCH MARK OESCKIPT/tJN: CONCRETF IM!liiflll'lr.' W/-STANIJAl?lJ DISC SUVP_fPHECR.15'. . L (}CAT/ON : 500' SOUTH Of /~[ER SECTION Of EL •• CAMINO REAL (PALOMAR AIRPORT ROAP EAST SIDE OF EL CAM!N(J REAL, ll(}NG FENCE LINE . REC(}l?tJ f/?(}4f: SAN DIEGO COUNTY PRECISE SURVEY LEVELS {R.S.1600-1). EL EVAT!fJIV : 296. 48 PATI/M.· U.5.c. r G.5. RICK ENGINEERING COMPANY 1't.ANN£R$· CIVIL EN6/NEElt$ • LAND $1JltVEY0lt$ .166 $. ltANCH0 $ANrA l'E ltD. $/JITE 100 SAN MARCOS,CALIF. 1206• f'HONE T""•"aoD SO# PKJ PICO DR., CAfN.SIIA0, CALIF. ~08 -PHONE 1'29·4H1' /IRIVArE CCNTlfACT PLANS FOR THE IMPROVEMENT OF CAMINO VIDA ROBLE AIRPORT BUSINESS CENTER (CT 81-46) UNIT C.M.W.O 79-208 JOB NI 8704-C ' . I ~ I □ 5 I I 8 ; ~ I ; i . I 1! J I. I I I ~ ~ I • I □ I z (j) z C s:: ID S:l ) CURB DATA NO; DELTA or BRG. RADIUS LENGTH 0 ~01 . oo' 595.9/' 3 SEE DETAIL SH[; T 23 4!5, :t I±] • • ,, 8':t 299.79' ':t. ' ldJ.40' () SEE OET,4/l SHEcT !3 8' t 4(,'t 98. 9/' SM DIEGO ._UE PRINT 00. REMARKS r,•TYPE "G"Cl/RB ,, " " ,, .. .. • " • ,, • • ,. " • n • " • ,. NOTE: £KIST. LAN.O t1lffl"AL.L , Sc/VER ia:ATltJN PcR 6.,IICll(IJ. LWa ,va c·73t128·04&, I f CURVE PATA A= 35°06' 25" R= /450 ' l = ~00-46' 7-= 450. 67' J ' , .. STORM NO .. DELTA or BRG. 0 W 8!1,, 2d' 08' JV • \ t:. ~ -~ ~ ,!. -1 .. ~ DRAIN DATA RADIUS. LE,!JGTH REMARKS 16''.:t /61 K.CP. • *NOT£: WATER LINE m£NCH IN EXISTING PAVED SECTION SHALL BE RESTORED TO FINISH GRADE WITH PERMANENT PAVING, GIi. A}/0 M.A.R MADE COMPLETELY OPERATIONAL WlrHIN 14 DAYS AFTER THE BEGINNING OF CONSTRUCT/ON. CONTRACTOR SHALL MAINT/1/N TRENCH SECTION WIT/I TEMPORARY PAVING DI/RING f4 OAY PERIOD , , NOrE: /Al6'TALL .C'aY.?WT RJR FVTVRE TRAFFIC 6YiWAi. WIT/I ,116.'' • Pf/LL a:,,r @ EACII ENO. SEE • TRAFFIC PLAN BR IJETM.6: SEE '51/EET AP RB. ENGINEER OF WOR.K EFFECTIVE 4"/15/8/o & ~~ itt-Jt:11N~, It-It,. 1/ ,,,,.-;? d/ • 2111 ""'1-0MK ,NKt"'O~ t"QA,.1:7 . L.--.. ,,:?'",fo!:--, e;Lli,"I,': :?,2-0 ----+-------------t;.'\Kl./217,..,_t?. CA-~ LEROC.e>ODAS R.C,E, 22312 (G>l~).48.e>'soe,o ..., E)(PI~ 1 !;;B~~~~~C~H .... ;;,;M~f>t~_;,,;R..,KL....____::_:_ ______ _ :fo: ~~~ &; IJ£50?1/!Tlt1V : COIVCHEJE AltJNtlNEfff ·W/STAN04"HO lll5C SfAMPED-~-£...C.Ji'.-15' . ' ' • 0"" LdCAT!dN: 500'---SOU.l/HJF-INlBi'SEC-TtON OF EL OF c~l\~ •CAMINO REAL I PALOMAR A/RPIJRT ROAIJ EAST ' S/IJE OF El:. CAMINO REAL ,ALONG FENCE LINE. RECORIJ FROM , SAN O/E60 COUNTY PRECISE SURVEY LEJ/Et:5 fR 5.1800-I )- . ELEVATION _. 296. 48 IJ.'1.ll/M ·USC # 6. 5 C.M.WO. 79-208 JOB NII 8704-C ' I I I I I I I 1 I ~ 1'i 0 Ei I ! B i ; z i ~ (jj z I ~ C ~ ~ RI I ::IJ lfETAIAIIAIG W.4LL.~ @BACA' Or.S/W _i----CCJAIST/f'CICTEO UN.DER SEPER/ITl: \ l"ERM/T /SSOEO BY TIIE BLP9. OEP"T: ( ( SECTION C-C \ BODAS ENGINEERING, INC. 2111 PALOMAR AIRPORT RD. SUI TE 320 CARLSBAD, CA . 92009 (6/9) 438-5080 ' ' ( f ) \ ENGINEER OF WORK EFFECTIVE• 4 /15/86 -_/~~ ~ -;;:e LEROY C. SODAS R.C.E.22312 > NOTE• CAl/TION.