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Home My WebLink AboutCUP 2023-0001; OMNI LA COSTA DRIVING RANGE EXPANSION; DRAINAGE REPORT; 2023-07-26 DRAINAGE REPORT FOR OMNI LA COSTA DRIVING RANGE EXPANSION July 26, 2023 Wayne W. Chang, MS, PE 46548 Chang Civil Engineering ◦ Hydrology ◦ Hydraulics ◦ Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 000JuJS5[[]DiliJ~ TABLE OF CONTENTS Introduction ........................................................................................................................................1 Hydrologic and Drainage System Analyses ......................................................................................2 Hydraulic Analyses ............................................................................................................................4 Conclusion .........................................................................................................................................5 APPENDICES A. 100-Year Rational Method Analyses, HEC-1 Analyses, Weir Analyses B. 100-Year HEC-RAS Analyses MAP POCKET Existing Condition Rational Method Work Map Proposed Condition Rational Method Work Map HEC-RAS Work Map 1 INTRODUCTION The existing Omni La Costa Resort & Spa is located at 2100 Costa Del Mar Road in the city of Carlsbad (see the Vicinity Map). The site contains the resort and two golf courses. The golf courses will be renovated with an enlarged driving range to accommodate additional golfers. Portions of an existing asphalt parking lot and concrete tennis courts near the existing driving range will be removed and replaced with the additional driving range turf. A new asphalt parking area (westerly) is being added northeast of El Camino Real and Costa Del Mar Road. An existing asphalt parking area southeast of Estrella De Mar Road and Arenal Road is being expanded to the east to create the easterly parking area. The parking areas are currently barren and covered with dirt. The grading and improvements are being designed by O’Day Consultants. Vicinity Map BUENA VI LAGOO CITY OF OCEANSIDE PACIFIC OCEAN ··-,....., ··-· . J" . ··-· .· I -._,, ---I • ~-'LAKE • CALAVERA I I .. CITY OF ENCINITAS . ( \ ·-··o·· SQUIRES ! DAM ·-. CITY OF VISTA ··-: .. __; ·,.._ : CITY OF SAN MARCOS 2 San Marcos Creek flows westerly along the south side of the driving range. FEMA has mapped a Zone A floodplain along San Marcos Creek on Flood Insurance Map Number 06073C1034H dated December 20, 2019. A Zone A floodplain is approximate and not based on detailed engineering analyses. The FIRM shows the Zone A floodplain encroaching upon the majority of the driving range. The floodplain does not reach the two parking areas. The 100-year hydraulic analyses in this report indicate that the project will cause minimal change to the water surface elevations (maximum 0.06 feet lowering and 0.05 feet rise), so a Conditional Letter of Map Revision and Letter of Map Revision are not being processed. This report contains pre- (existing condition) and post-project (proposed condition) 100-year hydrologic analyses for the two parking areas. The expanded driving range is reducing the impervious area since it is replacing portions of an existing asphalt parking lot and concrete tennis courts with grass, so hydrologic analyses have not been performed for the driving range. A series of private catch basins and storm drains will convey the driving range runoff to the adjacent San Marcos Creek without increasing the creek flow. Existing and proposed condition floodplain analyses are also included to determine the impact of the expanded driving range grading on the San Marcos Creek 100-year floodplain. HYDROLOGIC AND DRAINAGE SYSTEM ANALYSES Hydrologic analyses were performed to determine the 100-year flow rates under pre- and post- project conditions within the westerly and easterly parking areas. The County of San Diego’s 2003 Hydrology Manual rational method procedure was used for the 100-year hydrologic analyses. The rational method input parameters are summarized below and the supporting data is included in Appendix A:  Precipitation: The 100-year, 6- and 24-hour precipitation values are 2.70 and 4.70 inches, respectively.  Drainage areas: The drainage basins were delineated from the base topography prepared for the project supplemented with SANGIS topo, where needed, as well as O’Day Consultants grading plan. The existing and proposed condition overall drainage basins were set equal to allow a comparison of results.  Hydrologic soil groups: The hydrologic soil groups were determined from the Natural Resources Conservation Service’s (NRCS) Web Soil Survey. Soil group D exists throughout both parking areas.  Runoff coefficients: The runoff coefficients were based on the existing and proposed condition impervious percentages as outlined in the County Hydrology Manual. The runoff coefficients range from 0.035 for natural areas to 0.87 for the paved parking areas. Other areas were assigned land uses based on the estimated percent impervious.  Flow lengths and elevations: The flow lengths and elevations were obtained from the base topography and engineering plans. 3 Table 1 summarizes the 100-year rational method results. The table indicates that the project will slightly reduce the 100-year flow rate in the westerly parking area by 0.3 cfs. This is because the proposed storm routing increases the time of concentration from 6.75 minutes to 7.96 minutes, which decreases the rainfall intensity. On the other hand, the unmitigated 100-year flow rate in the easterly parking area will increase by 1.9 cfs from 1.0 to 2.9 cfs. Location Condition C I, in/hr A, ac Q100, cfs Prop-Exist. Q100, cfs Mitigated Prop- Exist. Q100, cfs West Parking Area Existing (Node 12) 0.71 5.86 3.96 16.5 -0.3 N/A West Parking Area Proposed (Node 40) 0.56 7.37 3.96 16.3 East Parking Area Existing (Node 22) 0.35 4.48 0.64 1.0 1.9 -0.7 East Parking Area Proposed (Node 80) 0.86 5.24 0.64 2.9 (0.31) 1mitigated 100-year flow rate from detention. Table 1. Rational Method Analyses The proposed condition 100-year flow rate from the easterly parking area will be attenuated by its biofiltration basin to avoid downstream impacts. A detention analysis was performed to analyze the basin attenuation. The proposed condition peak flow of 2.9 cfs was converted to a hydrograph using the County’s rational method hydrograph procedure. The hydrograph was entered into HEC-1 for the detention analysis. The stage-storage represents the biofiltration volume from the grading plan. Per conjunctive use guidelines, the lower 12 inches of the basin were excluded from storage since this portion will hold water quality flows. The stage-outflow was determined from the FlowMaster weir routine. The outlet will be a square riser with a 36- inch by 36-inch inlet one-foot above the bottom of the basin. A weir coefficient of 3.0 was used. The stage-storage and FlowMaster weir data are included in Appendix A along with the HEC-1 results. The results show that the 