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HomeMy WebLinkAboutPD 2022-0003; KEMPER RESIDENCE; HYDROLOGY STUDY; 2022-08-19 Hydrology Study Kemper Residence 7133 Aviara Drive Carlsbad, CA 92011 Prepared For: Steve Kemper 7133 Aviara Drive Carlsbad, CA 92011 619-992-5460 Prepared By: Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 760-908-8745 CLW No. 1480-D August 19, 2022 TABLE OF CONTENTS Section INTRODUCTION .......................................................................................................................... 1 DESIGN CRITERIA AND ASSUMPTIONS ................................................................................ 1 DISCUSSION ................................................................................................................................. 2 Existing Conditions ..................................................................................................................... 2 Proposed Conditions ................................................................................................................... 2 CONCLUSION ............................................................................................................................... 4 DECLARATION OF RESPONSIBLE CHARGE ......................................................................... 4 REFERENCES ............................................................................................................................... 5 ATTACHMENTS ATTACHMENT 1 – LOCATION MAP ATTACHMENT 2 – PRECIPITATION MAPS AND SOIL MAP ATTACHMENT 3 – EXISTING HYDROLOGY CALCULATIONS ATTACHMENT 4 – PROPOSED HYDROLOGY CALCULATIONS ATTACHMENT 5 – HYDROLOGY MAP – EXISTING CONDITIONS ATTACHMENT 6 – HYDROLOGY MAP – PROPOSED CONDITIONS ATTACHMENT 7 – AVIARA HYDROLOGY REPORT EXCERPTS Drainage Study Kemper Residence 8/19/2022 Carlsbad, CA Page 1 INTRODUCTION Determine storm water runoff and site drainage for a 100-year storm event for a proposed new single-family residence in the City of Carlsbad, California. The project site is located near the middle of Aviara Drive. The project is 0.248 acres, of which 0.228 acres will be disturbed in construction. The current site is undeveloped. The proposed site development consists of clearing and grubbing the site for the construction a new single-family residence. Improvement associated with the project includes new hardscape, landscaping, and outdoor patio. Site elevations range from approximately 261 to 250 feet above mean sea level. See Attachment 1 for the Site Location and Vicinity Maps. DESIGN CRITERIA AND ASSUMPTIONS 1. Per NRCS, the site soil classification as hydrologic soil type B and D. See Attachment 2. 2. Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map (See Attachment 2): • 100 Year Rainfall Event – 6 hours P6 = 2.70 inches/hour • 100 Year Rainfall Event – 24 hours P24 = 4.40 inches/hour 3. Hydrologic calculations were performed using the CIVILCAD/CIVILDESIGN Engineering software version 7.6 per methods as outlined within the San Diego Hydrology Manual (2003). The hydrology calculations for proposed and existing conditions may be found within the hydrology calculations section of this report. Drainage Study Kemper Residence 8/19/2022 Carlsbad, CA Page 2 DISCUSSION EXISTING CONDITIONS The site is undeveloped and has sparse amounts of grasses and vegetation on the property. The existing site will include 2 drainage areas. The eastern portion of the site (EX-1) flows east onto the street and away from the property via the city stormwater drainage system. The western portion of the site (EX-2) sheet flow west off the property and into the heavily vegetated slope above the golf course. The site does not receive any storm water runoff from other sites. See Attachment 5 for existing drainage pattern. Below is a summary of pre-development criteria for the subject property: TABLE 2: 100 YEAR PRE-DEVELOPMENT CRITERIA Node C Tc (Min.) I (in/hr) Area (acre) Q100 (cfs) 102 0.350 7.72 5.378 0.039 0.072 202 0.315 8.49 5.057 0.190 0.303 TOTAL 0.229 0.375 PROPOSED CONDITIONS The proposed conditions will consist of 8 drainage areas, see Attachment 6 for proposed drainage patterns. Storm water from drainage areas (PR-1A, PR-1B, PR-1C, and PR-1D) will collect storm water drainage from the roof, driveway, and landscape via storm water drain inlets and a trench drain. The storm water will then be piped south then east, and then discharge into Aviara Drive through a curb outlet. Drainage areas (PR-2A, PR-2B, PR-2C, PR-2D, PR-2E, and PR-2F) will collect drainage from the roof and landscape via storm water drain inlets and be piped into a detention basin in the southwest corner of the site. Stormwater will then be pumped out of the detention basin towards the east, and discharge into Aviara Drive through a curb outlet. The site does not drain into an ESA, as the storm water will be draining into the Aviara Drive ROW. The project will not require approval from the Regional Water Quality Control Board under Federal Clean Water Act (CWA) section 401 or 404 because the project is not discharging into any body of water. Drainage Study Kemper Residence 8/19/2022 Carlsbad, CA Page 3 The proposed hydrologic conditions are summarized below: TABLE 2: 100 YEAR POST-DEVELOPMENT CRITERIA Node C Tc (Min.) I (in/hr) Area (acre) Q100 (cfs) V100 (ft/s) 108 0.900* 4.66 7.114 0.229 0.684 4.70 TOTAL 0.229 0.684 *Multiple drainage areas end up at Node 108 with different “C” values. The above listed “C” value indicated the highest that is found in all the different drainage areas. The drainage study done for the Aviara Drive development shows the use of a C = 0.59. Using 100 yr rainfall events precipitation values of P6 = 2.70 inches/hour and P24 = 4.40 inches/hour, and the site area of 0.229 acres, the drainage study for Aviara units, by P&D Technologies, dated July 12, 1989, accounted for a Q = 0.720 CFS. See Attachment 7 for Aviara Hydrology Report Excerpts and Calculations. Thus, we can state that the Aviara Drive storm water infrastructure was designed to receive a Q = 0.720 CFS from the 7133 Aviara Drive lot. A detention basin is used to reduce the peak flow exiting the site into Aviara Drive. The detention basin covers an area of 100 SF and is 3.9 ft deep. The detention basin information is summarized below: TABLE 3: 100 YEAR DETENTION BASIN SUMMARY Area (acre) Q100 (in) Q100 (out) Δ Detained (cfs) 0.120 0.502 0.267 0.235 A duplex pump system consisting of 2 Dayton centrifugal pumps, model No. 4UA66a (maximum flow Q = 0.338 CFS) will be used to pump storm water out of the detention basin (elev. 253.40 ft), and through a 102 ft long, 1.5 in. diameter forcemain to node 106 (elev. 258.75 ft). From there the stormwater will then drain via gravity into Aviara Drive. Since the flow exiting the site is Q = 0.684 CFS, it is below the Q = 0.720 CFS the Aviara Drive development was designed for. In conclusion, the use of a detention basin on the site will result in a decrease in storm water flow exiting the site, when compared to the allowable capacity the storm water infrastructure of Aviara Drive was designed to receive. Drainage Study Kemper Residence 8/19/2022 Carlsbad, CA Page 4 CONCLUSION A hydrologic analysis has been conducted for the subject property for a 100-year storm event. The peak flow exiting the site due to the use of a detention basin and has been deemed acceptable. The project falls under a standard project and LID features are implemented to help with storm water treatment and slowing down peak flows. The proposed development will mimic the drainage patterns similar to the existing conditions. It is anticipated that the change in flow rates will not lead to any downstream detriment. 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 County of San Diego is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Civil Landworks Corporation 110 Copperwood Way, Suite P Oceanside CA, USA 92058 ______________________________ 8-19-22 David V. Caron Date R.C.E. 70066 Exp. 9-30-22 Drainage Study Kemper Residence 8/19/2022 Carlsbad, CA Page 5 REFERENCES 1. San Diego County Hydrology Manual (June 2003). 2. San Diego County Drainage Design Manual (July 2005). 3. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 4. CIVILCADD/CIVILDESIGN Engineering Software, © 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. 5. AutoCAD Civil 3D Hydraflow Hydrogrpahs Extension for AutoCAD Civil 3D 2015 Version 10.4 by Autodesk, Inc. BLANK PAGE ATTACHMENT 1 LOCATION MAP BLANK PAGE SITE LOCATION MAP DA1£: 12-9-21 7133 AVIARA DR. DRAIIIBV: B. KRAGER BLANK PAGE SITE VICINITY MAP DAlE: 12-9-21 7133 AVIARA DR. DRAlll ll'f. B. KRAGER BLANK PAGE ATTACHMENT 2 PRECIPITATION MAPS AND SOIL MAP BLANK PAGE Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/27/2022 Page 1 of 436625203662527366253436625413662548366255536625623662520366252736625343662541366254836625553662562472929472936472943472950472957472964472971472978472985472992472999 472929 472936 472943 472950 472957 472964 472971 472978 472985 472992 472999 33° 6' 5'' N 117° 17' 24'' W33° 6' 5'' N117° 17' 21'' W33° 6' 3'' N 117° 17' 24'' W33° 6' 3'' N 117° 17' 21'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 15 30 60 90Feet 0 4 9 18 27Meters Map Scale: 1:326 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USDA = MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 23, 2020—Feb 13, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/27/2022 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 CfC Chesterton fine sandy loam, 5 to 9 percent slopes D 0.4 64.3% LvF3 Loamy alluvial land- Huerhuero complex, 9 to 50 percent slopes, severely eroded B 0.2 35.7% Totals for Area of Interest 0.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/27/2022 Page 3 of 4USDA = 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 1/27/2022 Page 4 of 4~ 1--t-t·-+--+--+-t-t-,- i... County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event -6 Hours lsopluvial (inches) DPW ~GIS THIS IMP IS PROVIDED WmiOllT WN>JWITY OF /.NY KIND, EITHER EXPRESS OR IMPLIED, INCLUOING, Bl!T NOT LIMITED TO, THE IMPLIED WARRAHTIES OF MERCHANTABIU1Y ANO FITNESS FOR A PAATIClAAA PURPOSE. ~ SenGIS.NA RJi,a -· Thlo produds _,-w.,-, ln,mtho SANOAG RoglarlOI w-. Syalom wNcn,__bo ~-tho -pomab,alSANDAG. 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I 'T I ..... 3 County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event -24 Hours lsopluvial (inches) DPW ~GIS ~ ~ SaiiGIS s 0 We Have San Diego Owcrcd! ms MAP IS PROVIDED WITHOUT WAARAHTY OF NI'( KIND, EITHER EXPRESS OR IMPUED, INCI.UDING, Bl/T NOT LMfTED TD, THE IMPLIED WARRANTIES OF MERCHANTABILITY ANO FITNESS FOR A PARTlClA.AR PURPOSE. CowtgliSonGIS.MRlgla-. Thlo.,,_ __ lrt_ln>mthoSANDAG Rogior,ol 1r1--.5yswn--bo~-... wr1aen.,.,-a1SANDAG. Thloproduct ____ ,__~_ .,.,_ grwiod by'""'--MIi><- 3 Miles ATTACHMENT 3 EXISTING HYDROLOGY CALCULATIONS BLANK PAGE AREA CALCULATIONS EXISTING HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF EX-1 A 0.20 0 0.000 0 0 0 0 - 0.20 0% 0.00 - B 0.25 0 0.000 0 0 0 0 - 0.25 0% 0.00 - C 0.30 0 0.000 0 0 0 0 - 0.30 0% 0.00 - D 0.35 1,674 0.038 1,686 0 1,674 0 - 0.35 100% 0.35 - Total - 1,674 0.038 1,686 0 1,674 0 0.00% - 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF EX-2 A 0.20 0 0.000 0 0 0 0 - 0.20 0% 0.00 - B 0.25 2,923 0.067 2,923 0 2,923 0 - 0.25 35% 0.09 - C 0.30 0 0.000 0 0 0 0 - 0.30 0% 0.00 - D 0.35 5,370 0.123 5,370 0 5,370 0 - 0.35 65% 0.23 - Total - 8,294 0.190 8,294 0 8,294 0 0.00% - 100% 0.31 0.315 1480EX1.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 06/01/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 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) =  4.400 P6/P24 =    61.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      101.000 to Point/Station      102.000 **** 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  =   28.000(Ft.) Highest elevation =  261.200(Ft.) Lowest elevation =  259.700(Ft.) Elevation difference =    1.500(Ft.) Slope =  5.357 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of   5.36 %, in a development type of  Permanent Open Space    In Accordance With Figure 3‐3  Initial Area Time of Concentration =   7.72 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.3500)*( 100.000^.5)/(   5.357^(1/3)]=   7.72 Rainfall intensity (I) =      5.378(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff =      0.072(CFS) Total initial stream area =        0.038(Ac.) End of computations, total study area =           0.038 (Ac.) Page 1 1480EX2.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 06/01/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 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) =  4.400 P6/P24 =    61.