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Home My WebLink AboutMS 16-01; PACIFIC WIND; DRAINAGE STUDY FOR PACIC WIND CARLSBAD, CA; 2021-12-14DRAINAGE STUDY FOR PACIFIC WIND Carlsbad, CA APN: (204-291-14, -19 thru -27), (204-292-02, -10 thru -14,-16 to -22) PREPARED FOR: Date 08/23/21 10/12/21 11/17/21 12/03/21 Comments Original 2nd Submittal 3rd Submittal 4th Submittal Harding Street Neighbors, LP 14211 Yorba Street, Suite 200 Tustin, CA 92780 714-228-7600 Engineer: SWS Engineering, Inc. 1635 Lake San Marcos Drive, Suite 200 San Marcos, California 92078 P 760.744.0011 F 760.744.0046 PN: 21-119 · Date:~ el D Schweitzer RCE# 59658 Exp. 12-31-21 i ii TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION ................................................................................................... 1 2.0 PURPOSE ............................................................................................................................ 2 3.0 METHODOLOGY ................................................................................................................. 2 4.0 HYDROLOGY ...................................................................................................................... 2 4.1 Existing Condition ..................................................................................................... 2 4.2 Post-Development Conditions ................................................................................. 2 5.0 CONCLUSION ..................................................................................................................... 3 APPENDICES Appendix A – Reference Charts Table 3-1 – Runoff Coefficients for Urban Areas Figure 3-1 – Intensity- Duration Design Chart Soil Hydrologic Groups Map 100 Year Rainfall Event – 6 Hours (P6 Rainfall Isopluvials) 100 Year Rainfall Event – 24 Hours (P24 Rainfall Isopluvials) Appendix B – Existing Hydrology Calculations Appendix C – Post-Development Hydrology Calculations Appendix D – Hydraulic Calculations EXHIBITS Exhibit A – Existing Hydrology Map Exhibit B – Post-Development Hydrology Map 1 1.0 PROJECT DESCRIPTION The proposed project is a redevelopment of an existing developed multiple and single family homes located on west of Harding St., east of Jefferson St. and north of Carol Place within the city of Carlsbad, CA. The redevelopment of the site will consist of constructing 87 homes, Parking lots, driveways, associated utilities, open space, treatment basins. Project located on R-30 per General plan Land Use Designation and Zoning Designation is RD-M. The total site development area is ±4.7 ac. VIC INITY CITY OF' OCEANSIDE PACIFIC OCEAN 78 MAP CITY OF' ENCINITAS CITY OF' VISTA 2 2.0 PURPOSE The purpose of this study is to determine the peak runoff rates and velocities for the Existing and post-development conditions. Comparisons will be made at the same discharge points for each drainage basin affecting the site and adjacent properties. The adequacy of existing and proposed conveyance facilities affected by the project will be determined. 3.0 METHODOLOGY The Rational Method as outlined in the San Diego County Hydrology Manual, dated June 2003, was used to determine the runoff flow rate. The 100-year frequency storm event was analyzed to determine peak runoff rates discharging the site for both onsite existing and post- development. Hydraflow Express Extension and Hydraflow Storm Sewer Extension software built in Autodesk Civil 3D were used for hydraulic calculations. Soil type was determined to be type B from the Soil Hydrologic Groups map, NRCS Web Soil Survey (see Appendix A). The runoff coefficient “C” was determined by using the closest matching land use category in Table 3-1 (Appendix A). The exhibits have been prepared for the Existing and Post-Development conditions and are attached as Exhibits “A” and “B”. Runoff coefficients, “C” are summarized below:  Existing o High Density Residential, C=0.67  Post-development “C” o High density Residential, C=0.67 4.0 HYDROLOGY 4.1 Existing Conditions The northern portion of the site currently surface flows toward Harding Street and then travels northerly via Harding St curb and gutter to Magnolia Ave. Then all the runoff travels via cross gutter that slopes westerly across Harding and continues along the south curb and gutter of Magnolia Ave and ultimately will discharge into the existing public storm drain system. The southern portion of the site surface flow in towards Harding St. in southwesterly directions via Harding St curb and gutter towards Jefferson. The runoff then travels northerly in Jefferson St. towards Magnolia Ave and ultimately gets captured via the curb and gutter into storm drain system located along side of coastal Rail Trail prior to discharging into the Ocean. A small portion of the eastern slope drains towards the Cul De sac at Magnolia St. The topography of the site is essentially a flat plain with a slight slope to the west. There is no storm drain system on the site. The site ultimately discharges into Los Monos HSA within the Carlsbad Watershed. A Existing hydrology map delineating basin areas, flow paths, and concentration points has been prepared and is attached to this report as Exhibit “A”. Existing hydrology calculations can be found in Appendix B. 3 4.2 Post-Development Conditions The post development flow will maintain as existing drainage pattern. Small portion of the site will surface flow in northwesterly direction into proposed treatment basin and then discharges into proposed storm drain system to be connected into the existing storm drain system located on Magnolia Ave. The majority of the site will surface flow in southwesterly directions into multiple treatment basins and then discharge into Carol Pl and Jefferson St via proposed curb outlets and storm drain systems and ultimately to an existing public storm drains system. A post-development hydrology map delineating basin