100-year flow will be detained from 2.9 to 2.5 cfs. The basin will also extend the time of concentration, which will create additional detention. HEC-1 shows that the time to peak will be 4.10 hours, which corresponds to a 100-year intensity of 0.59 inches per hour from Figure 3-1 in Appendix A. The average runoff coefficient of the 0.64 acre drainage area tributary to the basin is 0.772. These values yield a 100-year outflow of 0.3 cfs from the basin (Q=CIA=0.772×0.59×0.64=0.3). Therefore, the proposed condition 100-year flow from the easterly parking area will be reduced from 2.9 to 0.3 cfs, which is less than the existing condition flow of 1.0 cfs. The required attenuation is being provided. The east and west parking areas both contain a biofiltration basin for pollutant and flow control. Each biofiltration basin contains a square riser with a 36-inch by 36-inch grate as their outlet. The riser openings will be 12 inches and 20 inches above the east and west basin floors, respectively. FlowMaster weir analyses were performed to determine the 100-year ponded elevations at each outlet riser. The risers were assumed to be 50 percent clogged, i.e., they were assumed to have an 18-inch by 36-inch opening. A weir coefficient of 3.0 was used as well as the 4 unmitigated proposed condition 100-year flow rates. The results are included in Appendix A and show that the 100-year flow will pond 0.23 and 0.42 feet above the grates. The east basin will have over 1-foot of freeboard and the west basin will have 0.9-feet of freeboard. The rational method results also contain normal depth analyses of the proposed 18-inch pipe segments. The normal depth results indicate that the pipes have capacity. HYDRAULIC ANALYSES Existing and proposed condition hydraulic analyses were performed for San Marcos Creek using the US Army Corps of Engineers’ HEC-RAS model. The following describes the HEC-RAS input parameters and results. The HEC-RAS cross-sections are delineated on the HEC-RAS Work Map in the map pocket. The cross-sections along San Marcos Creek start at 100. The existing cross-sections were primarily created from November 3, 2021 1-foot contour interval topographic mapping prepared for the project. In addition, cross-section 120 is based on SANGIS’ 2-foot contour interval topographic. The project mapping is on NGVD 29, while the SANGIS mapping is on NAVD 88. According to O’Day Consultants, NAVD 88 = NGVD 29 + 2.16 feet. The HEC-RAS analyses are on NGVD 29, so the SANGIS elevations were reduced by 2.16 feet. The proposed condition cross-sections are at the same locations as the existing condition cross-sections, but were revised where needed to reflect O’Day Consultants’ grading. The overall project includes golf course renovation in addition to the driving range expansion. The proposed condition cross-sections reflect both the golf course renovation and the driving range expansion. FEMA’s effective 100-year flow rate of 15,700 cubic feet per second (cfs) was used for San Marcos Creek. This flow rate was discussed with Mr. Scott Lyle from City staff and is being used for the City’s El Camino Real pedestrian bridges project. Average roughness coefficients were assigned to the main channel and overbank areas. The golf course areas were assigned a roughness of 0.030. The remaining natural areas were assigned a roughness up to 0.045 depending on vegetation density. Paved areas were assigned a roughness of 0.020 to 0.030. The higher range was used when landscaping or other obstructions existing within the paved areas. The downstream starting water surface elevation in San Marcos Creek was set equal to the 100- year elevation from the El Camino Real pedestrian bridges project at cross-section 9741. City staff provided hydraulic data for their project, which showed an elevation of 10.49 feet NAVD 88 or 8.33 feet NGVD 29. Although this elevation was entered, HEC-RAS increased the elevation to 13.17 feet NGVD 29. The existing and proposed condition 100-year results are included in Appendix A and summarized in Table 1. O’Day Consultants plotted the existing and proposed condition floodplains, which are included on the HEC-RAS Work Map. The results show relatively minor 5 differences in the water surface elevations at most cross-sections. Any increases occur along the golf course and do not impact existing structures. Cross- Section Existing Condition Proposed Condition Prop.–Exist. Condition 120 21.32 21.32 0.00 119 20.62 20.62 0.00 118 19.52 19.52 0.00 117 18.42 18.44 0.02 116 18.40 18.42 0.02 115 18.32 18.34 0.02 114 18.26 18.27 0.01 113 18.15 18.17 0.02 112 18.12 18.14 0.02 111 18.05 18.08 0.03 110 18.04 18.07 0.03 109 17.98 18.00 0.02 108 17.93 17.95 0.02 107 17.75 17.76 0.01 106 17.70 17.75 0.05 105 17.59 17.60 0.01 104 17.53 17.53 0.00 103 17.40 17.34 -0.06 102 17.20 17.20 0.00 101 16.79 16.79 0.00 100 13.17 13.17 0.00 Table 1. Summary of 100-Year HEC-RAS Results CONCLUSION Hydrologic and hydraulic analyses have been performed for the Omni La Costa Driving Range Expansion project, which proposes to expand the existing driving range and construct two new paved parking areas. The hydrologic analyses show that the westerly parking area will not impact the 100-year runoff. In addition, detention will mitigate the 100-year flow increase from the easterly parking area. The hydraulic analyses show that the driving range expansion along with the golf course renovation will have minimal impact on the San Marcos Creek 100-year floodplain. APPENDIX A 100-YEAR RATIONAL METHOD ANALYSES HEC-1 ANALYSES WEIR ANALYSES 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-- I', ... , , ... '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 p 6<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 ~ I I H---t--t-+--1--J-t-t--++--t--t-+--1-r t-t--++--t--t-+--1-+-t-t--+++-l·-+--l-+-t-t--++--t--t-+--1-+-t-t--l-+--t--t-+--1-+-H-++-+++-+-1-+--1-+-+-++++-+-+--1-+-+-+++-+rrrrl--++++-+---J----jH-H--+++-+-+--1-+-t-+++71 I I I I I I I I I I • DPW *GIS O.parrr..-~P;Jbiic~ G<,,]!r,Jphi,;lm!Jm.,1nQl1S:,rw;~r s1fGIS We Have S:.in Dir.:gn Covered! I I I I I I I I I I t-t-t-t-1--+->-H----l--l_LJ_l_ '++++___j_J I . • 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 3-3 I-w w LL z w (_) z <( I-Cl) ci w Cl) a:: ::J 0 (_) a:: w I- ~ 2.50% slope 2.0---t-----11 100 1---~1~·5~---t---1-_-_-_-_-_-,.. ............. ~ ........ ----- 0 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T= 1.8(1.1-C)VD 3'fs 20 Cl) w I-::J z ~ z w ~ j::: ~ 0 ....J LL Cl z <( ....J a:: w > 0 FIGURE Rational Formula -Overland Time of Flow Nomograph Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2022 Page 1 of 4 36 6 0 9 0 0 36 6 1 0 0 0 36 6 1 1 0 0 36 6 1 2 0 0 36 6 1 3 0 0 36 6 1 4 0 0 36 6 1 5 0 0 36 6 1 6 0 0 36 6 1 7 0 0 36 6 1 8 0 0 36 6 1 9 0 0 36 6 2 0 0 0 36 6 0 9 0 0 36 6 1 0 0 0 36 6 1 1 0 0 36 6 1 2 0 0 36 6 1 3 0 0 36 6 1 4 0 0 36 6 1 5 0 0 36 6 1 6 0 0 36 6 1 7 0 0 36 6 1 8 0 0 36 6 1 9 0 0 36 6 2 0 0 0 474800 474900 475000 475100 475200 475300 475400 475500 475600 474700 474800 474900 475000 475100 475200 475300 475400 475500 33° 5' 47'' N 11 7 ° 1 6 ' 1 5 ' ' W 33° 5' 47'' N 11 7 ° 1 5 ' 4 1 ' ' W 33° 5' 9'' N 11 7 ° 1 6 ' 1 5 ' ' W 33° 5' 9'' N 11 7 ° 1 5 ' 4 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 250 500 1000 1500Feet 0 50 100 200 300Meters Map Scale: 1:5,790 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 18, Sep 14, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2022 Page 2 of 4USDA = □ D D D D D D D D ,,..,,,. ,,..,,,. □ ■ ■ □ □ ,,..._., t-+-t ~ tllWI ,..,,. ~ • Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AtE2 Altamont clay, 15 to 30 percent slopes, eroded D 6.1 3.6% CsB Corralitos loamy sand, 0 to 5 percent slopes A 9.0 5.4% HrE2 Huerhuero loam, 15 to 30 percent slopes, eroded D 3.9 2.3% HuC Huerhuero-Urban land complex, 2 to 9 percent slopes D 47.9 28.8% HuE Huerhuero-Urban land complex, 9 to 30 percent slopes D 19.9 11.9% PfC Placentia sandy loam, thick surface, 2 to 9 percent slo pes D 5.5 3.3% SbC Salinas clay loam, 2 to 9 percent slopes C 53.9 32.4% TeF Terrace escarpments 0.0 0.0% Tf Tidal flats D 20.5 12.3% Totals for Area of Interest 166.7 100.0% Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2022 Page 3 of 4USDA = Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2022 Page 4 of 4~ San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/22/22 ------------------------------------------------------------------------ Omni La Costa Driving Range Expansion Parking Area Analyses Existing Conditions 100-Year Storm Event ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4028 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 591.000(Ft.) Highest elevation = 47.000(Ft.) Lowest elevation = 15.000(Ft.) Elevation difference = 32.000(Ft.) Slope = 5.415 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.42 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7100)*( 95.000^.5)/( 5.415^(1/3)]= 3.90 The initial area total distance of 591.00 (Ft.) entered leaves a remaining distance of 496.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.86 minutes for a distance of 496.00 (Ft.) and a slope of 5.42 % with an elevation difference of 26.86(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.855 Minutes Tt=[(11.9*0.0939^3)/( 26.86)]^.385= 2.86 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 2.86 minutes from the Figure 3-4 formula = 6.75 minutes Rainfall intensity (I) = 5.861(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 16.478(CFS) Total initial stream area = 3.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 102.000(Ft.) Highest elevation = 75.000(Ft.) Lowest elevation = 73.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.961 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.96 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.94 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3500)*( 85.000^.5)/( 1.961^(1/3)]= 9.94 The initial area total distance of 102.00 (Ft.) entered leaves a remaining distance of 17.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.31 minutes for a distance of 17.00 (Ft.) and a slope of 1.96 % with an elevation difference of 0.33(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.314 Minutes Tt=[(11.9*0.0032^3)/( 0.33)]^.385= 0.31 Total initial area Ti = 9.94 minutes from Figure 3-3 formula plus 0.31 minutes from the Figure 3-4 formula = 10.26 minutes Rainfall intensity (I) = 4.475(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.002(CFS) Total initial stream area = 0.640(Ac.) End of computations, total study area = 4.600 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/22/22 ------------------------------------------------------------------------ Omni La Costa Driving Range Expansion Parking Area Analyses Proposed Conditions 100-Year Storm Event ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4028 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 538.000(Ft.) Highest elevation = 31.000(Ft.) Lowest elevation = 21.500(Ft.) Elevation difference = 9.500(Ft.) Slope = 1.766 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.77 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.87 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.766^(1/3)]= 2.87 The initial area total distance of 538.00 (Ft.) entered leaves a remaining distance of 468.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.20 minutes for a distance of 468.00 (Ft.) and a slope of 1.77 % with an elevation difference of 8.26(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 4.203 Minutes Tt=[(11.9*0.0886^3)/( 8.26)]^.385= 4.20 Total initial area Ti = 2.87 minutes from Figure 3-3 formula plus 4.20 minutes from the Figure 3-4 formula = 7.07 minutes Rainfall intensity (I) = 5.690(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 7.376(CFS) Total initial stream area = 1.490(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 19.000(Ft.) Downstream point elevation = 18.800(Ft.) Channel length thru subarea = 38.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 7.413(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.413(CFS) Depth of flow = 0.350(Ft.), Average velocity = 0.771(Ft/s) Channel flow top width = 44.982(Ft.) Flow Velocity = 0.77(Ft/s) Travel time = 0.82 min. Time of concentration = 7.89 min. Critical depth = 0.189(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.300(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 7.093(CFS) therefore the upstream flow rate of Q = 7.376(CFS) is being used Rainfall intensity = 5.300(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.831 CA = 1.338 Subarea runoff = 0.000(CFS) for 0.120(Ac.) Total runoff = 7.376(CFS) Total area = 1.610(Ac.) Depth of flow = 0.349(Ft.), Average velocity = 0.770(Ft/s) Critical depth = 0.188(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 14.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.610(Ac.) Runoff from this stream = 7.376(CFS) Time of concentration = 7.89 min. Rainfall intensity = 5.300(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 116.000(Ft.) Highest elevation = 42.000(Ft.) Lowest elevation = 29.800(Ft.) Elevation difference = 12.200(Ft.) Slope = 10.517 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.52 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.86 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 10.517^(1/3)]= 3.86 The initial area total distance of 116.00 (Ft.) entered leaves a remaining distance of 16.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.16 minutes for a distance of 16.00 (Ft.) and a slope of 10.52 % with an elevation difference of 1.68(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.157 Minutes Tt=[(11.9*0.0030^3)/( 1.68)]^.385= 0.16 Total initial area Ti = 3.86 minutes from Figure 3-3 formula plus 0.16 minutes from the Figure 3-4 formula = 4.02 minutes Calculated TC of 4.019 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.493(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 24.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 29.800(Ft.) Downstream point elevation = 25.700(Ft.) Channel length thru subarea = 232.