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HomeMy WebLinkAboutDrainage Report The Courtyards of Carmel Section 2 Page 1 Kimley-Horn Project 170177004 The Courtyards of Carmel, Section 2 Northeast corner of 136th Street and Keystone Avenue Carmel, Hamilton County, Indiana Drainage Report Original: May 19, 2021 Revised: September 23, 2021 Prepared For: Epcon Communities, Inc. 500 Stonehenge Parkway Dublin, Ohio 43015 Prepared By: Kimley-Horn and Associates, Inc. Tristen Carrithers 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 912-4129 INSR ADDLSUBRLTRINSR WVD DATE (MM/DD/YYYY) PRODUCER CONTACTNAME: FAXPHONE(A/C, No):(A/C, No, Ext): E-MAILADDRESS: INSURER A : INSURED INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : POLICY NUMBER POLICY EFF POLICY EXPTYPE OF INSURANCE LIMITS(MM/DD/YYYY) (MM/DD/YYYY) COMMERCIAL GENERAL LIABILITY AUTOMOBILE LIABILITY UMBRELLA LIAB EXCESS LIAB WORKERS COMPENSATION AND EMPLOYERS' LIABILITY DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AUTHORIZED REPRESENTATIVE INSURER(S) AFFORDING COVERAGE NAIC # Y / N N / A (Mandatory in NH) ANY PROPRIETOR/PARTNER/EXECUTIVEOFFICER/MEMBER EXCLUDED? 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A statement on this certificate does not confer any rights to the certificate holder in lieu of such endorsement(s). COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: CERTIFICATE HOLDER CANCELLATION © 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORDACORD 25 (2016/03) ACORDTM CERTIFICATE OF LIABILITY INSURANCE National Union Fire Ins. Co. Allied World Assurance Company (U.S.) Everest National Ins Co New Hampshire Ins. Co. Lloyds of London 3/27/2021 Greyling Ins. Brokerage/EPIC 3780 Mansell Road, Suite 370 Alpharetta, GA 30022 Jerry Noyola 770-220-7699 jerry.noyola@greyling.com Kimley-Horn and Associates, Inc. 421 Fayetteville Street, Suite 600 Raleigh, NC 27601 19445 19489 10120 23841 085202 21-22 AX X X Contractual Liab XX GL5268169 04/01/2021 04/01/2022 1,000,000 500,000 25,000 1,000,000 2,000,000 2,000,000 A X XX CA4489663 04/01/2021 04/01/2022 2,000,000 B C X X X X 10,000 03127930 XC8EX00363211 04/01/2021 04/01/2021 04/01/2022 04/01/2022 5,000,000 5,000,000 D A N WC015893685 (AOS) WC015893686 (CA) 04/01/2021 04/01/2021 04/01/2022 04/01/2022 X 1,000,000 1,000,000 1,000,000 E Professional Liab B0146LDUSA2104949 04/01/2021 04/01/2022 Per Claim $2,000,000 Aggregate $2,000,000 Re: Master Service Agreement. M/I Homes Inc. and its subsidiaries and affiliates are named as Additional Insureds with respects to General & Automobile Liability where required by written contract. The above referenced liability policies with the exception of workers compensation and professional liability are primary & non-contributory where required by written contract. Waiver of Subrogation in favor of Additional Insured(s) where required by written contract & allowed by law. Should any of the above described policies (See Attached Descriptions) M/I Homes Inc. and its subsidiaries and affiliates Jodi Rana 8425 Woodfield Crossing Boulevard, 100W Indianapolis, IN 46240-0000 1 of 2#S2657511/M2652705 KIMLHORNClient#: 25320 JNOY1 The Courtyards of Carmel Section 2 Page 2 Kimley-Horn Project 170177004 TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Basin Conditions Appendix C: Master Plan Proposed ICPR Pond Calculations and Basin Map Appendix D: Section 2 Proposed ICPR Pond Calculations and Basin Map Appendix E: Master Plan Proposed Pipe Sizing Calculations and Basin Map Appendix F: Inlet Capacity, Gutter Spread and Water Quality Calculations The Courtyards of Carmel Section 2 Page 3 Kimley-Horn Project 170177004 1.0 Project Summary Project Name: The Courtyards of Carmel Section 2 Location: Northeast corner of 136th Street and Keystone Avenue Carmel, Hamilton County, Indiana Report Type: Drainage Report Reviewing Agency: City of Carmel / Hamilton County Surveyor’s Office Basin Runoff Calculations: SCS Method – ICPR Modeling, Rational Method Stormwater Quality: Wet Detention Ponds, Dry Basin, Sump Inlets with Snouts and Mechanical BMP Structures Stormwater Quantity: Wet Detention Ponds and Dry Basin Design Standards: City of Carmel Stormwater Technical Standards 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Epcon Communities, Inc. to provide civil engineering services for the proposed single-family residential subdivision development of this property to be known as the “The Courtyards of Carmel” subdivision. The overall project site contains approximately 60 acres of land. This site will be constructed in multiple phases. This fully developed site will drain through storm sewers into two detention ponds and a dry basin that will detain the stormwater for this site to meet allowable release rates. The storm outlet for this site is at the southern end of the site through an existing culvert under Keystone Avenue. The overall project will consist of road, utility infrastructure and mass grading construction for the development of this subdivision. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0226G November 19, 2014, provided in Appendix A, the entire overall site resides within Zone X Flood Hazard Area. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soils and percentages are shown in Appendix A for the NRCS Web Soil Survey information. Existing Site Conditions This project site consists of mostly agriculture with some woods. The site mostly drains from north to south. There is an abandoned home on this site that is considered a Historic Home site and will be preserved. 7.70 Acres of the northern side of this site drains to the northwest. The rest of the site drains from north to south, with the remaining 52.80 acres being affected by depressional storage on the west side of the site, and ultimately draining to an existing outlet under Keystone Avenue. Section 1 of this project is under construction and will include the full build out of the two wet detention ponds and dry basin that will serve as the detention for the entire site development. The Courtyards of Carmel Section 2 Page 4 Kimley-Horn Project 170177004 4.0. Proposed Conditions The proposed site will drain via sheet and shallow concentrated flow to the inlets provided within the proposed sewer on site. The proposed development utilizes storm pipes to convey the runoff from the future lots to the wet detention ponds and dry basin constructed as part of Section 1 located within the site. The detention design for storm runoff was designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual and the Hamilton County Surveyor’s Office Allowable Release Rates. Refer to Appendix B for Proposed Conditions Drainage Map. This Section 2 drainage report is consistent with the previously submitted overall master drainage report for Section 1. The only adjustments were as follows: acreages