areas, flow paths, concentration points, and proposed drainage facilities has been prepared and is attached to this report as Exhibit “B”. Post- development hydrology calculations can be found in Appendix C. 5.0 CONCLUSION The proposed redevelopment site will maintain the flow patterns and drainage areas as in the Existing condition. Since the C coefficient will be the same in both conditions, therefore the improvement of the site will not increase the site flow discharge from the site compare to the existing condition. Since the time of concentration has been increased because of the site drainage improvement in post condition, therefore it has resulted a runoff decrease of 0.7 cfs compare to the existing condition. The improvement of the site has decreased the flow in Magnolia Ave. by 5.9 cfs and has increased the flow in Jefferson St. by 5.17 cfs (see the table 1). Table 1 – Pre and Post-Development Flows Comparison on North and West site (100-year) North West Pre (Nodes: 100 + 200) = 7.6 + 0.93 = 8.53 cfs Pre (Nodes: 300) = 4.98 cfs Post (Nodes: 100 + 500) = 1.82 + 0.86 = 2.68 cfs Post Nodes: 200 + 300 + (400 + 600= 4.92 + 2.9 + 2.33 = 10.15 cfs Result: decrease flow in Magnolia Ave. by 5.9 cfs Result: Increase flow in Jefferson St. by 5.17 cfs 4 Table 2 provides a summary of the pre- and post-development areas and their flows prior to discharging into biofiltration basins. All the onsite runoff after leaving the site will discharge into an existing storm system located on Jefferson and Magnolia Ave. Table 2 – Onsite Pre and Post-Development Areas and Flows (100-year) Area (ac) Q100 (cfs) Basin / Node Existing Post- Dev Existing Post- Dev +/- 100 0.31 0.69 0.93 1.82 200 2.4 1.73 7.63 4.92 300 1.99 1.04 4.98 2.90 500 - 0.37 - 0.86 400+600 - 0.85 - 2.33 Total 4.7 4.7 13.5 12.8 -0.7 The increase of flow discharge from the project site into Jefferson St. has no negative impact on the downstream system because the total onsite flow is decreased by 0.7 cfs at the intersection of Jefferson and Magnolia prior to discharging into downstream existing storm drain system. Construction of the series of biofiltration basins will also help on the reduction of post runoff from the site. 5 REFERENCES CivilDesign Corporation. San Diego County Rational Method. (Software Version 7.7) County of San Diego Department of Public Works Flood Control Section. San Diego County Hydrology Manual. (2003) County of San Diego Department of Public Works Flood Control Section. San Diego County Drainage Design Manual. (2005) APPENDIX A Reference Charts San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/ A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/ A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 I High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 I *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undishtrbed in perpeh1ity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 100 2.5 4.5 2.5 4.5 = 56% 2.5 10.0 9.0 8.0 7.0 ... ::, 0 ~ Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~0.9 ·~o.8 ~0.7 0.6 0.5 0.4 0.3 0.2 0.1 ' , ..... ..... ' ...I'-. ' ' .... i ...... ' r-... . ' ... , ... , "'i--. ,, I""' r-,.. ... ... 'r.... ·, ..., .. , '~ .. r-... ' ... ... , """ ' I' I" ... . ' ' • ,,.._ :,., ..... .. ~ ~ ' .... I'-. ,,. .. , r-,.. r-... i--., '~ ~ .. ' .... .. .. r-... ... , , ... , .. ' ' ·, ... , ~ .. . ' 'r.... ,,.. '~ .. .. .... ... , I" .... ... ... ' """ ,, ~ r-... ' ·, ....... ... , "' r-... .. , , ... ... .. ... , ~ i-.i-,. .. ... , ,, .. ' 5 6 7 8 9 10 15 20 30 Minutes .. .. .... .... .... ~ .. .. ~ .. .. .. .. .. , ~ .. ~ "'~ 40 50 Duration EQUATION I = 7.44 P6 D-0-645 I = Intensity (in/hr) p6 = 6-Hour Precipitation (in) D = Duration (min) 'I' .... ' ... 'I' I'-. ..._i-,. ..., ', 1, I', .. ... I' I', ... ,, .. .. i'r-,. .. , .. .. 1, ... , ,, ..... 'r-. .. .. '~ ,, .. . .. r-,. ... ... I',. ... , , ... I" .... ~ .. 'i-,. .. , ~ ... , .. 1, '"' .. I', I" .. .. , .. 'I' ' i'r-,. .. .. 2 3 4 Hours 5 6 '?' I 0 !:; -0 (D C) 6.o -g; 5.5 ~ 5.0 g 4.5 5' C) 4.0 ~ 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Appllcatlon Form: (a) Selected frequency ___ year p (b)P6 = __ in.,P24 = --•p6 = __ %(2) 24 (c) Adjusted P6<2l = __ in. (d) tx = __ min . (e) I = __ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.n 4.31 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60 30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 3.79 4.13 50 0.60 0.90 1.1 9 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 150 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE ~ Chapter 5. Open Channels 5.6.6 Side Slopes Side slopes of wetland-bottom channels shall not be steeper than 3H: IV whenever practical. When the side slopes of a wetland-bottom channel are grass-lined, refer to the guidelines provided in Section 5.5. 5.6. 7 Horizontal Channel Alignment and Bend Protection Channel bends shall be designed according to the criteria provided in Section 5.5.8. 5.6.8 Maintenance Wetland-bottom channels require a maintenance and operation plan, along with appropriate easements and mechanisms for assuring the perpetual maintenance of the facility. The project owner shall ensure that appropriate mechanism is in place to provide maintenance for the lifetime of the facHity. 5. 7 DESIGN CRITERIA -RIPRAP-LINED CHANNELS This Section presents minimum design criteria for rock riprap-lined channels. Riprapped transitions and bends in otherwise non-riprap channels are also considered riprap-Jined channels, and shall be designed in accordance with the design standards outlined in this Section. The design engineer is responsible for confirming that a channel design meets these criteria, the general open-channel criteria outlined in Section 5.3, and any special considerations for a particular design situation. 