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      201.000 to Point/Station      202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.350 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.650 [UNDISTURBED NATURAL TERRAIN                 ]  (Permanent Open Space   )  Impervious value, Ai = 0.000 Sub‐Area C Value = 0.315 Initial subarea total flow distance  =  117.000(Ft.) Highest elevation =  261.000(Ft.) Lowest elevation =  255.600(Ft.) Elevation difference =    5.400(Ft.) Slope =  4.615 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of   4.62 %, in a development type of  Permanent Open Space    In Accordance With Figure 3‐3  Initial Area Time of Concentration =   8.49 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.3150)*( 100.000^.5)/(   4.615^(1/3)]=   8.49 Rainfall intensity (I) =      5.057(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.315 Subarea runoff =      0.303(CFS) Total initial stream area =        0.190(Ac.) End of computations, total study area =           0.190 (Ac.) Page 1 BLANK PAGE ATTACHMENT 4 PROPOSED HYDROLOGY CALCULATIONS BLANK PAGE AREA CALCULATIONS PROPOSED HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-1A A 0.20 0 0.000 0 0 0 0 - 0.00 0% 0.00 - B 0.25 0 0.000 0 0 0 0 - 0.00 0% 0.00 - C 0.30 0 0.000 0 0 0 0 - 0.00 0% 0.00 - D 0.35 1,752 0.040 0 1,752 0 0 - 0.00 100% 0.00 - Total - 1,752 0.040 0 1,752 0 0 100.00% - 100% 0.00 0.900 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-1B A 0.20 0 0.000 0 0 0 0 - 0.00 0% 0.00 - B 0.25 0 0.000 0 0 0 0 - 0.00 0% 0.00 - C 0.30 0 0.000 0 0 0 0 - 0.00 0% 0.00 - D 0.35 607 0.014 0 607 0 0 - 0.00 100% 0.00 - Total - 607 0.014 0 607 0 0 100.00% - 100% 0.00 0.900 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-1C A 0.20 0 0.000 0 0 0 0 - 0.05 0% 0.00 - B 0.25 0 0.000 0 0 0 0 - 0.06 0% 0.00 - C 0.30 0 0.000 0 0 0 0 - 0.07 0% 0.00 - D 0.35 1,509 0.035 0 1,147 362 0 - 0.08 100% 0.08 - Total - 1,509 0.035 0 1,147 362 0 76.02% - 100% 0.08 0.768 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-1D A 0.20 0 0.000 0 0 0 0 - 0.14 0% 0.00 - B 0.25 0 0.000 0 0 0 0 - 0.18 0% 0.00 - C 0.30 0 0.000 0 0 0 0 - 0.22 0% 0.00 - D 0.35 865 0.020 0 240 625 0 - 0.25 100% 0.25 - Total - 865 0.020 0 240 625 0 27.75% - 100% 0.25 0.503 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2A A 0.20 0 0.000 0 0 0 0 - 0.17 0% 0.00 - B 0.25 185 0.004 0 6 178 0 - 0.21 28% 0.06 - C 0.30 0 0.000 0 0 0 0 - 0.25 0% 0.00 - D 0.35 486 0.011 0 110 376 0 - 0.29 72% 0.21 - Total - 671 0.015 0 116 555 0 17.35% - 100% 0.27 0.423 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2B A 0.20 0 0.000 0 0 0 0 - 0.07 0% 0.00 - B 0.25 1,353 0.031 0 904 449 0 - 0.08 100% 0.08 - C 0.30 0 0.000 0 0 0 0 - 0.10 0% 0.00 - D 0.35 0 0.000 0 0 0 0 - 0.12 0% 0.00 - Total - 1,353 0.031 0 904 449 0 66.79% - 100% 0.08 0.684 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2C A 0.20 0 0.000 0 0 0 0 - 0.04 0% 0.00 - B 0.25 610 0.014 0 488 122 0 - 0.05 100% 0.05 - C 0.30 0 0.000 0 0 0 0 - 0.06 0% 0.00 - D 0.35 0 0.000 0 0 0 0 - 0.07 0% 0.00 - Total - 610 0.014 0 488 122 0 80.04% - 100% 0.05 0.770 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2D A 0.20 0 0.000 0 0 0 0 - 0.12 0% 0.00 - B 0.25 646 0.015 0 268 379 0 - 0.15 100% 0.15 - C 0.30 0 0.000 0 0 0 0 - 0.18 0% 0.00 - D 0.35 0 0.000 0 0 0 0 - 0.20 0% 0.00 - Total - 646 0.015 0 268 379 0 41.44% - 100% 0.15 0.519 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2E A 0.20 0 0.000 0 0 0 0 - 0.12 0% 0.00 - B 0.25 82 0.002 0 29 53 0 - 0.15 13% 0.02 - C 0.30 0 0.000 0 0 0 0 - 0.18 0% 0.00 - D 0.35 562 0.013 0 218 344 0 - 0.22 87% 0.19 - Total - 645 0.015 0 247 397 0 38.37% - 100% 0.21 0.553 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2F A 0.20 0 0.000 0 0 0 0 - 0.00 0% 0.00 - B 0.25 0 0.000 0 0 0 0 - 0.00 0% 0.00 - C 0.30 0 0.000 0 0 0 0 - 0.00 0% 0.00 - D 0.35 1,311 0.030 0 1,311 0 0 - 0.00 100% 0.00 - Total - 1,311 0.030 0 1,311 0 0 100.00% - 100% 0.00 0.900 1480PR1A.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 08/18/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 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) =  4.400 P6/P24 =    61.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      201.000 to Point/Station      202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.280 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.720 [LOW DENSITY RESIDENTIAL                     ]  (2.0 DU/A or Less       )  Impervious value, Ai = 0.200 Sub‐Area C Value = 0.438 Initial subarea total flow distance  =   16.000(Ft.) Highest elevation =  257.700(Ft.) Lowest elevation =  256.000(Ft.) Elevation difference =    1.700(Ft.) Slope = 10.625 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of  10.63 %, in a development type of  2.0 DU/A or Less        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   5.42 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.4376)*( 100.000^.5)/(  10.625^(1/3)]=   5.42 Rainfall intensity (I) =      6.750(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.438 Subarea runoff =      0.044(CFS) Total initial stream area =        0.015(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      202.000 to Point/Station      204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   255.000(Ft.) Downstream point/station elevation =   254.600(Ft.) Pipe length  =    74.00(Ft.) Slope =   0.0054  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.044(CFS) Nearest computed pipe diameter  =      3.00(In.) Calculated individual pipe flow  =     0.044(CFS) Page 1 1480PR1A.out Normal flow depth in pipe =    1.81(In.) Flow top width inside pipe =    2.94(In.) Critical Depth =    1.51(In.) Pipe flow velocity =      1.42(Ft/s) Travel time through pipe =    0.87 min. Time of concentration (TC) =     6.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      202.000 to Point/Station      204.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.015(Ac.) Runoff from this stream =      0.044(CFS) Time of concentration =    6.29 min. Rainfall intensity =     6.134(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      203.000 to Point/Station      204.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL                    ]  (43.0 DU/A or Less      )  Impervious value, Ai = 0.800 Sub‐Area C Value = 0.770 Initial subarea total flow distance  =   29.000(Ft.) Highest elevation =  258.000(Ft.) Lowest elevation =  255.600(Ft.) Elevation difference =    2.400(Ft.) Slope =  8.276 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of   8.28 %, in a development type of  43.0 DU/A or Less       In Accordance With Figure 3‐3  Initial Area Time of Concentration =   2.94 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.7700)*( 100.000^.5)/(   8.276^(1/3)]=   2.94 Calculated TC of    2.937 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 = 0.770 Subarea runoff =      0.170(CFS) Total initial stream area =        0.031(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      203.000 to Point/Station      204.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.031(Ac.) Runoff from this stream =      0.170(CFS) Time of concentration =    2.94 min. Rainfall intensity =     7.114(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) Page 2 1480PR1A.out 1        0.044      6.29          6.134 2        0.170      2.94          7.114 Qmax(1) =    1.000 *    1.000 *     0.044) +    0.862 *    1.000 *     0.170) + =       0.191 Qmax(2) =    1.000 *    0.467 *     0.044) +    1.000 *    1.000 *     0.170) + =       0.190 Total of 2 main streams to confluence: Flow rates before confluence point:        0.044       0.170 Maximum flow rates at confluence using above data:         0.191        0.190 Area of streams before confluence:         0.015        0.031 Results of confluence: Total flow rate =      0.191(CFS) Time of concentration =     6.291 min. Effective stream area after confluence  =      0.046(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      204.000 to Point/Station      212.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   254.600(Ft.) Downstream point/station elevation =   253.900(Ft.) Pipe length  =    28.00(Ft.) Slope =   0.0250  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.191(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     0.191(CFS) Normal flow depth in pipe =    1.89(In.) Flow top width inside pipe =    5.58(In.) Critical Depth =    2.62(In.) Pipe flow velocity =      3.60(Ft/s) Travel time through pipe =    0.13 min. Time of concentration (TC) =     6.42 min. End of computations, total study area =           0.046 (Ac.) Page 3 1480PR1B.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 08/19/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 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) =  4.400 P6/P24 =    61.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      206.000 to Point/Station      208.000 **** 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  =   65.000(Ft.) Highest elevation =  270.000(Ft.) Lowest elevation =  256.300(Ft.) Elevation difference =   13.700(Ft.) Slope = 21.077 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of  21.08 %, in a development type of  General Industrial        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   1.50 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 100.000^.5)/(  21.077^(1/3)]=   1.50 Calculated TC of    1.499 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 = 0.870 Subarea runoff =      0.186(CFS) Total initial stream area =        0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      206.000 to Point/Station      208.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.030(Ac.) Runoff from this stream =      0.186(CFS) Page 1 1480PR1B.out Time of concentration =    1.50 min. Rainfall intensity =     7.114(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      207.000 to Point/Station      208.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.130 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.870 [INDUSTRIAL area type                        ]  (General Industrial       )  Impervious value, Ai = 0.950 Sub‐Area C Value = 0.870 Initial subarea total flow distance  =    9.000(Ft.) Highest elevation =  258.000(Ft.) Lowest elevation =  256.300(Ft.) Elevation difference =    1.700(Ft.) Slope = 18.889 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of  18.89 %, in a development type of  General Industrial        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   1.55 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 100.000^.5)/(  18.889^(1/3)]=   1.55 Calculated TC of    1.555 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 = 0.870 Subarea runoff =      0.093(CFS) Total initial stream area =        0.015(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      207.000 to Point/Station      208.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.015(Ac.) Runoff from this stream =      0.093(CFS) Time of concentration =    1.55 min. Rainfall intensity =     7.114(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.186      1.50          7.114 2        0.093      1.55          7.114 Qmax(1) =    1.000 *    1.000 *     0.186) +    1.000 *    0.964 *     0.093) + =       0.275 Qmax(2) =    1.000 *    1.000 *     0.186) +    1.000 *    1.000 *     0.093) + =       0.279 Total of 2 main streams to confluence: Flow rates before confluence point:        0.186       0.093 Maximum flow rates at confluence using above data:         0.275        0.279 Page 2 1480PR1B.out Area of streams before confluence:         0.030        0.015 Results of confluence: Total flow rate =      0.279(CFS) Time of concentration =     1.555 min. Effective stream area after confluence  =      0.045(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      208.000 to Point/Station      211.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   255.100(Ft.) Downstream point/station elevation =   254.700(Ft.) Pipe length  =    57.00(Ft.) Slope =   0.0070  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.279(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     0.279(CFS) Normal flow depth in pipe =    3.33(In.) Flow top width inside pipe =    5.96(In.) Critical Depth =    3.19(In.) Pipe flow velocity =      2.50(Ft/s) Travel time through pipe =    0.38 min. Time of concentration (TC) =     1.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      208.000 to Point/Station      211.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.045(Ac.) Runoff from this stream =      0.279(CFS) Time of concentration =    1.94 min. Rainfall intensity =     7.114(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      209.000 to Point/Station      210.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL                  ]  (10.9 DU/A or Less      )  Impervious value, Ai = 0.450 Sub‐Area C Value = 0.540 Initial subarea total flow distance  =   14.000(Ft.) Highest elevation =  257.700(Ft.) Lowest elevation =  257.600(Ft.) Elevation difference =    0.100(Ft.) Slope =  0.714 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of   0.71 %, in a development type of  10.9 DU/A or Less       In Accordance With Figure 3‐3  Initial Area Time of Concentration =   7.97 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.5400)*(  50.000^.5)/(   0.714^(1/3)]=   7.97 Rainfall intensity (I) =      5.264(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.540 Page 3 1480PR1B.out Subarea runoff =      0.043(CFS) Total initial stream area =        0.015(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      210.000 to Point/Station      211.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   254.800(Ft.) Downstream point/station elevation =   254.700(Ft.) Pipe length  =     5.00(Ft.) Slope =   0.0200  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.043(CFS) Nearest computed pipe diameter  =      3.00(In.) Calculated individual pipe flow  =     0.043(CFS) Normal flow depth in pipe =    1.20(In.) Flow top width inside pipe =    2.94(In.) Critical Depth =    1.48(In.) Pipe flow velocity =      2.30(Ft/s) Travel time through pipe =    0.04 min. Time of concentration (TC) =     8.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      210.000 to Point/Station      211.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.015(Ac.) Runoff from this stream =      0.043(CFS) Time of concentration =    8.01 min. Rainfall intensity =     5.249(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.279      1.94          7.114 2        0.043      8.01          5.249 Qmax(1) =    1.000 *    1.000 *     0.279) +    1.000 *    0.242 *     0.043) + =       0.289 Qmax(2) =    0.738 *    1.000 *     0.279) +    1.000 *    1.000 *     0.043) + =       0.248 Total of 2 main streams to confluence: Flow rates before confluence point:        0.279       0.043 Maximum flow rates at confluence using above data:         0.289        0.248 Area of streams before confluence:         0.045        0.015 Results of confluence: Total flow rate =      0.289(CFS) Time of concentration =     1.935 min. Effective stream area after confluence  =      0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      211.000 to Point/Station      212.