~/ _ A 50/LS INVESTIGATION HAS BEEN MADE FOR T/-115 Df:VELOPEMENT, AS .0./2' LINES MAY NOT 1 NOTED ON SHEET NQ 1 OF GRADING PLAN AND ON THE RECOl<D MAP. BENCH MARK ALL EAflrl-lWORK 5/-IOWN HA'3 B€EN OR WILL BE PERFOl<MEO UNDEf< J-fGeT /4'EQ 'tJ CiG4R-- THE DIRECTION OF A QUALIFIED SOILS ENGINEER IN ACCORDANC£ "?ttVCES Or S.CJ.G f'€ DESCRIP1'JON • CONCRETE MONUMENT W /5TANOARO A#I? T#E ~(/. C.. 1/El?/r/· WIT/-1 LOCAL ORDINANCES. . OISC STAMPED " ECR 15" ' ·cATIO,V Ori/Ni= LXA-WCAVON • 500' SOUTH OF INTERSECTION OF EL 770#6 ANI? P05618t.G Tl-IE USE!< OF T/-11'3 PROPERTY 15 ADVISED, f./OWEVER ; TI-IAT Tl-IE LOT 'RELOC4 T/O!V$ TO 8€ CAMINO Rg.L , PALOMAR AIRPORT RD EAST SIDE l'iJI') nAn /"'rJCA~n UA\I' l"ln IAAV Ur\T Cl.C' J"ll"llAAl':tf L.TC::IV a.111TAD.I C: L/"tD ./?L::TL::.b-lJ /.IJ~n Db ✓..'"lh /"'It:" Cl l'"AIAtA.lr. Dt:.lil It.I ;')A.II'! t:'r:1\.1/'"C: / JAlr RICK 19 I 0 .s.:r. ENGINEER ENGINEERING GRADING PLANS FOR• 223/2 R.C.E. COMPANY Ci ,_,, "' N N DATE CT. 81-46 UNIT NO. I AIRPORT BUSINESS CENTER -CARLSBAD t---+--lt-------------1----t ,1eEBQVED ,T ~ t---t--t------------------+---4 ~• 1 !.U+nu z la -/-IJ £ t---+-+---------------+-----1 RE: 18729 CITY ENGINEER • DATE• 117-.fe SCALES, HORZ, I"= !JO ·• , I \ " ; Cl I ii ,rl ~a " -.. I z (j) li !! " z C ~ il s::: ' ~ .I ! 11 ' v J 1 ;1 ·i ~ ~ 0 l I ij I 1 s i z ;; I ; (j'J " m z ~ i ~ 0 C ,f ~ I s:: :l: m [Il ,, . gJ i I 3 'f l> '!1 'l ' :1 , I I ,lj .. ' " i ~, ·, I .,, ~ I :• I • i'i :;i . 5 t ~ I I !:: ; ~ -~ $ ~ 'i i 9 Lil z ., C C 1 ~ ~ - ~· ili i"-1 ,? sg C: ii ~ 1' ,. I J '·• I -- SAH DIEGO BLUE PRINT 00 . • J i i I ' I I ; , I , / I NOTE, r----------------. A SOILS INVESTIGATION /./AS BEEN MADE FOR T/.1/S DEVELOP€MENT, AS 11 AS BUILT" NOTED ON SHEET Nll 1 OF GRADING PLAN AND ON TUE-RECORD MAP llLL EAflr/.lWORK SHOWN '1A'5 6€EN OQ WILL BE P€RFORMEO UNOEQ ,//,/;?q ,/.'._ / T/.IE DIRECTION OFAQUAL/Flf:O SOILS ENG/NEER IN ACCOROANCf: /4 C.~ ~22312 -1/.t'~!i!;, WIT/./ LOCAL ORDINANCES, ENGINEER RC.E. DATE TIIE U5ER OF TH/5 PROP€fZrY 15 ADVISED, /.IOWEVER, T/.lAT Tl-li=LOT ~~4.A 'Riff- OR PAO Cr:?EATED MAY Of< MAY NOT 6E COMPLETELY SUITABLE FOR THE U5E INTENDEO. THE USER 15 ADVISED TO EMPLOY SUITABLE SOILS ANO/OR STf<UCTURAL ENG/Nf:ERING ADVICE IN CONNECTION WITH ANY Pf?OSPECTIVE OfVELOPEMENT OR USE. "" L BENCH MARK DESC(?IP[ION , CONCRETE MONUMENT W /STANDARD DISC STAMPt:D • E.C.R 15" LOCAVON ' 500' SOOTH OF INTERSECTION OF EL CAMINO R&lL f PALOMAR All<POl<T RD EA5T SIDE OF EL CAMINO REAL, ALONG FENCE LINE RECORD Fft1: SAN DIEGO COUNTY PRECISE 5URVEV LEVELS ( .. 1800-/ ). ELEVATION = 2%.48 QATLJM : U.5C. ( G.S. 4" @. V19/90 C.B. AS BUILT . 4-14'1//L -~ll.-'l'.V/51:0 5PtlLW4Y. cNGiNEEROFWOKK DELETE (l{JNITE OIANNEL_ 6: OET.4/L ':4' REVISIONS 191.0 F.IJ, 4" CON<:::' . .Sl"'lLLw'AY -v;o•xc.• -io ,._ io ,v.,v..?\ . .SIQ\11..A~ TO oe-e,. (!160-C•n~ CD,tt:.} t::>1"Tl?NTION e>A!:?IN &rc71'V'011=' l='~fe!v'ATION ~-f="T I '!:JO o .zo 1':!:>Z 0 .04 I~ I. I~ 1= I.C.Z. ·~ l.'!>4 = Z2e> 202 z:p --=-..... .. ENGINEE:~ OP \VO~K. & EaFFECTIVE -4-/IS/8C, BODAS ENGINEERING, INC. ?Ill PALOMAR AIRPORT RO. SUITE .320 CARLSBAD, CALIF. 92008 Pl-I. {619) 438-5080 = Z.02. 