5.7.1 Longitudinal Channel Slope The longitudinal slope of riprap-lined channels shall be dictated by maximum permissible velocity requirements. Table 5-3 summarizes the maximum permissible velocity for standard riprap gradations. Where topography is steeper than desirable, drop structures may be used to maintain design velocities ( see Section 5 .12). Table 5-3 Channel Bottom Riprap Protection Design Velocity (ft/s) 6-10 10-12 12-14 14-16 16-18 > 18 5. 7 .2 Roughness Coefficients Rock Gradation No. 2 Backing ¼ton ½ton 1 ton 2 ton Special Design The Manning roughness coefficient (n) for hydraulic computations shall be estimated for loose rock riprap using the Manning-Strickler equation (Equation 5-5). Equation 5-5 (Chang, 1992) does not apply to grouted rock riprap or to very shallow flow. Table 5-4provides Manning roughness coefficients for standard rock riprap classifications based on the Manning-Strickler method. n = 0.0395d~~6 Page 5-16 (5-5) San Diego County Hydraulic Design Manual September 2014 Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/14/2021 Page 1 of 4366811036681603668210366826036683103668360366841036684603668510366811036681603668210366826036683103668360366841036684603668510468290468340468390468440468490468540468590 468290 468340 468390 468440 468490 468540 468590 33° 9' 18'' N 117° 20' 24'' W33° 9' 18'' N117° 20' 11'' W33° 9' 3'' N 117° 20' 24'' W33° 9' 3'' N 117° 20' 11'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600Feet 0 30 60 120 180Meters Map Scale: 1:2,200 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. USDA - MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 15, May 27, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 24, 2020—Feb 12, 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 6/14/2021 Page 2 of 4 □ ■ ■ D □ D D ,,...., D +++ D --D ~ D .;;;::,:::; D ~ -• -----~ " ■ ■ ■ ■ USDA Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 12.0 100.0% Totals for Area of Interest 12.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/14/2021 Page 3 of 4USDA - Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/14/2021 Page 4 of 4USDA - PROJECT SITE 2.5 in t··-··l·······l····+·++····--l··················t · r ................. ·····il-,: +-' HJ-l lLJL j_ -i-· ~ -~ .Jj~: 1t j j j j r r r :------------------- --.... r .. , .... l ! ! T -ht+·'·"··•-•--_J ·,tc:q: ...... : ................................................ :'" .. t:·· -----------~~----' I ............................................................... ······t·-:-. :, County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event-6 Hours lsopluvial (inches) DPW ~GIS lJepartm.in• .of f>.Jb\c !A:Ms {_;',;~di)..~ ,1nfu_rfr,ili'Q.!"I Swval'..:l~- anGIS We Have San Diq;o Covered! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILllY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain Information from the SANDAG Reglonal Information System which cannot be reproduced 'Nlthout the written permission of SANDAG. This product may oontaln information which has been reproduced with permission granted by Thomas Brothers Maps. Miles PROJECT SITE 4.5 in ..... ············~··· ..... ..... : =•' ' ' • L 1:.J:: i{wl~t ••°'t;:<J·~····i········f···fj i::r.r) .. ~r . -.33"00 ··-t-H----t-H----t-t--+-t-t-+-±: J + + 1 .............. ; ..... : ...................... .. · l t-1++ + + I l·······il+···+------------------------------- ---...... ······· ······· ···-~·-··t······I·····+··+··+ ·+··+ ···I··+ ~ ·~ ++++ t••••-"":--""" """ """ ~m ..,.. County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event -24 Hours lsopluvial (inches) DP ~GIS IS llsprutmMI .of PubtYc Wotk.s GQC.'J1fW.)hk /r;Ji:i.rrr,.iW,1 &Thi;;ti:s: \Ve Have San Diq;o Ct>Vctcd! N + s 3 0 3 THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IP..PLIED WARRANTIES OF MERCHANTABILITY ANO FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain information from the SAN DAG Regional Information System which cannot be reproduced without the written permission of SANDAG. This product may contain Information which has been reproduced with permission granted by Thomas Brothers Maps. Miles APPENDIX B Pre-Development Hydrology Calculations San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/04/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 21‐119 Pacific Wind 100‐year Pre Development Basins 100, 200, 300 Onsite Area ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6144 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% 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 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 156.000(Ft.) Highest elevation = 65.600(Ft.) Lowest elevation = 64.900(Ft.) Elevation difference = 0.700(Ft.) Slope = 0.449 % Top of Initial Area Slope adjusted by User to 0.500 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 6.90 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.6700)*( 50.000^.5)/( 0.500^(1/3)]= 6.90 The initial area total distance of 156.00 (Ft.) entered leaves a remaining distance of 106.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 2.18 minutes for a distance of 106.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.53(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.178 Minutes Tt=[(11.9*0.0201^3)/( 0.53)]^.385= 2.18 Total initial area Ti = 6.90 minutes from Figure 3‐3 formula plus 2.18 minutes from the Figure 3‐4 formula = 9.07 minutes Rainfall intensity (I) = 4.485(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.180(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.485(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 9.07 min. Rainfall intensity = 4.485(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 0.208 Subarea runoff = 0.751(CFS) for 0.250(Ac.) Total runoff = 0.932(CFS)Total area = 0.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 111.000(Ft.) Highest elevation = 65.600(Ft.) Lowest elevation = 65.000(Ft.) Elevation difference = 0.600(Ft.) Slope = 0.541 % Top of Initial Area Slope adjusted by User to 0.500 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 6.90 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.6700)*( 50.000^.5)/( 0.500^(1/3)]= 6.90 The initial area total distance of 111.00 (Ft.) entered leaves a remaining distance of 61.