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   254.700(Ft.) Page 4 1480PR1B.out Downstream point/station elevation =   253.900(Ft.) Pipe length  =    24.00(Ft.) Slope =   0.0333  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.289(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     0.289(CFS) Normal flow depth in pipe =    2.18(In.) Flow top width inside pipe =    5.77(In.) Critical Depth =    3.26(In.) Pipe flow velocity =      4.48(Ft/s) Travel time through pipe =    0.09 min. Time of concentration (TC) =     2.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      211.000 to Point/Station      212.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.060(Ac.) Runoff from this stream =      0.289(CFS) Time of concentration =    2.02 min. Rainfall intensity =     7.114(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      205.000 to Point/Station      212.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL                    ]  (43.0 DU/A or Less      )  Impervious value, Ai = 0.800 Sub‐Area C Value = 0.770 Initial subarea total flow distance  =   21.000(Ft.) Highest elevation =  257.800(Ft.) Lowest elevation =  253.900(Ft.) Elevation difference =    3.900(Ft.) Slope = 18.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of  18.57 %, in a development type of  43.0 DU/A or Less       In Accordance With Figure 3‐3  Initial Area Time of Concentration =   2.24 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.7700)*( 100.000^.5)/(  18.571^(1/3)]=   2.24 Calculated TC of    2.243 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 = 0.770 Subarea runoff =      0.077(CFS) Total initial stream area =        0.014(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      205.000 to Point/Station      212.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.014(Ac.) Runoff from this stream =      0.077(CFS) Time of concentration =    2.24 min. Page 5 1480PR1B.out Rainfall intensity =     7.114(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      204.000 to Point/Station      212.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.770 given for subarea Rainfall intensity (I) =      6.054(In/Hr) for a   100.0 year storm User specified values are as follows: TC =   6.42 min.  Rain intensity =       6.05(In/Hr) Total area =        0.046(Ac.)  Total runoff =     0.191(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      204.000 to Point/Station      212.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3  Stream flow area =      0.046(Ac.) Runoff from this stream =      0.191(CFS) Time of concentration =    6.42 min. Rainfall intensity =     6.054(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.289      2.02          7.114 2        0.077      2.24          7.114 3        0.191      6.42          6.054 Qmax(1) =    1.000 *    1.000 *     0.289) +    1.000 *    0.902 *     0.077) +    1.000 *    0.315 *     0.191) + =       0.418 Qmax(2) =    1.000 *    1.000 *     0.289) +    1.000 *    1.000 *     0.077) +    1.000 *    0.349 *     0.191) + =       0.432 Qmax(3) =    0.851 *    1.000 *     0.289) +    0.851 *    1.000 *     0.077) +    1.000 *    1.000 *     0.191) + =       0.502 Total of 3 main streams to confluence: Flow rates before confluence point:        0.289       0.077       0.191 Maximum flow rates at confluence using above data:         0.418        0.432        0.502 Area of streams before confluence:         0.060        0.014        0.046 Results of confluence: Total flow rate =      0.502(CFS) Time of concentration =     6.420 min. Effective stream area after confluence  =      0.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      204.000 to Point/Station      212.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 6 1480PR1B.out Hydrograph Data ‐ Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration =   6.42 Basin Area =     0.12 Acres 6 Hour Rainfall =  2.700 Inches Runoff Coefficient =  0.779 Peak Discharge =     0.50 CFS      Time (Min)     Discharge (CFS)        0               0.000        6               0.015        12               0.015        18               0.016        24               0.016        30               0.016        36               0.016        42               0.017        48               0.017        54               0.017        60               0.018        66               0.018        72               0.018        78               0.019        84               0.019        90               0.020        96               0.020        102               0.021        108               0.021        114               0.022        120               0.023        126               0.024        132               0.024        138               0.025        144               0.026        150               0.027        156               0.028        162               0.030        168               0.031        174               0.033        180               0.034        186               0.037        192               0.039        198               0.043        204               0.046        210               0.053        216               0.057        222               0.070        228               0.080        234               0.117        240               0.165        246               0.502        252               0.094        258               0.063        264               0.049        270               0.041        276               0.036        282               0.032        288               0.029        294               0.027        300               0.025        306               0.023        312               0.022        318               0.021        324               0.020        330               0.019        336               0.018        342               0.017 Page 7 1480PR1B.out        348               0.017        354               0.016        360               0.015        366               0.015 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++                     6 ‐ H O U R    S T O R M                R u n o f f      H y d r o g r a p h ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐             Hydrograph in   1   Minute intervals ((CFS)) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   Time(h+m) Volume Ac.Ft   Q(CFS)  0        0.1       0.3       0.4       0.5   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐     0+ 0       0.0000      0.00  Q         |         |         |         |      0+ 1       0.0000      0.00  Q         |         |         |         |      0+ 2       0.0000      0.01  Q         |         |         |         |      0+ 3       0.0000      0.01  Q         |         |         |         |      0+ 4       0.0000      0.01  Q         |         |         |         |      0+ 5       0.0001      0.01  Q         |         |         |         |      0+ 6       0.0001      0.02  VQ        |         |         |         |      0+ 7       0.0001      0.02  VQ        |         |         |         |      0+ 8       0.0001      0.02  VQ        |         |         |         |      0+ 9       0.0001      0.02  VQ        |         |         |         |      0+10       0.0002      0.02  VQ        |         |         |         |      0+11       0.0002      0.02  VQ        |         |         |         |      0+12       0.0002      0.02  VQ        |         |         |         |      0+13       0.0002      0.02  VQ        |         |         |         |      0+14       0.0002      0.02  VQ        |         |         |         |      0+15       0.0003      0.02  VQ        |         |         |         |      0+16       0.0003      0.02  VQ        |         |         |         |      0+17       0.0003      0.02  VQ        |         |         |         |      0+18       0.0003      0.02  VQ        |         |         |         |      0+19       0.0003      0.02  VQ        |         |         |         |      0+20       0.0004      0.02  VQ        |         |         |         |      0+21       0.0004      0.02  VQ        |         |         |         |      0+22       0.0004      0.02  VQ        |         |         |         |      0+23       0.0004      0.02  VQ        |         |         |         |      0+24       0.0005      0.02  VQ        |         |         |         |      0+25       0.0005      0.02  VQ        |         |         |         |      0+26       0.0005      0.02  VQ        |         |         |         |      0+27       0.0005      0.02  |Q        |         |         |         |      0+28       0.0005      0.02  |Q        |         |         |         |      0+29       0.0006      0.02  |Q        |         |         |         |      0+30       0.0006      0.02  |Q        |         |         |         |      0+31       0.0006      0.02  |Q        |         |         |         |      0+32       0.0006      0.02  |Q        |         |         |         |      0+33       0.0007      0.02  |Q        |         |         |         |      0+34       0.0007      0.02  |Q        |         |         |         |      0+35       0.0007      0.02  |Q        |         |         |         |      0+36       0.0007      0.02  |Q        |         |         |         |      0+37       0.0007      0.02  |Q        |         |         |         |      0+38       0.0008      0.02  |Q        |         |         |         |      0+39       0.0008      0.02  |Q        |         |         |         |      0+40       0.0008      0.02  |Q        |         |         |         |      0+41       0.0008      0.02  |Q        |         |         |         |      0+42       0.0009      0.02  |Q        |         |         |         |      0+43       0.0009      0.02  |Q        |         |         |         |      0+44       0.0009      0.02  |Q        |         |         |         |      0+45       0.0009      0.02  |Q        |         |         |         |      0+46       0.0009      0.02  |Q        |         |         |         |      0+47       0.0010      0.02  |Q        |         |         |         |      0+48       0.0010      0.02  |Q        |         |         |         |      0+49       0.0010      0.02  |QV       |         |         |         |      0+50       0.0010      0.02  |QV       |         |         |         |      0+51       0.0011      0.02  |QV       |         |         |         |      0+52       0.0011      0.02  |QV       |         |         |         |      0+53       0.0011      0.02  |QV       |         |         |         |  Page 8 1480PR1B.out     0+54       0.0011      0.02  |QV       |         |         |         |      0+55       0.0012      0.02  |QV       |         |         |         |      0+56       0.0012      0.02  |QV       |         |         |         |      0+57       0.0012      0.02  |QV       |         |         |         |      0+58       0.0012      0.02  |QV       |         |         |         |      0+59       0.0013      0.02  |QV       |         |         |         |      1+ 0       0.0013      0.02  |QV       |         |         |         |      1+ 1       0.0013      0.02  |QV       |         |         |         |      1+ 2       0.0013      0.02  |QV       |         |         |         |      1+ 3       0.0014      0.02  |QV       |         |         |         |      1+ 4       0.0014      0.02  |QV       |         |         |         |      1+ 5       0.0014      0.02  |QV       |         |         |         |      1+ 6       0.0014      0.02  |QV       |         |         |         |      1+ 7       0.0015      0.02  |QV       |         |         |         |      1+ 8       0.0015      0.02  |QV       |         |         |         |      1+ 9       0.0015      0.02  |QV       |         |         |         |      1+10       0.0015      0.02  |Q V      |         |         |         |      1+11       0.0016      0.02  |Q V      |         |         |         |      1+12       0.0016      0.02  |Q V      |         |         |         |      1+13       0.0016      0.02  |Q V      |         |         |         |      1+14       0.0016      0.02  |Q V      |         |         |         |      1+15       0.0017      0.02  |Q V      |         |         |         |      1+16       0.0017      0.02  |Q V      |         |         |         |      1+17       0.0017      0.02  |Q V      |         |         |         |      1+18       0.0017      0.02  |Q V      |         |         |         |      1+19       0.0018      0.02  |Q V      |         |         |         |      1+20       0.0018      0.02  |Q V      |         |         |         |      1+21       0.0018      0.02  |Q V      |         |         |         |      1+22       0.0018      0.02  |Q V      |         |         |         |      1+23       0.0019      0.02  |Q V      |         |         |         |      1+24       0.0019      0.02  |Q V      |         |         |         |      1+25       0.0019      0.02  |Q V      |         |         |         |      1+26       0.0019      0.02  |Q V      |         |         |         |      1+27       0.0020      0.02  |Q V      |         |         |         |      1+28       0.0020      0.02  |Q V      |         |         |         |      1+29       0.0020      0.02  |Q  V     |         |         |         |      1+30       0.0021      0.02  |Q  V     |         |         |         |      1+31       0.0021      0.02  |Q  V     |         |         |         |      1+32       0.0021      0.02  |Q  V     |         |         |         |      1+33       0.0021      0.02  |Q  V     |         |         |         |      1+34       0.0022      0.02  |Q  V     |         |         |         |      1+35       0.0022      0.02  |Q  V     |         |         |         |      1+36       0.0022      0.02  |Q  V     |         |         |         |      1+37       0.0023      0.02  |Q  V     |         |         |         |      1+38       0.0023      0.02  |Q  V     |         |         |         |      1+39       0.0023      0.02  |Q  V     |         |         |         |      1+40       0.0023      0.02  |Q  V     |         |         |         |      1+41       0.0024      0.02  |Q  V     |         |         |         |      1+42       0.0024      0.02  |Q  V     |         |         |         |      1+43       0.0024      0.02  |Q  V     |         |         |         |      1+44       0.0025      0.02  |Q  V     |         |         |         |      1+45       0.0025      0.02  |Q  V     |         |         |         |      1+46       0.0025      0.02  |Q  V     |         |         |         |      1+47       0.0025      0.02  |Q   V    |         |         |         |      1+48       0.0026      0.02  |Q   V    |         |         |         |      1+49       0.0026      0.02  |Q   V    |         |         |         |      1+50       0.0026      0.02  |Q   V    |         |         |         |      1+51       0.0027      0.02  |Q   V    |         |         |         |      1+52       0.0027      0.02  |Q   V    |         |         |         |      1+53       0.0027      0.02  |Q   V    |         |         |         |      1+54       0.0028      0.02  |Q   V    |         |         |         |      1+55       0.0028      0.02  |Q   V    |         |         |         |      1+56       0.0028      0.02  |Q   V    |         |         |         |      1+57       0.0028      0.02  |Q   V    |         |         |         |      1+58       0.0029      0.02  |Q   V    |         |         |         |      1+59       0.0029      0.02  |Q   V    |         |         |         |      2+ 0       0.0029      0.02  |Q   V    |         |         |         |  Page 9 1480PR1B.out     2+ 1       0.0030      0.02  |Q   V    |         |         |         |      2+ 2       0.0030      0.02  |Q   V    |         |         |         |      2+ 3       0.0030      0.02  |Q   V    |         |         |         |      2+ 4       0.0031      0.02  |Q    V   |         |         |         |      2+ 5       0.0031      0.02  |Q    V   |         |         |         |      2+ 6       0.0031      0.02  |Q    V   |         |         |         |      2+ 7       0.0032      0.02  |Q    V   |         |         |         |      2+ 8       0.0032      0.02  |Q    V   |         |         |         |      2+ 9       0.0032      0.02  |Q    V   |         |         |         |      2+10       0.0033      0.02  |Q    V   |         |         |         |      2+11       0.0033      0.02  |Q    V   |         |         |         |      2+12       0.0033      0.02  |Q    V   |         |         |         |      2+13       0.0034      0.02  |Q    V   |         |         |         |      2+14       0.0034      0.02  |Q    V   |         |         |         |      2+15       0.0034      0.02  |Q    V   |         |         |         |      2+16       0.0035      0.02  |Q    V   |         |         |         |      2+17       0.0035      0.03  | Q   V   |         |         |         |      2+18       0.0035      0.03  | Q   V   |         |         |         |      2+19       0.0036      0.03  | Q    V  |         |         |         |      2+20       0.0036      0.03  | Q    V  |         |         |         |      2+21       0.0036      0.03  | Q    V  |         |         |         |      2+22       0.0037      0.03  | Q    V  |         |         |         |      2+23       0.0037      0.03  | Q    V  |         |         |         |      2+24       0.0037      0.03  | Q    V  |         |         |         |      2+25       0.0038      0.03  | Q    V  |         |         |         |      2+26       0.0038      0.03  | Q    V  |         |         |         |      2+27       0.0039      0.03  | Q    V  |         |         |         |      2+28       0.0039      0.03  | Q    V  |         |         |         |      2+29       0.0039      0.03  | Q    V  |         |         |         |      2+30       0.0040      0.03  | Q    V  |         |         |         |      2+31       0.0040      0.03  | Q    V  |         |         |         |      2+32       0.0040      0.03  | Q    V  |         |         |         |      2+33       0.0041      0.03  | Q     V |         |         |         |      2+34       0.0041      0.03  | Q     V |         |         |         |      2+35       0.0042      0.03  | Q     V |         |         |         |      2+36       0.0042      0.03  | Q     V |         |         |         |      2+37       0.0042      0.03  | Q     V |         |         |         |      2+38       0.0043      0.03  | Q     V |         |         |         |      2+39       0.0043      0.03  | Q     V |         |         |         |      2+40       0.0044      0.03  | Q     V |         |         |         |      2+41       0.0044      0.03  | Q     V |         |         |         |      2+42       0.0044      0.03  | Q     V |         |         |         |      2+43       0.0045      0.03  | Q     V |         |         |         |      2+44       0.0045      0.03  | Q     V |         |         |         |      2+45       0.0046      0.03  | Q      V|         |         |         |      2+46       0.0046      0.03  | Q      V|         |         |         |      2+47       0.0046      0.03  | Q      V|         |         |         |      2+48       0.0047      0.03  | Q      V|         |         |         |      2+49       0.0047      0.03  | Q      V|         |         |         |      2+50       0.0048      0.03  | Q      V|         |         |         |      2+51       0.0048      0.03  | Q      V|         |         |         |      2+52       0.0049      0.03  | Q      V|         |         |         |      2+53       0.0049      0.03  | Q      V|         |         |         |      2+54       0.0050      0.03  | Q      V|         |         |         |      2+55       0.0050      0.03  | Q      V|         |         |         |      2+56       0.0050      0.03  | Q      V|         |         |         |      2+57       0.0051      0.03  | Q       V         |         |         |      2+58       0.0051      0.03  | Q       V         |         |         |      2+59       0.0052      0.03  | Q       V         |         |         |      3+ 0       0.0052      0.03  | Q       V         |         |         |      3+ 1       0.0053      0.03  | Q       V         |         |         |      3+ 2       0.0053      0.04  | Q       V         |         |         |      3+ 3       0.0054      0.04  | Q       V         |         |         |      3+ 4       0.0054      0.04  | Q       V         |         |         |      3+ 5       0.0055      0.04  | Q       V         |         |         |      3+ 6       0.0055      0.04  | Q       V         |         |         |      3+ 7       0.0056      0.04  |  Q      |V        |         |         |  Page 10 1480PR1B.out     3+ 8       0.0056      0.04  |  Q      |V        |         |         |      3+ 9       0.0057      0.04  |  Q      |V        |         |         |      3+10       0.0057      0.04  |  Q      |V        |         |         |      3+11       0.0058      0.04  |  Q      |V        |         |         |      3+12       0.0059      0.04  |  Q      |V        |         |         |      3+13       0.0059      0.04  |  Q      |V        |         |         |      3+14       0.0060      0.04  |  Q      |V        |         |         |      3+15       0.0060      0.04  |  Q      |V        |         |         |      3+16       0.0061      0.04  |  Q      | V       |         |         |      3+17       0.0061      0.04  |  Q      | V       |         |         |      3+18       0.0062      0.04  |  Q      | V       |         |         |      3+19       0.0063      0.04  |  Q      | V       |         |         |      3+20       0.0063      0.04  |  Q      | V       |         |         |      3+21       0.0064      0.04  |  Q      | V       |         |         |      3+22       0.0064      0.05  |  Q      | V       |         |         |      3+23       0.0065      0.05  |  Q      | V       |         |         |      3+24       0.0066      0.05  |  Q      | V       |         |         |      3+25       0.0066      0.05  |  Q      |  V      |         |         |      3+26       0.0067      0.05  |  Q      |  V      |         |         |      3+27       0.0068      0.05  |  Q      |  V      |         |         |      3+28       0.0068      0.05  |   Q     |  V      |         |         |      3+29       0.0069      0.05  |   Q     |  V      |         |         |      3+30       0.0070      0.05  |   Q     |  V      |         |         |      3+31       0.0071      0.05  |   Q     |  V      |         |         |      3+32       0.0071      0.05  |   Q     |   V     |         |         |      3+33       0.0072      0.06  |   Q     |   V     |         |         |      3+34       0.0073      0.06  |   Q     |   V     |         |         |      3+35       0.0074      0.06  |   Q     |   V     |         |         |      3+36       0.0074      0.06  |   Q     |   V     |         |         |      3+37       0.0075      0.06  |   Q     |   V     |         |         |      3+38       0.0076      0.06  |   Q     |    V    |         |         |      3+39       0.0077      0.06  |    Q    |    V    |         |         |      3+40       0.0078      0.07  |    Q    |    V    |         |         |      3+41       0.0079      0.07  |    Q    |    V    |         |         |      3+42       0.0080      0.07  |    Q    |    V    |         |         |      3+43       0.0081      0.07  |    Q    |    V    |         |         |      3+44       0.0082      0.07  |    Q    |     V   |         |         |      3+45       0.0083      0.07  |    Q    |     V   |         |         |      3+46       0.0084      0.08  |     Q   |     V   |         |         |      3+47       0.0085      0.08  |     Q   |     V   |         |         |      3+48       0.0086      0.08  |     Q   |     V   |         |         |      3+49       0.0087      0.09  |     Q   |      V  |         |         |      3+50       0.0088      0.09  |      Q  |      V  |         |         |      3+51       0.0090      0.10  |      Q  |      V  |         |         |      3+52       0.0091      0.10  |       Q |       V |         |         |      3+53       0.0093      0.11  |       Q |       V |         |         |      3+54       0.0094      0.12  |        Q|       V |         |         |      3+55       0.0096      0.13  |        Q|       V |         |         |      3+56       0.0098      0.13  |         Q        V|         |         |      3+57       0.0100      0.14  |         |Q       V|         |         |      3+58       0.0102      0.15  |         |Q        V         |         |      3+59       0.0104      0.16  |         | Q       V         |         |      4+ 0       0.0106      0.16  |         |  Q      |V        |         |      4+ 1       0.0109      0.22  |         |      Q  |V        |         |      4+ 2       0.0113      0.28  |         |         | Q       |         |      4+ 3       0.0118      0.33  |         |         |  V  Q   |         |      4+ 4       0.0123      0.39  |         |         |   V     |Q        |      4+ 5       0.0129      0.45  |         |         |    V    |    Q    |      4+ 6       0.0136      0.50  |         |         |     V   |         Q      4+ 7       0.0142      0.43  |         |         |       V |   Q     |      4+ 8       0.0147      0.37  |         |         |        Q|         |      4+ 9       0.0151      0.30  |         |         |  Q     V|         |      4+10       0.0155      0.23  |         |       Q |         V         |      4+11       0.0157      0.16  |         | Q       |         V         |      4+12       0.0158      0.09  |      Q  |         |         |V        |      4+13       0.0159      0.09  |      Q  |         |         |V        |      4+14       0.0160      0.08  |     Q   |         |         |V        |  Page 11 1480PR1B.out     4+15       0.0162      0.08  |     Q   |         |         |V        |      4+16       0.0163      0.07  |    Q    |         |         | V       |      4+17       0.0163      0.07  |    Q    |         |         | V       |      4+18       0.0164      0.06  |    Q    |         |         | V       |      4+19       0.0165      0.06  |   Q     |         |         | V       |      4+20       0.0166      0.06  |   Q     |         |         | V       |      4+21       0.0167      0.06  |   Q     |         |         | V       |      4+22       0.0167      0.05  |   Q     |         |         |  V      |      4+23       0.0168      0.05  |   Q     |         |         |  V      |      4+24       0.0169      0.05  |  Q      |         |         |  V      |      4+25       0.0170      0.05  |  Q      |         |         |  V      |      4+26       0.0170      0.05  |  Q      |         |         |  V      |      4+27       0.0171      0.05  |  Q      |         |         |  V      |      4+28       0.0171      0.04  |  Q      |         |         |  V      |      4+29       0.0172      0.04  |  Q      |         |         |  V      |      4+30       0.0173      0.04  |  Q      |         |         |   V     |      4+31       0.0173      0.04  |  Q      |         |         |   V     |      4+32       0.0174      0.04  |  Q      |         |         |   V     |      4+33       0.0174      0.04  |  Q      |         |         |   V     |      4+34       0.0175      0.04  | Q       |         |         |   V     |      4+35       0.0175      0.04  | Q       |         |         |   V     |      4+36       0.0176      0.04  | Q       |         |         |   V     |      4+37       0.0176      0.04  | Q       |         |         |   V     |      4+38       0.0177      0.03  | Q       |         |         |   V     |      4+39       0.0177      0.03  | Q       |         |         |    V    |      4+40       0.0178      0.03  | Q       |         |         |    V    |      4+41       0.0178      0.03  | Q       |         |         |    V    |      4+42       0.0178      0.03  | Q       |         |         |    V    |      4+43       0.0179      0.03  | Q       |         |         |    V    |      4+44       0.0179      0.03  | Q       |         |         |    V    |      4+45       0.0180      0.03  | Q       |         |         |    V    |      4+46       0.0180      0.03  | Q       |         |         |    V    |      4+47       0.0181      