0 Fr. & , . APP'D /. GRADING PLANS FOR , C.T. 81-46 UNIT NO. I AIRPORT BUSINESS CENTER -CARLSBAD ~WIVBY-• &Kb BY, • i:-1 0 BY. CITY ENGINEER I PROJECT N!. P.E. z.ae -35 DATE: SCALES, HORz.. I"= (. o' VER: DRAWING N" 224-IA JOB NII 8704-C I I I I ) 0 I z (i) z C s:: ~ 0 l I z G) z C s:: ~ i"i1> • PASEO DEL NORTE t>I RP ORT PALOMAR OAKS WAY THIS SITE VICINITY MAP NO SCI/LE , t1lef, ,Rt>> ~j\~ 10 \I" ~~ -• \ 0 ZO -10 to !I) JOO ~ C.RAPIIIC SCALE: I" "60 ' V PU8LI C UTILI TY AM ACCcSS BISEMENT' I' P5'- -........, .c. 4-" P. C. S!O.EWALI< ., ~ "', ~· 15.5' ·.•.•.•.•. · .. . •·.··· 5Z~68' VARIES e6'MIN YlfRIES S' I ' I ' I <, ,-£Xl5T /IC PAYl M[HT . .Sl EXIST l/RB C TrPICAl SECT/OH CAMINO VIDA ROBLE NO 5C.IIL £ /<%, If ~EXIST MEOl.4N • 1 • EX/ST AC PArEM£HT3 1 I "< £rlST ,(C f'4JIEME,t'1-... :i -.,.Q EXIST CIJNC. CL/RB 7YPICAL SECTION PALOMAR ROAlJ 110 SCALE - ;,>,.1-\----,,,-------- f I\ rl I SOILS ENGINEERS CERTl/:"ICATE I , 2),JLE j3 CJD /17/l 1:'. , A REGISTERED CIVIL ENGINEER OF THE STAT E OF CALIFORNIA, PR INCIPALLY DOING BUS I NESS IN THE FIELD OF APPLIED SOIL MEC HANICS, HEREBY CERT IFY THAT A SAMPLING AND STUDY OF SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION DURING JANUARY 1991; ONE (1) COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY WITH MY RECOMMENDATIONS HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. SIGNED :_.:,ik~=-.,,,8.<C.-o_•_,_'<_• __ RCE NO. : __ 1/.L' .!!e.3..:::;_:,,i'-'--'/ ___ _ DA TE : __ _.J.__-_.,"---'1'--'~=----~ LICENSE EXPIRATION DATE : 3/f, THE SOILS REPORT TITLED : PRELIMINARY SUBSURFACE GEOTECHNICAL INVESTIGATION AND SITE CHARACTERIZATION, ARCO STATION PALOMAR AIRPORT ROAD AND CAMINO VIDA ROBLE, CARLSBAD, CALIFORNIA. DAT ED : JANUARY 23, 1991. SHALL BE CONSIDERED AS PART OF THIS GRADING PLAN. ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDAT ION AND SPECIFICATIONS CONTAINED IN SA ID SOILS REPORT . . ACCESS -t«;,YJl·N~!!:_#·81 ' LEGAL OES'CHIPTIIJN LtJT Na 11, CARLSB4O TRACT NP. 7.i'-49., M4P Ntl. 8418, C/Tr tlF C4RLS8AO. Cf)UIITY ·fJF SAN fJ/EGtJ, STATE f)F C,4L/Ff)tf'NIA. FILE Ntl 76-.18.J.111, 0ATEfJ : NtJY. I~ 1976. BASIS OP BEARINGS TIIE 84S/5 flF B£,4R/#GS f"tJR T/11.5 SITE IS TIIE CEN TER LINE IJF {Al1fl/rtJ JI/Of ROBLE AS fJES{R/8£0 fJII t',IRL58/IIJ TR/ICT /Vt! ?J -,t~ MAP Nt? .i4/,8. IE. II t% 0 5''1 'IJ/J" JIY OWNER B<OEVEL0PER ATLANTIC R ICI-IF/EL D COMP~NY A D ELA WARE CORFVRATION 17315 STUOEBAl<ER 1<:0AD Cc/?RI TOS CA. '1070/ /71/0NE (<,,19) 484-010 7 OWNER'S l£HTIFICAT£ 1 (J'IE) IIEREOY CERT/Fr Tl/AT ,4 REG/STERE./J Sil/LS ENGINEER /JR GE/JLiJG!ST HAS BEEN iJR .ff/ILL /IE RETAl#EO T/J tJOSERf'E ALL Gli'All/116 ACTIYITY AA/11 AO/I/SE !JI/ TIIE CIJMPACT//J# A,V/J STABILITY IF T/#.f SI TE. J>-w~ A.P.N. 2/.3-092-17 SOUHCE OF TOPOGRAPIIV SAN-LO AeRIAL SUl?VcYS r/N Ml/ rt.OWN 12-24-90 £ARTHW0HK (lUANTIT/£S 1z72.cu.ros. cur 40q8 cu. roJ. FILL FjR 8j#0!tVG FEE jA!L r 2826 CU. WS. IMPORT ENGINEER PF WORK I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJ ECT, THAT I HAVE EXERCISED RESPONS IBLE CHARGE OVER T HE DES IGN OF T HE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS . I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFI NED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGIN EER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. ~RLEY, R.C.E. 18673 DAT E ••'.QIST(?'lft;f!:3.. ,...l... _ ..