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 1.42 minutes for a distance of 61.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.423 Minutes Tt=[(11.9*0.0116^3)/( 0.30)]^.385= 1.42 Total initial area Ti = 6.90 minutes from Figure 3‐3 formula plus 1.42 minutes from the Figure 3‐4 formula = 8.32 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.477(CFS) Total initial stream area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.743(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 8.32 min. Rainfall intensity = 4.743(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 1.608 Subarea runoff = 7.151(CFS) for 2.250(Ac.) Total runoff = 7.627(CFS) Total area = 2.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 138.000(Ft.) Highest elevation = 65.000(Ft.) Lowest elevation = 64.800(Ft.) Elevation difference = 0.200(Ft.) Slope = 0.145 % Top of Initial Area Slope adjusted by User to 0.200 % Bottom of Initial Area Slope adjusted by User to 0.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.20 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3‐3 Initial Area Time of Concentration = 9.36 minutes TC = [1.8*(1.1‐C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1‐0.6700)*( 50.000^.5)/( 0.200^(1/3)]= 9.36 The initial area total distance of 138.00 (Ft.) entered leaves a remaining distance of 88.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 2.69 minutes for a distance of 88.00 (Ft.) and a slope of 0.20 % with an elevation difference of 0.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.685 Minutes Tt=[(11.9*0.0167^3)/( 0.18)]^.385= 2.69 Total initial area Ti = 9.36 minutes from Figure 3‐3 formula plus 2.69 minutes from the Figure 3‐4 formula = 12.04 minutes Rainfall intensity (I) = 3.736(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.751(CFS) Total initial stream area = 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 3.736(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 12.04 min. Rainfall intensity = 3.736(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 1.333 Subarea runoff = 4.230(CFS) for 1.690(Ac.) Total runoff = 4.981(CFS)Total area = 1.990(Ac.) End of computations, total study area = 4.700 (Ac.) APPENDIX C Post-Development Hydrology Calculations San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/19/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 21‐119 Pacific Wind 100‐year Post Development BASIN 1 Onsite Area ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6144 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% 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 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 63.640(Ft.) Lowest elevation = 63.200(Ft.) Elevation difference = 0.440(Ft.) Slope = 0.550 % Top of Initial Area Slope adjusted by User to 0.500 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 24.0 DU/A or Less In Accordance With Table 3‐2 Initial Area Time of Concentration = 10.30 minutes (for slope value of 0.50 %) The initial area total distance of 80.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 0.82 minutes for a distance of 30.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.15(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.824 Minutes Tt=[(11.9*0.0057^3)/( 0.15)]^.385= 0.82 Total initial area Ti = 10.30 minutes from Table 3‐2 plus 0.82 minutes from the Figure 3‐4 formula = 11.12 minutes Rainfall intensity (I) = 3.933(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.263(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 3.933(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 11.12 min. Rainfall intensity = 3.933(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 0.462 Subarea runoff = 1.555(CFS) for 0.590(Ac.) Total runoff = 1.818(CFS)Total area = 0.690(Ac.) End of computations, total study area = 0.690 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/05/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 21‐119 Pacific Wind 100‐year Post Development Basin 2 Onsite Area ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6144 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% 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 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 81.000(Ft.) Highest elevation = 63.640(Ft.) Lowest elevation = 63.610(Ft.) Elevation difference = 0.030(Ft.) Slope = 0.037 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Table 3‐2 Initial Area Time of Concentration = 9.50 minutes (for slope value of 1.00 %) The initial area total distance of 81.00 (Ft.) entered leaves a remaining distance of 16.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 0.39 minutes for a distance of 16.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.16(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.389 Minutes Tt=[(11.9*0.0030^3)/( 0.16)]^.385= 0.39 Total initial area Ti = 9.50 minutes from Table 3‐2 plus 0.39 minutes from the Figure 3‐4 formula = 9.89 minutes Rainfall intensity (I) = 4.243(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.625(CFS) Total initial stream area = 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.243(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 9.89 min. Rainfall intensity = 4.243(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 1.159 Subarea runoff = 4.292(CFS) for 1.510(Ac.) Total runoff = 4.918(CFS)Total area = 1.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 60.990(Ft.) Downstream point/station elevation = 60.500(Ft.) Pipe length = 105.04(Ft.) Slope = 0.0047 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.918(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.918(CFS) Normal flow depth in pipe = 11.60(In.) Flow top width inside pipe = 12.56(In.) Critical Depth = 10.79(In.) Pipe flow velocity = 4.83(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 10.