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Home My WebLink AboutCUP 2020-0003; RECYCLED WATER PHASE III D-4; HYDROLOGY AND HYDRAULIC STUDY; 2022-12-20 Prepared For: Carlsbad Municipal Water District 5950 El Camino Real Carlsbad, CA 92008 Prepared By: NV5, Inc. 15092 Avenue of Science San Diego, CA 92128 858.385-0500 Richard S. Tomlinson, Jr. PE, QSP, QSD NV5 Job Number: 226816-0000111 Prepared: May 23, 2019 Revised: December 20, 2022 NV 5 CUP 2020-0003 / CDP 2020-0021 Hydrology and Hydraulic Study For Recycled Water Phase Ill -D4 Storage Reservoir Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir Table of Contents SECTION 1 PROJECT DESCRIPTION AND SCOPE ........................................................................ 2 1.1. PROJECT DATA .............................................................................................................................. 2 1.2. SCOPE OF REPORT .......................................................................................................................... 2 1.3. PROJECT SITE INFORMATION ......................................................................................................... 3 SECTION 2 STUDY OBJECTIVES ...................................................................................................... 7 SECTION 3 METHODOLOGY ............................................................................................................ 8 3.1. HYDROLOGY .................................................................................................................................. 8 3.2. HYDRAULICS ................................................................................................................................. 8 SECTION 4 RESULTS ........................................................................................................................ 10 4.1. HYDROLOGIC RESULTS ................................................................................................................ 10 4.2. HYDRAULIC RESULTS .................................................................................................................. 11 SECTION 5 CONCLUSIONS .............................................................................................................. 13 SECTION 6 CERTIFICATION ........................................................................................................... 14 SECTION 7 REFERENCES ................................................................................................................ 15 List of Figures FIGURE 1: VICINITY MAP ................................................................................................................................ 3 FIGURE 2: FEMA FIRMETTE ........................................................................................................................... 5 List of Tables TABLE 1 – EXISTING CONDITION ................................................................................................................... 10 TABLE 2 – PROPOSED CONDITION (UNMITIGATED) ................................................................................... 10 TABLE 3– COMPARISON OF EXISTING TO PROPOSED FLOWS (UNMITIGATED) ........................................ 11 TABLE 4 – COMPARISON OF EXISTING TO PROPOSED FLOWS (MITIGATED) ............................................ 11 TABLE 5 – HYDRAULIC SUMMARY ................................................................................................................ 12 TABLE 6 – EXISTING ROCK LINED CHANNEL ................................................................................................ 12 List of Appendixes Appendix A – Rainfall Isopluvials Appendix B – FEMA Flood Plain Maps Appendix C – Existing Condition Hydrologic Work Map & Calculations Appendix D – Proposed Condition Hydrologic Work Map & Calculations Appendix E – Hydraulic Calculations Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 2 Section 1 Project Description and Scope 1.1. Project Data Project Owner: Carlsbad Municipal Water District 5950 El Camino Real Carlsbad, CA 92008 Project Site Address: D Tank Site, Black Rail Road Planning Area/ Community Area/ Development Name: Carlsbad APN Number(s): 251-081-16, 251-081-15 Project Location: Latitude: 33.111992° Longitude: -117.286452° Project Site Area: 2.74 Acres Adjacent Streets: North: Poinsettia Lane South: New Crest Court East: Fisherman Drive West: Black Rail Road Adjacent Land Uses: North: Residential/Religious South: Residential East: Residential West: Residential 1.2. Scope of Report This report addresses the Hydrologic and Hydraulic aspects of the project. This report does not discuss required water quality measures to be implemented on a permanent basis, nor does it address construction storm water issues. Post construction storm water issue discussions can be found under separate cover in the project “Storm Water Quality Management Plan.” In addition, because this project proposes to disturb less than one acre, a Storm Water Pollution Prevention Plan for construction is not required. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 3 The purpose of this study is to analyze existing and proposed peak flows during the 100-year storm event, and verify that the 100-year peak flow in the proposed condition does not exceed the 100-year peak flow in the existing condition. Flows from 0.1 of the two year, to the 25-year storm are addressed in the Hydromodification section of the Storm Water Quality Management Plan (SWQMP). 1.3. Project Site Information 1.3.1 Project Location The project area is located about 1.5 miles east of Interstate 5, and 2 miles east of the beautiful Pacific Ocean. Please refer to Figure 1 below for a Vicinity Map. The project is located on the City of Carlsbad ‘D’ Tank Site, which is located on Black Rail Road, north of New Crest Road, and south of Poinsettia Lane, at the extension of Triton Street. Figure 1: Vicinity Map CITY OF OCEANSIDE PACIFIC OCEAN 78 VICINITY MAP NOT TO SCALE PROJECT LOCATION Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 4 1.3.2 Project Description This project proposes the installation of a 1.5 MG recycled water welded steel reservoir tank. In addition, the project proposes an access roadway along the circumference of the tank, and a driveway to access to the tank from the current site. 1.3.3 Site Topography The project site sits adjacent to the existing ‘D’ Site, and is a relatively flat site with slopes wrapping around the site from the northeast to the southwest, about 180 degrees of the site, with the other half being relatively flat. The project proposes to raise the tank from the existing grade about 10 feet, with a slope around most of the tank, outside of the ring road. 1.3.4 Land Use and Vegetation The existing land use at the project site consists of sparse non-native vegetation of the pad, and moderate non-native vegetation around the perimeter of the site. 1.3.5 FEMA Information The Federal Emergency Management Agency (FEMA) has mapped this area of Carlsbad. The project does not lie within any mapped floodplain (FIRM Panel FM06073C1035G). The project lies within Zone X (Unshaded) which is of minimal flood hazard, which are the areas outside the SFHA and higher than the elevation of the 0.2-percent-annual-chance flood. a) Flood Zone Definitions Zone A -- Areas subject to inundation by the 1-percent-annual-chance flood event generally determined using approximate methodologies. Because detailed hydraulic analyses have not been performed, no Base Flood Elevations (BFEs) or flood depths are shown. Mandatory flood insurance purchase requirements and floodplain management standards apply. Zone AE -- Areas subject to inundation by the 1-percent-annual-chance flood event determined by detailed methods. Base Flood Elevations Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 5 (BFEs) are shown. Mandatory flood insurance purchase requirements and floodplain management standards apply. Zone X (Shaded) – Areas between the limits of the base flood and the 0.2- percent-annual-chance (or 500-year) flood. Zone X (Unshaded) Areas of minimal flood hazard, which are the areas outside the SFHA and higher than the elevation of the 0.2-percent- annual-chance flood Figure 2: FEMA Firmette 1.3.6 Existing Drainage Improvements The existing tank pad is graded to sheet flow to the perimeter. There are no existing underground storm drains on site. All drainage is through on site gutters and swales. The ultimate discharge location is to the north of the tank site, through a concrete channel, heading to the east. National Flood Hazard Layer FIRMette 250 500 1,000 1,500 Legend SPECIAL FLOOD HAZARD AREAS ~~o~.'l!';: Flood Elevation (BFE) With BFEor DepthZol>fAE,AO,,f.H, V£,AR RegulatoryFloodway 0.2% Annual Chance Flood Hazard. Areas oll'l.annualchancetloodwlthaverage depthlessthanonefootorwlthdralnage areasollessthanon.esquaremllez.,,,.x FutureCOndltlons1%Annual ChanceFloodHazardzo,,.x AfeawlthReducedFloodRlskdueto OTHER AREAS OF Levee. See Notes. zo,.. II FLOOD HAZARD r',. ~ AreawlthF1oodRlskduetoleveezo,,.,D ~AreaofMlnlmalFloodHazard zonex c:::::::J EffecUveLOMRs OTHER AREAS Area of Undetemilned Flood Hazard z.,,.. o GENERAL - - - • Channel, Culvert. or Storm Sewer STRUCTURES 11 I I I I I Levee. Dike, Of Floodwall c,~, Se<<loo, wl<h 1%Aa,~I Chaoc, Water Surface Elevation coastal Transect -BasefloodElevatlonllne(BFE) =umitofStudy --JurlsdletlonBoundary -CoastalTranse<:tBaseHne OTHER -ProflleBasellne FEATURES __ Hydrographle Feature N MAP PANELS I DlgltalDataAvallable NoDlgltalDataAva!lable Unmapped + Theplndisplayedonthemaplsanapproxlmate polntseleetedbytheuseranddoesnotrepresent anauthoritativepropertyloeatlon. This map eomplles with FEM A's standards lo, the use of dlgitalltoodmapsifitisnotvoldasdeseribedbelow. The basemap shown eomptles with FEMA's basemap aeeu,aeystandards Thefloodhazardlnformat!onisderlveddlrec:tlyfromthe authoritative NFHL web servlees provided by FEMA. This map was exported on 7/3/2019 at 12:45:21 PM and does not refleetehangesoramendmentssubsequenttothlsdateand tlme.TheNFHLandeffeetlwt!nformatlonmayehangeor beoomesupersecledbynewdataovertlme. This map Image Is void If the one or more of the following map elementsdonotappear.basemaplmagery.ltoodzonelabels, legend,scalebar,mapereallondate,eommunityldentiflers, FIRM panel number. and FIRM effeetlve date. Map images for unmappedandunmodemizedareascannotbeusedfor regulatory purposes. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 6 1.3.7 Proposed Improvements This project proposes the installation of a 1.5 MG tank, access road, and access driveway. Drainage improvements include the addition of a biofiltration basin at the north end of the tank site, and vegetated swales along the perimeter to drain the biofiltration basin. In addition, a 6” storm drain pipe flows to the north, connected to the sub drain pipe and overflow riser within the biofiltration basin. All drainage from the site drains to the biofiltration basin. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 7 Section 2 Study Objectives The specific objectives of this study are as follows: · To provide hydrologic analysis of the project site for the 100-year, 6-hour storm event under existing and proposed conditions, · To provide a hydraulic analysis of the project to ensure that the correct sizes of pipes and inlets have been chosen, · And to ensure that no additional runoff or downstream impacts occur due to this project. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 8 Section 3 Methodology 3.1. Hydrology Hydrologic analysis has been completed using the Rational Method (Q = CIA). Whereas, Q = rate of flow in cubic feet per second C = Coefficient of runoff, I = intensity of rainfall based on the time of concentration and the 6-hour, 100-year precipitation A=Area of the basin. For this project, a composite coefficient of runoff was used. Data was entered into an Excel Spreadsheet which calculates the runoff based on the County of San Diego methodology electronically, therefore reducing errors. The following software packages were used in the analysis of the project: · Microsoft Excel (Rational Method Hydrology) · AutoCAD Civil 3D Hydraflow Hydragraph Extension 2018 (Storm Routing) · RatHydro (Rational Method Hydragraphs) · Flowmaster (Hydraulic Analysis for Open Channels and Pipes for Storm Routing) 3.2. Hydraulics Proposed improvements include new grated storm drain inlets in paved areas, and a new underground storm drain system. Private underground storm drain will consist of PVC or HDPE pipe with watertight joints. Public storm drain, if applicable, will consist of reinforced concrete pipe, with a minimum strength of 2000-D. Capacity calculations for the inlets have been performed using the standard weir and orifice equations. Grate perimeter and open area values have been reduced to account for the bars, and an additional 50-percent to account for potential clogging. Runoff will ultimately be discharged from the project site at the same location as the existing condition, to the existing cleanout at the southwest corner of the project site. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 9 Proposed improvements will not increase the total peak flow runoff, as compared to existing conditions, through the removal of pavement and installation of vegetation. Manning’s equation was used to calculate the depth of flow being conveyed through proposed pipes and for existing pipes which experience additional flows as a result of the proposed improvements. Proposed pipes with diameters of less than 12 inches were not individually calculated for depth and velocity, however, the capacity was verified against tables showing the maximum flow in the smaller pipes. The following software packages were used in the analysis of the project: · Hydraflow Hydragraph Extension for AutoCAD Civil 3D 2018 (Storm Routing) · RatHydro (Rational Method Hydrographs) · Bentley Flowmaster (Hydraulic Analysis for Open Channels and Pipes for Storm Routing) Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 10 Section 4 Results 4.1. Hydrologic Results The following tables summarize the hydrologic analysis of the project. · Table 1 – Existing Condition, summarizes the existing hydrologic properties of the site. · Table 2 – Proposed Condition (Unmitigated), summarizes the proposed condition hydrology of the site in the unmitigated condition. · Table 3 – Comparison of Existing to Proposed Flows (Unmitigated), compares existing flows to the proposed flows (Unmitigated). · Table 4 – Comparison of Existing to Proposed Flows (Mitigated), compares existing flows to the proposed flows (mitigated). Table 1 – Existing Condition Sub Basin ID Storm Event Runoff Coefficient Basin Intensity Basin Area (acres) Runoff (cfs) A 