--: • HENRY WORLEY ASSOCIATES, INC. 7875 CONVOY COURT, SUITE A -2 SAN DIEGO, CA. 92111 ----- A EXIST 2/Kl'W/0£ !06<£ EASEME!tr ANQ i'4' WIOF. rK££ TKIM £ASEMENT EACH JIOE PC/ii IA'J~OS', PG-116, lUTE0'-1-IS·!i./ pA HCE'.L PLANNIN G DEPARTMENT APPROVAL ~~a1, g/~,/ct z._ MicHArtr OLiuE R , DATE PLANNING DIREC T OR ~~ DAT E RECO MME NDE D BY -PALOMAR lvlAP \ CITY OF CARLSBAD FIRE DEPARTMENT REQUIREMENTS a NO. CF F.H.'S ...1...... F. FLOW __ G.P.M. OUT OF __ F. H. BLDG. SPRINKLE D YES· NO MIN.F. FLOW G.P.M. I HYO. ~£.~ FIRE MARSHALL DATE EIIST. »• WIDE ./'EWER £AJEMEN T PEH Fl/.£ .W. I l!J!iS /UTE 1·.?/-,s AHO Fl/.£ NOJJdJ,?88 M TEt·S·H D Lo-r ND 20 P. F k%73 "AS BUILT" 11),,, tq,, 1 EXP. G-l!Q-S,7 DATE BENCII MARI<. CtJIIC. MOIIIJMENT i'YIT/1 0!5C STIIMPEO "ECR /~" ~OD • SOUTII OF /tlTERSECTI/JN OF El C.IIM!NIJ REAL t PIILtJMAR AIRl'tii'T R/J., £AST SIDE OF EL Cl/MINO REAL ALONG FENCE LI#£. 90 -166 JOB NO. ELEV. 296.480 USC.~ GS HENRY WORLE Y ASSOC IATES, IN C. CIVIL ENGINEERING O SURVEYING □ PLANN ING 7B75 CONVOY COURT. SUITE A-2 SAN DIEGO, CA 92111 (619) 571-7728 l?.S. BARRETT DRAWN R.C.E.186 ' 'l/z.1/9 3 DATE ~ CITY OF CARLSBAD !SHEETS] t---+---+-----------l----+---+---+---1 LJ_j ENG IN EERING DEF' ART MEN T 5 1--1----11------------l---l---+---l---1 SITE GRII0/N6 PL.AN 7-2'3-93 DATE INITIAL RE VISION DESCR IPTI ON DATE INITIAL ENGINEER OF WORK OTHER ,A.PPP.OVAL DATE INITIAL CITY APPROVAL ARCO IIMIPM FACILITY. CUP !l/·3 PAL OMAR ,4/RPORT R.O. £ C,4M/#(J idA ROBLE PtWT/111 LtJT ,Vt? 17 Cl Nd. 1.1-19 MAP NP. ,911/tJ OWN.BY, ~ £ CHICO. BY-~0 RVWO BY: o DATE. PROJECT NO . DRAWlfllG NO. PE 2.92.04 327-6A r • L I DRAINAGE STUDY AIRPORT BUSINESS CENTER AUGUST 1982 Prepared By Rick Engineering Company TABLE OF CONTENTS Drainage Study I Introduction II Criteria for Analysis and Design 0 0 0 Genera 1 Methodology Detention Basin III Existing Conditions 0 Existing Drainage IV Proposed Drainage Facilities V VI VII 0 0 0 0 0 0 General Proposed Design Concept Proposed Drainage Facilities Hydrologic Characteristics Detention Basin Detention Basin Characteristics Summary of Discharges References HEC-1 Computer Programs Page No. 1 2 3 5 6 1 0 1 l 1 2 14 1 5 1 6 20 22 23 INTRODUCTION The purpose of this study was to analyze the drainage basin affected by the development of the Carlsbad Airport Business Center, in order to: a. Evaluate existing drainage conditions. b. Design facilities to control increased runoff due to development. The study employed the latest County of San Diego topographic maps, the Soil Conservation Service for San Diego County and the soil cover maps for the County of San Diego. The HEC-1 (February, 1981 version) computer program, developed by the U.S. Army Corps of Engineers, Hydrologic Engineering Center, was used to estimate discharges used in this study. The HEC-1 program allows the engineer to simulate both natural