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HomeMy WebLinkAboutPD 2019-0029; 3559 CORTE ESPERANZA ADDITION; DRAINAGE STUDY; 2019-07-25-Ro COpy ] GAG Engineering'f J 27475 Ynez Road #294 L. 1flltlai 1 TEMECULA, CA92591 (760) 594-4889 July 25, 2019 7'Bo-t~e DRAINAGE STUDY FOR: LEGAL DESCRIPTION: LOTS 32 OF CARLSBAD TRACT NO. 89-181 RANCHO VERDE UNIT NO. 1, MAP THEREOF NO. 13295 3559 CORTE ESPERANZA CARLSBAD, CA 264-481-21 OWNER: Chalepas-Styr Family Trust 4570 CASS ST. #70 SAN DIEGO, CA 92109 AUG 2 2019 LAND DEVELOPMENT ENGINEERING 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.THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF THE 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 RESPONSIBILITIES FOR PROJECT DESIGN. BY:A,,C.,1P rrn. DATE: 1-So-il 41'e4CA14O1L-6 A46 (.O°7 . ex? t-31-W INTRODUCTION Pre-Project Site Conditions and Drainage Patterns Narrative This project is located on an existing 0.70 Ac Residential lot. The lot has an existing residential structure to remain fronts on the culdesac Corte Esperanza. The site is sloping from the Southely Top of slope south of the pool to the Northwest outfall in Corte Esperanza at approx. 2.0% and drains over existing hardscape and pervious surfaces to the paved roadway in Corte Esperanza to confluence with public water in the existing flow line in 6 in. curb and gutter in Corte Esperanza thence to flow in existing curb and gutter to ex. 5' wide curb inlet approx 220 if downstream design originally to accept the Sub-division runoff. Proposed Site Development and Drainage Patterns Narrative The proposed development will replace the existing hardscape of approx.1632sf and build a new garage structure (575 sf) and adu structure (639 sf) and hardscape of approx. 3618sf. Overall the drainage characteristics of the lot will be maintained. For all post development basins P-101,P-102, P103,P-104 Storm water from the roof drains and over hardscape areas will be directed to impervious dispersion areas or to bio retention area outlet from BMP infiltration Planter Areas prior to outlet to the Corte Esperanza, curb and gutter at node P-01 for the North east side yard and at Node P-02 for the South west side yard to confluence with existing public flow in Corte Esperanza flow line 6in curb and gutter. During Low flow conditions water is detained on site in the proposed bioretention basin. The Q100 increase of 0.25 C.F.S. will be further detained in BMP Planter Prior to being discharged to in Corte Esperanza Curb and gutter and confluence with public storm water runoff in the curb and gutter and thence 200' flow in curb and gutter to the west and is received in an existing 5' wide curb met. The 0.25 cfs is receved into existing downstream public storm water converance storm drain system with no anticipated negative down stream effect. HYDRAULIC CALCULATIONS AND RECOMMENDATIONS: PRE-DEVELOPMENT DRAINAGE AREA: "E-101" RECOMMENDATIONS: Surface drainage primarily as sheet flow from residential lot open natural vegetated areas and from residence and associated hardscape to the on site existing PVC Storm water Drain system thence, Southwest to confluence with public water in ex. Corte Esperanza 6" curb and gutter , thence flow in gutter to the SW for approx. 200 if to an existing 5' wide curb inlet originally designed to accept the sub-division runoff. DRAINAGE AREA: "E-102" RECOMMENDATIONS: Surface drainage primarily as sheet flow from residential lot open natural vegetated areas and from residence and associated hardscape to the on site existing PVC Storm water Drain system thence, Southwest to confluence with public water in ex. Corte Esperanza 6" curb and gutter , thence flow in gutter to the SW for approx. 200 if to an existing 5' wide curb inlet originally designed to accept the sub-division runoff. HYDRAULIC CALCULATIONS AND RECOMMENDATIONS: POST-DEVELOPMENT DRAINAGE AREA: "P-101" Post Development Basin is drainage from an existing residential Lot of 0.7 ac. Total area, having a development area of approx. 