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HomeMy WebLinkAboutDEV 2017-0034; CARR RESIDENCE; LIMITED DRAINAGE STUDY; 2017-05-22ENGINEERING W DESIGN GROUP 6O1QCAL CMIS UCA CITftTURM StU COM11S foR COAURCLAL coruCf1014 - 2121 Montiel Road, San Marcos, California 92069 (760) 839-7302 • Fax: (760) 480-7477 www.designgroupca.com LIMITED DRAINAGE STUDY CARR RESIDENCE Dev 2017-0034 DWG 501-7A 152 Sequoia Avenue Carlsbad, California Dated 5-22-17 Prepared by: Erin Rist RCE 65122 MAY 232017 LAND DEVELOPMENT ENGINEERING This report will summarize the runoff produced by the 100 year 6-hour storm, and the sizing of storm drain piping system to convey the post -developed runoff. PROJECT DESCRIPTION The subject property is located at 152 Sequoia Avenue, Carlsbad, California. The property is approximately 0.13 acres. Currently the property is developed with an existing single story residence, detached garage and general landscape and driveway improvements. In general, the property slopes, descending from the east to the west. PROJECT SCOPE The proposed new scope of work consists of the demolition of the existing residence, construction of a new residence, detached garage and driveway. BASIN DESCRIPTION AND FLOW PATTERNS The subject site has been divided into two Basins, as more specifically described below. Pre-Existing Development Basin PR1: Basin PR1 includes the entire property, generally draining from east to west and north to south. Post Development Basin Hi: Basin Hi generally includes the western portion of the property. Runoff will be collected in roof gutters and new private storm drains, directed toward new rip rap dissipator at Sequoia Avenue. Basin H2: Basin H2 generally includes the eastern portions of the roof and the driveway. Runoff will generally flow as sheet flow down driveway before draining across landscape areas, to private storm drains, and rip rap dissipator at Sequoia Avenue. RESULTS A Ic of 5 minutes is used in the attached hydrology calculations, based upon the small area. Based upon our attached analysis, for the existing condition 100 year peak runoff is 0.52 cfs and the post development condition indicates the 100 yr peak runoff flow is 0.65 cfs (see attached calculations). The difference in peak runoff due to the developed condition is 0.13 cfs. Based upon the attached hydraulic calculations a 6 inch pipe at the outlet of the property is sized to handle the total anticipated 0.65 cfs. The attached hydraulic calculations provide various pipe capacities for minimum slope percentage as well as full flow capacity for 4 and 6 inch proposed private storm drains. HYDROLOGY CALCULATIONS Project Name Carr Residence Project Applicant ',Eric and Kimberly Carr Address 152 Sequoia Avenue, Carlsbad Hydrologic Soils Group I - 6H R, 100 YR (in/hr) 16.6 PRE DEVELOPMENT CONDITIONS DMA ID Tributary Area Tributary Impervious Area Impervious Pervious Area Pervious Area Y (sf) Area (ac) (sf) Area (ac) (sf) (ac) ° PR1 T 5,6251 0.13 2675 0.06 2,950 0.07 - - 0.48 C Tc Q cfs 0.61T 5 0.5 TOTAL 5,625 0.52 POST DEVELOPMENT CONDITIONS Tributary Area Tributary Impervious Area Impervious Pervious Area Pervious Area DMA ID % Imp. (sf) Area (ac) (sf) Area (ac) (sf) (ac) BMP Name A C Tc Q (cfs) Mm. Pipe Outlet Location Size (in) Hi 3,561 0.08 2,348 0.05 1213 0.03 0.66 0.71 5 0.38 6" ROW H2 2,064 0.05 1,840 0.04 224 0.01 0.89 0.84 5 0.26 4" ROW TOTAL 5,625 0.65 1 V j7' PR11, HYDROLOGY PRE-DEVELOPMENT A 4 \A,. 