and im- proved watersheds. HEC-1 also allows the effects of flood detention basins to be taken into account. -l - CRITERIA FOR ANALYSIS AND DESIGN GENERAL The State Coastal Commission requires that there be no in- crease in the rate of runoff from an area following develop- ment over that which occurs under pre-development conditions for a 10-year storm. This requirement has been met by first estimating existing and future runoff characteristics for the Carlsbad Airport Business Center, and then designing drainage facilities ad- equate to control runoff. The detention basins were design- ed and located so that the 10-year storm peak flow rates from the development will be less than the natural condition flow rates. They were also designed to pass the 100-year storm flood without overtopping the embankments. -2- METHODOLOGY Rainfall runoff characteristics for existing and future de- velopment conditions were simulated using the Army Corps of Engineers' computer program HEC-1, February 1981 version. Program inputs include sub-basin area, lag time, rainfall dis- tribution, and infiltration rate. These inputs were deter- mined from soil and vegetative cover maps, topographic maps, grading and land use plans, aerial photographs, and field observation. Rainfall rates and distributions were developed following the County of San Diego Hydrology Manual. Precipitation for various durations for the 10-year and 25-year return periods used in the analysis are presented as follows: DURATION (minutes) 1 5 30 45 60 90 120 180 240 300 360 6 HR . TY P E B DI S TR I BU TIO N PRECIPITATION (inches) l O - Y E AR S TO RM 2 5 -Y EA R S 1D RM 0.03 0.06 0. 10 0. 14 0.24 0.45 l. 25 l. 48 1. 64 l . 7 8 0.04 0.08 0. 1 2 0. 17 0.31 0.57 1. 56 l.85 2.06 2.23 The Soil Conservation Services (SCS) synthetic unit hydrograph with curvailinear transformation was used to develop runoff hydrographs from each sub-basin. This unit hydrograph is dimen- sionless and a function of sub-basin area lag time. Lag times for each sub-basin were calculated using the SCS lag time e- quation. ~ • 0 38 Tp = (0.862)(24) n L x Le_) • s. 5 / D --- 2 -3- t . METHODOLOGY (cont.) Where Tp is the lag time in hours, n is the mean Manning's Equation roughness coefficient for the sub-basin, L is the length of stream path in miles between the basin outlet and the most remote point of the basin, Le is the length along the stream path in miles between the basin outlet and the centroid of the basin, Sis the weighted stream slope in feet per mile, and Dis the computation interval in hours. Infiltration losses were estimated using SCS curve numbers for each sub-basin. Estimated curve numbers are a function of land use, vegetative cover, soil type, and antecedent moisture conditions. Estimates of vegetative cover were ob- tained from aerial photographs, field inspection, and vegeta- tive cover maps obtained from the County. Soil type was ob- tained from SCS soil maps for the County of San Diego. -4- 1 DETENTION BASIN The purpose of the storm water detention basin is to temporarily