100 0.25 2.86 0.758 0.543 A 50 0.25 2.55 0.758 0.482 A 25 0.25 2.21 0.758 0.418 Table 2 – Proposed Condition (Unmitigated) Sub Basin ID Storm Event Runoff Coefficient Basin Intensity Basin Area (acres) Runoff (cfs) A 100 0.50 3.43 0.758 1.299 A 50 0.50 3.05 0.758 1.155 A 25 0.50 2.64 0.758 1.001 Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 11 Table 3– Comparison of Existing to Proposed Flows (Unmitigated) Sub Basin ID Storm Event Existing Condition Runoff (cfs) Unmitigated Proposed Condition Runoff (cfs) Difference (cfs) A 100 0.543 1.299 0.756 A 50 0.482 1.155 0.673 A 25 0.418 1.001 0.583 Table 4 – Comparison of Existing to Proposed Flows (Mitigated) Sub Basin ID Storm Event Existing Condition Runoff (cfs) Mitigated Proposed Condition Runoff (cfs) Difference (cfs) A 100 0.543 0.379 -0.170 A 50 0.482 0.304 -0.178 A 25 0.418 0.231 -0.187 4.2. Hydraulic Results Results of the hydraulic analysis show that all proposed pipes are able to convey the 100-year flow in open-channel conditions. The ultimate stormwater discharge location remains the same as in the existing condition. In addition, improvements to the existing storm water infrastructure are not needed based on the proposed improvements, as there shall be no increase in the proposed storm water flow rate downstream of the projects tie in location. The proposed pipe for the new storm drain draining the 100-year storm from the water quality basin has been appropriately sized using Manning’s equation. A summary of the storm drain is shown below in Table 5 – Hydraulic Summary. The calculations for this pipe were performed using the Flowmaster software and are included in the appendix of this report. Total inflow to the water tanks on site is 10,000 GPM, or 26.8 CFS. Each tank features an overflow pipe which discharges to an existing rock lined channel on the southeast corner of the property. This existing channel was modeled within Hydraflow Express to determine if it has the capacity to pass the entirety of the overflow. A summary of this calculation is shown in Table 6 – Existing Rock Lined Channel. A section of this channel can be found on Sheet C-01. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 12 Table 5 – Hydraulic Summary Input Output Storm Drain Line Pipe Size (inches) Pipe Material Manning’s Value Pipe Slope (%) Pipe Flow (cfs) Depth of Flow Depth Ratio d/D 1 6” PVC .013 20 0.379 1.5” 0.25 1 6” PVC .013 2 0.379 2.9” 0.48 Table 6 – Existing Rock Lined Channel South Input Output Channel Bottom Elev Channel Slope (%) N-Value Q (cfs) Channel Depth (ft) Depth of Flow (ft) Velocity (ft/s) 352.0 13.8 0.4 26.8 2.25 1.95 1.56 Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 13 Section 5 Conclusions As indicated in the Table of Hydrologic Results, the proposed improvements will not increase the total 25, 50, and 100-year, 6-hour peak flow rate. Based on the analysis above, a 6” pipe at 15% is adequate to convey the peak flow rate for a 100-year design storm off-site. Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 14 Section 6 Certification This Hydrology and Hydraulics report has been prepared under the direction of the following Registered Civil Engineer. The Registered Civil Engineer attests to the technical information contained herein and the engineering data upon which recommendations, conclusions, and decisions are based. The plans and specifications in this Hydrology and Hydraulics report are not for construction purposes; the contractor shall refer to final approved construction documents for plans and specifications. Richard S. Tomlinson, Jr. RCE 59276 December 20, 2022 Richard S. Tomlinson, Jr. RCE 59276 March 15, 2022 Hydrology and Hydraulic Basis of Design Recycled Water Phase III - D4 Storage Reservoir N:\226816-0000111\HH\Dwainage\2022-12-20 Drainage Study.docx 15 Section 7 References City of Carlsbad, Grading Ordinance (April 1996) County of San Diego, 2003. Hydrology Manual (June 2003) County of San Diego, 2014, Hydraulic Design Manual (September 2014) FEMA, 1997. FEMA. (June 17, 1997). Flood Insurance Study, San Diego County. N:\226816-0000111\HH\Dwainage\2022-03-15 Drainage Study.docx 1 Appendix A Rainfall Isopluvials 2.1" : "t ... ,I-• ' .. I I ~ • • ' ' ' ' .. DPW ~GIS Oep!:U"'iJ7iem Di P11bttc Works G00.~•pJ-ik /11furrr,.i00/1 &rv,i:;rJ:r S~GIS '1/(/c Have San Diq,:o Covered! 3.5" ----- . . . •·---t----i-,-11 DPW ~GIS [lep:IJ""iJ7ient Di P1.10c Wo.~ Gca,r,.Jpjik /11furtr,.100!1 &-rv,'Cr.:5' S~GIS V/;/c Have San Diq;o Covered! 2.4" l ~1 ; l-1-H---l---l--t--t-t-t---t----t---t---t-iti-r-n•;-f--l;.-;;~" I\ r------...... ;,~ ~ ~ ', !\,11 , ..-r-~r:-~, .. .. ~+--t--" ~ r- r----1--~ ,--,--,-- S~GIS '.:Xie Have San Diq;o Covered! 