0.47 ac.. Drainage is divided into 4 basins, Basins P-101, P-102, and P-103 are basins draining from north side of the lot and Basin P-104 the South side. Basin P-101 is the largest basin draining to Corte Esperanza and includes the northerly Driveway, Garage, and Northeasterly side yard,. The Basin is primarily sheet flow from residential lot open natural vegetated areas and from residence and associated hardscape to the on site existing pvc Storm Water Drain system. Runoff from roof down drains from the Garage are routed to the BMP 1 Impervious dispersion area prior to confluence with public water in Corte Esperanza@ outfall node P-0 1.. RECOMMENDATIONS: Surface drainage from proposed North side includes drainage of the new garage roof drains, rear patios and driveway gravity drains to surface of the on site Storm Water Treatment impervious dispersion BMP-1 Area prior to outlet via ex SDRSD D-27 sidewalk under drain and confluence with Corte Esperanza public water in existing 6 in curb and gutter thence, Southwest in ex. Corte Esperanza 6" curb and gutter, to the SW for approx. 200' to existing 5' wide curb inlet originally designed to accept the sub-division residential runoff. No down stream detrimental effects are anticipated in this public road confluence. 4. DRAINAGE AREA: "P-102" Drainage is divided into 4 basins, Basins P-101, P-102, and P-103 are basins draining from north side of the lot and Basin P-104 the South side. Basin P-102 is primarily sheet flow over rear yard slope to a concrete "V" ditch swale located at back of ADU Pool house. The Runoff is directed to the back planter area and is collected in a new section of 6" PVC pipe which drains to the NW for approx. 55' to connect to the ex. 6" PVC, currently draining to Corte Esperanza. The Basin is primarily sheet flow from residential lot open natural vegetated areas that is conveyed to the ex.on-site pvc Storm Water Drain system. Runoff from this basin is all over natural vegetated areas with no hardscape area. Runoff continues to flow in ex.drain system to confluence with public water in Corte Esperanza@ outfall node P-01.. RECOMMENDATIONS: Surface drainage from this Basin P-102 requires no treatment and is outlet via the existing onsite drain system to confluence with Corte Esperanza public water in existing 6 in curb and gutter thence, Southwest in ex. Corte Esperanza 6" curb and gutter, to the SW for approx. 200' to existing 5' wide curb inlet originally designed to accept the sub-division residential runoff. No down stream detrimental effects are anticipated in this public road confluence. S. DRAINAGE AREA: "P-103" Drainage is divided into 4 basins, Basins P-101, P-102, and P-103 are basins draining from north side of the lot and Basin P-104 the South side. Basin P-103 is primarily sheet flow over rear yard flat work concrete patio areas located at back adjacent to the ADU Pool house. The Runoff is directed to the back Bio-Filtration treatment BMP planter area and is collected in a new section of 6" PVC pipe which drains to the NW for approx. 55' to connect to the ex. 6" PVC, currently draining to Corte Esperanza. The Basin is primarily sheet flow from residential concrete patio collected and routed to bmp treatment at the rear of the pad adjacent to the ADU Poolhouse and thence is conveyed to the ex. on-site pvc Storm Water Drain system. Low flow Runoff from this basin is treated in the BMP3 and Runoff for the Q100 storm overflow is conveyed from planter in approx. 55' of new PVC at 2.0% to connect to existing onsite drain system, and continues to flow in ex.drain system to confluence with public water in Corte Esperanza @ outfall node P-0 1. RECOMMENDATIONS: Surface drainage from this Basin P-103 is treated prior to outlet and Q 10 runoff over flow is outlet via the existing onsite drain system to confluence with Corte Esperanza public water in existing 6 in curb and gutter thence, flow is to the Southwest in ex. Corte Esperanza 6" curb and gutter, to the SW for approx. 