for some SSA basins in the northwestern corner of Section 2 were altered for accuracy, along with the Direct 2 Basin that runs along Keystone Parkway. An interim SSA report was created to reflect that the built infrastructure will be able to accommodate the runoff from existing conditions from future Section 3. This is not anticipated to adversely affect either wet detention pond because the two are essentially in equilibrium. The wet detention ponds and dry basin constructed with Section 1 have been designed to detain the entirety of the developed portion of the project site. The proposed ponds will detain the onsite storm runoff with controlled outlet structures to meet required release rates. ICPR Storm Modeling was used to determine that the proposed release rates for the site will meet the allowable release rates defined by the Hamilton County Surveyor’s Office. The entire area surrounding this project site has been developed and storm water has been mostly accounted for except for a small 0.4 acre offsite area at the far northeast corner of the project and two existing pipes, one being 30” and the other being 18”, that discharge onto the site from a subdivision to the east. These 0.4 acre offsite basin to our north is almost negligible and does not cause impact to our detention so we are accounting for detaining this 0.4 acres. The existing 30” pipe discharges directly to the creek and is not detained. The existing 18” pipe is being conveyed by a proposed new 18” pipe under the entrance roadway and then follow it’s original natural drainage pattern. This new 18” pipe was added so that water can continue to be conveyed to an existing wetland on the opposite (west) side of the new road. There are two areas that will remain undisturbed upon the overall development of the project (6.13 acres) and this acreage has been removed from the current Outlet 2 watershed acres to the south on this project. So, of the current 52.80 acres that currently sheds to the south, with the undisturbed acreage subtracted equals 46.67 acres that is used to calculate the allowable release rates shown in the table below. The table below indicates the proposed and existing runoff from the site using the SCS Curve Number method. Note: Post developed runoff to Outlet 1 was calculated using the rational method as basin was too small (0.05 Ac) for ICPR modeling to calculate any runoff flow from BAS M. We used a runoff coefficient of 0.85 for pavement and a 5 minute time of concentration to calculate the flows provided for Outlet 1 in the table below. Discharge to Outlet 1A is only the remaining undisturbed 0.48 acres runoff that currently goes there today. The 0.72 acres of this existing basin we are disturbing is designed to be collected and brought into our drainage system. Therefore, reducing the current 1.2 acres draining to Oultet 1A down to 0.48 acres. The Courtyards of Carmel Section 2 Page 5 Kimley-Horn Project 170177004 2-YEAR 10-YEAR 100-YEAR PRE-DEVELOPED OUTLET 1 3.55 cfs 8.08 cfs 20.37 cfs PRE-DEVELOPED OUTLET 1A 0.97 cfs 2.04 cfs 4.77 cfs PRE-DEVELOPED OUTLET 2 63.42 cfs 88.44 cfs 141.53 cfs Allowable Discharge to Outlet 1 -0.65cfs (0.1 x 6.50 Ac) 1.95 cfs (0.3 x 6.50 Ac) Allowable Discharge to Outlet 2 -4.67 cfs (0.1 x 46.67 Ac) 14.00 cfs (0.3 x 46.56 Ac) Flow From Offsite Basin (0.4 Ac.)0.50 cfs 1.01 cfs 2.29 cfs POST DEVELOPED Outlet 1 0.11 cfs 0.16 cfs 0.27 cfs Outlet 1A (Undisturbed 0.48 Ac. Flow)0.11 cfs 0.34 cfs 1.27 cfs Outlet 2 (w/o Offsite)2.24 cfs 4.54 cfs 11.50 cfs Stormwater Quality Stormwater quality treatment will be provided with the two wet detention ponds and one dry basin constructed with Section 1 as well as two mechanical BMP structures constructed as part of Section 2. Other areas with storm sewers that are only collecting small areas of runoff will be designed with sump inlets with snouts in the downstream curb inlet structures. Outlet control structures are proposed to slow initial rain events first flush and allow pollutants and sediment to settle out in the pond before leaving the site. The two ponds in series, dry basin (all with outlet control structures), two mechanical BMP structures along with the sump inlets with snouts will provide excellent water quality treatment for this site. Existing Wetland Impact There are two existing wetlands on the site – one upstream of the proposed culvert as well as one downstream. It is anticipated that there will not be any adverse effects on the wetlands due to this development. Water that would normally drain to the downstream wetland is now being detained by mostly by Lake 1, slowing it down and ultimately allowing less water to reach the wetland. An 18” pipe, identical in size to the existing pipe from the Smokey Hollow subdivision to the east of the project site, will be used to convey existing runoff to the wetland to prevent it from drying up. If for any reason the new proposed 18” pipe were clogged or could not handle this existing flow, runoff from the existing pipe will divert to the roadside swale which is designed to wrap around the north side of the proposed roadway and ultimately to the creek. Based on the location of the upstream wetland and its proximity to the eastern border of the site, it is anticipated that there will be some increased wet conditions to the south, but these conditions should return back to existing levels by the time the wetland is reached. There is also no proposed disturbance near this northern wetland. The Courtyards of Carmel Section 1 Page 6 Kimley-Horn Project 170177003 Appendix A: Project Site Maps 9 Custom Soil Resource Report Soil Map 442660044267004426800442690044270004427100442720044273004427400442660044267004426800442690044270004427100442720044273004427400575200 575300 575400 575500 575600 575700 575800 575200 575300 575400 575500 575600 575700 575800 39° 59' 37'' N 86° 7' 12'' W39° 59' 37'' N86° 6' 43'' W39° 59' 7'' N 86° 7' 12'' W39° 59' 7'' N 86° 6' 43'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,520 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. The Courtyards of Carmel Section 1 Page 6 Kimley-Horn Project 170177003 Appendix B: Existing Basin Conditions PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 80.1% C 0.0% D 19.9% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Cultivated Land No Conservation Treatment 0.45 83 89 Fully Developed Residential 1/8 Acre Lots 0.45 86 90 (65% Impervious) Fully Developed Residential 1/4 Acre Lots 0.45 77 84 (38% Impervious) Fully Developed Residential 1/2 Acre Lots 0.35 73 81 (25% Impervious) Undeveloped Wooded Good Cover 0.20 59 71 Fully Developed Open Space Good Condition (>75% Cover)0.30 65 75 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Residential - 1/2 Acre Lots Cultivated Land - No Conservation Treatment Residential - 1/8 Acre Lots Wooded - Good