4.0" I I I I ,----I---J--+--1-t-11n I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I J J 1 I I J I I I J I I I I I I I I I I I I I I I J 1 I J I 1 J I J I J I I -~ I -------- I ' . - - - ~GIS Sans l)1''"C'()Covcrcd! V/;/c Have . an ~"' I I I J J J I I J I 2.7"IL__·-----_--_I 4.2" I I I I I . . . . . . . . • . -) . ,-. ' ' . : . . . ,, .,,. . . -... ·, "~ ~ ~ . I · . --- . . -~ . . . . . . . . ,=' ·---. . . . . . . . ' ~ e,a\H'1'Y 0 ~i.NDIEc;o • I -······_--___JI DPW ~GIS [lep:I.J""iJ7ient Di P11Mc Works Grn,r,..•pfll/,; /11furrr,.itiw1 &rv,tr.i-:; N:\226816-0000111\HH\Dwainage\2022-03-15 Drainage Study.docx 2 Appendix B FEMA Flood Plain Maps USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü 11 7 ° 1 7 ' 3 1 . 6 0 " W 33°6'58.53"N 11 7 ° 1 6 ' 5 4 . 1 4 " W 33°6'28.40"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone XArea with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 7/3/2019 at 12:45:21 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1111111 0-- - -513- L] □ . 121 N:\226816-0000111\HH\Dwainage\2022-03-15 Drainage Study.docx 3 Appendix C Existing Condition Hydrologic Work Map & Calculations 0 :,, = = = = I ~ ro ~ N N 1" RESERVOIR :LED WATER . 25 MG __ EX. 20" RW ------....____ \ 383.29''\ -2" RESERVOIR 'CLEO WATER 1.25 MG ACCESS ROAD I 0 0 \ \ ..____,__-!-___.... 0 - -, a 1/2' I' -- 376.22' X 380 DI J' 4 EX. SURGE TANK 376.22' X □ EX. OUTLET M VAULT N 0 > 24" W EX. "D-3" RESERVOIR POTABLE WATER 8.5 MG 0 0 -- 0 ~~ ~~ D Cl \ 37 . /; ,,;;;, / ~ \ I o " "' GRAPHIC SCALE o' 20' 40' 60' SCALE 1"= 20' "' "' "' I I I I I I I I I I I I I I I I I I I I I I "' "' ,,, I I I I I I I I I LEGEND DRAINAGE BASIN LIMIT -- FLOW DIRECTION "' ... "' BASIN ID NUMBER BASIN-# PERVIOUS AREA ~ DISCHARGE POINT FROM SITE 0 ( ~ ,,, ' "' ... ,,, 0 ·:ll EXISTING HYDROLOGY WORK MAP RECYCLED WATER STORAGE RESERVOIR PREPARED: 7/9/2019 AMENDED: 3/15/2022 ~ L1r_:rH1:s B:_AR :□□E:s N:_□r :MEA:suR~E 1__::TH:_EN:□RA=WIN:G 1s~No~r r::._:□ s=cAL~E. -----------------------------------------------------------------NV 5 15092 AVENUE OF SCIENCE, SUITE 200 SAN DIEGO, CA 92128 P: 858.385.0500 WWW.NV5.COM E 0 z V cL San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 NV5, Inc Time of Concentration Calculations Natural Areas Land Use = Vacant C = 0.25 Dist. = 285.00 ft. slope = 2.000 % Tc = 20.50 min. * Minimum Tc = 5 Minutes Basin Intensity Calculations 100 year P6 =2.7 in.P6 must be within P24 =4.2 in.45% to 65% of P24. P6 / P24 =64%Adjust P6 as needed. Adjusted P6= 2.70 in. Tc (D) =20.50 min. I = 2.86 in/hr Basin Flow Calculations Q =0.543 cfs C = 0.25 I = 2.86 in/hr A = 0.758 ac. NV5 Job No. 226817-0000111 Carlsbad Reclaimed Water Existing Basin Selected Frequency, 2.86 0.1 1.0 10.0 1 10 100 1000 () 3 1.18.1 s DCTC -= 645.0 644.7 -=DPI AICQ**= Basin Calcs.xlsx Intensity-Duration Design Chart Existing Basin ' ' I ' ' + + + +-+ + + +-' ' + + + +-+ + + +- t + + +-+ + + +- t ✓1 ✓ L NV5, Inc Time of Concentration Calculations Natural Areas Land Use = Vacant C = 0.25 Dist. = 285.00 ft. slope = 2.000 % Tc = 20.50 min. * Minimum Tc = 5 Minutes Basin Intensity Calculations 25 year P6 =2.1 in.P6 must be within P24 =3.2 in.45% to 65% of P24. P6 / P24 =66%Adjust P6 as needed. Adjusted P6= 2.08 in. Tc (D) =20.50 min. I = 2.21 in/hr Basin Flow Calculations Q =0.418 cfs C = 0.25 I = 2.21 in/hr A = 0.758 ac. NV5 Job No. 226817-0000111 Carlsbad Reclaimed Water Existing Basin Selected Frequency, 2.21 0.1 1.0 10.0 1 10 100 1000 () 3 1.18.1 s DCTC -= 645.0 644.7 -=DPI AICQ**= Basin Calc 25.xlsx Intensity-Duration Design Chart Existing Basin ' ' I ' ' + + + +-+ + + +-' ' + + + +-+ + + +- t + + +-+ + + +- t ✓1 ✓ t NV5, Inc Time of Concentration Calculations Natural Areas Land Use = Vacant C = 0.25 Dist. = 285.00 ft. slope = 2.000 % Tc = 20.50 min. * Minimum Tc = 5 Minutes Basin Intensity Calculations 50 year P6 =2.4 in.P6 must be within P24 =4 in.45% to 65% of P24. P6 / P24 =60%Adjust P6 as needed. Adjusted P6= 2.40 in. Tc (D) =20.50 min. I = 2.55 in/hr Basin Flow Calculations Q =0.482 cfs C = 0.25 I = 2.55 in/hr A = 0.758 ac. NV5 Job No. 226817-0000111 Carlsbad Reclaimed Water Existing Basin Selected Frequency, 2.55 0.1 1.0 10.0 1 10 100 1000 () 3 1.18.1 s DCTC -= 645.0 644.7 -=DPI AICQ**= Basin Calc 50.xlsx Intensity-Duration Design Chart Existing Basin + I + + +-+ + + +- + + + +-+ + + +- t + + +-+ + + +- t N:\226816-0000111\HH\Dwainage\2022-03-15 Drainage Study.docx 4 Appendix D Proposed Condition Hydrologic Work Map & Calculations = = = = I ~ ro ~ N N ---z V E 0 z V cL 1" RESERVOIR :LED WATER .25 MG __ EX. 20" RW------....____ \ 383.29''\ -2" RESERVOIR 'CLEO WATER 1.25 MG _ ....3~82-!-"'0B~' -X --- ACCESS ROAD -w- - -, a 1/2' I' I -- 376.22' X ~EX. 30" W 380 DI J' IF THIS BAR ODES NOT MEASURE I THEN DRAWING IS NOT TD SCALE. EX. SURGE TANK 376.22' X □ EX. OUTLET M 2 0 > 24" W EX. "D-3" RESERVOIR POTABLE WATER 8.5 MG 0 0 -- 0 ~ ~ D Cl c-;, • < ,,;;;, /" \ • • • I • < .\ < 37. \ BASIN-A 0. 