0.03  | Q       |         |         |    V    |      4+48       0.0181      0.03  | Q       |         |         |    V    |      4+49       0.0181      0.03  | Q       |         |         |    V    |      4+50       0.0182      0.03  | Q       |         |         |    V    |      4+51       0.0182      0.03  | Q       |         |         |     V   |      4+52       0.0182      0.03  | Q       |         |         |     V   |      4+53       0.0183      0.03  | Q       |         |         |     V   |      4+54       0.0183      0.03  | Q       |         |         |     V   |      4+55       0.0184      0.03  | Q       |         |         |     V   |      4+56       0.0184      0.03  | Q       |         |         |     V   |      4+57       0.0184      0.03  | Q       |         |         |     V   |      4+58       0.0185      0.03  | Q       |         |         |     V   |      4+59       0.0185      0.03  |Q        |         |         |     V   |      5+ 0       0.0185      0.02  |Q        |         |         |     V   |      5+ 1       0.0186      0.02  |Q        |         |         |     V   |      5+ 2       0.0186      0.02  |Q        |         |         |     V   |      5+ 3       0.0186      0.02  |Q        |         |         |     V   |      5+ 4       0.0187      0.02  |Q        |         |         |     V   |      5+ 5       0.0187      0.02  |Q        |         |         |     V   |      5+ 6       0.0187      0.02  |Q        |         |         |      V  |      5+ 7       0.0188      0.02  |Q        |         |         |      V  |      5+ 8       0.0188      0.02  |Q        |         |         |      V  |      5+ 9       0.0188      0.02  |Q        |         |         |      V  |      5+10       0.0189      0.02  |Q        |         |         |      V  |      5+11       0.0189      0.02  |Q        |         |         |      V  |      5+12       0.0189      0.02  |Q        |         |         |      V  |      5+13       0.0189      0.02  |Q        |         |         |      V  |      5+14       0.0190      0.02  |Q        |         |         |      V  |      5+15       0.0190      0.02  |Q        |         |         |      V  |      5+16       0.0190      0.02  |Q        |         |         |      V  |      5+17       0.0191      0.02  |Q        |         |         |      V  |      5+18       0.0191      0.02  |Q        |         |         |      V  |      5+19       0.0191      0.02  |Q        |         |         |      V  |      5+20       0.0191      0.02  |Q        |         |         |      V  |      5+21       0.0192      0.02  |Q        |         |         |      V  |  Page 12 1480PR1B.out     5+22       0.0192      0.02  |Q        |         |         |      V  |      5+23       0.0192      0.02  |Q        |         |         |       V |      5+24       0.0193      0.02  |Q        |         |         |       V |      5+25       0.0193      0.02  |Q        |         |         |       V |      5+26       0.0193      0.02  |Q        |         |         |       V |      5+27       0.0193      0.02  |Q        |         |         |       V |      5+28       0.0194      0.02  |Q        |         |         |       V |      5+29       0.0194      0.02  |Q        |         |         |       V |      5+30       0.0194      0.02  |Q        |         |         |       V |      5+31       0.0194      0.02  |Q        |         |         |       V |      5+32       0.0195      0.02  |Q        |         |         |       V |      5+33       0.0195      0.02  |Q        |         |         |       V |      5+34       0.0195      0.02  |Q        |         |         |       V |      5+35       0.0195      0.02  |Q        |         |         |       V |      5+36       0.0196      0.02  |Q        |         |         |       V |      5+37       0.0196      0.02  |Q        |         |         |       V |      5+38       0.0196      0.02  |Q        |         |         |       V |      5+39       0.0196      0.02  |Q        |         |         |       V |      5+40       0.0197      0.02  |Q        |         |         |       V |      5+41       0.0197      0.02  |Q        |         |         |       V |      5+42       0.0197      0.02  |Q        |         |         |       V |      5+43       0.0197      0.02  |Q        |         |         |        V|      5+44       0.0198      0.02  |Q        |         |         |        V|      5+45       0.0198      0.02  |Q        |         |         |        V|      5+46       0.0198      0.02  |Q        |         |         |        V|      5+47       0.0198      0.02  |Q        |         |         |        V|      5+48       0.0198      0.02  |Q        |         |         |        V|      5+49       0.0199      0.02  |Q        |         |         |        V|      5+50       0.0199      0.02  |Q        |         |         |        V|      5+51       0.0199      0.02  |Q        |         |         |        V|      5+52       0.0199      0.02  |Q        |         |         |        V|      5+53       0.0200      0.02  |Q        |         |         |        V|      5+54       0.0200      0.02  |Q        |         |         |        V|      5+55       0.0200      0.02  |Q        |         |         |        V|      5+56       0.0200      0.02  |Q        |         |         |        V|      5+57       0.0200      0.02  |Q        |         |         |        V|      5+58       0.0201      0.02  |Q        |         |         |        V|      5+59       0.0201      0.02  |Q        |         |         |        V|      6+ 0       0.0201      0.02  |Q        |         |         |        V|      6+ 1       0.0201      0.02  |Q        |         |         |        V|      6+ 2       0.0202      0.02  |Q        |         |         |        V|      6+ 3       0.0202      0.02  |Q        |         |         |        V|      6+ 4       0.0202      0.02  |Q        |         |         |        V|      6+ 5       0.0202      0.01  |Q        |         |         |        V|      6+ 6       0.0202      0.01  |Q        |         |         |         V  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ End of computations, total study area =           0.120 (Ac.) Page 13 Stage Storage Capacity CaculationsHydrology ParametersInfiltration rate0 inches / hourBefore DetentionQout = AV = A acres * 43560 sf/Acre (infiltration rate in/hr) * 1ft/12in (1 hr/3600 sec)Q= 0.502cfsA= 0.120 AcreOrifice Flow: Q = C * A * sqrt(2gh)Tc= 6.42 min.g= 32.20 sf/secC= 0.900C= 0.60I= 7.176 in/hrOrifice-1After DetentionNo. of openings1Δt=3.00min.Elevation0.00Q= 0.267cfsdiameter 3 inches0.25 ftA= 0.120 AcreA=0.05 sfTc=9.42min.C= 0.900Weir Opening-1Elevation0.00Cd0.60Width0 ftg32.20 sf/secGrate Inlet-OverflowElevation3.50Cw3.00L1.0 ftW1.0 ftLw4 sfStage StorageArea ofEffective HeadQ cfsEffective HeadQ cfsEffective HeadQ cfsQ totalDraw downWater Depth (ft)Volume (cf)Area (Ac.ft)Infiltration (ft)Q infiltrationOrifice-1Orifice-1WeirWeirGrate InletGrate InletQ inf + Q orificein hours0.0000.000N/A 0.000N/A 0.00 N/A 0.00 N/A0.000.0000.00.50500.001100 0.0000.38 0.14 0.00 0.00 N/A0.000.1450.01.001000.002100 0.0000.88 0.22 0.00 0.00 0.00 0.000.2210.11.501500.003100 0.0001.38 0.28 0.00 0.00 0.00 0.000.2770.22.002000.005100 0.0001.88 0.32 0.00 0.00 0.00 0.000.3240.22.502500.006100 0.0002.38 0.36 0.00 0.00 0.00 0.000.3640.21480D - Kemper Hydro.xlsxDET - FINAL8/19/20221----- - ------------- 1480PR1ROUTE.out                      FLOOD HYDROGRAPH ROUTING PROGRAM             Copyright (c) CIVILCADD/CIVILDESIGN, 1989 ‐ 2012                         Study date: 08/19/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 1480PR1B.rte ****************************HYDROGRAPH DATA**************************** Number of intervals =   366 Time interval =    1.0 (Min.) Maximum/Peak flow rate =        0.502 (CFS) Total volume =       0.020 (Ac.Ft) Status of hydrographs being held in storage            Stream 1  Stream 2  Stream 3  Stream 4  Stream 5 Peak (CFS)      0.000     0.000     0.000     0.000     0.000 Vol (Ac.Ft)      0.000     0.000     0.000     0.000     0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      212.000 to Point/Station      213.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth‐outflow‐storage data ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Total number of inflow hydrograph intervals = 366 Hydrograph time unit =  1.000 (Min.) Initial depth in storage basin =   0.00(Ft.) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Initial basin depth =   0.00 (Ft.) Initial basin storage =      0.00 (Ac.Ft) Initial basin outflow =   0.00 (CFS) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Depth vs. Storage and Depth vs. Discharge data:  Basin Depth  Storage    Outflow   (S‐O*dt/2)   (S+O*dt/2)      (Ft.)    (Ac.Ft)    (CFS)     (Ac.Ft)    (Ac.Ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐           0.000      0.000      0.000      0.000        0.000           0.500      0.001      0.145      0.001        0.001           1.000      0.002      0.221      0.002        0.002           1.500      0.003      0.277      0.003        0.003           2.000      0.005      0.324      0.005        0.005           2.500      0.006      0.364      0.006        0.006 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Hydrograph Detention Basin Routing ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Graph values: 'I'= unit inflow; 'O'=outflow at time shown ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   Time   Inflow  Outflow    Storage                                     Depth   (Hours)  (CFS)   (CFS)     (Ac.Ft) .0       0.1    0.25    0.38    0.50 (Ft.)   0.017    0.00    0.00      0.000  O       |       |       |       |     0.00   0.033    0.01    0.00      0.000  O       |       |       |       |     0.00 Page 1 1480PR1ROUTE.out   0.050    0.01    0.00      0.000  O       |       |       |       |     0.01   0.067    0.01    0.00      0.000  O       |       |       |       |     0.01   0.083    0.01    0.00      0.000  O       |       |       |       |     0.02   0.100    0.02    0.01      0.000  O       |       |       |       |     0.02   0.117    0.02    0.01      0.000  O       |       |       |       |     0.03   0.133    0.02    0.01      0.000  O       |       |       |       |     0.03   0.150    0.02    0.01      0.000  O       |       |       |       |     0.04   0.167    0.02    0.01      0.000  O       |       |       |       |     0.04   0.183    0.02    0.01      0.000  O       |       |       |       |     0.04   0.200    0.02    0.01      0.000  O       |       |       |       |     0.04   0.217    0.02    0.01      0.000  O       |       |       |       |     0.04   0.233    0.02    0.01      0.000  O       |       |       |       |     0.05   0.250    0.02    0.01      0.000  O       |       |       |       |     0.05   0.267    0.02    0.01      0.000  O       |       |       |       |     0.05   0.283    0.02    0.01      0.000  O       |       |       |       |     0.05   0.300    0.02    0.01      0.000  O       |       |       |       |     0.05   0.317    0.02    0.01      0.000  O       |       |       |       |     0.05   0.333    0.02    0.01      0.000  O       |       |       |       |     0.05   0.350    0.02    0.02      0.000  O       |       |       |       |     0.05   0.367    0.02    0.02      0.000  O       |       |       |       |     0.05   0.383    0.02    0.02      0.000  OI      |       |       |       |     0.05   0.400    0.02    0.02      0.000  OI      |       |       |       |     0.05   0.417    0.02    0.02      0.000  OI      |       |       |       |     0.05   0.433    0.02    0.02      0.000  OI      |       |       |       |     0.05   0.450    0.02    0.02      0.000  OI      |       |       |       |     0.05   0.467    0.02    0.02      0.000  OI      |       |       |       |     0.05   0.483    0.02    0.02      0.000  |O      |       |       |       |     0.05   0.500    0.02    0.02      0.000  |O      |       |       |       |     0.05   0.517    0.02    0.02      0.000  |O      |       |       |       |     0.05   0.533    0.02    0.02      0.000  |O      |       |       |       |     0.05   0.550    0.02    0.02      0.000  |O      |       |       |       |     0.05   0.567    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.583    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.600    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.617    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.633    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.650    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.667    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.683    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.700    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.717    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.733    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.750    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.767    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.783    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.800    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.817    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.833    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.850    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.867    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.883    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.900    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.917    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.933    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.950    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.967    0.02    0.02      0.000  |O      |       |       |       |     0.06   0.983    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.000    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.017    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.033    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.050    