Cover Open Space - Good Condition (>75% Cover)Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group BAS EXA - 27.92 24.88 52.80 0.33 72 81 BAS EXC - 4.30 - 2.20 -6.50 0.37 75 83 BAS EXD - 1.00 0.20 1.20 0.41 79 86 BAS OFF 0.40 - ---0.40 0.35 73 81 Courtyards of Carmel 1A TMC 15-Jul-21 Site Soil Weighted C Cover Type Condition Basin Soil Group Weighted CN Area (ac) PROJECT:Courtyards of Carmel 1A BY:TMC DATE:7/15/2021 TIME OF CONCENTRATION CALCULATION POST PROJECT WATERSHED CONDITIONS (ICPR) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW OPEN CHANNEL / PIPE FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4)Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) =2.64 V = (1.49/n)*R^(2/3)*s^(1/2) Basin Length Condition Slope Manning's Tc1 Length Condition Vavg Tc2 Length Vavg Tc3 TcTOTAL * (ft) (ft/ft) "n" (min) (ft) TR-55 Fig. 3-1 (ft/s) (min) (ft) (ft/s) (min) (min) BAS EXA 100 Grass 0.0100 0.150 14.2 1650 Gutter/Swale 2.00 13.8 2.50 0.00 28.0 BAS EXC 100 Grass 0.0100 0.150 14.2 835 Gutter/Swale 2.00 7.0 2.50 0.00 21.2 BAS EXD 100 Grass 0.0100 0.150 14.2 170 Gutter/Swale 2.00 1.4 2.50 0.00 15.7 BAS OFF 50 Grass 0.0100 0.150 8.2 0 Gutter/Swale 2.00 0.0 2.50 0.00 8.2 K:\IND_LDEV\170177003.1_Epcon_Courtyards_of_Carmel_Carmel_IN\2 Design\Drainage\Drainage Report Rev_0\Drainage Calculations\Pre-Developed TCs.xlsx JBS 1 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Simple Basin: BAS EXA Scenario:Icpr3 Node:Depressional Storage Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:28.0000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:52.8000 ac Curve Number:72.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS EXA [Icpr3] JBS 2 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Simple Basin: BAS EXC Scenario:Icpr3 Node:EX OUTLET 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:21.2000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.5000 ac Curve Number:75.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS EXC [Icpr3] JBS 3 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Simple Basin: BAS EXD Scenario:Icpr3 Node:EX OUTLET 1A Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.2000 ac Curve Number:79.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS EXD [Icpr3] JBS 4 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Simple Basin: BAS OFF Scenario:Icpr3 Node:Depressional Storage Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.2000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4000 ac Curve Number:73.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS OFF [Icpr3] JBS 5 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Node: Depressional Storage Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:811.00 ft Warning Stage:815.00 ft Stage [ft]Area [ac]Area [ft2] 811.00 0.0100 436 812.00 0.3900 16988 Comment: Node Stage w/Warning Stage: Depressional Storage [Icpr3] Node: EX OUTLET 1 Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs JBS 6 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Initial Stage:827.00 ft Warning Stage:835.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 827.00 0 0 0 12.0000 835.00 0 0 0 30.0000 827.00 Comment: Node Stage w/Warning Stage: EX OUTLET 1 [Icpr3] Node: EX OUTLET 1A Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:827.00 ft Warning Stage:835.00 ft JBS 7 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 827.00 0 0 0 12.0000 835.00 0 0 0 30.0000 827.00 Comment: Node Stage w/Warning Stage: EX OUTLET 1A [Icpr3] Node: EX OUTLET 2 Scenario:Icpr3 Type:Time/Stage Base Flow:45.00 cfs Initial Stage:804.00 ft Warning Stage:812.00 ft Boundary Stage: JBS 8 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Year Month Day Hour Stage [ft] 0 0 0 0.0000 804.00 0 0 0 12.0000 812.00 0 0 0 30.0000 804.00 Comment: Node Stage w/Warning Stage: EX OUTLET 2 [Icpr3] Weir Link: Dep Storage - Outlet 2 Scenario:Icpr3 From Node:Depressional Storage To Node:EX OUTLET 2 Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Broad Crested Vertical Geometry Type:Trapezoidal Invert:812.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients JBS 9 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Control Elevation:812.00 ft Max Depth:0.50 ft Extrapolation Method:Normal Projection Bottom Width:16.00 ft Left Slope:3.000 (h:v) Right Slope:3.000 (h:v) Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Simulation: 002yr Scenario:Icpr3 Run Date/Time:8/5/2021 4:54:29 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables JBS 10 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:2.66 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:8/5/2021 4:54:43 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 JBS 11 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global JBS 12 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:8/5/2021 4:55:05 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File JBS 13 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Depressional Storage 002yr 815.00 812.52 -0.0010 20.28 18.42 16988 Depressional Storage 010yr 815.00 813.32 0.0010 50.52 43.44 16988 JBS 14 C:\ICPR4\Courtyards of Carmel MP\Courtyards of Carmel Pre-Developed Model\8/5/2021 17:01 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Depressional Storage 100yr 815.00 817.51 -0.0010 135.62 96.53 16988 EX OUTLET 1 002yr 835.00 835.00 0.0111 3.55 0.00 0 EX OUTLET 1 010yr 835.00 835.00 0.0111 8.08 0.00 0 EX OUTLET 1 100yr 835.00 835.00 0.0111 20.37 0.00 0 EX OUTLET 1A 002yr 835.00 835.00 0.0111 0.97 0.00 0 EX OUTLET 1A 010yr 835.00 835.00 0.0111 2.04 0.00 0 EX OUTLET 1A 100yr 835.00 835.00 0.0111 4.77 0.00 0 EX OUTLET 2 002yr 812.00 812.00 0.0111 63.42 0.00 0 EX OUTLET 2 010yr 812.00 812.00 0.0111 88.44 0.00 0 EX OUTLET 2 100yr 812.00 812.00 0.0111 141.53 0.00 0 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BAS EXA 002yr 20.15 12.2000 2.66 0.62 52.8000 72.0 0.00 0.00 BAS EXC 002yr 3.55 12.0833 2.66 0.75 6.5000 75.0 0.00 0.00 BAS EXD 002yr 0.97 11.9500 2.66 0.95 1.2000 79.0 0.00 0.00 BAS OFF 002yr 0.24 11.8333 2.66 0.66 0.4000 73.0 0.00 0.00 BAS EXA 010yr 50.24 12.1667 3.83 1.34 52.8000 72.0 0.00 0.00 BAS EXC 010yr 8.08 12.0500 3.83 1.54 6.5000 75.0 0.00 0.00 BAS EXD 010yr 2.04 11.9333 3.83 1.83 1.2000 79.0 0.00 0.00 BAS OFF 010yr 0.65 11.8167 3.83 1.41 0.4000 73.0 0.00 0.00 BAS EXA 100yr 134.92 12.1333 6.46 3.38 52.8000 72.0 0.00 0.00 BAS EXC 100yr 20.37 12.0167 6.46 3.68 6.5000 75.0 0.00 0.00 BAS EXD 100yr 4.77 11.9167 6.46 4.10 1.2000 79.0 0.00 0.00 BAS OFF 100yr 1.79 11.8167 6.46 3.48 0.4000 73.0 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] Dep Storage - Outlet 2 002yr 18.42 0.00 -0.07 2.11 2.11 2.11 Dep Storage - Outlet 2 010yr 43.44 0.00 -0.08 4.96 4.96 4.96 Dep Storage - Outlet 2 100yr 96.53 0.00 0.08 11.03 11.03 11.03 SMOKEY HOLLOW PLACE SMOKEY RIDGE TRACESMOKEY RIDGE TRAILSMOKEY RIDGE LANEDRIFTWOOD DRIVEMILLGATE