store excess runoff and to release this water at a controlled rate and to prevent increased downstream peak flows and channel erosion. The detention basin can also act as a backup desilting basin during and after construction. -5- l l EXISTING DRAINAGE The Carlsbad Airport Business Center has been divided into eight onsite sub-basins. Each sub-basin has its own well defined water course. The areas of the sub-basins are as follows: SUB-BASIN AREA (acres) Bl 97. l 82 l 2. O 83 34.0 84 1 7. 0 85 3.8 86 73.9 87 72.3 88 36.7 The drainage areas used for existing conditions are indicated in Figure 1. -6- PROJECT SITE FIGURE 1 CARLSBAD AIRPORT BUSINESS CENTER DRAINAGE STUDY EXISTING DRAINAGE BASINS LEGEND: 83 TRIBUTARY AREA BOUNDARY SUB-BASIN DESIGNATION -7- SCALE: l" : cCCO' I :0 I TABLE A HY DR O L O G I C C HA RAC TE R I S TI C S OF CARLSBAD AIRPORT BUSINESS CENTER D EVELO PMEN T AREA UNDER EXISTING CO ND I TIO NS SUB-BASIN AREA SLOPE LAG TIME(a) scs (ACRES) (FT/MI) (HOURS) Bl 9 7. 1 253 0. 109 B2 1 2. 0 529 0.036 B3 34.0 387 0.090 B4 17.0 520 0.055 B5 3.8 644 0 .034 B6 73.9 297 0. 128 B7 72.3 352 0 . 111 B8 36.7 478 0.092 a Time between the beginning of excess rainfall and the centroid of runoff. b Curve number based on estimate of future soils and cover conditions and gives estimate of precipitation losses. c For antecedent moisture condition (AMC) = 2.0. ··-~----' " l CURVE(b,c) NUMBER 89 88 89 86 83 84 83 86 1 I'" l i I I SUB-BASIN B1 B2 B3 B4 85 B6 B7 B8 total TABLE B SUMMARY OF DISCHARGES FOR EXISTING CONDITIONS (Cubic Feet per Second) 1O-YEAR STORM 64 8 24 9 2 28 26 19 l 31 -9- 25-YEAR STORM 97 l 2 36 l 5 3 48 45 30 216 1 I 1 PROPOSED DRAINAGE FACILITIES A. GENERAL The major hydrologic changes accompanying urbanization are changes in the surface characteristics, changes in the natural stream network , and suppression of natural surface flow into subsurface conduits. The major change in surface character- istics is the increase in impervious areas. The net effect is that more water runs off sooner after a storm, and it reaches the stream channel faster than it would under pre-urban conditions. The peak flow is thus higher and sooner. Also associated with this rapid flow of water is a greater amount of erosion if not properly controlled. -10- PROPOSED DESIGN CONCEPT The basic design concept used in this report is to size the proposed drainage facilities to serve their tributary areas at ultimate development and to control the discharge of storm water by means of two detention basins with regulated discharge rates. -11 - 1 I 1 l PRO PO SE D DR A I NAG E FA C IL I TI ES The proposed drainage facilities include a network of under- ground pipes, channels, culverts and two detention basins. The drainage area for this basin is based on the proposed grading and improvement for the area. Special efforts were made to make ultimate drainage areas correspond approximately to the existing drainage boundaries The minor variations in these areas are due to grading necessary for the proposed development. The drainage areas used for