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 61.600(Ft.) Downstream point/station elevation = 59.200(Ft.) Pipe length = 267.53(Ft.) Slope = 0.0090 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.918(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.918(CFS) Normal flow depth in pipe = 9.07(In.) Flow top width inside pipe = 14.67(In.) Critical Depth = 10.79(In.) Pipe flow velocity = 6.34(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 10.95 min. End of computations, total study area = 1.730 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/04/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 21‐119 Pacific Wind 100‐year Post Development Basin 3 Onsite Area ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6144 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 98.000(Ft.) Highest elevation = 63.990(Ft.) Lowest elevation = 63.520(Ft.) Elevation difference = 0.470(Ft.) Slope = 0.480 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Table 3‐2 Initial Area Time of Concentration = 9.50 minutes (for slope value of 1.00 %) The initial area total distance of 98.00 (Ft.) entered leaves a remaining distance of 33.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 0.68 minutes for a distance of 33.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.33(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.679 Minutes Tt=[(11.9*0.0063^3)/( 0.33)]^.385= 0.68 Total initial area Ti = 9.50 minutes from Table 3‐2 plus 0.68 minutes from the Figure 3‐4 formula = 10.18 minutes Rainfall intensity (I) = 4.164(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.279(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.164(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 10.18 min. Rainfall intensity = 4.164(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 0.697 Subarea runoff = 2.623(CFS) for 0.940(Ac.) Total runoff = 2.902(CFS)Total area = 1.040(Ac.) End of computations, total study area = 1.040 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/05/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 21‐119 Pacific Wind 100‐year Post Development Basin 400 and 600 Onsite Area ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6144 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 102.000(Ft.) Highest elevation = 63.040(Ft.) Lowest elevation = 63.020(Ft.) Elevation difference = 0.020(Ft.) Slope = 0.020 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Table 3‐2 Initial Area Time of Concentration = 9.50 minutes (for slope value of 1.00 %) The initial area total distance of 102.00 (Ft.) entered leaves a remaining distance of 37.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 0.74 minutes for a distance of 37.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.37(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.741 Minutes Tt=[(11.9*0.0070^3)/( 0.37)]^.385= 0.74 Total initial area Ti = 9.50 minutes from Table 3‐2 plus 0.74 minutes from the Figure 3‐4 formula = 10.24 minutes Rainfall intensity (I) = 4.148(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.278(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.148(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 10.24 min. Rainfall intensity = 4.148(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 0.436 Subarea runoff = 1.529(CFS) for 0.550(Ac.) Total runoff = 1.806(CFS)Total area = 0.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 61.330(Ft.) Downstream point/station elevation = 60.500(Ft.) Pipe length = 68.64(Ft.) Slope = 0.0121 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.806(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.806(CFS) Normal flow depth in pipe = 6.32(In.) Flow top width inside pipe = 8.23(In.) Critical Depth = 7.38(In.) Pipe flow velocity = 5.45(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 10.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 602.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.650(Ac.) Runoff from this stream = 1.806(CFS) Time of concentration = 10.45 min. Rainfall intensity = 4.094(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 61.520(Ft.) Lowest elevation = 61.330(Ft.) Elevation difference = 0.190(Ft.) Slope = 0.158 % Top of Initial Area Slope adjusted by User to 0.500 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 24.0 DU/A or Less In Accordance With Table 3‐2 Initial Area Time of Concentration = 10.30 minutes (for slope value of 0.50 %) The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 70.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 1.58 minutes for a distance of 70.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.35(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.582 Minutes Tt=[(11.9*0.0133^3)/( 0.35)]^.385= 1.58 Total initial area Ti = 10.30 minutes from Table 3‐2 plus 1.58 minutes from the Figure 3‐4 formula = 11.88 minutes Rainfall intensity (I) = 3.769(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.253(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 602.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.253(CFS) Time of concentration = 11.88 min. Rainfall intensity = 3.769(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.806 10.45 4.094 2 0.253 11.88 3.769 Qmax(1) = 1.000 * 1.000 * 1.806) + 1.000 * 0.880 * 0.253) + = 2.029 Qmax(2) = 0.921 * 1.000 * 1.806) + 1.000 * 1.000 * 0.253) + = 1.915 Total of 2 streams to confluence: Flow rates before confluence point: 1.806 0.253 Maximum flow rates at confluence using above data: 2.029 1.915 Area of streams before confluence: 0.650 0.100 Results of confluence: Total flow rate = 2.029(CFS) Time of concentration = 10.451 min. Effective stream area after confluence = 0.750(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 603.