DRIVELAURA VISTA DRIVE MATT STREET MARALICE DRIVEMILLGATE COURTKEYSTONE PARKWAY (US 431)136TH STREETKEYSTONE PARKWAY (US 431)KEYSTONE PARKWAY (US 431)DRIFTWOODCIRCLEPRE-DEVELOPEDBASIN MAPEXNORTH©THE COURTYARDSOF CARMEL The Courtyards of Carmel Section 1 Page 8 Kimley-Horn Project 170177003 Appendix C: Master Plan Proposed ICPR Pond Calculations and Basin Map PROJECT:Courtyards of Carmel Master Plan BY:TMC DATE:8/5/2021 TIME OF CONCENTRATION CALCULATION POST PROJECT WATERSHED CONDITIONS (ICPR) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW OPEN CHANNEL / PIPE FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4)Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) =2.64 V = (1.49/n)*R^(2/3)*s^(1/2) Basin Length Condition Slope Manning's Tc1 Length Condition Vavg Tc2 Length Vavg Tc3 TcTOTAL * (ft)(ft/ft) "n" (min) (ft) TR-55 Fig. 3-1 (ft/s) (min) (ft) (ft/s) (min) (min) Bas L1 100 Grass 0.0100 0.150 14.2 355 Gutter/Swale 2.00 3.0 100 2.50 0.67 17.9 Bas L2 100 Grass 0.0100 0.150 14.2 235 Gutter/Swale 2.00 2.0 0 2.50 0.00 16.2 Bas DB 100 Grass 0.0100 0.150 14.2 365 Gutter/Swale 2.00 3.0 125 2.50 0.83 18.1 Bas Direct 1 35 Grass 0.0100 0.150 6.1 0 Gutter/Swale 2.00 0.0 0 2.50 0.00 6.1 Bas Direct 2 100 Grass 0.0100 0.150 14.2 180 Gutter/Swale 2.00 1.5 0 2.50 0.00 15.7 Bas Off 70 Grass 0.0100 0.150 10.7 0 Gutter/Swale 2.00 0.0 0 2.50 0.00 10.7 Bas 549A 100 Grass 0.0100 0.150 14.2 261 Gutter/Swale 2.00 2.2 50 2.50 0.33 16.7 Bas 618 100 Grass 0.0100 0.150 14.2 215 Gutter/Swale 2.00 1.8 1540 2.50 10.27 26.3 Bas 622 55 Grass 0.0100 0.150 8.8 115 Gutter/Swale 2.00 1.0 2165 2.50 14.43 24.2 Bas 648 100 Grass 0.0100 0.150 14.2 165 Gutter/Swale 2.00 1.4 1170 2.50 7.80 23.4 UD Bas 3 80 Grass 0.0100 0.150 11.9 95 Gutter/Swale 2.00 0.8 0 2.50 0.00 12.7 Bas M 5 Grass 0.0100 0.150 1.3 35 Gutter/Swale 2.00 0.3 0 2.50 0.00 5.0 K:\IND_LDEV\170177003.1_Epcon_Courtyards_of_Carmel_Carmel_IN\2 Design\Drainage\Drainage Report Rev_0\Drainage Calculations\ICPR MP TCs.xlsx PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 80.1% C 0.0% D 19.9% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Cultivated Land No Conservation Treatment 0.45 83 89 Fully Developed Residential 1/8 Acre Lots 0.45 86 90 (65% Impervious) Fully Developed Residential 1/4 Acre Lots 0.45 77 84 (38% Impervious) Fully Developed Residential 1/2 Acre Lots 0.35 73 81 (25% Impervious) Fully Developed Impervious Paved 0.95 98 98 Fully Developed Open Space Good Condition (>75% Cover)0.30 65 75 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Residential - 1/2 Acre Lots Cultivated Land - No Conservation Treatment Residential - 1/8 Acre Lots Impervious - Paved Open Space - Good Condition (>75% Cover)Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group Bas L1 - - 1.93 -4.01 2.64 8.58 0.55 78 85 Bas L2 - - 1.44 -0.88 0.5 2.82 0.50 77 84 Bas DB - - - 0.61 1.26 0.01 1.88 0.51 76 83 Bas Direct 1 - - - -0.5 -0.50 0.30 65 75 Bas Direct 2 - - - 0.27 1.46 -1.73 0.40 70 79 Bas Off - - - -0.4 -0.40 0.30 65 75 Bas 549A - - 0.67 ---0.67 0.45 77 84 Bas 618 - - 19.59 -1.61 -21.20 0.44 76 83 Bas 622 - - 9.84 -2.49 -12.33 0.42 75 82 Bas 648 - - 1.20 -2.50 -3.70 0.35 69 78 Bas M - - - 0.04 0.01 -0.05 0.82 91 93 UD Bas 3 - - --0.48 -0.48 0.30 65 75 Courtyards of Carmel Master Plan TMC 5-Aug-21 Site Soil Weighted C Cover Type Condition Basin Soil Group Weighted CN Area (ac) JBS 1 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: BAS M Scenario:Icpr3 Node:OUTLET 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:999999.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0500 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS M [Icpr3] JBS 2 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas 549A Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:16.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6700 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 549A [Icpr3] JBS 3 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas 618 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:26.3000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:21.2000 ac Curve Number:83.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 618 [Icpr3] JBS 4 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas 622 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.2000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:12.3300 ac Curve Number:82.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 622 [Icpr3] JBS 5 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas 648 Scenario:Icpr3 Node:Lake 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:23.4000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.3000 ac Curve Number:78.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 648 [Icpr3] JBS 6 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas DB Scenario:Icpr3 Node:Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:18.1000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.8800 ac Curve Number:83.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas DB [Icpr3] JBS 7 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas L1 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:17.9000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:Uh484 Peaking Factor:484.0 Area:8.5800 ac Curve Number:85.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: Bas L1 [Icpr3] JBS 8 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas L2 Scenario:Icpr3 Node:Lake 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:16.2000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:Uh484 Peaking Factor:484.0 Area:2.8200 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: Bas L2 [Icpr3] JBS 9 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Bas Off Scenario:Icpr3 Node:Offsite Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4000 ac Curve Number:75.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas Off [Icpr3] JBS 10 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Direct 1 Scenario:Icpr3 Node:OUTLET 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5000 ac Curve Number:75.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Direct 1 [Icpr3] JBS 11 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: Direct 2 Scenario:Icpr3 Node:OUTLET 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.7300 ac Curve Number:79.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Direct 2 [Icpr3] JBS 12 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Simple Basin: UD BAS 3 Scenario:Icpr3 Node:OUTLET 1A Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:12.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:65.