200' to existing 5' wide curb inlet originally designed to accept the sub-division residential runoff. No down stream detrimental effects are anticipated in this public road confluence. 6. DRAINAGE AREA: "P-104" Drainage is divided into 4 basins, Basins P-101, P-102, and P-103 are basins draining from north side of the lot and Basin P-104 the South side. Basin P-104 is primarily sheet flow over rear yard flat work concrete patio areas located at back adjacent to the Pool. The runoff for this rear patio hardscape is directed to a vegetated impervious dispersion area, BMP2, prior to being picked up in a new section of 6" PVC pipe which drains to the NW for approx. 45' to connect to the ex. 6" PVC, currently draining along the Soutwest side of the residence to Corte Esperanza. The Basin is primarily sheet flow from residential concrete patio collected and routed to bmp treatment at the rear of the pad adjacent to the Pool and thence the overflow is conveyed from dispersion bmp in approx. 45' of new PVC at 2.0% to connect to existing onsite drain system, and continues to flow in ex.drain system to confluence with public water in Corte Esperanza @ outfall node P- 02. RECOMMENDATIONS: Surface drainage from this Basin P-104 is treated prior to outlet and Q 10 runoff over flow is outlet via the existing onsite drain system to confluence with Corte Esperanza public water in existing 6 in curb and gutter thence, flow is to the Southwest in ex. Corte Esperanza 6" curb and gutter, to the SW for approx. 200' to existing 5' wide curb inlet originally designed to accept the sub-division residential runoff. No down stream detrimental effects are anticipated in this public road confluence. The Overall increase of 0.25 Cfs is accepted into the MS-4 city storm drain system at ex. 5' wide curb inlet in Corte Esperanza. No down stream detrimental effects are anticipated in this public road confluence. Refer to the Basin Summary Tables and Attached Drainage Basin Maps for the Runoff Coefficients, Tc, and I and Q values for both Pre-development and Post-development Basins. Enlarged Soils Group map: use soils group "D". refer to Soil group map San Diego County Hydrology Manual in appendix. PRE- DEVELOPMENT BASIN Ic (MIN.) C 1100 (IN/HR) A (ACRES) Q100 (CFS) (GD 3.26 0.54 11.11 0.426 2.56 0 NODE P-01 (C~D 3.26 0.78 11.11 0.041 0.36 © NODE P-02 0.467 2.91 / EXISTING HARDSCAPE AREAS: NOT A PART OF PROJECT: EXISTING RESIDENCE TO REMAIN: 3748.42 S.F. EXISTING WALKWAY TO REMAIN: 448.39 S.F. PROJECT AREA: EX DRIVEWAY: 2274.55 S.F. EX PATIO: 1900.24 S.F. TOTAL EXISTING EXISTING HARDSCAPE : 4174.79 S.F. I14iM /Pq Apf POST-DEVELOPMENT BASIN Ic (MIN.) C 1100 (IN/HR) (ED 3.26 0.62 11.11 OE~~ 3.26 0.25 11.11 (EiD 3.26 0.90 11.11 A (ACRES) 0100 (CFS) 0.311 2.14 0 P-01 0.061 0.17 0 P-01 0.054 0.54 0 P-01 (E~3) 3.26 0.69 TOTAL © P-01 0.426 2.85 0 P—Ui 11.11 0.041 0.31 0 P-02 TOTALS 0.467 3.16 PROPOSED HARDSCAPE AREAS: PROJECT AREA: PROP. 2 CAR GARAGE: 575.68 S.F. PROP. POOL ADIJ: 639.68 S.F. PROP. DRIVEWAY: 2854.09 S.F. PROP. PATIO/WALKWAY: 2731.29 S.F. TOTAL PROPOSED HARDSCAPE : 6800.74 S.F. fop IRT 'PcV E74-51 Ajt 1) c .v4j~. fir. 1374 3 F 00 f : IGL bY. 4o 9 Toi-4(.. sip 3517 jF t44L e-- (01 r66 0 5,F to 0- 454S : 'qD ('sgq(,) O.t31 ,- P-i,- Div 1 vz 1-1;- t4- .- V. 4F 4f 52-7 fF i-7c ,c Ir 190 I D144 b.dth ( •-i)+ .44 ( ( : . 11 C' - ?-'.ol I; cL2.j5r 2 ' 4#i4)C 13 42.- ct C \4-L. 1-4PL r. 3-I :.•O2-5$ ' z .o (ocs') 4 L3it - 0 - ze SS) ;j- 1 -. 12o4t--Dy P-.to2. ot 0. Letoi. 5A-Cl v 44 ?.C>r Rt.-L 2.3-il. 44 Cr ?04V- I,' ?