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.094(In/Hr) for a 100.0 year storm 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Time of concentration = 10.45 min. Rainfall intensity = 4.094(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.670 CA = 0.570 Subarea runoff = 0.303(CFS) for 0.100(Ac.) Total runoff = 2.332(CFS)Total area = 0.850(Ac.) End of computations, total study area = 0.850 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991‐2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/19/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 21‐119 Pacific Wind 100‐year Post Development Basin 5 Street IP ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ********* Hydrology Study Control Information ********** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6144 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational hydrology study storm event year is 100.0 English (in‐lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** 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 ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub‐Area C Value = 0.670 Initial subarea total flow distance = 226.000(Ft.) Highest elevation = 61.150(Ft.) Lowest elevation = 61.030(Ft.) Elevation difference = 0.120(Ft.) Slope = 0.053 % Top of Initial Area Slope adjusted by User to 0.500 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 24.0 DU/A or Less In Accordance With Table 3‐2 Initial Area Time of Concentration = 10.30 minutes (for slope value of 0.50 %) The initial area total distance of 226.00 (Ft.) entered leaves a remaining distance of 176.00 (Ft.) Using Figure 3‐4, the travel time for this distance is 3.22 minutes for a distance of 176.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.88(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 3.218 Minutes Tt=[(11.9*0.0333^3)/( 0.88)]^.385= 3.22 Total initial area Ti = 10.30 minutes from Table 3‐2 plus 3.22 minutes from the Figure 3‐4 formula = 13.52 minutes Rainfall intensity (I) = 3.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.670 Subarea runoff = 0.860(CFS) Total initial stream area = 0.370(Ac.) End of computations, total study area = 0.370 (Ac.) APPENDIX D Hydraulic Calculations Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Nov 16 2021 IMP-1-grate inlet structure - 50% clogging Rectangular Weir Crest = Sharp Bottom Length (ft) = 4.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 1.80 Highlighted Depth (ft) = 0.26 Q (cfs) = 1.800 Area (sqft) = 1.05 Velocity (ft/s) = 1.71 Top Width (ft) = 4.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Depth (ft)Depth (ft)IMP-1-grate inlet structure - 50% clogging -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. --- -= ~ Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Nov 16 2021 IMP-2-grate inlet structure- 50% clogging Rectangular Weir Crest = Sharp Bottom Length (ft) = 6.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 4.90 Highlighted Depth (ft) = 0.39 Q (cfs) = 4.900 Area (sqft) = 2.35 Velocity (ft/s) = 2.09 Top Width (ft) = 6.00 0 1 2 3 4 5 6 7 8 Depth (ft)Depth (ft)IMP-2-grate inlet structure- 50% clogging -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. "" ~ -= =- Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Nov 16 2021 IMP (2 & 3)-Curb outlets Rectangular Weir Crest = Sharp Bottom Length (ft) = 6.00 Total Depth (ft) = 0.55 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 7.80 Highlighted Depth (ft) = 0.53 Q (cfs) = 7.800 Area (sqft) = 3.20 Velocity (ft/s) = 2.43 Top Width (ft) = 6.00 0 1 2 3 4 5 6 7 8 Depth (ft)Depth (ft)IMP (2 & 3)-Curb outlets -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. "" ~ -- Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Nov 16 2021 IMP (4a)-Grate Inlet - 50% clogging Rectangular Weir Crest = Sharp Bottom Length (ft) = 4.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 1.81 Highlighted Depth (ft) = 0.26 Q (cfs) = 1.810 Area (sqft) = 1.06 Velocity (ft/s) = 1.71 Top Width (ft) = 4.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Depth (ft)Depth (ft)IMP (4a)-Grate Inlet - 50% clogging -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. -- -= ~ Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Nov 16 2021 IMP (4b) -Curb outlets Rectangular Weir Crest = Sharp Bottom Length (ft) = 3.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 1.81 Highlighted Depth (ft) = 0.32 Q (cfs) = 1.810 Area (sqft) = 0.96 Velocity (ft/s) = 1.89 Top Width (ft) = 3.00 0 .5 1 1.5 2 2.5 3 3.5 4 Depth (ft)Depth (ft)IMP (4b) -Curb outlets -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. "" ~ -,... Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall • 1 Project File: Basin 1-Pipe Sizing-WQ.stm Number of lines: 1 Date: 12/3/2021 Storm Sewers v2021 .00 Storm Sewer Profile cc ,o - Elev. (ft) a~ U) C! «> '° g u:j IQ + -= o,:jW .!!E> en GE 68.00 65.00 62.00 / 59.00 56.00 -· . . •n• = n noot.. u ---= 53.00 0 10 20 30 ----HGL----EGL C :j ...I 0 I ~:: IQ ~ ..--«> co (CLO + iii u:j 0 ti -~ > a::E - 40 50 60 Reach (ft) 70 80 Proj. file: Basin 1-Pipe Sizing-WQ.stm 90 68.00 65.00 62.00 59.00 56.00 53.00 100 Storm Sewers Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 61.150 0.000 Grate 1.82 0.00 0.00 0.0 55.51 0.98 56.11 10 Cir 0.009 0.50 61.00 1 Project File: Basin 1-Pipe Sizing-WQ.stm Number of lines: 1 Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length ELDn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 1 1.82 10 Cir 61.150 55.51 56.11 0.981 60.50* 60.70* 0.09 60.79 End Grate Project File: Basin 1-Pipe Sizing-WQ.stm Number of lines: 1 I Run Date: 12/3/2021 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). Storm Sewers v2021. 00 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 10 1.82 55.51 60.50 0.83 0.55 3.34 0.17 60.67 0.331 61.150 56.11 60.70 0.83 0.55 3.34 0.17 60.88 0.331 0.331 0.202 0.50 0.09 Project File: Basin 1-Pipe Sizing-WQ.stm I Number of lines: 1 I Run Date: 12/3/2021 ; c = cir e = ellip b = box Storm Sewers v2021.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall _____________________ 1 ___________________ :_ Project File: Basin 2 (Node 203-204) Pipe SizingTailwater-WQ.stm I Number of lines: 1 I Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Profile Elev. (ft) cc I ~;; 0 N LO 0 CO · ci . en 'i'iii~ o,:jW .! E > en Cl.