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: UD BAS 3 [Icpr3] JBS 13 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Node: Dry Basin Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:807.00 ft Warning Stage:810.00 ft Stage [ft]Area [ac]Area [ft2] 807.00 0.0900 3920 808.00 0.1100 4792 809.00 0.1300 5663 810.00 0.1500 6534 811.00 0.1700 7405 806.00 0.0100 436 Comment: Node Stage w/Warning Stage: Dry Basin [Icpr3] JBS 14 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Node: Lake 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.00 ft Warning Stage:818.00 ft Stage [ft]Area [ac]Area [ft2] 813.00 2.6400 114998 814.00 2.8400 123710 815.00 3.0400 132422 816.00 3.2400 141134 817.00 3.4400 149846 818.00 3.6500 158994 819.00 3.8600 168142 Comment: Node Stage w/Warning Stage: Lake 1 [Icpr3] JBS 15 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Node: Lake 2 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.50 ft Warning Stage:818.00 ft Stage [ft]Area [ac]Area [ft2] 813.50 0.5000 21780 814.50 0.5700 24829 815.50 0.6400 27878 816.50 0.7100 30928 817.50 0.7800 33977 818.50 0.8600 37462 819.00 0.8900 38768 Comment: Node Stage w/Warning Stage: Lake 2 [Icpr3] JBS 16 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Node: OUTLET 1 Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:827.00 ft Warning Stage:835.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 827.00 0 0 0 12.0000 827.00 0 0 0 30.0000 827.00 Comment: Node Stage w/Warning Stage: OUTLET 1 [Icpr3] Node: OUTLET 1A Scenario:Icpr3 JBS 17 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:827.00 ft Warning Stage:835.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 827.00 0 0 0 12.0000 827.00 0 0 0 30.0000 827.00 Comment: Node Stage w/Warning Stage: OUTLET 1A [Icpr3] Node: OUTLET 2 Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs JBS 18 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Initial Stage:805.00 ft Warning Stage:810.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 805.00 0 0 0 12.0000 808.00 0 0 0 30.0000 805.00 Comment: Node Stage w/Warning Stage: OUTLET 2 [Icpr3] Node: Offsite Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:800.00 ft Warning Stage:805.00 ft JBS 19 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 800.00 0 0 0 12.0000 805.00 0 0 0 30.0000 800.00 Comment: Node Stage w/Warning Stage: Offsite [Icpr3] Drop Structure Link: L-0080DS Scenario:Icpr3 From Node:Dry Basin To Node:OUTLET 2 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Upstream Pipe Downstream Pipe Invert:806.00 ft Invert:804.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: JBS 20 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Pipe Count:1 Damping:0.0000 ft Length:91.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:806.00 ft Control Elevation:806.00 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:909.00 ft Control Elevation:909.00 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:3 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft JBS 21 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Invert:809.00 ft Control Elevation:809.00 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: L2-L1 Scenario:Icpr3 From Node:Lake 2 To Node:Lake 1 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:246.66 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.50 ft Invert:813.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: Lake 1 - Outlet 2 Scenario:Icpr3 From Node:Lake 1 To Node:OUTLET 2 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:123.47 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Pipe Downstream Pipe Invert:808.39 ft Invert:805.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 JBS 22 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Energy Switch:Energy Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:813.00 ft Control Elevation:813.00 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:817.00 ft Control Elevation:817.00 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 002yr Scenario:Icpr3 Run Date/Time:8/6/2021 12:45:13 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 JBS 23 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Global JBS 24 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Opt: Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:2.66 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:8/6/2021 12:45:32 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 JBS 25 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:8/6/2021 12:45:55 PM Program Version:ICPR4 4.07.04 General JBS 26 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr JBS 27 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Dry Basin 002yr 810.00 808.42 -0.0010 1.92 0.69 5153 Dry Basin 010yr 810.00 808.92 -0.0010 3.63 0.92 5597 Dry Basin 100yr 810.00 809.51 0.0010 7.80 3.96 6108 Lake 1 002yr 818.00 814.26 0.0010 39.54 0.95 125991 Lake 1 010yr 818.00 815.24 0.0010 73.97 1.68 134506 Lake 1 100yr 818.00 817.23 0.0010 155.07 4.67 151933 Lake 2 002yr 818.00 814.26 0.0006 5.10 0.63 24171 Lake 2 010yr 818.00 815.24 0.0010 10.01 0.97 27100 Lake 2 100yr 818.00 817.27 0.0010 22.29 0.84 33284 OUTLET 1 002yr 835.00 827.00 0.0000 0.00 0.00 0 OUTLET 1 010yr 835.00 827.00 0.0000 0.00 0.00 0 OUTLET 1 100yr 835.00 827.00 0.0000 0.00 0.00 0 OUTLET 1A 002yr 835.00 827.00 0.0000 0.11 0.00 0 OUTLET 1A 010yr 835.00 827.00 0.0000 0.34 0.00 0 OUTLET 1A 100yr 835.00 827.00 0.0000 1.27 0.00 0 OUTLET 2 002yr 810.00 808.00 0.0042 2.24 0.28 0 OUTLET 2 010yr 810.00 808.00 0.0042 4.54 0.26 0 OUTLET 2 100yr 810.00 808.00 0.0042 11.50 0.19 0 Offsite 002yr 805.00 805.00 0.0069 0.27 0.00 0 Offsite 010yr 805.00 805.00 0.0069 0.65 0.00 0 Offsite 100yr 805.00 805.00 0.0069 1.69 0.00 0 Simple Basin Runoff Summary [Icpr3] JBS 28 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BAS M 002yr 0.00 0.0000 2.66 0.00 0.0500 93.0 0.00 0.00 Bas 549A 002yr 0.75 11.9500 2.66 1.24 0.6700 84.0 0.00 0.00 Bas 618 002yr 19.00 12.1167 2.66 1.18 21.2000 83.0 0.00 0.00 Bas 622 002yr 10.71 12.0833 2.66 1.12 12.3300 82.0 0.00 0.00 Bas 648 002yr 2.21 12.1000 2.66 0.90 3.3000 78.0 0.00 0.00 Bas DB 002yr 1.92 11.9833 2.66 1.18 1.8800 83.0 0.00 0.00 Bas L1 002yr 9.97 11.9667 2.66 1.31 8.5800 85.0 0.00 0.00 Bas L2 002yr 3.20 11.9333 2.66 1.24 2.8200 84.0 0.00 0.00 Bas Off 002yr 0.27 11.8667 2.66 0.75 0.4000 75.0 0.00 0.00 Direct 1 002yr 0.43 11.8000 2.66 0.75 0.5000 75.0 0.00 0.00 Direct 2 002yr 1.40 11.9500 2.66 0.95 1.7300 79.0 0.00 0.00 UD BAS 3 002yr 0.11 12.0833 2.66 0.36 0.4800 65.0 0.00 0.00 BAS M 010yr 0.00 0.0000 3.83 0.00 0.0500 93.0 0.00 0.00 Bas 549A 010yr 1.40 11.9333 3.83 2.23 0.6700 84.0 0.00 0.00 Bas 618 010yr 35.47 12.1000 3.83 2.14 21.2000 83.0 0.00 0.00 Bas 622 010yr 20.45 12.0667 3.83 2.06 12.3300 82.0 0.00 0.00 Bas 648 010yr 4.62 12.0667 3.83 1.76 3.3000 78.0 0.00 0.00 Bas DB 010yr 3.63 11.9667 3.83 2.14 1.8800 83.0 0.00 0.00 Bas L1 010yr 18.10 11.9500 3.83 2.31 8.5800 85.0 0.00 0.00 Bas L2 010yr 5.96 11.9333 3.83 2.23 2.8200 84.0 0.00 0.00 Bas Off 010yr 0.65 11.8500 3.83 1.54 0.4000 75.0 0.00 0.00 Direct 1 010yr 1.04 11.8000 3.83 1.54 