the proposed improvements are shown in Figure 2. The hydrologic characteristics of the proposed drainage facilities upstream from the detention basin are summarized in Table C. - l 2- 1 i '- --°'"" TABLE C HYDR0L0 G IC CHARACTERISTICS OF CARLSBAD AIRPORT BUSINESS CENTER DEV EL0 PMEN T AREA UNDER P RO PO S ED CO N D I TIO N S SUB-BASIN AREA SLOPE LAG TIME(a) scs CURVE(b,c) a b C d (ACRES) (FT/MI) (HOU RS) NUMBER L 50.6 l 58 0.0099 92 02 33.9 45 0.0751 88 M 8.5 132 0.0473 92 04 6.0 11 5 0.0234 91 05 3.7 l 61 0.0241 91 D T2 9. 5 370 0.0168 85 Q 0.8 343 0.0062 92 K 8.9 106 0.0113 92 R 5.6 276 0.0122 92 N 4.5 79 0.0092 88 p 5.2 75 0.0209 92 03 5. l 352 0.0135 84 I 6.6 79 0.0092 92 J 7.8 290 0.0179 92 A 29.3 106 0.0113 92 B l 5. 2 106 0.0105 92 0 l 21 . 9 410 0.0215 83 C 36.2 132 0.0091 92 D 23.3 79 0.0124 92 E 3. 5 528 0.0050 92 F 7. 2 79 0.0109 92 D Tl 7. 6 407 0.0107 84 G 44.7 106 0.0143 91 s 25.6 300 0.0282 88 Time between the beginning of excess rainfall and the centroid of runoff. Curve number based on estimate of futre soils and cover con- ditions and give estimate pf precipitation losses. For.antecedent moisture condition (AMC) = 2.0. For lag times of all lots see HEC-1 input. -14- 1 i DE 1ENTION BASIN The approach to the problem of increased runoff due to development is to design a system which controls the runoff so that the actual peak runoff rate does not exceed the pre-development runoff rate. The basic mechanism for controlling the increased runoff is storage. Storage allows the runoff to be retained during and after peak runoff periods. One of the major advantages of detention basins is that they provide effective runoff control for a wide range of storm frequencies. The final basin characteristics selected are presented in Tables 01, 02, and Figures 3A and 3B. The peak inflow and outflow from the proposed ponds are presented in Tables El and E2 for the 10, 25, and 100-year storms. An energy dissipator will be provided at the pond outlet in order to allow outflows to reach existing water courses at non-erosive velocities. - l 5- I ., TABLE Dl DETENTION BASIN ( D Tl ) CHARAC 1ERISTICS 1.:.30 Inch CMP Standpipe ELEVATION SlORAGE OPENINGS IN 0 U TFL 00 D (AC/FT) RISER PIPE CFS 128.5 (Low Point) 0 5-3 11 Dia.Holes For Low F 1 ow s Low Flows 129 3-3 11 Dia.Holes 130 0.3 0. 7 1 31 5-3 11 Dia.Holes 132 1. 4 2.5 133 13-3 11 Dia.Holes 134 3. 1 13-3 11 Dia.Holes 6.8 135 136 5.3 l3-3 11 Dia.Holes 1 6. 0 136.5 18.0 138 8. 1 22.8 140 11. 6 4 7. 1 Maximum water surface elevation= 140.8 for 100-year storm. P.eak Storage= 12.5 acre/feet Peak Flow= 54 CFS. 0 nl y ..._,!i,,' ,.;.-,,,i~ ·:• • ·*"'--:· • . .,", ... , ,· ., ,.;i.• •• r\:>jt•i'\' r ,•. C, • -;._.' -.-~ ~; -~ !' ,,. ~-. '. r_., .. : -: ;_ ,..-:· , .. ,. ... " ; ·.,; .. • ~~ , C I• > •~ • '•,-,,,._ ~• !-• . ~-, . :'" ·.::: II\'; :t:,- \() d 0000 -~~- -.-..t:~~~ o::~ ·9.: ,;-.·o·. i i . I .· .••... • f. ' .... ,;". :·• - I ·. :.::· - i .. ~ .. i 12:1 . ·I·, ·--.--,.--,----.----,--:. ;p:, .. • ' f ~ , •• ··:.. ,. . .,· •. 