758 acre Tatal 0.286 acre Impervious 0.472 acre Perviaus 376.45' X "' "' "' 0 " "' GRAPHIC SCALE o' 20' 40' 60' SCALE 1"= 20' I I I I I I I I I I I I I I I I I I I I I I "' "' "' I I I I I I I LEGEND DRAINAGE BASIN LIMIT -- FLOW DIRECTION "' ... "' BASIN ID NUMBER BASIN-# PERVIOUS AREA ~ DISCHARGE POINT FROM SITE 0 ( ~ "' ' "' ... "' 0 ·:ll PROPOSED HYDROLOGY WORK MAP RECYCLED WATER STORAGE RESERVOIR PREPARED: 7/9/2019 AMENDED: 12/20/2022 NV 5 15092 AVENUE OF SCIENCE, SUITE 200 SAN DIEGO, CA 92128 P: 858.385.0500 WWW.NV5.COM Proposed Condition Composite C Value Pervious Area (C=0.25) 0.472 Impervious Area (C=0.9) 0.286 Total Area 0.758 C Value 0.50 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Impervious Area C Value = 0.9 for Composite C calculation NV5, Inc. Time of Concentration Calculations Natural Areas Land Use = Vacant C = 0.50 Dist. = 270.00 ft. slope = 1.500 % Tc = 15.50 min. * Minimum Tc = 5 Minutes Basin Intensity Calculations 25 year P6 =2.1 in.P6 must be within P24 =3.2 in.45% to 65% of P24. P6 / P24 =66%Adjust P6 as needed. Adjusted P6= 2.08 in. Tc (D) =15.50 min. I = 2.64 in/hr Basin Flow Calculations Q =1.001 cfs C = 0.50 I = 2.64 in/hr A = 0.758 ac. NV5 Job No. 226817-0000111 Carlsbad Reclaimed Water Proposed Condition Selected Frequency, 2.64 0.1 1.0 10.0 1 10 100 1000 () 3 1.18.1 s DCTC -= 645.0 644.7 -=DPI AICQ**= Basin Calc 25.xlsx Intensity-Duration Design Chart Proposed Condition ' ' I ' ' + + + +-+ + + +-' ' + + + +-+ + + +- t + + +-+ + + +- t ✓1 ✓ t NV5, Inc. Time of Concentration Calculations Natural Areas Land Use = Vacant C = 0.50 Dist. = 270.00 ft. slope = 1.500 % Tc = 15.50 min. * Minimum Tc = 5 Minutes Basin Intensity Calculations 50 year P6 =2.4 in.P6 must be within P24 =4 in.45% to 65% of P24. P6 / P24 =60%Adjust P6 as needed. Adjusted P6= 2.40 in. Tc (D) =15.50 min. I = 3.05 in/hr Basin Flow Calculations Q =1.155 cfs C = 0.50 I = 3.05 in/hr A = 0.758 ac. NV5 Job No. 226817-0000111 Carlsbad Reclaimed Water Proposed Condition Selected Frequency, 3.05 0.1 1.0 10.0 1 10 100 1000 () 3 1.18.1 s DCTC -= 645.0 644.7 -=DPI AICQ**= Basin Calc 50.xlsx Intensity-Duration Design Chart Proposed Condition ' ' I ' ' + + + +-+ + + +-' ' + + + +-+ + + +- t + + +-+ + + +- t ✓1 ✓ NV5, Inc. Time of Concentration Calculations Natural Areas Land Use = Vacant C = 0.50 Dist. = 270.00 ft. slope = 1.500 % Tc = 15.50 min. * Minimum Tc = 5 Minutes Basin Intensity Calculations 100 year P6 =2.7 in.P6 must be within P24 =4.2 in.45% to 65% of P24. P6 / P24 =64%Adjust P6 as needed. Adjusted P6= 2.70 in. Tc (D) =15.50 min. I = 3.43 in/hr Basin Flow Calculations Q =1.299 cfs C = 0.50 I = 3.43 in/hr A = 0.758 ac. NV5 Job No. 226817-0000111 Carlsbad Reclaimed Water Proposed Condition Selected Frequency, 3.43 0.1 1.0 10.0 1 10 100 1000 () 3 1.18.1 s DCTC -= 645.0 644.7 -=DPI AICQ**= Basin Calcs.xlsx Intensity-Duration Design Chart Proposed Condition ' ' I ' ' + + + +-+ + + +-' ' + + + +-+ + + +- t + + +-+ + + +- t ✓1 ✓ N:\226816-0000111\HH\Dwainage\2022-03-15 Drainage Study.docx 5 Appendix E Hydraulic Calculations RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/21/2021 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 15 MIN. 6 HOUR RAINFALL 2.1 INCHES BASIN AREA 0.758 ACRES RUNOFF COEFFICIENT 0.5 PEAK DISCHARGE 1.001 CFS TIME (MIN) = 0 TIME (MIN)= 15 TIME (MIN) = 30 TIME (MIN) = 45 TIME (MIN) = 60 TIME (MIN) = 75 TIME (MIN) = 90 TIME (MIN)= 105 TIME (MIN)= 120 TIME (MIN)= 135 TIME (MIN)= 150 TIME (MIN)= 165 TIME (MIN)= 180 TIME (MIN)= 195 TIME (MIN)= 210 TIME (MIN) = 225 TIME (MIN) = 240 TIME (MIN) = 255 TIME (MIN) = 270 TIME (MIN) = 285 TIME (MIN) = 300 TIME (MIN)= 315 TIME (MIN) = 330 TIME (MIN) = 345 TIME (MIN) = 360 TIME (MIN) = 375 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 1.001 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 25-Year Storm RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/21/2021 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 15 MIN. 6 HOUR RAINFALL 2.4 INCHES BASIN AREA 0.758 ACRES RUNOFF COEFFICIENT 0.5 PEAK DISCHARGE 1.155 CFS TIME (MIN) = 0 TIME (MIN)= 15 TIME (MIN) = 30 TIME (MIN) = 45 TIME (MIN) = 60 TIME (MIN) = 75 TIME (MIN) = 90 TIME (MIN)= 105 TIME (MIN)= 120 TIME (MIN)= 135 TIME (MIN)= 150 TIME (MIN)= 165 TIME (MIN)= 180 TIME (MIN)= 195 TIME (MIN)= 210 TIME (MIN) = 225 TIME (MIN) = 240 TIME (MIN) = 255 TIME (MIN) = 270 TIME (MIN) = 285 TIME (MIN) = 300 TIME (MIN)= 315 TIME (MIN) = 330 TIME (MIN) = 345 TIME (MIN) = 360 TIME (MIN) = 375 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.4 DISCHARGE (CFS) = 1.155 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 50-Year Storm RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 6/29/2021 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 15 MIN. 6 HOUR RAINFALL 2.7 INCHES BASIN AREA 0.758 ACRES RUNOFF COEFFICIENT 0.5 PEAK DISCHARGE 1.299 CFS TIME (MIN) = 0 TIME (MIN)= 15 TIME (MIN) = 30 TIME (MIN) = 45 TIME (MIN) = 60 TIME (MIN) = 75 TIME (MIN) = 90 TIME (MIN)= 105 TIME (MIN)= 120 TIME (MIN)= 135 TIME (MIN)= 150 TIME (MIN)= 165 TIME (MIN)= 180 TIME (MIN)= 195 TIME (MIN)= 210 TIME (MIN) = 225 TIME (MIN) = 240 TIME (MIN) = 255 TIME (MIN) = 270 TIME (MIN) = 285 TIME (MIN) = 300 TIME (MIN)= 315 TIME (MIN) = 330 TIME (MIN) = 345 TIME (MIN) = 360 TIME (MIN) = 375 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 0.4 DISCHARGE (CFS) = 1.299 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 1 00-Year Storm Hydraflow Table of Contents N:\226816-0000111\HH\Dwainage\Hydraflow 4.gpw Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 25 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, Manual, 1................................................................................................... 