0.5000 75.0 0.00 0.00 Direct 2 010yr 2.94 11.9333 3.83 1.83 1.7300 79.0 0.00 0.00 UD BAS 3 010yr 0.34 12.0500 3.83 0.93 0.4800 65.0 0.00 0.00 BAS M 100yr 0.00 0.0000 6.46 0.00 0.0500 93.0 0.00 0.00 Bas 549A 100yr 2.95 11.9333 6.46 4.64 0.6700 84.0 0.00 0.00 Bas 618 100yr 75.33 12.0833 6.46 4.53 21.2000 83.0 0.00 0.00 Bas 622 100yr 44.33 12.0500 6.46 4.42 12.3300 82.0 0.00 0.00 Bas 648 100yr 10.86 12.0500 6.46 4.00 3.3000 78.0 0.00 0.00 Bas DB 100yr 7.80 11.9500 6.46 4.53 1.8800 83.0 0.00 0.00 Bas L1 100yr 37.45 11.9500 6.46 4.75 8.5800 85.0 0.00 0.00 Bas L2 100yr 12.58 11.9167 6.46 4.64 2.8200 84.0 0.00 0.00 Bas Off 100yr 1.69 11.8500 6.46 3.69 0.4000 75.0 0.00 0.00 Direct 1 100yr 2.70 11.8000 6.46 3.68 0.5000 75.0 0.00 0.00 Direct 2 100yr 6.88 11.9167 6.46 4.10 1.7300 79.0 0.00 0.00 UD BAS 3 100yr 1.27 11.8833 6.46 2.70 0.4800 65.0 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] L-0080DS - Pipe 002yr 0.69 -0.28 0.69 0.00 0.00 0.00 L-0080DS -002yr 0.69 -0.28 -0.13 3.51 3.51 3.51 JBS 29 C:\ICPR4\Courtyards of Carmel MP\BAH Master Plan Model\8/6/2021 12:46 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] Weir: 1 L-0080DS - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.00 L2-L1 002yr 0.63 0.00 0.01 1.90 1.13 1.51 Lake 1 - Outlet 2 - Pipe 002yr 0.95 0.00 0.00 0.00 0.00 0.00 Lake 1 - Outlet 2 - Weir: 1 002yr 0.95 0.00 0.00 4.84 4.84 4.84 Lake 1 - Outlet 2 - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.00 L-0080DS - Pipe 010yr 0.92 -0.26 0.69 0.00 0.00 0.00 L-0080DS - Weir: 1 010yr 0.92 -0.26 -0.13 4.66 4.66 4.66 L-0080DS - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 L2-L1 010yr 0.97 -0.55 -0.03 2.05 1.38 1.71 Lake 1 - Outlet 2 - Pipe 010yr 1.33 0.00 0.00 0.00 0.00 0.00 Lake 1 - Outlet 2 - Weir: 1 010yr 1.33 0.00 0.00 6.79 6.79 6.79 Lake 1 - Outlet 2 - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 L-0080DS - Pipe 100yr 3.96 -0.19 0.69 0.00 0.00 0.00 L-0080DS - Weir: 1 100yr 1.00 -0.19 -0.13 5.07 5.07 5.07 L-0080DS - Weir: 2 100yr 3.75 0.00 -0.02 1.55 1.55 1.55 L2-L1 100yr 0.84 -1.57 -0.02 -2.00 -2.00 -2.00 Lake 1 - Outlet 2 - Pipe 100yr 4.67 0.00 0.01 0.00 0.00 0.00 Lake 1 - Outlet 2 - Weir: 1 100yr 1.88 0.00 0.00 9.60 9.60 9.60 Lake 1 - Outlet 2 - Weir: 2 100yr 2.78 0.00 -0.01 1.53 1.53 1.53 Description:The Courtyards of Carmel Pond 1 Date:07/16/21 *Emergency spillway must carry the peak 100 yr flow rate to the pond 145.69 (From ICPR output) 182.11 3.00 182.11 65.00 0.96 100 yr Flood Elev. =817.18 817.85 818.81 818.85 Description:The Courtyards of Carmel Pond 2 Date:07/16/21 *Emergency spillway must carry the peak 100 yr flow rate to the pond 28.74 (From ICPR output) 35.93 3.00 35.93 15.00 0.86 100 yr Flood Elev. =817.14 817.85 818.71 818.85 Spillway Elev. = Overflow Elev. = Min. Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 15 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = EMERGENCY SPILLWAY CALCULATIONS Job Information Peak inflow to Pond 125% of Peak inflow PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information *OVERFLOW SPILLWAY WIDTH OF 65 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Min. Berm Elevation = Description:The Courtyards of Carmel Dry Basin Date:07/16/21 *Emergency spillway must carry the peak 100 yr flow rate to the pond 7.80 (From ICPR output) 9.75 3.00 9.75 20.00 0.30 100 yr Flood Elev. =809.33 809.40 809.70 810.40 EMERGENCY SPILLWAY CALCULATIONS Job Information Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Overflow Elev. = Min. Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 20 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE Cweir = Q = L = H = Spillway Elev. = HISTORICAL HOME LOT±2.0 ACOPEN SPACE ±0.5 AC OPEN SPACE ±0.2 AC845'LAKE #1"S4""S4"DRY BASIN302829313233363435375238394041424344454647484950515355545659575861606294101102103104105106107108109110111112113114115116117118119120121122123124125126127128129130131132133134135136137138139140141142143144145146147LAKE #2LAKE #1DRY BASINLAKE #2LAKE #1DRY BASIN89101112131415161718192022232425262763656466696768707173727476757977788081828384858687888990919293959697989910014814921C.A.#2-1C.A.#2-2C.A.#2-3C.A.#2-4C.A.#2-5APPROVAL PENDINGNOT FORCONSTRUCTION©THE COURTYARDSOF CARMELSECTION 2POST-DEVELOPEDPOND MODELINGBASIN AREA MAPB1NORTH The Courtyards of Carmel Section 2 Page 9 Kimley-Horn Project 170177004 Appendix D: Section 2 Proposed ICPR Pond Calculations and Basin Map PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 80.1% C 0.0% D 19.9% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Cultivated Land No Conservation Treatment 0.45 83 89 Fully Developed Residential 1/8 Acre Lots 0.45 86 90 (65% Impervious) Fully Developed Residential 1/4 Acre Lots 0.45 77 84 (38% Impervious) Undeveloped Wooded Good Cover 0.20 59 71 (25% Impervious) Fully Developed Impervious Paved 0.95 98 98 Fully Developed Open Space Good Condition (>75% Cover)0.30 65 75 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Cultivated Land - No Conservation Treatment Residential - 1/8 Acre Lots Impervious - Paved Open Space - Good Condition (>75% Cover)Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group Bas L1 --1.93 -4.01 2.64 8.58 0.55 78 85 Bas L2 --0.63 -0.82 0.5 1.95 0.53 78 84 Bas DB ---0.61 1.26 0.01 1.88 0.51 76 83 Bas Direct 1 ----0.5 -0.50 0.30 65 75 Bas Direct 2 ---0.27 1.46 -1.73 0.40 70 79 Bas Off ----0.4 -0.40 0.30 65 75 Bas 549A --0.67 ---0.67 0.45 77 84 Bas 618 - - 8.87 ---8.87 0.45 77 84 Bas 622 - - 4.74 -1.10 -5.84 0.42 75 82 BAS EX L2 - 2.59 ----2.59 0.45 83 89 BAS EX 618 - 13.25 ----13.25 0.45 83 89 BAS EX 622 - 0.66 ----0.66 0.45 83 89 Courtyards of Carmel Section 2 TMC 29-Sep-21 Site Soil Weighted C Cover Type Condition Basin Soil Group Weighted CN Area (ac) PROJECT: Courtyards of Carmel Sec 2 BY: TMC DATE:9/23/2021 TIME OF CONCENTRATION CALCULATION POST PROJECT WATERSHED CONDITIONS (ICPR) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW OPEN CHANNEL / PIPE FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4)Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) =2.64 V = (1.49/n)*R^(2/3)*s^(1/2) Basin Length Condition Slope Manning's Tc1 Length Condition Vavg Tc2 Length Vavg Tc3 TcTOTAL * (ft)(ft/ft)"n"(min)(ft)TR-55 Fig. 3-1 (ft/s)(min)(ft)(ft/s)(min)(min) Bas L1 100 Grass 0.0100 0.150 14.2 355 Gutter/Swale 2.00 3.0 100 2.50 0.67 17.9 Bas L2 100 Grass 0.0100 0.150 14.2 235 Gutter/Swale 2.00 2.0 0 2.50 0.00 16.2 Bas DB 100 Grass 0.0100 0.150 14.2 365 Gutter/Swale 2.00 3.0 125 2.50 0.83 18.1 Bas Direct 1 35 Grass 0.0100 0.150 6.1 0 Gutter/Swale 2.00 0.0 0 2.50 0.00 6.1 Bas Direct 2 100 Grass 0.0100 0.150 14.2 180 Gutter/Swale 2.00 1.5 0 2.50 0.00 15.7 Bas Off 70 Grass 0.0100 0.150 10.7 0 Gutter/Swale 2.00 0.0 0 2.50 0.00 10.7 Bas 549A 100 Grass 0.0100 0.150 14.2 261 Gutter/Swale 2.00 2.2 50 2.50 0.33 16.7 Bas 618 100 Grass 0.0100 0.150 14.2 215 Gutter/Swale 2.00 1.8 1540 2.50 10.27 26.3 Bas 622 55 Grass 0.0100 0.150 8.8 115 Gutter/Swale 2.00 1.0 2165 2.50 14.43 24.2 Bas EX L2 100 Grass 0.0100 0.150 14.2 525 Gutter/Swale 2.00 4.4 0 2.50 0.00 18.6 Bas EX 618 100 Grass 0.0100 0.150 14.2 650 Gutter/Swale 2.00 5.4 0 2.50 0.00 19.7 Bas EX 622 100 Grass 0.0100 0.150 14.2 170 Gutter/Swale 2.00 1.4 0 2.50 0.00 15.7 K:\IND_LDEV\170177004_Epcon_Courtyards_of_Carmel_Sec2_Carmel_IN\2 Design\Drainage\Drainage Report Rev_0\Drainage Calculations\Interim TCs.xlsx JBS 1 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas 549A Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:16.