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 2.106(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.106(CFS) Depth of flow = 0.442(Ft.), Average velocity = 5.057(Ft/s) Channel flow top width = 1.384(Ft.) Flow Velocity = 5.06(Ft/s) Travel time = 0.76 min. Time of concentration = 4.78 min. Critical depth = 0.570(Ft.) Adding area flow to channel Calculated TC of 4.783 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.523 Subarea runoff = 3.227(CFS) for 0.720(Ac.) Total runoff = 3.720(CFS) Total area = 0.830(Ac.) Depth of flow = 0.586(Ft.), Average velocity = 5.838(Ft/s) Critical depth = 0.758(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 22.400(Ft.) Downstream point/station elevation = 13.000(Ft.) Pipe length = 155.00(Ft.) Slope = 0.0606 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.720(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.720(CFS) Normal flow depth in pipe = 4.61(In.) Flow top width inside pipe = 15.71(In.) Critical Depth = 8.85(In.) Pipe flow velocity = 10.40(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.830(Ac.) Runoff from this stream = 3.720(CFS) Time of concentration = 5.03 min. Rainfall intensity = 7.085(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 356.000(Ft.) Highest elevation = 47.000(Ft.) Lowest elevation = 30.300(Ft.) Elevation difference = 16.700(Ft.) Slope = 4.691 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 4.69 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.25 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7900)*( 95.000^.5)/( 4.691^(1/3)]= 3.25 The initial area total distance of 356.00 (Ft.) entered leaves a remaining distance of 261.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.84 minutes for a distance of 261.00 (Ft.) and a slope of 4.69 % with an elevation difference of 12.24(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.841 Minutes Tt=[(11.9*0.0494^3)/( 12.24)]^.385= 1.84 Total initial area Ti = 3.25 minutes from Figure 3-3 formula plus 1.84 minutes from the Figure 3-4 formula = 5.09 minutes Rainfall intensity (I) = 7.033(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 7.112(CFS) Total initial stream area = 1.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 26.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 30.300(Ft.) Downstream point elevation = 16.500(Ft.) Channel length thru subarea = 389.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 7.153(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.153(CFS) Depth of flow = 0.679(Ft.), Average velocity = 8.927(Ft/s) Channel flow top width = 1.859(Ft.) Flow Velocity = 8.93(Ft/s) Travel time = 0.73 min. Time of concentration = 5.82 min. Critical depth = 1.031(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.453(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 7.067(CFS) therefore the upstream flow rate of Q = 7.112(CFS) is being used Rainfall intensity = 6.453(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.721 CA = 1.095 Subarea runoff = 0.000(CFS) for 0.240(Ac.) Total runoff = 7.112(CFS) Total area = 1.520(Ac.) Depth of flow = 0.678(Ft.), Average velocity = 8.914(Ft/s) Critical depth = 1.031(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.520(Ac.) Runoff from this stream = 7.112(CFS) Time of concentration = 5.82 min. Rainfall intensity = 6.453(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.720 5.03 7.085 2 7.112 5.82 6.453 Qmax(1) = 1.000 * 1.000 * 3.720) + 1.000 * 0.865 * 7.112) + = 9.872 Qmax(2) = 0.911 * 1.000 * 3.720) + 1.000 * 1.000 * 7.112) + = 10.500 Total of 2 streams to confluence: Flow rates before confluence point: 3.720 7.112 Maximum flow rates at confluence using above data: 9.872 10.500 Area of streams before confluence: 0.830 1.520 Results of confluence: Total flow rate = 10.500(CFS) Time of concentration = 5.816 min. Effective stream area after confluence = 2.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 12.760(Ft.) Downstream point/station elevation = 10.400(Ft.) Pipe length = 136.00(Ft.) Slope = 0.0174 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.500(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.500(CFS) Normal flow depth in pipe = 11.72(In.) Flow top width inside pipe = 17.16(In.) Critical Depth = 14.95(In.) Pipe flow velocity = 8.61(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 6.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 14.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.350(Ac.) Runoff from this stream = 10.500(CFS) Time of concentration = 6.08 min. Rainfall intensity = 6.271(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.376 7.89 5.300 2 10.500 6.08 6.271 Qmax(1) = 1.000 * 1.000 * 7.376) + 0.845 * 1.000 * 10.500) + = 16.250 Qmax(2) = 1.000 * 0.770 * 7.376) + 1.000 * 1.000 * 10.500) + = 16.182 Total of 2 main streams to confluence: Flow rates before confluence point: 7.376 10.500 Maximum flow rates at confluence using above data: 16.250 16.182 Area of streams before confluence: 1.610 2.350 Results of confluence: Total flow rate = 16.250(CFS) Time of concentration = 7.891 min. Effective stream area after confluence = 3.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 10.400(Ft.) Downstream point/station elevation = 9.000(Ft.) Pipe length = 47.00(Ft.) Slope = 0.0298 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.250(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.250(CFS) Normal flow depth in pipe = 13.31(In.) Flow top width inside pipe = 15.80(In.) Critical depth could not be calculated. Pipe flow velocity = 11.61(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 162.000(Ft.) Highest elevation = 73.430(Ft.) Lowest elevation = 72.000(Ft.) Elevation difference = 1.430(Ft.) Slope = 0.883 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.88 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 60.000^.5)/( 0.883^(1/3)]= 3.34 The initial area total distance of 162.00 (Ft.) entered leaves a remaining distance of 102.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.70 minutes for a distance of 102.00 (Ft.) and a slope of 0.88 % with an elevation difference of 0.90(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.698 Minutes Tt=[(11.9*0.0193^3)/( 0.90)]^.385= 1.70 Total initial area Ti = 3.34 minutes from Figure 3-3 formula plus 1.70 minutes from the Figure 3-4 formula = 5.04 minutes Rainfall intensity (I) = 7.076(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 2.155(CFS) Total initial stream area = 0.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 54.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 69.500(Ft.) Downstream point elevation = 69.060(Ft.) Channel length thru subarea = 88.000(Ft.) Channel base width = 8.