11' .. •--·· ···.,,: --0 -,, r ~., Q lq , ... , 1, ,1 I ,, ,, 11 II~ ~ /1 I ti 11 ,, " !! !! ii l, !! I i1 ,1 -- SECTION 118~8 11 DEBRIS RISER CAGE DETENTION BASIN NO. I C.M.P. RISER &-JUNCTION BOX . NO SCALE ·' :" t-:,'.' ~• • v_'.c;~.M•-•n,{~~~••;."•·:,·.•~•· -17- l TABLE 02 DE lEN TION BASIN (D T2) CHARAC 1ERIS TICS 1-30 Inch CMP Standpipe ELEVATION S lORAGE (AC/FT) 191 (Low Point) 0 192 193 194 195 196 197 198 199 (Top of Riser) 200 202 204 206 ( Top of Dam) 0. l 0.6 l . 9 3. 9 6.4 9. l l 2. 2 l 5. 9 OPENINGS IN OUTFLOW RISER PIPE CFS 5-3 11 Dia.Holes [~~ Flows Low Flows Only Low Flows Only l-3 11 Di a.Holes 7-3"Dia.Holes 8-3"Dia.Holes 10-3"Dia.Holes 0.2 2 . l 7.8 28. l 55.7 70.0 l 06. 7 Maximum water surface elevation Peak storage= 9 acre/feet Peak flow= 55CFS. , r, 1 i ~ ,. . ~ ... ~ • I.,..~ ._. •. . ,\.: : ...... ,,( '"..~.' -... ,-. ' ~--~ -· , •. ,. : ~ .. ~",;_: •i . .,· .1 , ... , · ·:, ..... ' . ·--.> ..• .,, -, . ·• ,., .. .,. " r·~ -~ .. ~, ,.· ..:· .. ;-.-,..~· _J A ... -r---..--------~--CLAMP DEBRIS RIS£R Q • CAGE TO LJNPtRFORATED • • . SECTION OF Rl5fR -----=-=----(Sf£ DETAIL) • ,-----v----r.;.r-._...,__ cETA8L£D2FOR 0 0 0 0 ·--~--~--. o·o··o -o.-o·· ETAIL_S OF PERFORATIONS ~~~ EL.=19/. SIC FOOTOFGRAVEL PERIMETER FOOT Of PIP£ GLE IRON CONNEC· G RING ... an - Q \!'? .... , '1 ,, I ,, 11 1: II~ 1(11 I ,1 ,, ,:; 1: !I II ,, 11 1, I! II ,, ti - SECTION 118-81 ' DEBRIS RISER CAGE ·•· NOTE: DETAILS OF BOX AND-• • CONNECTIONS" TO BC .. ' .:;:;;,~~~:~{;E'. DESIGNED BY Sfl?UCTURAL ·• . :''1.~··.> ENCilNEER • • •• DETENTION BASIN NO. 2 C.M.P. RISER &-JUNCTION BOX NO SCALE TABLE E SUMMARY OF DISCHARGES FOR PLAN ,~ .. ,,,.,., (Cubic Feet per Second) SUB-BASIN 10-YEAR SlORM 25-YEAR S-ORM l O O - Y EA R S TO RM Existing Proposed Existing · Proposed Proposed L 48 67 l 04 02 22 38 60 M 8 11 l 7 04 5 7 l 2 05 3 5 7 D T2 5 8 ·--1 6_ Basin Inflow 91 l 31 21 6 Basin Outflow 28 10 48 1 3 38 Q l 1 2 K 8 l 2 18, R 3 4 9 N 3 5 9 p 5 7 11 03 - 2 4 8 I 6 9 14 J 6 9 14 A 28 39 .6 0. n B 14 20 31 01 l O l 6 34 C 34 48 74 D 22 31 48 E 3 5 7 F 7 l 0 l 5 D TI 4 6 l.? Basin Inflow l 21 173 ·-1-8J .' Basin Outflow 64 l 7 97 2~ 54 G 40 57 ,.8.9. s 18 27 47 Final Outflow 1 31 95 215 145 264 -20- _ ___. ANTI -VORTEX PLATE {\) GRAVEL CONE ENERGY DISSIPATOR ANTI -SEEP COLLAR TYPICAL DETENTION POND OUTFLOW STRUCTURE 1 REFERENCES San Diego, City of 1971 Standard Drawing. Document No. 735691. April. San Diego, County of 1975 Hydrology Manual P3055. Flood Control Division. November. 1971 Design and Procedure Manual. Flood Control Division. April. U.S. Army Corps of Engineers Hydrologic Analysis of Ungaged Watersheds with HEC-1. HEC-1 Users Manual HEC-1 Input Description Brater and King, Handbook of Hydraulics, 1976 Sixth Edition. U.S. Department of Interior, Bureau of Reclamation, Design of Small Dams, 1977 Second Edition. Los Angeles County Flood Control District Hydrology Manual U.S. Department of Agriculture Soil Conservation Service Soil Survey for the San. Diego Area. U.S. Department of Agriculture Soil Conservation Service National Engineering Handbook Section 4 Hydrology -22-