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6700 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 549A [Icpr3] JBS 2 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas 618 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:26.3000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:8.8700 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 618 [Icpr3] JBS 3 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas 622 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.2000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8400 ac Curve Number:82.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas 622 [Icpr3] JBS 4 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas DB Scenario:Icpr3 Node:Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:18.1000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.8800 ac Curve Number:83.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas DB [Icpr3] JBS 5 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas EX 618 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:19.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:13.2500 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas EX 618 [Icpr3] JBS 6 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas EX 622 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas EX 622 [Icpr3] JBS 7 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas EX L2 Scenario:Icpr3 Node:Lake 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:18.6000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.5900 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas EX L2 [Icpr3] JBS 8 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas L1 Scenario:Icpr3 Node:Lake 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:17.9000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:Uh484 Peaking Factor:484.0 Area:8.5800 ac Curve Number:85.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: Bas L1 [Icpr3] JBS 9 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas L2 Scenario:Icpr3 Node:Lake 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:16.2000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:Uh484 Peaking Factor:484.0 Area:1.9500 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:NRCS Type II Comment: Simple Basin Runoff Rate: Bas L2 [Icpr3] JBS 10 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Bas Off Scenario:Icpr3 Node:Lake 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:10.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4000 ac Curve Number:75.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Bas Off [Icpr3] JBS 11 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Direct 1 Scenario:Icpr3 Node:OUTLET 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.5000 ac Curve Number:75.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Direct 1 [Icpr3] JBS 12 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simple Basin: Direct 2 Scenario:Icpr3 Node:OUTLET 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.7000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.7300 ac Curve Number:79.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: Direct 2 [Icpr3] JBS 13 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Node: Dry Basin Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:806.00 ft Warning Stage:810.00 ft Stage [ft]Area [ac]Area [ft2] 806.00 0.0100 436 807.00 0.0900 3920 808.00 0.1100 4792 809.00 0.1300 5663 810.00 0.1500 6534 811.00 0.1700 7405 Comment: Node Stage w/Warning Stage: Dry Basin [Icpr3] JBS 14 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Node: Lake 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.00 ft Warning Stage:818.00 ft Stage [ft]Area [ac]Area [ft2] 813.00 2.6400 114998 814.00 2.8400 123710 815.00 3.0400 132422 816.00 3.2400 141134 817.00 3.4400 149846 818.00 3.6500 158994 819.00 3.8600 168142 Comment: Node Stage w/Warning Stage: Lake 1 [Icpr3] JBS 15 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Node: Lake 2 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:813.50 ft Warning Stage:818.00 ft Stage [ft]Area [ac]Area [ft2] 813.50 0.5000 21780 814.50 0.5700 24829 815.50 0.6400 27878 816.50 0.7100 30928 817.50 0.7800 33977 818.50 0.8600 37462 819.00 0.8900 38768 Comment: Node Stage w/Warning Stage: Lake 2 [Icpr3] JBS 16 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Node: OUTLET 2 Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:805.00 ft Warning Stage:810.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 805.00 0 0 0 12.0000 808.00 0 0 0 30.0000 805.00 Comment: Node Stage w/Warning Stage: OUTLET 2 [Icpr3] Drop Structure Link: DB-Outlet 2 Scenario:Icpr3 Upstream Pipe Downstream Pipe Invert:906.00 ft Invert:904.00 ft JBS 17 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 From Node:Dry Basin To Node:OUTLET 2 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:91.00 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:906.00 ft Control Elevation:906.00 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:909.00 ft Control Elevation:909.00 ft Max Depth:1.00 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: JBS 18 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Pipe Link: L2-L1 Scenario:Icpr3 From Node:Lake 2 To Node:Lake 1 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:246.66 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:813.50 ft Invert:813.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: Lake 1 - Outlet 2 Scenario:Icpr3 From Node:Lake 1 To Node:OUTLET 2 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:123.47 ft FHWA Code:1 Entr Loss Coef:0.00 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.39 ft Invert:805.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:813.00 ft Control Elevation:813.00 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 JBS 19 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:817.00 ft Control Elevation:817.00 ft Max Depth:2.00 ft Max Width:2.