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 2.201(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.201(CFS) Depth of flow = 0.289(Ft.), Average velocity = 0.858(Ft/s) Channel flow top width = 9.735(Ft.) Flow Velocity = 0.86(Ft/s) Travel time = 1.71 min. Time of concentration = 6.75 min. Critical depth = 0.131(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.862(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 2.031(CFS) therefore the upstream flow rate of Q = 2.155(CFS) is being used Rainfall intensity = 5.862(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.737 CA = 0.346 Subarea runoff = 0.000(CFS) for 0.120(Ac.) Total runoff = 2.155(CFS) Total area = 0.470(Ac.) Depth of flow = 0.286(Ft.), Average velocity = 0.852(Ft/s) Critical depth = 0.129(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 54.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.862(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.75 min. Rainfall intensity = 5.862(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.771 CA = 0.486 Subarea runoff = 0.692(CFS) for 0.160(Ac.) Total runoff = 2.847(CFS) Total area = 0.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 54.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.862(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.75 min. Rainfall intensity = 5.862(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.772 CA = 0.494 Subarea runoff = 0.051(CFS) for 0.010(Ac.) Total runoff = 2.898(CFS) Total area = 0.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 59.470(Ft.) Downstream point/station elevation = 55.470(Ft.) Pipe length = 392.00(Ft.) Slope = 0.0102 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.898(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.898(CFS) Normal flow depth in pipe = 6.43(In.) Flow top width inside pipe = 17.25(In.) Critical Depth = 7.75(In.) Pipe flow velocity = 5.11(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 8.03 min. End of computations, total study area = 4.600 (Ac.) Stage-Storage East Biofiltration Basin Elevation Area A1+A2+(A1*A2)^(1/2) Volume Volume Sum (feet) (acres) (acres) (acre-feet) (acre-feet) 70.5 0.056 0.000 0.000 0.000 71 0.069 0.187 0.031 0.031 72 0.098 0.249 0.083 0.114 Worksheet for Stage-Outflow El. 71' Project Description DischargeSolve For Input Data ft71.00Headwater Elevation ft70.50Crest Elevation ft^(1/2)/s3.00Weir Coefficient ft12.0Crest Length Results cfs12.73Discharge ft0.50Headwater Height Above Crest ft²6.0Flow Area ft/s2.12Velocity ft13.0Wetted Perimeter ft12.00Top Width Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/11/2023 FlowMaster[10.03.00.03]Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Worksheet for Stage-Outflow El. 72' Project Description DischargeSolve For Input Data ft72.00Headwater Elevation ft70.50Crest Elevation ft^(1/2)/s3.00Weir Coefficient ft12.0Crest Length Results cfs66.14Discharge ft1.50Headwater Height Above Crest ft²18.0Flow Area ft/s3.67Velocity ft15.0Wetted Perimeter ft12.00Top Width Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/11/2023 FlowMaster[10.03.00.03]Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 1 ***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 25JUL23 TIME 23:06:15 * * (916) 756-1104 * * * * * ***************************************** *************************************** X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 2 HEC-1 INPUT PAGE 1 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 *DIAGRAM *** FREE *** 1 ID OMNI LA COSTA DRIVING RANGE EXPANSION 2 ID 100-YEAR DETENTION ANALYSIS 3 ID EAST PARKING AREA 4 ID DETAIN FROM 2.9 CFS TO 1.0 CFS 5 IT 2 01JAN90 1200 200 6 KK EAST 7 KM 100-YEAR, 6-HOUR RAINFALL IS 2.7 INCHES 8 KM RATIONAL METHOD RUNOFF COEFFICIENT IS 0.772 9 KM RATIONAL METHOD TIME OF CONCENTRATION IS 6.75 MINUTES 10 BA 0.0010 11 IN 7 01JAN90 1159 12 QI 0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 13 QI 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 14 QI 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3 15 QI 0.3 0.3 0.4 0.6 0.7 2.9 0.4 0.3 0.2 0.2 16 QI 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 17 QI 0.1 0.1 0 0 0 0 0 0 0 0 18 QI 0 0 0 19 KK DETAIN 20 RS 1 STOR -1 21 SV 0.0 0.031 0.114 22 SQ 0 12.7 66.1 23 SE 70.5 71 72 24 ZZ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 6 EAST V V 19 DETAIN (***) RUNOFF ALSO COMPUTED AT THIS LOCATION 3 ***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 25JUL23 TIME 23:06:15 * * (916) 756-1104 * * * * * ***************************************** *************************************** OMNI LA COSTA DRIVING RANGE EXPANSION 100-YEAR DETENTION ANALYSIS EAST PARKING AREA DETAIN FROM 2.9 CFS TO 1.0 CFS IT HYDROGRAPH TIME DATA NMIN 2 MINUTES IN COMPUTATION INTERVAL IDATE 1JAN90 STARTING DATE ITIME 1200 STARTING TIME NQ 200 NUMBER OF HYDROGRAPH ORDINATES NDDATE 1JAN90 ENDING DATE NDTIME 1838 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .03 HOURS TOTAL TIME BASE 6.63 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 6 KK * EAST * * * ************** 100-YEAR, 6-HOUR RAINFALL IS 2.7 INCHES RATIONAL METHOD RUNOFF COEFFICIENT IS 0.772 RATIONAL METHOD TIME OF CONCENTRATION IS 6.75 MINUTES 11 IN TIME DATA FOR INPUT TIME SERIES JXMIN 7 TIME INTERVAL IN MINUTES JXDATE 1JAN90 STARTING DATE JXTIME 1159 STARTING TIME SUBBASIN RUNOFF DATA 10 BA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA *** *********************************************************************************************************************************** HYDROGRAPH AT STATION EAST *********************************************************************************************************************************** 4 * * * DA MON HRMN ORD FLOW * DA MON HRMN ORD FLOW * DA MON HRMN ORD FLOW * DA MON HRMN ORD FLOW * * * 1 JAN 1200 1 0. * 1 JAN 1340 51 0. * 1 JAN 1520 101 0. * 1 JAN 1700 151 0. 1 JAN 1202 2 0. * 1 JAN 1342 52 0. * 1 JAN 1522 102 0. * 1 JAN 1702 152 0. 1 JAN 1204 3 0. * 1 JAN 1344 53 0. * 1 JAN 1524 103 0. * 1 JAN 1704 153 0. 1 JAN 1206 4 0. * 1 JAN 1346 54 0. * 1 JAN 1526 104 0. * 1 JAN 1706 154 0. 1 JAN 1208 5 0. * 1 JAN 1348 55 0. * 1 JAN 1528 105 0. * 1 JAN 1708 155 0. 1 JAN 1210 6 0. * 1 JAN 1350 56 0. * 1 JAN 1530 106 0. * 1 JAN 1710 156 0. 1 JAN 1212 7 0. * 1 JAN 1352 57 0. * 1 JAN 1532 107 0. * 1 JAN 1712 157 0. 1 JAN 1214 8 0. * 1 JAN 1354 58 0. * 1 JAN 1534 108 0. * 1 JAN 1714 158 0. 1 JAN 1216 9 0. * 1 JAN 1356 59 0. * 1 JAN 1536 109 0. * 1 JAN 1716 159 0. 1 JAN 1218 10 0. * 1 JAN 1358 60 0. * 1 JAN 1538 110 0. * 1 JAN 1718 160 0. 1 JAN 1220 11 0. * 1 JAN 1400 61 0. * 1 JAN 1540 111 0. * 1 JAN 1720 161 0. 1 JAN 1222 12 0. * 1 JAN 1402 62 0. * 1 JAN 1542 112 0. * 1 JAN 1722 162 0. 1 JAN 1224 13 0. * 1 JAN 1404 63 0. * 1 JAN 1544 113 0. * 1 JAN 1724 163 0. 1 JAN 1226 14 0. * 1 JAN 1406 64 0. * 1 JAN 1546 114 0. * 1 JAN 1726 164 0. 1 JAN 1228 15 0. * 1 JAN 1408 65 0. * 1 JAN 1548 115 1. * 1 JAN 1728 165 0. 1 JAN 1230 16 0. * 1 JAN 1410 66 0. * 1 JAN 1550 116 1. * 1 JAN 1730 166 0. 1 JAN 1232 17 0. * 1 JAN 1412 67 0. * 1 JAN 1552 117 1. * 1 JAN 1732 167 0. 1 JAN 1234 18 0. * 1 JAN 1414 68 0. * 1 JAN 1554 118 1. * 1 JAN 1734 168 0. 1 JAN 1236 19 0. * 1 JAN 1416 69 0. * 1 JAN 1556 119 1. * 1 JAN 1736 169 0. 1 JAN 1238 20 0. * 1 JAN 1418 70 0. * 1 JAN 1558 120 1. * 1 JAN 1738 170 0. 1 JAN 1240 21 0. * 1 JAN 1420 71 0. * 1 JAN 1600 121 2. * 1 JAN 1740 171 0. 