= 72.00 69.00 66.00 63.00 / 60.00 105.63( Lf-12"@1.l U7o 57.00 0 10 20 30 40 50 60 ----HGL---EGL Reach (ft) 70 Proj. file: Basin 2 (Node 203-204) Pipe SizingTailwater.stm 80 90 100 C :, ....I 0 ' en co M "'<l;LO co N. It") (00 0 (0 + iii iii ~ (75 .5 > a::-= 72.00 69.00 66.00 63.00 -60.00 57.00 110 Storm Sewers Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 105.630 0.000 Grate 4.90 0.00 0.00 0.0 59.50 1.00 60.56 12 Cir 0.009 0.50 62.49 2 Project File: Basin 2 (Node 203-204) Pipe SizingTailwater.stm Number of lines: 1 Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length ELDn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 2 4.90 12 Cir 105.630 59.50 60.56 1.004 60.28 61.47 0.33 61.47 End Grate Project File: Basin 2 (Node 203-204) Pipe SizingTailwater.stm Number of lines: 1 I Run Date: 12/3/2021 NOTES: Return period= 100 Yrs. Storm Sewers v2021. 00 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 12 4.90 59.50 60.28 0.78 0.66 7.47 0.66 60.94 0.000 105.63 D60.56 61.47 0.91** 0.75 6.53 0.66 62.13 0.000 0.000 n/a 0.50 0.33 Project File: Basin 2 (Node 203-204) Pipe SizingTailwater.stm I Number of lines: 1 I Run Date: 12/3/2021 Notes: ; ** Critical depth. ; c = cir e = ellip b = box Storm Sewers v2021.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Project File: Basin 2 (Node 204-205) Pipe Sizing-Latteral-Tailwater-WQ.stm 4 6 .1o Outfall 7 2 0 3 0 4 0 5 0 8 I Number of lines: 8 I Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Profile N C '::j C '::j Elev. (ft) cc ...I OE ...I OE ...I OE I ~;; ' -,._,._ ' a>cocxi ' OC'lC'l OCXlo ,._ ~00 CD ~ LO LO C') ~ ,._ ,._ 0 LO • m ~ a:i a:i CXl N .. ..i: N .. ci . CXl (0 CDIO LO r,.: <0 CXl CO M CD:g:g 'i'iii~ 0 LO IOIO r-+ iii u:i u:i + iii u:i u:i + iii u:i u:i o,:jW 0 0 0 .! E > ti .5 > > ti .5 > > ti .5 > > en Cl E crEE crEE crEE 75.00 71.00 67.00 / V V 63.00 / I / / / c--- ' I 59.00 -r I I, ~~ ~ 1,:;• /R n l':1'1/n ■ I ---· ■ I -.J.-.J VLI -,.., I~ v.~u,u ,Cr,M ,-, ,t,:'11 ..-::::,. ... ,--"' --· ·-· -= ,v ~ <=: 07nl 1,:;00 ,,;-, 1 nn,IL -55.00 0 25 50 75 100 125 ----HGL----EGL 'It C '::j ...I OE ' -C') C') co C\!NN ,._ C') • • ,cj CD~~ LO + iii u:i u:j -ti .E > > crEE - 150 Reach (ft) Proj. file: Basin 2 (Node 204-205) Pipe Sizing-Latteral-Tailwater-WQ.stm .. ,.,.., f -1!>" r. U.::>17D 175 200 225 250 LO C '::j ...I ' 0 LO -.i r-+ N ti 0 C') c.-:i CD iii E ii: 0 C') co 0) LO w > C 75.00 71.00 67.00 63.00 59.00 55.00 275 Storm Sewers Storm Sewer Profile N C '::j C '::j Elev. (ft) cc ...I OE ...I OE I ~;; ' -,.._,.._ ' a> CD<'> 0 CD 0 ,.._ ~00 (0 ~ 10 ,.._ 0 10 • a> ~ a:i a:i ~ N .. ci . CD (0 <01010 ,.._ co:g:g 'i'iii~ 0 10 + iii u:i u:i + iiiu:iw o,:jW 0 0 .! E > ti .5 > > .l!l .5 > > en Cl E crEE en a::EE 75.00 71.00 67.00 / 63.00 / / / ( / I--- I 59.00 -r I. ..... ~ ◄ n, 10/ft --:,u.~~~ -· --= -t:: O7/"ll f 1,:;n I,;\ 1 /"l/"l0/_ -55.00 0 25 50 ----HGL----EGL . ,~ f _ R" lnl l .uu , -· 75 100 125 150 Reach (ft) Proj. file: Basin 2 (Node 204-205) Pipe Sizing-Latteral-Tailwater-WQ.stm (0 C '::j ...I OE ' CD co co C') ~"'"' ~ C') • • 0 ~~~ + iii u:i u:i N ti .5 > > crEE - 175 200 ,.._ C ...I ' 10 a> a:, N + N ti .... :::J OE N C'l <'> "':1010 C') • • (000 (0(0 iii u:i w .5 > > crEE - ...I ' ,.._ (0 a> '<t + N ti 75.00 71.00 67.00 63.00 59.00 -~ .7 ""'~ r\r\l"\I I 0"~ n 20Lf-8"@ 1.01% 99% - 225 -= 55.00 250 Storm Sewers Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 6.970 0.000 MH 0.00 0.00 0.00 0.0 58.00 1.00 58.07 15 Cir 0.009 0.50 61.01 7 2 1 50.890 90.000 Grate 1.62 0.00 0.00 0.0 58.07 1.00 58.58 15 Cir 0.009 0.50 62.39 6 3 2 15.570 0.000 MH 0.00 0.00 0.00 0.0 58.58 0.96 58.73 15 Cir 0.009 0.50 62.60 5 4 3 82.350 0.000 MH 0.00 0.00 0.00 0.0 58.73 0.61 59.23 15 Cir 0.009 0.50 63.21 4 5 4 118.720 0.000 Grate 4.90 0.00 0.00 0.0 59.23 0.51 59.83 15 Cir 0.009 0.50 63.30 3 6 2 143.770 180.000 Grate 1.00 0.00 0.00 0.0 58.73 1.06 60.26 8 Cir 0.009 0.50 63.38 8 7 6 27.320 45.000 MH 0.00 0.00 0.00 0.0 60.26 0.99 60.53 8 Cir 0.009 0.50 63.72 9 8 7 20.720 30.000 Grate 0.28 0.00 0.00 0.0 60.53 1.01 60.74 8 Cir 0.009 0.50 63.26 10 Project File: Basin 2 (Node 204-205) Pipe Sizing-Latteral-Tailwater-WQ.stm Number of lines: 8 Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length ELDn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 7 7.80 15 Cir 6.970 58.00 58.07 1.004 60.60* 60.65* 0.31 60.96 End Manhole 2 6 7.80 15 Cir 50.890 58.07 58.58 1.002 60.96* 61.32* 0.31 61.63 1 Grate 3 5 4.90 15 Cir 15.570 58.58 58.73 0.963 62.01* 62.06* 0.12 62.18 2 Manhole 4 4 4.90 15 Cir 82.350 58.73 59.23 0.607 62.18* 62.41 * 0.12 62.53 3 Manhole 5 3 4.90 15 Cir 118.720 59.23 59.83 0.505 62.53* 62.86* 0.12 62.98 4 Grate 6 8 1.28 8 Cir 143.770 58.73 60.26 1.064 62.05* 62.83* 0.10 62.93 2 Grate 7 9 0.28 8 Cir 27.320 60.26 60.53 0.988 63.13* 63.14* 0.01 63.14 6 Manhole 8 10 0.28 8 Cir 20.720 60.53 60.74 1.014 63.14* 63.15* 0.01 63.15 7 Grate Project File: Basin 2 (Node 204-205) Pipe Sizing-Latteral-Tailwater-WQ.stm Number of lines: 8 I Run Date: 12/3/2021 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). Storm Sewers v2021. 00 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 7.80 58.00 60.60 1.25 1.23 6.36 0.63 61.23 0.700 6.970 58.07 60.65 1.25 1.23 6.36 0.63 61.28 0.699 0.699 0.049 0.50 0.31 2 15 7.80 58.07 60.96 1.25 1.23 6.36 0.63 61.59 0.700 50.890 58.58 61.32 1.25 1.23 6.36 0.63 61.95 0.699 0.699 0.356 0.50 0.31 3 15 4.90 58.58 62.01 1.25 1.23 3.99 0.25 62.26 0.276 15.570 58.73 62.06 1.25 1.23 3.99 0.25 62.30 0.276 0.276 0.043 0.50 0.12 4 15 4.90 58.73 62.18 1.25 1.23 3.99 0.25 62.43 0.276 82.350 59.23 62.41 1.25 1.23 3.99 0.25 62.66 0.276 0.276 0.227 0.50 0.12 5 15 4.90 59.23 62.53 1.25 1.23 3.99 0.25 62.78 0.276 118.72 D59.83 62.86 1.25 1.23 3.99 0.25 63.11 0.276 0.276 0.328 0.50 0.12 6 8 1.28 58.73 62.05 0.67 0.35 3.67 0.21 62.26 0.539 143.77 D60.26 62.83 0.67 0.35 3.67 0.21 63.04 0.538 0.539 0.774 0.50 0.10 7 8 0.28 60.26 63.13 0.67 0.35 0.80 0.01 63.14 0.026 27.320 60.53 63.14 0.67 0.35 0.80 0.01 63.15 0.026 0.026 0.007 0.50 0.01 8 8 0.28 60.53 63.14 0.67 0.35 0.80 0.01 63.15 0.026 20.720 60.74 63.15 0.67 0.35 0.80 0.01 63.16 0.026 0.026 0.005 0.50 0.01 Project File: Basin 2 (Node 204-205) Pipe Sizing-Latteral-Tailwater-WQ.stm I Number of lines: 8 I Run Date: 12/3/2021 ; c = cir e = ellip b = box Storm Sewers v2021.00 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 44.800 0.000 None 0.00 0.00 0.00 0.0 59.00 0.83 59.37 8 Cir 0.009 0.50 63.04 12 2 1 14.700 0.000 Grate 1.80 0.00 0.00 0.0 59.37 0.88 59.50 8 Cir 0.009 0.50 63.07 13 Project File: Basin 4 (Node 403-404) Pipe Sizing-tailwater elv-WQ.stm Number of lines: 2 Date: 12/3/2021 Storm Sewers v2021.