4 4 S (D 0 20 40 Feet HYDROLOGY PRE-DEVELOPMENT IMPERVIOUS! PERVIOUS IMPERVIOUS PROPERTY TOTAL IMPERVIOUS PERVIOUS AREA PERVIOUS AREA AREA NAME AREA SIZE (SF) SIZE (SF) AREA (z) SIZE (SF) (z) HOUSE, GARAGE, 2675 5625 0.48 2951 0.52 DRIVEWAY Feet S HYDROLO POST-DEVELO HYDROLOGY NMI milli Iub:!uuul uuuuuululuuullh;! .IIuIlIlIuIuIIIIII 111111111111111111111 IIIIIIIIIllhIIIIIIIII IIIIII1lIIIHIIIIIIII IIIIIIIlIIIIIIllhIIII ....u...ii III Ru•a cc 012"W"Mm am no: lUUVURt Pu III MM u••uuuuu•uuuuui UI ••auiuiivaujiuu ••••uu••uiiuiuuipiiu ... ..• u.....n ..uu..u,, III .u.iuu..ii iu•iiuuivaiuiuuiiiii u•uuuuuuuiuuiiiuiii ..uuuuuuiuiiuiiiiiiii .iii.uu..uiuuiuuiiii IIIIlIlIIIllIIllIIIII IuIIIIHuI!IIIIuuIIbi;:!IftIIuh,iIukIi !IIIIIHhIIIIIhilhuIIIIIIIIIh;:!!IIIuu•!I IIIi!!IIIIIIIIIIIIIi!!IIIIItIIIIIIIIiIII uul!uli:!Ih:!li: :!III;:Ihi!Iiii MU 3245 I5' 33d04'07.67"; 117d05'38.30" County of San Diego Hydrology Manual Rainfall Isopluvials 5. 100 Year Rainfall Event -6 burr IsoçkiviaI In1e5) Kr C-) 0 In 33ZJ 3315' DPW StflGIS N r.wesanr.cJy,.,,a.a, m W7 aIa caCwrtOluwtottliE w -n B 30' 3 0 3Mlles 32XV County of San Diego Orange, Hydrology Manual .. _________ - ___________ - __________ ____ _________ _____ 333 County (H-eY ., Rivi rit .44( -.- :::?:'..•' fp 0 cc A 1 .\ IQ Ra:nfalllsopluvials 3315__ 100 Year Rainfall Event -24 Hours OCEA DE \\....ft. -- I ENCMTM . 33O,ySITE_ -- DEL MAIi, H \ •t (I N / . / 32*45 32-46 DPW F ..----. t ••.-- ...•. GIS SanGIS 3210 - ______________________________________________________________ FRi . • M e x r, ü ------------------ 32W N + 30 3MIIes - 15 Legend County of San Diego Hydrology Manual if •• Soil Hydrologic Groups Legend Soil Groups LII Group Group B L_IIi Group Group LIIIII Undetermirmd Osta Unavalable DPW Es SOiGIS * -- a- B S 3 0 3Mlles HYDRAULICS DRAIN PIPE DATA PIPE LENGTH (FEET) INVERT UP (FEET) INVERT DOWN (FEET) VERTICAL DISTANCE (FEET) SLOPE (z) REMARKS 19.0 57.2 57.0 0.2 1.1 4" SDR-35 19.0 57.0 56.4 0.6 3.2 4" SDR-35 29.5 56.4 55.80 0.6 2.0 6 SDR-35 19.5 55.8 55.4 0.4 2.1 6" SDR-35 16.5 55.4 55.0 0.4 2.4 6 SDR-35 11.0 55.0 54.8 0.2 1.8 6" SDR-35 9.7 54.8 54.0 0.8 8.2 6" SDR-35 12.6 56.5 54.0 2.5 19.8 6" SDR-35 10.0 54.0 53.70 0.3 3.0 6" SDR-35 DRAIN PIPE LAYOUT S I 6" © 2% - FF Friction Method Manning Formula Solve For Full Flow Capacity putData Roughness Coefficient 0.010 Channel Slope 0.02000 ft/ft Normal Depth 0.50 ft Diameter 6.00 in Discharge 1.03 ft3ls Discharge 1.03 ft3/s Normal Depth 0.50 ft Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Hydraulic Radius 0.13 ft Top Width . 0.00 ft Critical Depth 0.48 ft Percent Full 100.0 % Critical Slope 0.01733 ft/ft Velocity 5.25 ft/s Velocity Head 0.43 ft Specific Energy 0.93 ft Froude Number 0.00 Maximum Discharge 1.11 ft3/s Discharge Full 1.03 ft3ls Slope Full 0.02000 ft/ft Flow Type SubCritical VF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods V81 (SELECTseries 1) [08.11.01.03) 414/2017 10:17:43 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 6" © 2% - FF [GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.48 ft Channel Slope 0.02000 ft/ft Critical Slope 0.01733 ft/ft Bentley Systems, Inc. Haestad Methods SitktMaster V8i(SELECTseries 1) [08.11.01.03] 4/4/2017 10:17:43 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 6" © 3% - V Lroject_Description Friction