1 JAN 1242 22 0. * 1 JAN 1422 72 0. * 1 JAN 1602 122 2. * 1 JAN 1742 172 0. 1 JAN 1244 23 0. * 1 JAN 1424 73 0. * 1 JAN 1604 123 3. * 1 JAN 1744 173 0. 1 JAN 1246 24 0. * 1 JAN 1426 74 0. * 1 JAN 1606 124 2. * 1 JAN 1746 174 0. 1 JAN 1248 25 0. * 1 JAN 1428 75 0. * 1 JAN 1608 125 1. * 1 JAN 1748 175 0. 1 JAN 1250 26 0. * 1 JAN 1430 76 0. * 1 JAN 1610 126 1. * 1 JAN 1750 176 0. 1 JAN 1252 27 0. * 1 JAN 1432 77 0. * 1 JAN 1612 127 0. * 1 JAN 1752 177 0. 1 JAN 1254 28 0. * 1 JAN 1434 78 0. * 1 JAN 1614 128 0. * 1 JAN 1754 178 0. 1 JAN 1256 29 0. * 1 JAN 1436 79 0. * 1 JAN 1616 129 0. * 1 JAN 1756 179 0. 1 JAN 1258 30 0. * 1 JAN 1438 80 0. * 1 JAN 1618 130 0. * 1 JAN 1758 180 0. 1 JAN 1300 31 0. * 1 JAN 1440 81 0. * 1 JAN 1620 131 0. * 1 JAN 1800 181 0. 1 JAN 1302 32 0. * 1 JAN 1442 82 0. * 1 JAN 1622 132 0. * 1 JAN 1802 182 0. 1 JAN 1304 33 0. * 1 JAN 1444 83 0. * 1 JAN 1624 133 0. * 1 JAN 1804 183 0. 1 JAN 1306 34 0. * 1 JAN 1446 84 0. * 1 JAN 1626 134 0. * 1 JAN 1806 184 0. 1 JAN 1308 35 0. * 1 JAN 1448 85 0. * 1 JAN 1628 135 0. * 1 JAN 1808 185 0. 1 JAN 1310 36 0. * 1 JAN 1450 86 0. * 1 JAN 1630 136 0. * 1 JAN 1810 186 0. 1 JAN 1312 37 0. * 1 JAN 1452 87 0. * 1 JAN 1632 137 0. * 1 JAN 1812 187 0. 1 JAN 1314 38 0. * 1 JAN 1454 88 0. * 1 JAN 1634 138 0. * 1 JAN 1814 188 0. 1 JAN 1316 39 0. * 1 JAN 1456 89 0. * 1 JAN 1636 139 0. * 1 JAN 1816 189 0. 1 JAN 1318 40 0. * 1 JAN 1458 90 0. * 1 JAN 1638 140 0. * 1 JAN 1818 190 0. 1 JAN 1320 41 0. * 1 JAN 1500 91 0. * 1 JAN 1640 141 0. * 1 JAN 1820 191 0. 1 JAN 1322 42 0. * 1 JAN 1502 92 0. * 1 JAN 1642 142 0. * 1 JAN 1822 192 0. 1 JAN 1324 43 0. * 1 JAN 1504 93 0. * 1 JAN 1644 143 0. * 1 JAN 1824 193 0. 1 JAN 1326 44 0. * 1 JAN 1506 94 0. * 1 JAN 1646 144 0. * 1 JAN 1826 194 0. 1 JAN 1328 45 0. * 1 JAN 1508 95 0. * 1 JAN 1648 145 0. * 1 JAN 1828 195 0. 1 JAN 1330 46 0. * 1 JAN 1510 96 0. * 1 JAN 1650 146 0. * 1 JAN 1830 196 0. 1 JAN 1332 47 0. * 1 JAN 1512 97 0. * 1 JAN 1652 147 0. * 1 JAN 1832 197 0. 1 JAN 1334 48 0. * 1 JAN 1514 98 0. * 1 JAN 1654 148 0. * 1 JAN 1834 198 0. 1 JAN 1336 49 0. * 1 JAN 1516 99 0. * 1 JAN 1656 149 0. * 1 JAN 1836 199 0. 1 JAN 1338 50 0. * 1 JAN 1518 100 0. * 1 JAN 1658 150 0. * 1 JAN 1838 200 0. * * * *********************************************************************************************************************************** PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 6.63-HR + (CFS) (HR) (CFS) + 3. 4.07 0. 0. 0. 0. (INCHES) 2.068 2.070 2.070 2.070 (AC-FT) 0. 0. 0. 0. CUMULATIVE AREA = .00 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 5 ************** * * 19 KK * DETAIN * * * ************** HYDROGRAPH ROUTING DATA 20 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 21 SV STORAGE .0 .0 .1 22 SQ DISCHARGE 0. 13. 66. 23 SE ELEVATION 70.50 71.00 72.00 *** *********************************************************************************************************************************** HYDROGRAPH AT STATION DETAIN *********************************************************************************************************************************** * * DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE * * 1 JAN 1200 1 0. .0 70.5 * 1 JAN 1414 68 0. .0 70.5 * 1 JAN 1628 135 0. .0 70.5 1 JAN 1202 2 0. .0 70.5 * 1 JAN 1416 69 0. .0 70.5 * 1 JAN 1630 136 0. .0 70.5 1 JAN 1204 3 0. .0 70.5 * 1 JAN 1418 70 0. .0 70.5 * 1 JAN 1632 137 0. .0 70.5 1 JAN 1206 4 0. .0 70.5 * 1 JAN 1420 71 0. .0 70.5 * 1 JAN 1634 138 0. .0 70.5 1 JAN 1208 5 0. .0 70.5 * 1 JAN 1422 72 0. .0 70.5 * 1 JAN 1636 139 0. .0 70.5 1 JAN 1210 6 0. .0 70.5 * 1 JAN 1424 73 0. .0 70.5 * 1 JAN 1638 140 0. .0 70.5 1 JAN 1212 7 0. .0 70.5 * 1 JAN 1426 74 0. .0 70.5 * 1 JAN 1640 141 0. .0 70.5 1 JAN 1214 8 0. .0 70.5 * 1 JAN 1428 75 0. .0 70.5 * 1 JAN 1642 142 0. .0 70.5 1 JAN 1216 9 0. .0 70.5 * 1 JAN 1430 76 0. .0 70.5 * 1 JAN 1644 143 0. .0 70.5 1 JAN 1218 10 0. .0 70.5 * 1 JAN 1432 77 0. .0 70.5 * 1 JAN 1646 144 0. .0 70.5 1 JAN 1220 11 0. .0 70.5 * 1 JAN 1434 78 0. .0 70.5 * 1 JAN 1648 145 0. .0 70.5 1 JAN 1222 12 0. .0 70.5 * 1 JAN 1436 79 0. .0 70.5 * 1 JAN 1650 146 0. .0 70.5 1 JAN 1224 13 0. .0 70.5 * 1 JAN 1438 80 0. .0 70.5 * 1 JAN 1652 147 0. .0 70.5 1 JAN 1226 14 0. .0 70.5 * 1 JAN 1440 81 0. .0 70.5 * 1 JAN 1654 148 0. .0 70.5 1 JAN 1228 15 0. .0 70.5 * 1 JAN 1442 82 0. .0 70.5 * 1 JAN 1656 149 0. .0 70.5 1 JAN 1230 16 0. .0 70.5 * 1 JAN 1444 83 0. .0 70.5 * 1 JAN 1658 150 0. .0 70.5 1 JAN 1232 17 0. .0 70.5 * 1 JAN 1446 84 0. .0 70.5 * 1 JAN 1700 151 0. .0 70.5 1 JAN 1234 18 0. .0 70.5 * 1 JAN 1448 85 0. .0 70.5 * 1 JAN 1702 152 0. .0 70.5 1 JAN 1236 19 0. .0 70.5 * 1 JAN 1450 86 0. .0 70.5 * 1 JAN 1704 153 0. .0 70.5 1 JAN 1238 20 0. .0 70.5 * 1 JAN 1452 87 0. .0 70.5 * 1 JAN 1706 154 0. .0 70.5 1 JAN 1240 21 0. .0 70.5 * 1 JAN 1454 88 0. .0 70.5 * 1 JAN 1708 155 0. .0 70.5 1 JAN 1242 22 0. .0 70.5 * 1 JAN 1456 89 0. .0 70.5 * 1 JAN 1710 156 0. .0 70.5 1 JAN 1244 23 0. .0 70.5 * 1 JAN 1458 90 0. .0 70.5 * 1 JAN 1712 157 0. .0 70.5 1 JAN 1246 24 0. .0 70.5 * 1 JAN 1500 91 0. .0 70.5 * 1 JAN 1714 158 0. .0 70.5 1 JAN 1248 25 0. .0 70.5 * 1 JAN 1502 92 0. .0 70.5 * 1 JAN 1716 159 0. .0 70.5 1 JAN 1250 26 0. .0 70.5 * 1 JAN 1504 93 0. .0 70.5 * 1 JAN 1718 160 0. .0 70.5 1 JAN 1252 27 0. .0 70.5 * 1 JAN 1506 94 0. .0 70.5 * 1 JAN 1720 161 0. .0 70.5 1 JAN 1254 28 0. .0 70.5 * 1 JAN 1508 95 0. .0 70.5 * 1 JAN 1722 162 0. .0 70.5 1 JAN 1256 29 0. .0 70.5 * 1 JAN 1510 96 0. .0 70.5 * 1 JAN 1724 163 0. .0 70.5 1 JAN 1258 30 0. .0 70.5 * 1 JAN 1512 97 0. .0 70.5 * 1 JAN 1726 164 0. .0 70.5 1 JAN 1300 31 0. .0 70.5 * 1 JAN 1514 98 0. .0 70.5 * 1 JAN 1728 165 0. .0 70.5 1 JAN 1302 32 0. .0 70.5 * 1 JAN 1516 99 0. .0 70.5 * 1 JAN 1730 166 0. .0 70.5 1 JAN 1304 33 0. .0 70.5 * 1 JAN 1518 100 0. .0 70.5 * 1 JAN 1732 167 0. .0 70.5 1 JAN 1306 34 0. .0 70.5 * 1 JAN 1520 101 0. .0 70.5 * 1 JAN 1734 168 0. .0 70.5 1 JAN 1308 35 0. .0 70.5 * 1 JAN 1522 102 0. .0 70.5 * 1 JAN 1736 169 0. .0 70.5 1 JAN 1310 36 0. .0 70.5 * 1 JAN 1524 103 0. .0 70.5 * 1 JAN 1738 170 0. .0 70.5 1 JAN 1312 37 0. .0 70.5 * 1 JAN 1526 104 0. .0 70.5 * 1 JAN 1740 171 0. .0 70.5 1 JAN 1314 38 0. .0 70.5 * 1 JAN 1528 105 0. .0 70.5 * 1 JAN 1742 172 0. .0 70.5 1 JAN 1316 39 0. .0 70.5 * 1 JAN 1530 106 0. .0 70.5 * 1 JAN 1744 173 0. .0 70.5 1 JAN 1318 40 0. .0 70.5 * 1 JAN 1532 107 0. .0 70.5 * 1 JAN 1746 174 0. .0 70.5 6 1 JAN 1320 41 0. .0 70.5 * 1 JAN 1534 108 0. .0 70.5 * 1 JAN 1748 175 0. .0 70.5 1 JAN 1322 42 0. .0 70.5 * 1 JAN 1536 109 0. .0 70.5 * 1 JAN 1750 176 0. .0 70.5 1 JAN 1324 43 0. .0 70.5 * 1 JAN 1538 110 0. .0 70.5 * 1 JAN 1752 177 0. .0 70.5 1 JAN 1326 44 0. .0 70.5 * 1 JAN 1540 111 0. .0 70.5 * 1 JAN 1754 178 0. .0 70.5 1 JAN 1328 45 0. .0 70.5 * 1 JAN 1542 112 0. .0 70.5 * 1 JAN 1756 179 0. .0 70.5 1 JAN 1330 46 0. .0 70.5 * 1 JAN 1544 113 0. .0 70.5 * 1 JAN 1758 180 0. .0 70.5 1 JAN 1332 47 0. .0 70.5 * 1 JAN 1546 114 0. .0 70.5 * 1 JAN 1800 181 0. .0 70.5 1 JAN 1334 48 0. .0 70.5 * 1 JAN 1548 115 0. .0 70.5 * 1 JAN 1802 182 0. .0 70.5 1 JAN 1336 49 0. .0 70.5 * 