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall • 1 2 Project File: Basin 4 (Node 403-404) Pipe Sizing-tailwater elv-WQ.stm Number of lines: 2 Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Profile C :, Elev. (ft) .,... C ....I vO.= I ~;; ' ~ .......... 0Mo 0 <"><")<") 0(0 . co (C .• ci . CJ) -.i ...:~rn~ 'i'iii~ .... w .. + -ci iii iii o-ciW 0 .! E > ti E > > en Cl .= GEE 72.00 69.00 66.00 / 63.00 60.00 -..-..uu, a..., -u ~u--- 57.00 0 10 20 30 40 50 ----HGL----EGL Reach (ft) Proj. file: Basin 4 (Node 403-404) Pipe Sizing-tailwater elv-WQ.stm N C :, ....I 0 ' ""o 0 ~LO "? <") • CJ) (C~ LO + iiiu::i 0 ti .5 > 0:::-= - ... l'"T. VVL.. -V ~ V .VV /U 60 70 80 90 72.00 69.00 66.00 63.00 60.00 57.00 100 Storm Sewers Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 44.800 0.000 None 0.00 0.00 0.00 0.0 59.00 0.83 59.37 8 Cir 0.009 0.50 63.04 12 2 1 14.700 0.000 Grate 1.80 0.00 0.00 0.0 59.37 0.88 59.50 8 Cir 0.009 0.50 63.07 13 Project File: Basin 4 (Node 403-404) Pipe Sizing-tailwater elv-WQ.stm Number of lines: 2 Date: 12/3/2021 Storm Sewers v2021.00 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length ELDn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 12 1.80 8 Cir 44.800 59.00 59.37 0.826 61.00* 61.48* 0.21 61.68 End None 2 13 1.80 8 Cir 14.700 59.37 59.50 0.884 61.68* 61.84* 0.21 62.05 1 Grate Project File: Basin 4 (Node 403-404) Pipe Sizing-tailwater elv-WQ.stm Number of lines: 2 I Run Date: 12/3/2021 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). Storm Sewers v2021. 00 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 8 1.80 59.00 61.00 0.67 0.35 5.16 0.41 61.41 1.065 44.800 59.37 61.48 0.67 0.35 5.16 0.41 61.89 1.065 1.065 0.477 0.50 0.21 2 8 1.80 59.37 61.68 0.67 0.35 5.16 0.41 62.10 1.065 14.700 59.50 61.84 0.67 0.35 5.16 0.41 62.25 1.065 1.065 0.157 0.50 0.21 Project File: Basin 4 (Node 403-404) Pipe Sizing-tailwater elv-WQ.stm I Number of lines: 2 I Run Date: 12/3/2021 ; c = cir e = ellip b = box Storm Sewers v2021.00 (-) byaliaxis CCNTECH" IENGINEHED SOLUTIONS A-.r«-'AN'f Helical" Corrugation - 2 2/3" x 1/2" 2 2/3" X 1/2" 12in. I l5in. I 18in. I 24in. I 36in. I 48in. I 60 in.+ Povedlnveit SrnoolhCor"' 0.011 I 0.012 I 0.013 I 0.015 I o.oia I 0.020 I I I I 0.01,1 I 0.017 I 0.020 I I 0.012 I 0.012 I 0.012 I 0.012 I Helical"-3" x I" 0.021 0.019 0.012 3" >< 1" 36 in. I 42 in. I 48 in, I 54 in. I 60 in, I 66 in, I 72 in, I 78 in, + Un~ 0.022 I 0.022 I 0.023 I 0.023 I o.024 I oms I o.026 I 0.027 Paved lnve,t 0.019 I 0.019 I 0.020 I 0.020 I 0.021 I 0.022 I 0.022 I 0.023 SmoothCor'" I I 0.012 I 0.012 I 0.012 I 0.012 I 0.012 I 0.012 5" X )" """"""' Paved lnve<t ULTRA FLO- I Helical' -5" x 1" I 0.022 I 0.022 I a.on I 0.02,1 I 0.02,1 I 0.02s I 0.019 I 0.019 I 0.020 I 0.021 I 0.021 I 0.022 3/4" X 3/4" X 7-1/2" Alldiamelefs11-0.012 Te51s on helically co,,uga/ed pipe demonslra~ a .bwe, coefficien/ of rooghnes.s than k,, annularly co,,ugated sleel pipe Pipe,ordies have approximolely 11-.e same roughness charoclefislio 05 their rCNfld equivalenl pipes. 1-1/2" X 1/4" Annular 8 in. I 10 in. All Diameter. 0.012 I 0.01,1 0.02,1 0.021 N/A All Diameter• 0.027 N/A All Diamch>n N/A N/A N/A ..__________.I I._________. EXHIBITS A AND B Pre- and Post-Development Drainage Maps 102 202 101 103 203 301 302 303 201 DATE: Dec 03, 21 11:02am by:MASSY.FATINI FILE:Z:\Projects\2021\21-119\PROD\Reports\Hydrology\21-119_Pre Driange Map.dwg PRE MAP PACIFIC WIND APARTMENTS FOR SANTA FEBLVDLA COSTA AVE RANCHOREAL CANNON PALOMAR CARLSBADAVIARA PK W Y . AIRPO R T INTERSTATE HIGHWAY 78 RD. EL CA M I N O ROA D ROAD ALGA ROAD SCALE NOT TOCOLLEGEBL.COLLEGEBLVD.f ~ 1.. f ~ , 'CB 11M I 't, IIM I ------- --. 1-WI --. - I I I • _I --- • ~ • ~ ' I --- 0 I I~ r;::! I I I 'O 01 I Lil rr lb 1: I' dJ tL --- 50 25 0 50 100 150 ----------~ SCALE IN FEET GRAPHIC SCALE 0 J - r LEGEND - 100 O,oo = XXX Tc = N = N A ----------------------- NODE 100-YEAR FREQUENCY DISCHARGE TIME OF CONCENTRATION AREA MAJOR BASIN BOUNDARY SUBBASIN BOUNDARY FLOW PATH VICINITY MAP CITY OF OCEANSIDE PACIFIC OCEAN CITY OF ENCINITAS CITY OF VISTA CITY OF ~,4SAN MARCOS SWS ENGINEERING, INC. CIVIL ENGINEERING ♦ LAND PLANNING ♦ SUR VEYINC 1635 Lake San Marcos Drive, Suite 200 t . San Marcos, CA 92078 P: 760-744-0011 F: 760-744-0046 101 201 202 102 103 502 303 603 404 601 401 501 303 402 203 204 403 301 302 602 205 702 DATE: Dec 03, 21 11:21am by:MASSY.FATINI FILE:Z:\Projects\2021\21-119\PROD\Reports\Hydrology\21-119_Post Driange Map.dwg POST MAP PACIFIC WIND APARTMENTS FOR SANTA FEBLVDLA COSTA AVE RANCHOREAL CANNON PALOMAR CARLSBADAVIARA PK W Y . AIRPO R T INTERSTATE HIGHWAY 78 RD. EL CA M I N O ROA D ROAD ALGA ROAD SCALE NOT TOCOLLEGE BL.COLLEGEBLVD., ------,:,-------------'.'\--- 1 -______ ,_ J 1 :Jc I ~1C LEGEND !Ci - -- ------ ---~-•----+------ 1\1 0[ \./If- F) E EL I' I \/ FF=-IIEJ\_j --, ! I\ · -1\1 I ri FT ; ( I, I , ',, - T- I ::_:: I \/ CITY OF OCEANSIDE F' ,IC UC_!--, I DI ,-----j '._/ ( : 1\1 ( \./I 11\1 , F L F) , , E , CITY OF VISTA L I 01° MARCOS c1n OF EI-ICll'-IITAS ,------~ I SWS ENGINEERIN?, !u~S; • LAND PLANNING c1v1L ENc1NEER1NMc Drive Suite 200 1635 Lake San arcos ' San Marcos, CA 92078 P: 760-744-0011 F: 760-744-0046