Method Manning Formula Solve For Normal Depth [in put Data Roughness Coefficient 0.010 Channel Slope 0.03000 ft/ft Diameter 6.00 in Discharge 0.65 ft3/s Normal Depth 0.25 ft Flow Area 0.10 ft2 Wetted Perimeter 0.79 ft Hydraulic Radius 0.13 ft Top Width 0.50 ft Critical Depth 0.41 ft Percent Full 50.8 % Critical Slope 0.00798 ft/ft Velocity 6.48 ft/s Velocity Head 0.65 ft Specific Energy 0.91 ft Froude Number 2.55 Maximum Discharge 1.36 ft3/s Discharge Full 1.26 ft3/s Slope Full 0.00794 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 [GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.84 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods S Idetv1 aster V8i (SELECTseries 1) [08.11.01.03) 5/22/2017 5:05:26 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 6" @3% - V EGV~Output Data Upstream Velocity Infinity ft/s Normal Depth 0.25 ft Critical Depth 0.41 ft Channel Slope 0.03000 ft/ft Critical Slope 0.00798 ft/ft Bentley Systems, Inc. Haestad Methods (SELECTseries 1) L08.11.01.031 5/22/2017 5:05:26 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 4" © 2% [Project Description Friction Method Manning Formula Solve For Full Flow Capacity nput Data Roughness Coefficient 0.010 Channel Slope 0.02000 ft/ft Normal Depth 0.33 ft Diameter 4.00 in Discharge 0.35 ft3/s Discharge 0.35 ft3/s Normal Depth 0.33 ft Flow Area 0.09 ft Wetted Perimeter 1.05 ft Hydraulic Radius 0.08 ft Top Width 0.00 ft Critical Depth 0.31 ft Percent Full 100.0 % Critical Slope 0.01728 ft/ft Velocity 4.01 ft/s Velocity Head 0.25 ft Specific Energy 0.58 ft Froude Number 0.00 Maximum Discharge 0.38 ft3/s Discharge Full 0.35 ft3/s Slope Full 0.02000 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 VF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods SoathitleçtdwMaster V81 (SELECTseries 1) [08.11.01.03] 1/16/2017 4:46:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for 4" @2% GVF Output Data - - - - Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.33 ft Critical Depth 0.31 ft Channel Slope 0.02000 ft/ft Critical Slope 0.01728 ft/ft Bentley Systems, Inc. Haestad Methods So8dMIsldwfv1asterV8i (SELECTseries 1) [08.11.01.03] 1116/2017 4:46:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page 2 of 2 Worksheet for 4" @1.1% LProject Friction Method Manning Formula Solve For Full Flow Capacity LinputData Roughness Coefficient 0.010 Channel Slope 0.01100 ft/ft Normal Depth 0.33 ft Diameter 4.00 in Discharge 0.26 ft3/s Discharge 0.26 ft3/s Normal Depth 0.33 ft Flow Area 0.09 ft2 Wetted Perimeter 1.05 ft Hydraulic Radius 0.08 ft Top Width 0.00 ft Critical Depth 0.28 ft Percent Full 100.0 % Critical Slope 0.01033 ft/ft Velocity 2.97 ft/s Velocity Head 0.14 ft Specific Energy 0.47 ft Froude Number 0.00 Maximum Discharge 0.28 ft3/s Discharge Full 0.26 ft3/s Slope Full 0.01100 ft/ft Flow Type SubCritical IF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 [vF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods (SELECTseries 1) [08.11.01.03] 5/23/2017 10:01:35 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 4" @1.1% [yFOutputData Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.33 ft Critical Depth 0.28 ft Channel Slope 0.01100 ft/ft Critical Slope 0.01033 ft/ft Bentley Systems, Inc. Haestad Methods ScholftlelPffideNlaster V8i (SELECTseries 1) [08.11.01.03] 5/23/2017 10:01:35 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2