4 Hydrograph No. 2, Reservoir, 1................................................................................................ 5 Pond Report - Biobasin........................................................................................................ 6 50 - Year Summary Report......................................................................................................................... 7 Hydrograph Reports................................................................................................................... 8 Hydrograph No. 1, Manual, 1................................................................................................... 8 Hydrograph No. 2, Reservoir, 1................................................................................................ 9 100 - Year Summary Report....................................................................................................................... 10 Hydrograph Reports................................................................................................................. 11 Hydrograph No. 1, Manual, 1................................................................................................. 11 Hydrograph No. 2, Reservoir, 1.............................................................................................. 12 IDF Report.................................................................................................................. 13 1 1 Watershed Model SchematicHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Project: N:\226816-0000111\HH\Dwainage\Hydraflow 4.gpw Tuesday, 12 / 20 / 2022 Hyd.Origin Description Legend 1 Manual 1 2 Reservoir 1 1 2.. Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual ------ ------- ------- ------- ------- ------- 1.000 1.150 1.300 1 2 Reservoir 1 ------- ------- ------- ------- ------- 0.231 0.304 0.379 1 Proj. file: N:\226816-0000111\HH\Dwainage\Hydraflow 4.gpw Tuesday, 12 / 20 / 2022 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Manual 1.000 15 255 3,150 ------ ------ ------ 1 2 Reservoir 0.231 15 270 3,042 1 372.49 2,202 1 N:\226816-0000111\HH\Dwainage\Hydraflow 4.gpwReturn Period: 25 Year Tuesday, 12 / 20 / 2022 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Hyd. No. 1 1 Hydrograph type = Manual Peak discharge = 1.000 cfs Storm frequency = 25 yrs Time to peak = 255 min Time interval = 15 min Hyd. volume = 3,150 cuft 4 0 60 120 180 240 300 360 420 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 1 Hyd. No. 1 -- 25 Year Hyd No. 1 -- -- - ;/ / I'" Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Hyd. No. 2 1 Hydrograph type = Reservoir Peak discharge = 0.231 cfs Storm frequency = 25 yrs Time to peak = 270 min Time interval = 15 min Hyd. volume = 3,042 cuft Inflow hyd. No. = 1 - 1 Max. Elevation = 372.49 ft Reservoir name = Biobasin Max. Storage = 2,202 cuft Storage Indication method used. 5 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 1920 2040 2160 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 1 Hyd. No. 2 -- 25 Year Hyd No. 2 Hyd No. 1 Total storage used = 2,202 cuft j 1 1111111111 111111111 Pond Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Pond No. 1 - Biobasin Pond Data Trapezoid -Bottom L x W = 25.0 x 39.0 ft, Side slope = 0.00:1, Bottom elev. = 367.75 ft, Depth = 4.25 ft, Voids = 40.00%Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 372.01 ft Stage / Storage Table Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 367.75 975 0 0 0.43 368.17 975 166 166 0.85 368.60 975 166 332 1.27 369.02 975 166 497 1.70 369.45 975 166 663 2.13 369.88 975 166 829 2.55 370.30 975 166 995 2.97 370.73 975 166 1,160 3.40 371.15 975 166 1,326 3.83 371.58 975 166 1,492 4.25 372.00 975 166 1,658 4.26 372.01 975 10 1,667 4.75 372.50 1,318 562 2,229 5.25 373.00 1,675 748 2,977 5.55 373.30 1,938 542 3,519 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr][A] [B] [C] [D] Rise (in)= 8.00 0.75 4.00 Inactive Span (in)= 8.00 0.75 4.