- tv4 t.9010.,-7 S'-104 %1C'4 r 4 0 IV 4; 7 o.ci 4 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: STYR Comment: Solve For Actual Depth Given Input Data: Diameter .......... Slope ............. Manning's n....... Discharge ......... Computed Results: Depth............. Velocity.......... Flow Area......... Critical Depth. Critical Slope. Percent Full ...... Full Capacity..... QMAX @.94D........ Froude Number..... :tC,O.D : 0.91 ft 0.0206 ft/ft 0.011 2.77 cfs Vita fyi, 0.50 ft 7.52 fps r 0.37 sf 0.73 ft 0.0075 ft/ft 55.21 % 4.70 cfs 5.06 cfs 2.08 (flow is Supercritical) 't4 ç- E- tol V46 'Te 4Ai?i £?IPo :1 ItoO A — 1L00 :7.4 a (Ti.) NLY a as o & L . / i* tv), kz (0. A C,). = --1-7 cF tp til l Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods., Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: STYR Comment: Solve For Actual Depth Given Input Data: Diameter.......... Slope............. Manning's n....... Discharge ......... Computed Results: Depth............. Velocity.......... Flow Area......... Critical Depth. Critical Slope. Percent Full ...... Full Capacity..... QMAX @.94D........ Froude Number..... 0.91 ft 0.0206 ft/ft 0.011 2.56 cfs 0.48 ft 4e 7.38 fps 0.35 sf 0.70 ft 0.0069 ft/ft 52.62 % 4.70 cfs 5.06 cfs 2.11 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1'c. k 4C j ¶e.. -. )c IE ?7'7t.-' V. PVL.L d¼td, 3. Q - L.T- ot-97 e1? 0g ..I%iI ipJb4(t 1146 To T 4r&. Let. 2.. a Tk ' te- co C.. .rc ?€r- vt2.. flh-Ot..O;j p4c.'At. -t'c', C. 1~4s 114 1PAAC:) I 131.pj Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements I % IMPER. A B C Undisturbed Natural Terrain Low Low Low Medium Density Residential Medium Density Residential Medium Density Residential Medium Density Residential High Density Residential High Density Residential Commercial/Industrial Commercial/Industrial Commercial/Industrial Commercial/Industrial Commercial/Industrial Permanent Open Space Residential, 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial 0.20 0.25 0.30 0.27 0.32 0.36 0.34 0.38 0.42 0.38 0.41 0.45 0.41 0.45 0.48 0.48 0.51 0.54 0.52 0.54 0.57 0.55 0.58 0.60. 0.66 0.67 0.69 0.76 0.77 0.78 0.76 0.77 0.78 0.80 0.80 0.81 0.83 0.84 0.84 0.83 0.84 0.84 0.87 7 10 20 25 30 40 45 50 65 80 80 85 90 90 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 .087 The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS =National Resources Conservation Service 2 San Diego County Hydrology Manual Date: June 2003 Section: 3 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T1 values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T) Element* DU/ Acre .5% 1% 2% 3 1 5% 10% LM I T1 LM T1 LM Tj LM T1 LM TiLM T1 Natural 50113.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 501 12.21 70 11.51 85 10.01 100 9.5 100 8.0 100 6.4 LDR 2 501 11.3 70 10.5 85 9.2 100 8.8 1 100 7.4 100 5.8 LDR 2.9 501 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50110.2 701 9.6 80 8.1 95 7.8 100 6.7 1001 5.3 MDR 7.3 501 9.2 65 8.4 80 1 7.4 95 7.0 100 1 6.0 1001 4.8 MDR 10.9 501 8.7 65 7.9 801 6.9 90 6.4 1001 5.7 100 4.5 MDR 14.5 501 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 501 6.7 65 1 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 1 85 3.81 95 3.41 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Corn 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.PJCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 1 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 601 3.2 701 2.71 80 2.6 90 2.3 100 1.9 See Table 3-1 for more detailed description 3-12 100 30 1! 0 20, • Uj Ca 0 . EXAMPLE: Given: Watercourse Distance (0) = 70 Feet Slope(s)1.3% Runoff Coefficient (C) = 0.41 T = Overland Flow Time (1) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation AdministratIon, 1965 FIGURE Rational Formula - Overland Time 01 Flow Nomograph 3w3 1 pv III 11 -- - a I M 019 RAN 24 111111111111111111111111111111111111 11111 NIIIIIIIIIIIIII HIM 1111111 IIIIIH I1IIII 011111111111111111 1111m 1111111111111111111 _______ 11111111 I " 'I2I'I'I "JJI 11111111111 I . Ihi *I!!,!!I. !llIIlIIIII I Dumition (min) INFORM "lilt! 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