1 JAN 1550 116 1. .0 70.5 * 1 JAN 1804 183 0. .0 70.5 1 JAN 1338 50 0. .0 70.5 * 1 JAN 1552 117 1. .0 70.5 * 1 JAN 1806 184 0. .0 70.5 1 JAN 1340 51 0. .0 70.5 * 1 JAN 1554 118 1. .0 70.5 * 1 JAN 1808 185 0. .0 70.5 1 JAN 1342 52 0. .0 70.5 * 1 JAN 1556 119 1. .0 70.5 * 1 JAN 1810 186 0. .0 70.5 1 JAN 1344 53 0. .0 70.5 * 1 JAN 1558 120 1. .0 70.5 * 1 JAN 1812 187 0. .0 70.5 1 JAN 1346 54 0. .0 70.5 * 1 JAN 1600 121 1. .0 70.5 * 1 JAN 1814 188 0. .0 70.5 1 JAN 1348 55 0. .0 70.5 * 1 JAN 1602 122 2. .0 70.6 * 1 JAN 1816 189 0. .0 70.5 1 JAN 1350 56 0. .0 70.5 * 1 JAN 1604 123 2. .0 70.6 * 1 JAN 1818 190 0. .0 70.5 1 JAN 1352 57 0. .0 70.5 * 1 JAN 1606 124 2. .0 70.6 * 1 JAN 1820 191 0. .0 70.5 1 JAN 1354 58 0. .0 70.5 * 1 JAN 1608 125 2. .0 70.6 * 1 JAN 1822 192 0. .0 70.5 1 JAN 1356 59 0. .0 70.5 * 1 JAN 1610 126 1. .0 70.6 * 1 JAN 1824 193 0. .0 70.5 1 JAN 1358 60 0. .0 70.5 * 1 JAN 1612 127 1. .0 70.5 * 1 JAN 1826 194 0. .0 70.5 1 JAN 1400 61 0. .0 70.5 * 1 JAN 1614 128 0. .0 70.5 * 1 JAN 1828 195 0. .0 70.5 1 JAN 1402 62 0. .0 70.5 * 1 JAN 1616 129 0. .0 70.5 * 1 JAN 1830 196 0. .0 70.5 1 JAN 1404 63 0. .0 70.5 * 1 JAN 1618 130 0. .0 70.5 * 1 JAN 1832 197 0. .0 70.5 1 JAN 1406 64 0. .0 70.5 * 1 JAN 1620 131 0. .0 70.5 * 1 JAN 1834 198 0. .0 70.5 1 JAN 1408 65 0. .0 70.5 * 1 JAN 1622 132 0. .0 70.5 * 1 JAN 1836 199 0. .0 70.5 1 JAN 1410 66 0. .0 70.5 * 1 JAN 1624 133 0. .0 70.5 * 1 JAN 1838 200 0. .0 70.5 1 JAN 1412 67 0. .0 70.5 * 1 JAN 1626 134 0. .0 70.5 * * * *********************************************************************************************************************************** PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 6.63-HR + (CFS) (HR) (CFS) + 2. 4.10 0. 0. 0. 0. (INCHES) 2.068 2.071 2.071 2.071 (AC-FT) 0. 0. 0. 0. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 6.63-HR + (AC-FT) (HR) 0. 4.07 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 6.63-HR + (FEET) (HR) 70.60 4.10 70.51 70.51 70.51 70.51 CUMULATIVE AREA = .00 SQ MI 7 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + EAST 2.9 4.07 0. 0. 0. .00 ROUTED TO + DETAIN 2.5 4.10 0. 0. 0. .00 + 70.60 4.10 *** NORMAL END OF HEC-1 *** Worksheet for West Riser Weir - 50% Clogged Project Description Headwater ElevationSolve For Input Data cfs7.40Discharge ft20.67Crest Elevation ft^(1/2)/s3.00Weir Coefficient ft9.0Crest Length Results ft21.09Headwater Elevation ft0.42Headwater Height Above Crest ft²3.8Flow Area ft/s1.95Velocity ft9.8Wetted Perimeter ft9.00Top Width Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/11/2023 FlowMaster[10.03.00.03]Bentley Systems, Inc. Haestad Methods Solution Centeroutlets.fm8 Worksheet for East Riser Weir - 50% Clogged Project Description Headwater ElevationSolve For Input Data cfs2.90Discharge ft70.50Crest Elevation ft^(1/2)/s3.00Weir Coefficient ft9.0Crest Length Results ft70.73Headwater Elevation ft0.23Headwater Height Above Crest ft²2.0Flow Area ft/s1.43Velocity ft9.5Wetted Perimeter ft9.00Top Width Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/11/2023 FlowMaster[10.03.00.03]Bentley Systems, Inc. Haestad Methods Solution Centeroutlets.fm8 APPENDIX B 100-YEAR HEC-RAS ANALYSES HEC-RAS Plan: SMC Exist Cond River: RIVER-1 Reach: Reach-1 Profile: 100-Year Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 120 100-Year 15700.00 9.84 21.32 21.61 0.001074 5.37 3686.71 852.98 0.31 Reach-1 119 100-Year 15700.00 8.50 20.62 21.27 0.002466 8.39 2653.44 748.09 0.47 Reach-1 118 100-Year 15700.00 8.30 19.52 19.52 20.71 0.004904 11.26 2127.46 801.23 0.65 Reach-1 117 100-Year 15700.00 7.70 18.42 18.97 0.002670 7.46 2853.28 936.15 0.47 Reach-1 116 100-Year 15700.00 6.30 18.40 18.60 0.000768 4.14 4618.78 1243.32 0.25 Reach-1 115 100-Year 15700.00 5.70 18.32 18.47 0.000470 2.78 5114.11 1131.84 0.19 Reach-1 114 100-Year 15700.00 5.20 18.26 18.37 0.000402 3.61 5981.02 1393.48 0.19 Reach-1 113 100-Year 15700.00 3.60 18.15 18.28 0.000428 4.04 5711.65 1360.76 0.20 Reach-1 112 100-Year 15700.00 2.19 18.12 18.21 0.000223 3.16 6966.61 1321.10 0.15 Reach-1 111 100-Year 15700.00 2.19 18.05 18.16 0.000293 3.33 6185.65 1247.50 0.16 Reach-1 110 100-Year 15700.00 2.19 18.04 18.11 0.000180 2.45 7654.88 1355.08 0.13 Reach-1 109 100-Year 15700.00 2.19 17.98 18.07 0.000230 2.59 6675.80 1163.31 0.13 Reach-1 108 100-Year 15700.00 2.19 17.93 18.02 0.000235 2.68 6458.13 1048.71 0.13 Reach-1 107 100-Year 15700.00 2.12 17.75 17.94 0.000510 3.75 4506.06 734.65 0.19 Reach-1 106 100-Year 15700.00 2.12 17.70 17.85 0.000349 3.48 5244.57 826.32 0.16 Reach-1 105 100-Year 15700.00 2.10 17.59 17.77 0.000414 3.64 4672.34 685.44 0.17 Reach-1 104 100-Year 15700.00 2.12 17.53 17.68 0.000373 3.46 5222.78 853.26 0.17 Reach-1 103 100-Year 15700.00 2.12 17.40 17.59 0.000511 3.85 4512.57 755.08 0.19 Reach-1 102 100-Year 15700.00 2.12 17.20 17.45 0.000858 4.00 3973.67 716.10 0.22 Reach-1 101 100-Year 15700.00 2.12 16.79 14.90 17.21 0.001571 5.77 3086.41 704.27 0.30 Reach-1 100 100-Year 15700.00 2.10 13.17 13.17 16.17 0.014652 14.73 1232.88 224.61 0.88 0 200 400 600 800 1000 1200 1400 16000 10 20 30 40 50 60 La Costa Golf Course RS = 120 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 14000 10 20 30 40 50 La Costa Golf Course RS = 119 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 14000 10 20 30 40 50 La Costa Golf Course RS = 118 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 DJ u DJ u rn 0 200 400 600 800 1000 1200 1400 16000 10 20 30 40 50 La Costa Golf Course RS = 117 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16005 10 15 20 25 30 35 40 La Costa Golf Course RS = 116 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16005 10 15 20 25 30 35 La Costa Golf Course RS = 115 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 DJ u DJ u rn 0 200 400 600 800 1000 1200 1400 16005 10 15 20 25 30 35 La Costa Golf Course RS = 114 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16000 5 10 15 20 25 30 La Costa Golf Course RS = 113 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16000 5 10 15 20 25 La Costa Golf Course RS = 112 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16000 5 10 15 20 25 La Costa Golf Course RS = 111 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .04 .03 0 200 400 600 800 1000 1200 14000 5 10 15 20 La Costa Golf Course RS = 110 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .04 .03 0 200 400 600 800 1000 1200 14000 5 10 15 20 25 30 La Costa Golf Course RS = 109 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .045 .03--+ 0 200 400 600 800 1000 12000 5 10 15 20 25 30 La Costa Golf Course RS = 108 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 0 200 400 600 800 10000 5 10 15 20 25 La Costa Golf Course RS = 107 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 0 200 400 600 800 10000 5 10 15 20 25 La Costa Golf Course RS = 106 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 t + DI DI DI 0 200 400 600 800 10000 5 10 15 20 25 La Costa Golf Course RS = 105 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .02 .045 .03 0 200 400 600 800 10002 4 6 