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 367.75 368.00 372.08 0.00 Length (ft)= 50.00 0.00 0.00 0.00 Slope (%)= 15.00 0.00 0.00 n/a N-Value = .012 .012 .012 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 6.00 Inactive 0.00 0.00 Crest El. (ft)= 372.80 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 Rect --- --- Multi-Stage = Yes No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Stage (ft) 0.00 367.75 1.00 368.75 2.00 369.75 3.00 370.75 4.00 371.75 5.00 372.75 6.00 373.75 Elev (ft) Discharge (cfs) Stage / Discharge Total Q ----::,r Hydrograph Summary Report 7 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Manual 1.150 15 255 3,645 ------ ------ ------ 1 2 Reservoir 0.304 15 270 3,537 1 372.70 2,482 1 N:\226816-0000111\HH\Dwainage\Hydraflow 4.gpwReturn Period: 50 Year Tuesday, 12 / 20 / 2022 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Hyd. No. 1 1 Hydrograph type = Manual Peak discharge = 1.150 cfs Storm frequency = 50 yrs Time to peak = 255 min Time interval = 15 min Hyd. volume = 3,645 cuft 8 0 60 120 180 240 300 360 420 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 1 Hyd. No. 1 -- 50 Year Hyd No. 1 -- - I / I'" Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Hyd. No. 2 1 Hydrograph type = Reservoir Peak discharge = 0.304 cfs Storm frequency = 50 yrs Time to peak = 270 min Time interval = 15 min Hyd. volume = 3,537 cuft Inflow hyd. No. = 1 - 1 Max. Elevation = 372.70 ft Reservoir name = Biobasin Max. Storage = 2,482 cuft Storage Indication method used. 9 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 1920 2040 2160 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 1 Hyd. No. 2 -- 50 Year Hyd No. 2 Hyd No. 1 Total storage used = 2,482 cuft ~111111 1111 111111111 Hydrograph Summary Report 10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Manual 1.300 15 255 3,960 ------ ------ ------ 1 2 Reservoir 0.379 15 270 3,852 1 372.86 2,689 1 N:\226816-0000111\HH\Dwainage\Hydraflow 4.gpwReturn Period: 100 Year Tuesday, 12 / 20 / 2022 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Hyd. No. 1 1 Hydrograph type = Manual Peak discharge = 1.300 cfs Storm frequency = 100 yrs Time to peak = 255 min Time interval = 15 min Hyd. volume = 3,960 cuft 11 0 60 120 180 240 300 360 420 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 1 Hyd. No. 1 -- 100 Year Hyd No. 1 - -- - / - V / I'" Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018.3 Tuesday, 12 / 20 / 2022 Hyd. No. 2 1 Hydrograph type = Reservoir Peak discharge = 0.379 cfs Storm frequency = 100 yrs Time to peak = 270 min Time interval = 15 min Hyd. volume = 3,852 cuft Inflow hyd. No. = 1 - 1 Max. Elevation = 372.86 ft Reservoir name = Biobasin Max. Storage = 2,689 cuft Storage Indication method used. 12 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800 1920 2040 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 1 Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 2,689 cuft ~ 111111 111 111111111 Worksheet for 6" Pipe @ 2% Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient ft/ft0.020Channel Slope in6.0Diameter cfs0.38Discharge Results in2.9Normal Depth ft²0.1Flow Area ft0.8Wetted Perimeter in1.5Hydraulic Radius ft0.50Top Width in3.8Critical Depth %48.7Percent Full ft/ft0.009Critical Slope ft/s4.00Velocity ft0.25Velocity Head ft0.49Specific Energy 1.618Froude Number cfs0.85Maximum Discharge cfs0.79Discharge Full ft/ft0.005Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth Profile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %48.7Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in2.9Normal Depth in3.8Critical Depth ft/ft0.020Channel Slope ft/ft0.009Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/20/2022 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipecalcs.fm8 Worksheet for 6" Pipe @ 20% Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient ft/ft0.230Channel Slope in6.0Diameter cfs0.38Discharge Results in1.5Normal Depth ft²0.0Flow Area ft0.5Wetted Perimeter in0.9Hydraulic Radius ft0.44Top Width in3.8Critical Depth %25.4Percent Full ft/ft0.009Critical Slope ft/s9.67Velocity ft1.45Velocity Head ft1.58Specific Energy 5.683Froude Number cfs2.89Maximum Discharge cfs2.69Discharge Full ft/ft0.005Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth Profile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %25.4Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in1.5Normal Depth in3.8Critical Depth ft/ft0.230Channel Slope ft/ft0.009Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/20/2022 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipecalcs.fm8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Sep 14 2021 Existing Rock Lined Channel User-defined Invert Elev (ft) = 352.00 Slope (%) = 13.80 N-Value = 0.400 Calculations Compute by: Known Q Known Q (cfs) = 26.80 (Sta, El, n)-(Sta, El, n)... ( 0.00, 355.00)-(6.29, 352.00, 0.400)-(10.54, 352.00, 0.400)-(16.42, 354.30, 0.400) Highlighted Depth (ft) = 1.95 Q (cfs) = 26.80 Area (sqft)= 17.13 Velocity (ft/s)= 1.56 Wetted Perim (ft) = 14.13 Crit Depth, Yc (ft) = 0.91 Top Width (ft)= 13.32 EGL (ft)= 1.99 -2 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 351.00 -1.00 352.00 0.00 353.00 1.00 354.00 2.00 355.00 3.00 356.00 4.00 Sta (ft) - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - , __ -~ ~ -±_ - -- --- -- -~ ---/- - --- - --/ - - - " - - -- - -r_ - - -~ ~ - - - ---- - -\ - - - - -- - - - - - - - - - - - - - -