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.067    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.083    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.100    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.117    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.133    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.150    0.02    0.02      0.000  |O      |       |       |       |     0.06 Page 2 1480PR1ROUTE.out   1.167    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.183    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.200    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.217    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.233    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.250    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.267    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.283    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.300    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.317    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.333    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.350    0.02    0.02      0.000  |O      |       |       |       |     0.06   1.367    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.383    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.400    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.417    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.433    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.450    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.467    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.483    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.500    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.517    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.533    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.550    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.567    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.583    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.600    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.617    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.633    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.650    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.667    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.683    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.700    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.717    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.733    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.750    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.767    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.783    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.800    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.817    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.833    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.850    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.867    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.883    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.900    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.917    0.02    0.02      0.000  |O      |       |       |       |     0.07   1.933    0.02    0.02      0.000  |O      |       |       |       |     0.08   1.950    0.02    0.02      0.000  |O      |       |       |       |     0.08   1.967    0.02    0.02      0.000  |O      |       |       |       |     0.08   1.983    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.000    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.017    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.033    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.050    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.067    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.083    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.100    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.117    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.133    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.150    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.167    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.183    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.200    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.217    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.233    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.250    0.02    0.02      0.000  |O      |       |       |       |     0.08   2.267    0.02    0.02      0.000  |O      |       |       |       |     0.08 Page 3 1480PR1ROUTE.out   2.283    0.03    0.02      0.000  |O      |       |       |       |     0.08   2.300    0.03    0.02      0.000  |O      |       |       |       |     0.08   2.317    0.03    0.02      0.000  |O      |       |       |       |     0.09   2.333    0.03    0.02      0.000  |O      |       |       |       |     0.09   2.350    0.03    0.02      0.000  |O      |       |       |       |     0.09   2.367    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.383    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.400    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.417    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.433    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.450    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.467    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.483    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.500    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.517    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.533    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.550    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.567    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.583    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.600    0.03    0.03      0.000  |O      |       |       |       |     0.09   2.617    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.633    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.650    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.667    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.683    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.700    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.717    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.733    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.750    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.767    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.783    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.800    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.817    0.03    0.03      0.000  |O      |       |       |       |     0.10   2.833    0.03    0.03      0.000  |OI     |       |       |       |     0.10   2.850    0.03    0.03      0.000  |OI     |       |       |       |     0.11   2.867    0.03    0.03      0.000  |OI     |       |       |       |     0.11   2.883    0.03    0.03      0.000  |OI     |       |       |       |     0.11   2.900    0.03    0.03      0.000  | O     |       |       |       |     0.11   2.917    0.03    0.03      0.000  | O     |       |       |       |     0.11   2.933    0.03    0.03      0.000  | O     |       |       |       |     0.11   2.950    0.03    0.03      0.000  | O     |       |       |       |     0.11   2.967    0.03    0.03      0.000  | O     |       |       |       |     0.11   2.983    0.03    0.03      0.000  | O     |       |       |       |     0.11   3.000    0.03    0.03      0.000  | O     |       |       |       |     0.11   3.017    0.03    0.03      0.000  | O     |       |       |       |     0.12   3.033    0.04    0.03      0.000  | O     |       |       |       |     0.12   3.050    0.04    0.03      0.000  | O     |       |       |       |     0.12   3.067    0.04    0.03      0.000  | O     |       |       |       |     0.12   3.083    0.04    0.03      0.000  | O     |       |       |       |     0.12   3.100    0.04    0.04      0.000  | O     |       |       |       |     0.12   3.117    0.04    0.04      0.000  | O     |       |       |       |     0.12   3.133    0.04    0.04      0.000  | O     |       |       |       |     0.12   3.150    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.167    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.183    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.200    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.217    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.233    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.250    0.04    0.04      0.000  | O     |       |       |       |     0.13   3.267    0.04    0.04      0.000  | O     |       |       |       |     0.14   3.283    0.04    0.04      0.000  | O     |       |       |       |     0.14   3.300    0.04    0.04      0.000  | O     |       |       |       |     0.14   3.317    0.04    0.04      0.000  | O     |       |       |       |     0.14   3.333    0.04    0.04      0.000  | O     |       |       |       |     0.14   3.350    0.04    0.04      0.000  | O     |       |       |       |     0.15   3.367    0.05    0.04      0.000  | O     |       |       |       |     0.15   3.383    0.05    0.04      0.000  | O     |       |       |       |     0.15 Page 4 1480PR1ROUTE.out   3.400    0.05    0.04      0.000  | O     |       |       |       |     0.15   3.417    0.05    0.04      0.000  | OI    |       |       |       |     0.15   3.433    0.05    0.04      0.000  | OI    |       |       |       |     0.15   3.450    0.05    0.05      0.000  | OI    |       |       |       |     0.16   3.467    0.05    0.05      0.000  | OI    |       |       |       |     0.16   3.483    0.05    0.05      0.000  |  O    |       |       |       |     0.16   3.500    0.05    0.05      0.000  |  O    |       |       |       |     0.17   3.517    0.05    0.05      0.000  |  O    |       |       |       |     0.17   3.533    0.05    0.05      0.000  |  O    |       |       |       |     0.17   3.550    0.06    0.05      0.000  |  O    |       |       |       |     0.18   3.567    0.06    0.05      0.000  |  O    |       |       |       |     0.18   3.583    0.06    0.05      0.000  |  O    |       |       |       |     0.18   3.600    0.06    0.05      0.000  |  O    |       |       |       |     0.18   3.617    0.06    0.05      0.000  |  O    |       |       |       |     0.19   3.633    0.06    0.06      0.000  |  O    |       |       |       |     0.19   3.650    0.06    0.06      0.000  |  OI   |       |       |       |     0.20   3.667    0.07    0.06      0.000  |  OI   |       |       |       |     0.20   3.683    0.07    0.06      0.000  |  OI   |       |       |       |     0.21   3.700    0.07    0.06      0.000  |  OI   |       |       |       |     0.21   3.717    0.07    0.06      0.000  |   O   |       |       |       |     0.22   3.733    0.07    0.06      0.000  |   O   |       |       |       |     0.22   3.750    0.07    0.07      0.000  |   O   |       |       |       |     0.23   3.767    0.08    0.07      0.000  |   O   |       |       |       |     0.23   3.783    0.08    0.07      0.000  |   O   |       |       |       |     0.24   3.800    0.08    0.07      0.000  |   OI  |       |       |       |     0.25   3.817    0.09    0.07      0.001  |   OI  |       |       |       |     0.25   3.833    0.09    0.08      0.001  |   OI  |       |       |       |     0.26   3.850    0.10    0.08      0.001  |    OI |       |       |       |     0.28   3.867    0.10    0.08      0.001  |    OI |       |       |       |     0.29   3.883    0.11    0.09      0.001  |    O I|       |       |       |     0.30   3.900    0.12    0.09      0.001  |    O I|       |       |       |     0.32   3.917    0.13    0.10      0.001  |     OI|       |       |       |     0.34   3.933    0.13    0.10      0.001  |     O I       |       |       |     0.36   3.950    0.14    0.11      0.001  |     O I       |       |       |     0.38   3.967    0.15    0.12      0.001  |      O|I      |       |       |     0.40   3.983    0.16    0.12      0.001  |      O| I     |       |       |     0.42   4.000    0.16    0.13      0.001  |       O I     |       |       |     0.45   4.017    0.22    0.14      0.001  |       O     I |       |       |     0.49   4.033    0.28    0.15      0.001  |       |O      |I      |       |     0.56   4.050    0.33    0.17      0.001  |       | O     |    I  |       |     0.66   4.067    0.39    0.19      0.002  |       |  O    |       I       |     0.78   4.083    0.45    0.21      0.002  |       |    O  |       |   I   |     0.93   4.100    0.50    0.23      0.002  |       |     O |       |       I     1.11   4.117    0.43    0.25      0.003  |       |      O|       |  I    |     1.26   4.133    0.37    0.26      0.003  |       |       O      I|       |     1.36   4.150    0.30    0.27      0.003  |       |       |OI     |       |     1.41   4.167    0.23    0.27      0.003  |       |     I O       |       |     1.41   4.183    0.16    0.26      0.003  |       | I     O       |       |     1.36   4.200    0.09    0.25      0.003  |    I  |       O       |       |     1.27   4.217    0.09    0.24      0.002  |    I  |      O|       |       |     1.17   4.233    0.08    0.23      0.002  |    I  |     O |       |       |     1.06   4.250    0.08    0.22      0.002  |   I   |    O  |       |       |     0.97   4.267    0.07    0.20      0.002  |   I   |   O   |       |       |     0.87   4.283    0.07    0.19      0.002  |   I   |   O   |       |       |     0.79   4.300    0.06    0.18      0.001  |   I   |  O    |       |       |     0.71   4.317    0.06    0.17      0.001  |  I    | O     |       |       |     0.63   4.333    0.06    0.15      0.001  |  I    |O      |       |       |     0.56   4.350    0.06    0.14      0.001  |  I    |O      |       |       |     0.50   4.367    0.05    0.13      0.001  |  I    O       |       |       |     0.44   4.383    0.05    0.11      0.001  |  I   O|       |       |       |     0.40   4.400    0.05    0.10      0.001  |  I  O |       |       |       |     0.36   4.417    0.05    0.09      0.001  |  I O  |       |       |       |     0.32   4.433    0.05    0.08      0.001  | I  O  |       |       |       |     0.29   4.450    0.05    0.08      0.001  | I O   |       |       |       |     0.27   4.467    0.04    0.07      0.000  | I O   |       |       |       |     0.25   4.483    0.04    0.07      0.000  | I O   |       |       |       |     0.23   4.500    0.04    0.06      0.000  | IO    |       |       |       |     0.21 Page 5 1480PR1ROUTE.out   4.517    0.04    0.06      0.000  | IO    |       |       |       |     0.20   4.533    0.04    0.05      0.000  | IO    |       |       |       |     0.19   4.550    0.04    0.05      0.000  | IO    |       |       |       |     0.18   4.567    0.04    0.05      0.000  | IO    |       |       |       |     0.17   4.583    0.04    0.05      0.000  | IO    |       |       |       |     0.16   4.600    0.04    0.05      0.000  | O     |       |       |       |     0.16   4.617    0.04    0.04      0.000  | O     |       |       |       |     0.15   4.633    0.03    0.04      0.000  | O     |       |       |       |     0.14   4.650    0.03    0.04      0.000  | O     |       |       |       |     0.14   4.667    0.03    0.04      0.000  | O     |       |       |       |     0.14   4.683    0.03    0.04      0.000  | O     |       |       |       |     0.13   4.700    0.03    0.04      0.000  | O     |       |       |       |     0.13   4.717    0.03    0.04      0.000  | O     |       |       |       |     0.12   4.733    0.03    0.04      0.000  |IO     |       |       |       |     0.12   4.750    0.03    0.03      0.000  |IO     |       |       |       |     0.12   4.767    0.03    0.03      0.000  |IO     |       |       |       |     0.12   4.783    0.03    0.03      0.000  |IO     |       |       |       |     0.11   4.800    0.03    0.03      0.000  |IO     |       |       |       |     0.11   4.817    0.03    0.03      0.000  |IO     |       |       |       |     0.11   4.833    0.03    0.03      0.000  |O      |       |       |       |     0.11   4.850    0.03    0.03      0.000  |O      |       |       |       |     0.11   4.867    0.03    0.03      0.000  |O      |       |       |       |     0.10   4.883    0.03    0.03      0.000  |O      |       |       |       |     0.10   4.900    0.03    0.03      0.000  |O      |       |       |       |     0.10   4.917    0.03    0.03      0.000  |O      |       |       |       |     0.10   4.933    0.03    0.03      0.000  |O      |       |       |       |     0.10   4.950    0.03    0.03      0.000  |O      |       |       |       |     0.10   4.967    0.03    0.03      0.000  |O      |       |       |       |     0.09   4.983    0.03    0.03      0.000  |O      |       |       |       |     0.09   5.000    0.02    0.03      0.000  |O      |       |       |       |     0.09   5.017    0.02    0.03      0.000  |O      |       |       |       |     0.09   5.033    0.02    0.03      0.000  |O      |       |       |       |     0.09   5.050    0.02    0.03      0.000  |O      |       |       |       |     0.09   5.067    0.02    0.03      0.000  |O      |       |       |       |     0.09   5.083    0.02    0.02      0.000  |O      |       |       |       |     0.09   5.100    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.117    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.133    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.150    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.167    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.183    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.200    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.217    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.233    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.250    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.267    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.283    0.02    0.02      0.000  |O      |       |       |       |     0.08   5.300    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.317    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.333    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.350    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.367    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.383    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.400    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.417    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.433    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.450    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.467    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.483    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.500    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.517    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.533    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.550    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.567    0.02    0.02      0.000  |O      |       |       |       |     0.07   5.583    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.600    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.617    0.02    0.02      0.000  |O      |       |       |       |     0.06 Page 6 1480PR1ROUTE.out   5.633    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.650    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.667    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.683    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.700    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.717    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.733    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.750    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.767    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.783    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.800    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.817    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.833    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.850    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.867    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.883    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.900    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.917    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.933    0.02    0.02      0.000  |O      |       |       |       |     0.06   5.950    0.02    0.02      0.000  IO      |       |       |       |     0.06   5.967    0.02    0.02      0.000  IO      |       |       |       |     0.06   5.983    0.02    0.02      0.000  IO      |       |       |       |     0.05   6.000    0.02    0.02      0.000  IO      |       |       |       |     0.05   6.017    0.02    0.02      0.000  IO      |       |       |       |     0.05   6.033    0.02    0.02      0.000  O       |       |       |       |     0.05   6.050    0.02    0.02      0.000  O       |       |       |       |     0.05   6.067    0.02    0.02      0.000  O       |       |       |       |     0.05   6.083    0.01    0.02      0.000  O       |       |       |       |     0.05   6.100    0.01    0.02      0.000  O       |       |       |       |     0.05   6.117    0.00    0.01      0.000  O       |       |       |       |     0.05   6.133    0.00    0.01      0.000  O       |       |       |       |     0.04   6.150    0.00    0.01      0.000  O       |       |       |       |     0.03   6.167    0.00    0.01      0.000  O       |       |       |       |     0.03   6.183    0.00    0.01      0.000  O       |       |       |       |     0.02   6.200    0.00    0.01      0.000  O       |       |       |       |     0.02   6.217    0.00    0.00      0.000  O       |       |       |       |     0.01   6.233    0.00    0.00      0.000  O       |       |       |       |     0.01   6.250    0.00    0.00      0.000  O       |       |       |       |     0.01   6.267    0.00    0.00      0.000  O       |       |       |       |     0.01   6.283    0.00    0.00      0.000  O       |       |       |       |     0.01   6.300    0.00    0.00      0.000  O       |       |       |       |     0.01   6.317    0.00    0.00      0.000  O       |       |       |       |     0.00   6.333    0.00    0.00      0.000  O       |       |       |       |     0.00   6.350    0.00    0.00      0.000  O       |       |       |       |     0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals =   381 Time interval =    1.0 (Min.) Maximum/Peak flow rate =        0.267 (CFS) Total volume =       0.020 (Ac.Ft) Status of hydrographs being held in storage            Stream 1  Stream 2  Stream 3  Stream 4  Stream 5 Peak (CFS)      0.000     0.000     0.000     0.000     0.000 Vol (Ac.Ft)      0.000     0.000     0.000     0.000     0.000 *********************************************************************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Page 7 1480PR2B.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 06/22/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 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) =  4.400 P6/P24 =    61.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      101.000 to Point/Station      103.000 **** 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  =   63.000(Ft.) Highest elevation =  270.000(Ft.) Lowest elevation =  260.100(Ft.) Elevation difference =    9.900(Ft.) Slope = 15.714 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of  15.71 %, in a development type of  General Industrial        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   1.65 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 100.000^.5)/(  15.714^(1/3)]=   1.65 Calculated TC of    1.653 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 = 0.870 Subarea runoff =      0.248(CFS) Total initial stream area =        0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      101.000 to Point/Station      103.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.040(Ac.) Runoff from this stream =      0.248(CFS) Page 1 1480PR2B.out Time of concentration =    1.65 min. Rainfall intensity =     7.114(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station      103.000 **** 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  =    6.000(Ft.) Highest elevation =  260.200(Ft.) Lowest elevation =  260.100(Ft.) Elevation difference =    0.100(Ft.) Slope =  1.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of   1.67 %, in a development type of  43.0 DU/A or Less       In Accordance With Figure 3‐3  Initial Area Time of Concentration =   4.08 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.7900)*(  75.000^.5)/(   1.667^(1/3)]=   4.08 Calculated TC of    4.076 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 = 0.790 Subarea runoff =      0.197(CFS) Total initial stream area =        0.035(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station      103.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.035(Ac.) Runoff from this stream =      0.197(CFS) Time of concentration =    4.08 min. Rainfall intensity =     7.114(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.248      1.65          7.114 2        0.197      4.08          7.114 Qmax(1) =    1.000 *    1.000 *     0.248) +    1.000 *    0.406 *     0.197) + =       0.327 Qmax(2) =    1.000 *    1.000 *     0.248) +    1.000 *    1.000 *     0.197) + =       0.444 Total of 2 main streams to confluence: Flow rates before confluence point:        0.248       0.197 Maximum flow rates at confluence using above data:         0.327        0.444 Page 2 1480PR2B.out Area of streams before confluence:         0.040        0.035 Results of confluence: Total flow rate =      0.444(CFS) Time of concentration =     4.076 min. Effective stream area after confluence  =      0.075(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      103.000 to Point/Station      107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   259.100(Ft.) Downstream point/station elevation =   258.500(Ft.) Pipe length  =    90.00(Ft.) Slope =   0.0067  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.444(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     0.444(CFS) Normal flow depth in pipe =    4.76(In.) Flow top width inside pipe =    4.86(In.) Critical Depth =    4.07(In.) Pipe flow velocity =      2.66(Ft/s) Travel time through pipe =    0.56 min. Time of concentration (TC) =     4.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      103.000 to Point/Station      107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.075(Ac.) Runoff from this stream =      0.444(CFS) Time of concentration =    4.64 min. Rainfall intensity =     7.114(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      104.000 to Point/Station      107.000 **** 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  =   44.000(Ft.) Highest elevation =  270.000(Ft.) Lowest elevation =  259.600(Ft.) Elevation difference =   10.400(Ft.) Slope = 23.636 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of  23.64 %, in a development type of  General Industrial        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   1.44 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.8700)*( 100.000^.5)/(  23.636^(1/3)]=   1.44 Calculated TC of    1.443 minutes is less than 5 minutes,  resetting TC to 5.0 minutes for rainfall intensity calculations Page 3 1480PR2B.out Rainfall intensity (I) =      7.114(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff =      0.087(CFS) Total initial stream area =        0.014(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      104.000 to Point/Station      107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.014(Ac.) Runoff from this stream =      0.087(CFS) Time of concentration =    1.44 min. Rainfall intensity =     7.114(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.444      4.64          7.114 2        0.087      1.44          7.114 Qmax(1) =    1.000 *    1.000 *     0.444) +    1.000 *    1.000 *     0.087) + =       0.531 Qmax(2) =    1.000 *    0.311 *     0.444) +    1.000 *    1.000 *     0.087) + =       0.225 Total of 2 main streams to confluence: Flow rates before confluence point:        0.444       0.087 Maximum flow rates at confluence using above data:         0.531        0.225 Area of streams before confluence:         0.075        0.014 Results of confluence: Total flow rate =      0.531(CFS) Time of concentration =     4.640 min. Effective stream area after confluence  =      0.089(Ac.) End of computations, total study area =           0.089 (Ac.) Page 4 1480PR2A.