8 10 12 14 16 18 La Costa Golf Course RS = 104 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 0 200 400 600 8002 4 6 8 10 12 14 16 18 La Costa Golf Course RS = 103 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .045 .03L,O T I DJ u DJ u rn 0 100 200 300 400 500 600 700 8000 5 10 15 20 La Costa Golf Course RS = 102 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .045 .05 .03 0 100 200 300 400 500 600 700 8002 4 6 8 10 12 14 16 18 La Costa Golf Course RS = 101 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .02 .05 .03 0 100 200 300 400 5000 5 10 15 20 La Costa Golf Course RS = 100 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .02 .05 .05 HEC-RAS Plan: SMC Prop Cond River: RIVER-1 Reach: Reach-1 Profile: 100-Year Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach-1 120 100-Year 15700.00 9.84 21.32 21.61 0.001074 5.37 3686.69 852.98 0.31 Reach-1 119 100-Year 15700.00 8.50 20.62 21.27 0.002466 8.39 2653.42 748.09 0.47 Reach-1 118 100-Year 15700.00 8.30 19.52 19.52 20.71 0.004904 11.26 2127.46 801.23 0.65 Reach-1 117 100-Year 15700.00 7.70 18.44 18.98 0.002634 7.43 2909.53 983.66 0.47 Reach-1 116 100-Year 15700.00 6.30 18.42 18.62 0.000755 4.12 4646.68 1244.33 0.25 Reach-1 115 100-Year 15700.00 5.70 18.34 18.49 0.000473 2.80 5183.81 1148.62 0.19 Reach-1 114 100-Year 15700.00 5.20 18.27 18.39 0.000405 3.63 5941.22 1375.91 0.19 Reach-1 113 100-Year 15700.00 3.60 18.17 18.31 0.000420 4.01 5739.96 1358.31 0.20 Reach-1 112 100-Year 15700.00 2.19 18.14 18.23 0.000223 3.16 6956.75 1313.50 0.15 Reach-1 111 100-Year 15700.00 2.19 18.08 18.18 0.000284 3.29 6226.07 1278.98 0.15 Reach-1 110 100-Year 15700.00 2.19 18.07 18.13 0.000180 2.46 7634.29 1346.31 0.13 Reach-1 109 100-Year 15700.00 2.19 18.00 18.09 0.000229 2.58 6662.73 1152.75 0.13 Reach-1 108 100-Year 15700.00 2.19 17.95 18.05 0.000232 2.67 6485.01 1049.36 0.13 Reach-1 107 100-Year 15700.00 2.12 17.76 17.96 0.000538 3.86 4435.40 734.79 0.20 Reach-1 106 100-Year 15700.00 2.12 17.75 17.87 0.000264 3.03 5727.65 833.11 0.14 Reach-1 105 100-Year 15700.00 2.10 17.60 17.79 0.000483 3.94 4476.56 696.61 0.19 Reach-1 104 100-Year 15700.00 2.12 17.53 17.69 0.000421 3.68 5025.45 853.25 0.18 Reach-1 103 100-Year 15700.00 2.12 17.34 17.58 0.000694 4.48 4099.77 754.56 0.22 Reach-1 102 100-Year 15700.00 2.12 17.20 17.43 0.000732 3.69 4158.62 716.10 0.20 Reach-1 101 100-Year 15700.00 2.12 16.79 14.90 17.21 0.001571 5.77 3086.41 704.27 0.30 Reach-1 100 100-Year 15700.00 2.10 13.17 13.17 16.17 0.014652 14.73 1232.88 224.61 0.88 0 200 400 600 800 1000 1200 1400 16000 10 20 30 40 50 60 La Costa Golf Course RS = 120 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 14000 10 20 30 40 50 La Costa Golf Course RS = 119 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 14000 10 20 30 40 50 La Costa Golf Course RS = 118 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 DJ u DJ u rn 0 200 400 600 800 1000 1200 1400 16000 10 20 30 40 50 La Costa Golf Course RS = 117 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16005 10 15 20 25 30 35 40 La Costa Golf Course RS = 116 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16005 10 15 20 25 30 35 La Costa Golf Course RS = 115 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 DJ u DJ u rn 0 200 400 600 800 1000 1200 1400 16005 10 15 20 25 30 35 La Costa Golf Course RS = 114 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16000 5 10 15 20 25 30 La Costa Golf Course RS = 113 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16000 5 10 15 20 25 La Costa Golf Course RS = 112 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .04 .03 0 200 400 600 800 1000 1200 1400 16002 4 6 8 10 12 14 16 18 20 La Costa Golf Course RS = 111 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .04 .03 0 200 400 600 800 1000 1200 14000 5 10 15 20 La Costa Golf Course RS = 110 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .04 .03 0 200 400 600 800 1000 1200 14000 5 10 15 20 25 30 La Costa Golf Course RS = 109 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .045 .03--+ 0 200 400 600 800 1000 12000 5 10 15 20 25 30 La Costa Golf Course RS = 108 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 0 200 400 600 800 10000 5 10 15 20 25 La Costa Golf Course RS = 107 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 0 200 400 600 800 10000 5 10 15 20 25 La Costa Golf Course RS = 106 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 t + DI DI DI 0 200 400 600 800 10000 5 10 15 20 25 La Costa Golf Course RS = 105 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .02 .045 .03 0 200 400 600 800 10002 4 6 8 10 12 14 16 18 La Costa Golf Course RS = 104 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .04 .045 .03 0 200 400 600 8002 4 6 8 10 12 14 16 18 La Costa Golf Course RS = 103 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .03 .045 .03L,O T I DJ u DJ u rn 0 100 200 300 400 500 600 700 8000 5 10 15 20 La Costa Golf Course RS = 102 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .045 .05 .03 0 100 200 300 400 500 600 700 8002 4 6 8 10 12 14 16 18 La Costa Golf Course RS = 101 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .02 .05 .03 0 100 200 300 400 5000 5 10 15 20 La Costa Golf Course RS = 100 Station (ft) El e v a t i o n ( f t ) Legend WS 100-Year Ground Bank Sta .02 .05 .05 V V V V V V FH V ◊ ◊ ◊◊◊ ◊ ◊ V V V V V V V V V V V V V X X X X X X X X ◊ ◊ ◊ ◊ ◊ ◊ ◊ ◊ X X X X X◊ ◊ ◊ ◊ ◊ ◊ ◊ ◊ V V V V V V V V X X X X X XX X X X XXXX XXX X X X ◊◊ ◊ ◊◊ ◊◊◊◊◊◊◊◊◊◊ 1" = 50' ~ 0 50 69.1 I 19.3 LEGEND: DRAINAGE BASIN BOUNDARY - -OVERLAND FLOW PATH 3.62 AC DRAINAGE BASIN AREA [I[) RATIONAL METHOD NODE NUMBER L 44.8 ( • EXISTING CONDITION RATIONAL METHOD WORK MAP V V V V V V FH V ◊ ◊ ◊◊◊ ◊ ◊ V V V V V V V V V V V V V X X X X X X X X ◊ ◊ ◊ ◊ ◊ ◊ ◊ ◊ X X X X X◊ ◊ ◊ ◊ ◊ ◊ ◊ ◊ V V V V V V V V V V V V X X X X X XX X X X XXXX XXXXXX X X X X ◊◊ ◊ ◊◊ ◊ ◊ ◊ ◊ ◊ ◊ ◊ ◊◊◊◊◊◊◊◊◊◊◊ ◊ ◊ ◊ ◊ ◊ ◊ I U-DITC DRAIN ' ~ PROPOSE ASIN SEE DET A F.S,=19,0 \ I ""-36'x36' INL TG=21.0 FL=l0.4 . 18'"-~..!....!.>.>"'::-:':":'"-'=-:=:-":v==-n -:::::-... .,,.-·-==r"""' ',1 ~~ BC ---- -_i...- 1 -· --·7 0'-------~ --- 19.3 PROPOSED 6' AC D/'w' ) \ 1" = 50' ~ 0 50 'lSED 18' "0 VT) !STING I I I ,-:--+-t-+---t---t--t-t-ADD I STRIPING I (1 SPACD LEGEND: DRAINAGE BASIN BOUNDARY OVERLAND FLOW PATH PROPOSED DRAINAGE FACILITY 3.62 AC DRAINAGE BASIN AREA [I[) RATIONAL METHOD NODE NUMBER i < OSED 3' A,C, AB PROPOSED CONDITION RATIONAL METHOD WORK MAP V V V V V V V V FH V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V FH V FH V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VFH V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V FH V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VFH V V V V V V V V FH V V V V FH V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V GRAPHIC SCALE 200 0 ~71111711111 ~ 100 200 I I 1 INCH = 200 FEET 400 I HEC-RAS WORK LEGEND: MAP SANGIS 2-FOOT CONTOUR TOPO (NAVO 88) EXISTING CONDITION 100-YEAR FLOODPLAIN PROPOSED CONDITION 100-YEAR FLOODPLAIN HEC-RAS CROSS-SECTION PROPOSED GRADING