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 08/19/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 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) =  4.400 P6/P24 =    61.4% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      105.000 to Point/Station      106.000 **** 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                  ]  (4.3 DU/A or Less       )  Impervious value, Ai = 0.300 Sub‐Area C Value = 0.520 Initial subarea total flow distance  =    9.000(Ft.) Highest elevation =  260.100(Ft.) Lowest elevation =  259.900(Ft.) Elevation difference =    0.200(Ft.) Slope =  2.222 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of   2.22 %, in a development type of  4.3 DU/A or Less        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   7.16 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.5200)*(  80.000^.5)/(   2.222^(1/3)]=   7.16 Rainfall intensity (I) =      5.645(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff =      0.059(CFS) Total initial stream area =        0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      105.000 to Point/Station      106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.020(Ac.) Runoff from this stream =      0.059(CFS) Time of concentration =    7.16 min. Rainfall intensity =     5.645(In/Hr) Page 1 1480PR2A.out Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      213.000 to Point/Station      106.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.768 given for subarea Rainfall intensity (I) =      4.728(In/Hr) for a   100.0 year storm User specified values are as follows: TC =   9.42 min.  Rain intensity =       4.73(In/Hr) Total area =        0.120(Ac.)  Total runoff =     0.267(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      213.000 to Point/Station      106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.120(Ac.) Runoff from this stream =      0.267(CFS) Time of concentration =    9.42 min. Rainfall intensity =     4.728(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.059      7.16          5.645 2        0.267      9.42          4.728 Qmax(1) =    1.000 *    1.000 *     0.059) +    1.000 *    0.760 *     0.267) + =       0.262 Qmax(2) =    0.838 *    1.000 *     0.059) +    1.000 *    1.000 *     0.267) + =       0.316 Total of 2 main streams to confluence: Flow rates before confluence point:        0.059       0.267 Maximum flow rates at confluence using above data:         0.262        0.316 Area of streams before confluence:         0.020        0.120 Results of confluence: Total flow rate =      0.316(CFS) Time of concentration =     9.420 min. Effective stream area after confluence  =      0.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      106.000 to Point/Station      107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   258.700(Ft.) Downstream point/station elevation =   258.500(Ft.) Pipe length  =    30.00(Ft.) Slope =   0.0067  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.316(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     0.316(CFS) Normal flow depth in pipe =    3.67(In.) Flow top width inside pipe =    5.85(In.) Critical Depth =    3.42(In.) Page 2 1480PR2A.out Pipe flow velocity =      2.52(Ft/s) Travel time through pipe =    0.20 min. Time of concentration (TC) =     9.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      106.000 to Point/Station      107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1  Stream flow area =      0.140(Ac.) Runoff from this stream =      0.316(CFS) Time of concentration =    9.62 min. Rainfall intensity =     4.665(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      104.000 to Point/Station      107.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.768 given for subarea Calculated TC of    4.640 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 User specified values are as follows: TC =   4.64 min.  Rain intensity =       7.11(In/Hr) Total area =        0.089(Ac.)  Total runoff =     0.531(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      104.000 to Point/Station      107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2  Stream flow area =      0.089(Ac.) Runoff from this stream =      0.531(CFS) Time of concentration =    4.64 min. Rainfall intensity =     7.114(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        0.316      9.62          4.665 2        0.531      4.64          7.114 Qmax(1) =    1.000 *    1.000 *     0.316) +    0.656 *    1.000 *     0.531) + =       0.664 Qmax(2) =    1.000 *    0.482 *     0.316) +    1.000 *    1.000 *     0.531) + =       0.684 Total of 2 main streams to confluence: Flow rates before confluence point:        0.316       0.531 Maximum flow rates at confluence using above data:         0.664        0.684 Area of streams before confluence:         0.140        0.089 Results of confluence: Total flow rate =      0.684(CFS) Page 3 1480PR2A.out Time of concentration =     4.640 min. Effective stream area after confluence  =      0.229(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      107.000 to Point/Station      108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =   258.500(Ft.) Downstream point/station elevation =   258.370(Ft.) Pipe length  =     6.00(Ft.) Slope =   0.0217  Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.684(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     0.684(CFS) Normal flow depth in pipe =    4.16(In.) Flow top width inside pipe =    5.53(In.) Critical Depth =    5.01(In.) Pipe flow velocity =      4.70(Ft/s) Travel time through pipe =    0.02 min. Time of concentration (TC) =     4.66 min. End of computations, total study area =           0.229 (Ac.) Page 4 BLANK PAGE ATTACHMENT 5 HYDROLOGY MAP - EXISTING CONDITIONS BLANK PAGE 110 COPPERWOOD WAY, SUITE P, OCEANSIDE, CA 92058 PH: 760-908-8745 ● info@civillandworks.com Q100 0.303 CFS I I II I I : / / / ~ '-----==--=---==--=--==-----=--=~mcFeE---=...=~=----=-c-:---,--\ \ \\ \ ,,--..__ I 1 / ;q \ I I ~ \ \ I cl' I \ ~ r ( \' I I i 255.6) I I I / : I _ - - - ------------"7 17"' -- -+._ _ I I I I 1-1 I\ 202 EX-2 ( I II 10.1901 1 I \ \ L = 117' \ I I 1 \11 ) ,, l l l / (261.0 / I 101 ___./ I) ,r-1 .._______.2.6' -~--~ I EX-1 1 o.oJa 1 L=28' 261.2) I I I 4 4 4 ~----__/ ) ,{0'o I ; ! // ( ( ( ( '.I ~-~......i,....._ _____ ,... _____________________ ..._ ...... -i. _____ ....,11""""1' ____ ..,,_.,.....w Q100 0. 072 CFS / I \ \, '-.. "-._-----➔--===-7,.60 -., <1 -E] LEGEND .---250------.. ----...... SUBDIVISION BOUNDARY RIGHT OF WAY BOUNDARY EXISTING CONTOUR (MAJOR) EXISTING CONTOUR (MINOR) PROPOSED CONTOUR (MAJOR) PROPOSED CONTOUR (MINOR) HYDROLOGIC BASIN BOUNDARY - - - - -HYDROLOGIC FLOW PA TH ... ---► ---FLOW DIRECTION ~ EX-1 I X.XXACI • @ (XX.XX) L=XXX' ~ IQ100=X.XXI lvtOO=X.XXI PROPOSED CONDITION BASIN NUMBER AREA (ACRES) NODE NODE NUMBER (FOR CALCULATION REFERENCE) ELEVATION (FEET) OVERLAND FLOW LENGTH PIPE FLOW LENGTH 100-l'EAR BASIN DISCHARGE (FLOW) (CUBIC FEET PER SECOND) 100-l'EAR BASIN DISCHARGE VELOOTY (FEET PER SECOND} BASIN NUMBER SUB-BASIN LETTER (OPTIONAL) EX-1A 0.567 HYDROLOGIC ~~, BASIN AREA (ACRES) OVERLAND FLOW LENGlH (FEET) L=178' BASIN LABEL DIAGRAM 10 0 10 GRAPHIC SCALE SCALE: 1" = 10' 20 ATTACHMENT 5 EXISTING HYDROLOGIC CONDITIONS ATTACHMENT 6 HYDROLOGY MAP - PROPOSED CONDITIONS BLANK PAGE 110 COPPERWOOD WAY, SUITE P, OCEANSIDE, CA 92058 PH: 760-908-8745 ● info@civillandworks.com 101 ·" .. ?.. ·-:~-: ◄_.. ·" ... ---.i· .. , 253.9), ·• . .,..i. (270.0 206 , ' ' PR-2F 6 ~ <5'- 10. 0J0 I ' L=65' • ~--·. 257.6) .· · . . ....... -~ ;-T','c' , ··J258.0 ... (254.BIE)~· .,.., •. ~·· ~___.._c5;:;,7,,· ~----'"-·· -~· ·c__'_·· _:_·11· •· · ·~·· i.:·~·' .. · " .-. " : .. ., . .'------fl . • . I I \ -257.7) ~"------.Ju_____, I I . PR-1A 11 I 0.040 I I L=63' • i---,JL-lt-"-l,----'---,--'-l P R - 1 C f--L---rl-L-c-4 l--rlL-ll-l.a,_.L.,-.LI I o. o J 5 1 ~ 1----LL--11---c~ L = 6 ' <1 I . ., . I <!I ~ CD N I <1 .,. ... ·. ·... .... • ., . . ..... -. ·. ·◄ EX. 8" PVC SEWER MAIN a:: Cl t5 J ;;: ;;: <( VJ / a:: '\,'0°' <( . PR-1D > 3:/ PR-1B 10.0141 L=44' ,,__ ..... ,-., 1 o. 020 1 <( VJ / / ~· ' L=9' ;;: VJ tt--r-'..1/lO./ I--w ----, w ----5: I Q1 00 = 0. 684 CFS :r::::w V100 = 4.70 FT/S .· 260.3) (258.4lE) <I VJ ;;: VJ I EX. 3" PX GAS / .....--1-EX. 16" ACP CLASS 150 LEGEND ---250----------------250------- .,,.,..---...... ---------- ' ---►---, PR-1 I XXXACI • @ {XX.XX) L=XXX' ~ ©100=x.xx1 lvtOO=X.XXI PROPOSED CONDITION SUBDIVISION BOUNDARY RIGHT OF WAY BOUNDARY EXISTTNG CONTOUR (MAJOR) EX/SllNG CONTOUR (MINOR) PROPOSED CONTOUR (MAJOR) PROPOSED CONTOUR (MINOR) HYDROLOGIC BASIN BOUNDARY HYDROLOGIC R.OW PA m STORM DRAIN PIPE R.OW PA n-1 R.OW OIRECTTON BASIN NUMBER AREA (ACRES) NODE NODE NUMBER (FOR CALCULA nON REFERENCE} ELEVA nON (FEET} OVERLAND R.OW LENGn-1 PIPE R.OW LENGn-1 100-YEAR BASIN DISCHARGE (R.OW} (CUBIC FEET PER SECOND) 100-YEAR BASIN DISCHARGE VELOCITY (FEET PER SECOND) BASIN NUMBER SUB-BASIN LETTER (OPTIONAL) PR-1A 0.567 HYDROLOGIC BASIN AREA (ACRES) OVERLAND FLOW LENGTH (FEET) L=178' BASIN LABEL DIAGRAM 10 0 10 GRAPHIC SCALE SCALE: 1" = 10' 20 ATTACHMENT 6 PROPOSED HYDROLOGIC CONDITIONS ATTACHMENT 7 AVIARA HYDROLOGY REPORT EXCERPTS AND CALCULATIONS BLANK PAGE 100.00 Year Rainfall Intensity(In./Hr.) = 2.655 USER specified "C" value of .6300 given for subarea Subarea(Acres) = 3.33 Subarea Runoff{CFS) = 5.57 Total Area{Acres) = 6.80 Total Runoff(CFS) = 11.36 TC(MIN) = 21.74 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.00 to Point/Station 500.00 *** PIPEFLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation= 222.33 Downstream point elevation= 148.31 Flow length(Ft.) = 815.00 Mannings N = .013 No. of pipes= 1 Required pipe flow (CFS)= 11.36 Given pipe size (In.)= 18.00 Calculated Individual Pipe flow (CFS) = 11.36 Normal flow depth in pipe= 7.45 (In.) Flow top width inside pipe= 17.73 (In.) Travel time (Min.) = .83 TC(min.) = 22.56 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.00 to Point/Station 500.00 *** CONFLUENCE OF MINOR STREAMS *** 100.00 Year Rainfall Intensity(In./Hr.) = 2.592 ALONG THE MAIN STREAM NUMBER: 2 The flow values used for the stream: 1 are: Time of concentration(min.) = 22.56 Rainfall intensity (in./hr/J = 2.59 Total flow area {Acres)= 6.80 Total runoff {CFS) at confluence point = 11.36 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.00 to Point/Station 500.00 *** INITIAL AREA EVALUATION *** USER specified "C" value of .5900 given for subarea Initial Subarea is assummed uniform Area Type is defined by USER RUNOFF COEFFICIENT "C" Initial Subarea Flow Dist. = 810.00 Highest Elevation= 230.00 Lowest Elevation= 155.50 Elevation Difference= 74.50 Time of concentration calculated by the Urban Areas overland flow method {APP X-C) = 12.470 Min. TC= [1.8*(1.l-C)*DISTANCEA.5)/(% SLOPEA{l/3)) TC= [l.8*(1.1-.5900)*( 810.00A.5)/( 9.20A(l/3)])= 12.470 100.00 Year Rainfall Intensity(In./Hr.) = 3.799 Subarea(Acres) = 3.48 Subarea Runoff(CFS) = 7.80 Total Area(Acres) = 3.48 Total Runoff(CFS) = 7.80 TC(MIN) = 12.47 BLANK PAGE "" \ • J \ I / \ i i \ ' I ' '/ I ! / I I '~ \ I \ I I j ' I i i \ I i' I j •·ii••·' / I \ ' ./( ·~"'··· i I b,co / . ·"'' ' I I \ ' = ::::::@::: f'X\0T 01< PIZO~ED A0 NOTE'-D ON PLAN ---- PIPE 012. OPEN GlANNEL SUl3UiVl5\0N BOUNDARY P&D Technologies 401 Weet A Street, Suite 2500 S,an· Diego, Calltornla 92101 (619) 232-44611 l'L ... NNI .. Q lll<.IIHl!l':flllfil l':l'll'lllrnu..;NTAl UIClllT~CllJf1~ lf<Alf!.IP(JRlfATION / / ; ' /-_ ' ' .. + \ + \,_ / i \ ),/'HYDROLOGY. ~nAP PACIFIC RIM UNITS [) & E ' ; I I .J ; CT 85~35_ ' ' I\, \ " \ ; r \ + + \ ( I I I \ r \ i \ I I ' , ,' I,. ! ; ' ! ' ' L; / ( ( \ I ' --·-·-. t I I I \ } \ ( ! ( I ' I ' / / ' ' ' ), -✓"" ( ! '.,.:>· ~ ( ' ! . . ,. ' I, i / I ' ' I / I I I ( ! 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( i , ' SHEET 1 OF 3 \ '' ' • f I ( • \ ' " • • 1480AVIARA.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2012 Version 7.9 Rational method hydrology  program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study        Date: 08/19/22 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6313 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is   100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour,  precipitation(inches) =  2.600 24 hour precipitation(inches) =  4.400 P6/P24 =    59.1% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      101.000 to Point/Station      102.000 **** 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                  ]  (7.3 DU/A or Less       )  Impervious value, Ai = 0.400 Sub‐Area C Value = 0.570 Initial subarea total flow distance  =  150.000(Ft.) Highest elevation =  260.000(Ft.) Lowest elevation =  258.000(Ft.) Elevation difference =    2.000(Ft.) Slope =  1.333 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of   1.33 %, in a development type of  7.3 DU/A or Less        In Accordance With Figure 3‐3  Initial Area Time of Concentration =   6.99 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.5700)*(  65.000^.5)/(   1.333^(1/3)]=   6.99 Rainfall intensity (I) =      5.520(In/Hr) for a   100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff =      0.720(CFS) Total initial stream area =        0.229(Ac.) End of computations, total study area =           0.229 (Ac.) Page 1