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 002yr Scenario:Icpr3 Run Date/Time:9/29/2021 10:10:16 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 JBS 20 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:2.66 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: JBS 21 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Simulation: 010yr Scenario:Icpr3 Run Date/Time:9/29/2021 10:10:26 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: JBS 22 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:9/29/2021 10:10:38 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 JBS 23 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: JBS 24 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Dry Basin 002yr 810.00 808.31 0.0010 1.92 0.00 5061 Dry Basin 010yr 810.00 809.49 0.0010 3.63 0.00 6088 Dry Basin 100yr 810.00 811.82 0.0010 7.80 0.00 7405 Lake 1 002yr 818.00 814.29 0.0010 42.85 0.96 126253 Lake 1 010yr 818.00 815.19 0.0010 76.15 1.66 134120 Lake 1 100yr 818.00 817.15 0.0010 152.29 3.34 151212 Lake 2 002yr 818.00 814.29 0.0005 6.15 0.80 24251 Lake 2 010yr 818.00 815.20 0.0009 10.87 1.06 26963 Lake 2 100yr 818.00 817.17 0.0010 21.98 0.78 32958 OUTLET 2 002yr 810.00 808.00 0.0042 1.96 0.00 0 OUTLET 2 010yr 810.00 808.00 0.0042 4.11 0.00 0 OUTLET 2 100yr 810.00 808.00 0.0042 9.36 0.00 0 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA Bas 549A 002yr 0.75 11.9500 2.66 1.24 0.6700 84.0 0.00 0.00 Bas 618 002yr 8.44 12.1167 2.66 1.24 8.8700 84.0 0.00 0.00 Bas 622 002yr 5.07 12.0833 2.66 1.12 5.8400 82.0 0.00 0.00 Bas DB 002yr 1.92 11.9833 2.66 1.18 1.8800 83.0 0.00 0.00 Bas EX 618 002yr 18.60 11.9833 2.66 1.60 13.2500 89.0 0.00 0.00 Bas EX 622 002yr 1.02 11.9167 2.66 1.60 0.6600 89.0 0.00 0.00 Bas EX L2 002yr 3.72 11.9667 2.66 1.60 2.5900 89.0 0.00 0.00 Bas L1 002yr 9.97 11.9667 2.66 1.31 8.5800 85.0 0.00 0.00 Bas L2 002yr 2.21 11.9333 2.66 1.24 1.9500 84.0 0.00 0.00 Bas Off 002yr 0.27 11.8667 2.66 0.75 0.4000 75.0 0.00 0.00 Direct 1 002yr 0.43 11.8000 2.66 0.75 0.5000 75.0 0.00 0.00 Direct 2 002yr 1.40 11.9500 2.66 0.95 1.7300 79.0 0.00 0.00 Bas 549A 010yr 1.40 11.9333 3.83 2.23 0.6700 84.0 0.00 0.00 Bas 618 010yr 15.45 12.1000 3.83 2.23 8.8700 84.0 0.00 0.00 Bas 622 010yr 9.68 12.0667 3.83 2.06 5.8400 82.0 0.00 0.00 Bas DB 010yr 3.63 11.9667 3.83 2.14 1.8800 83.0 0.00 0.00 Bas EX 618 010yr 31.25 11.9833 3.83 2.67 13.2500 89.0 0.00 0.00 Bas EX 622 010yr 1.72 11.9167 3.83 2.67 0.6600 89.0 0.00 0.00 Bas EX L2 010yr 6.26 11.9667 3.83 2.67 2.5900 89.0 0.00 0.00 Bas L1 010yr 18.10 11.9500 3.83 2.31 8.5800 85.0 0.00 0.00 Bas L2 010yr 4.12 11.9333 3.83 2.23 1.9500 84.0 0.00 0.00 Bas Off 010yr 0.65 11.8500 3.83 1.54 0.4000 75.0 0.00 0.00 JBS 25 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA Direct 1 010yr 1.04 11.8000 3.83 1.54 0.5000 75.0 0.00 0.00 Direct 2 010yr 2.94 11.9333 3.83 1.83 1.7300 79.0 0.00 0.00 Bas 549A 100yr 2.95 11.9333 6.46 4.64 0.6700 84.0 0.00 0.00 Bas 618 100yr 32.23 12.0833 6.46 4.64 8.8700 84.0 0.00 0.00 Bas 622 100yr 21.00 12.0500 6.46 4.42 5.8400 82.0 0.00 0.00 Bas DB 100yr 7.80 11.9500 6.46 4.53 1.8800 83.0 0.00 0.00 Bas EX 618 100yr 60.01 11.9667 6.46 5.19 13.2500 89.0 0.00 0.00 Bas EX 622 100yr 3.31 11.9167 6.46 5.19 0.6600 89.0 0.00 0.00 Bas EX L2 100yr 12.03 11.9500 6.46 5.19 2.5900 89.0 0.00 0.00 Bas L1 100yr 37.45 11.9500 6.46 4.75 8.5800 85.0 0.00 0.00 Bas L2 100yr 8.70 11.9167 6.46 4.64 1.9500 84.0 0.00 0.00 Bas Off 100yr 1.69 11.8500 6.46 3.69 0.4000 75.0 0.00 0.00 Direct 1 100yr 2.70 11.8000 6.46 3.68 0.5000 75.0 0.00 0.00 Direct 2 100yr 6.88 11.9167 6.46 4.10 1.7300 79.0 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] DB-Outlet 2 - Pipe 002yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Weir: 1 002yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.00 L2-L1 002yr 0.80 0.00 -0.01 2.03 1.38 1.70 Lake 1 - Outlet 2 - Pipe 002yr 0.96 0.00 0.00 0.00 0.00 0.00 Lake 1 - Outlet 2 - Weir: 1 002yr 0.96 0.00 0.00 4.91 4.91 4.91 Lake 1 - Outlet 2 - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Pipe 010yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Weir: 1 010yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 L2-L1 010yr 1.06 -0.53 -0.02 2.10 1.51 1.81 JBS 26 C:\Courtyards of Carmel Sec 2 Interim ICPR\9/29/2021 10:11 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] Lake 1 - Outlet 2 - Pipe 010yr 1.32 0.00 0.00 0.00 0.00 0.00 Lake 1 - Outlet 2 - Weir: 1 010yr 1.32 0.00 0.00 6.71 6.71 6.71 Lake 1 - Outlet 2 - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Pipe 100yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Weir: 1 100yr 0.00 0.00 0.00 0.00 0.00 0.00 DB-Outlet 2 - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.00 L2-L1 100yr 0.78 -1.60 0.02 -2.03 -2.03 -2.03 Lake 1 - Outlet 2 - Pipe 100yr 3.34 0.00 -0.01 0.00 0.00 0.00 Lake 1 - Outlet 2 - Weir: 1 100yr 1.87 0.00 0.00 9.50 9.50 9.50 Lake 1 - Outlet 2 - Weir: 2 100yr 1.47 0.00 -0.01 1.24 1.24 1.24 LAKE #2LAKE #1DRY BASINLAKE #2LAKE #1DRY BASIN89101112131415161718192022232425262763656466696768707173727476757977788081828384858687888990919293959697989910014814921C.A.#2-1C.A.#2-2C.A.#2-3C.A.#2-4C.A.#2-5POST-DEVELOPEDPOND MODELINGBASIN AREA MAPB1NORTHAPPROVAL PENDINGNOT FORCONSTRUCTION©THE COURTYARDSOF CARMELSECTION 2 The Courtyards of Carmel Section 1 Page 10 Kimley-Horn Project 170177003 Appendix E: Master Plan Proposed Pipe Sizing Calculations and Basin Map 170177004 Courtyards of Carmel Sec. 2 Rational Coefficient = 0.9Aimp + 0.2Aper/Total Drainage Area DATE:8/4/2021 500 0.49 0.31 0.18 0.64 0.32 502 0.16 0.11 0.05 0.68 0.11 505 0.54 0.18 0.36 0.43 0.23 506 0.34 0.18 0.16 0.57 0.19 508 0.43 0.22 0.21 0.56 0.24 509 0.13 0.10 0.03 0.74 0.10 519 0.27 0.20 0.07 0.72 0.19 520 1.02 0.42 0.60 0.49 0.50 532 1.09 0.44 0.65 0.48 0.53 538 0.49 0.27 0.22 0.59 0.29 539 0.30 0.21 0.09 0.69 0.21 540 0.43 0.23 0.20 0.57 0.25 541 0.40 0.19 0.21 0.53 0.21 543 0.05 0.04 0.01 0.76 0.04 544 0.33 0.16 0.17 0.54 0.18 546 0.16 0.12 0.04 0.73 0.12 547 0.21 0.14 0.07 0.67 0.14 548 0.13 0.05 0.08 0.47 0.06 549 0.67 0.21 0.46 0.42 0.28 551 0.07 0.05 0.02 0.70 0.05 551A 0.17 0.12 0.05 0.69 0.12 552 0.19 0.15 0.04 0.75 0.14 553 0.61 0.36 0.25 0.61 0.37 554 0.65 0.26 0.39 0.48 0.31 555 0.08 0.05 0.03 0.64 0.05 558 0.34 0.18 0.16 0.57 0.19 559 0.02 0.02 0.00 0.90 0.02 562 0.07 0.05 0.02 0.70 0.05 563 0.47 0.26 0.21 0.59 0.28 564 1.19 0.55 0.64 0.52 0.62 565 0.26 0.19 0.07 0.71 0.19 566 1.32 0.67 0.65 0.56 0.73 567 1.29 0.68 0.61 0.57 0.73 573 0.73 0.37 0.36 0.55 0.41 573A 0.59 0.25 0.34 0.50 0.29 576 0.06 0.05 0.01 0.78 0.05 577 0.93 0.63 0.30 0.67 0.63 578 0.06 0.05 0.01 0.78 0.05 579 0.43 0.21 0.22 0.54 0.23 599 0.02 0.01 0.01 0.55 0.01 600 0.03 0.02 0.01 0.67 0.02 601 0.07 0.05 0.02 0.70 0.05 602 0.08 0.05 0.03 0.64 0.05 603 0.51 0.15 0.36 0.41 0.21 605 0.17 0.15 0.02 0.82 0.14 606 0.33 0.26 0.07 0.75 0.25 607 1.63 0.49 1.14 0.41 0.67 612 0.03 0.03 0.00 0.90 0.03 613 0.09 0.08 0.01 0.82 0.07 615 0.53 0.31 0.22 0.61 0.32 616 0.06 0.04 0.02 0.67 0.04 617 0.04 0.00 0.04 0.20 0.01 619 0.01 0.00 0.01 0.20 0.00 619A 0.96 0.42 0.54 0.51 0.49 620 0.01 0.00 0.01 0.20 0.00 621 0.32 0.04 0.28 0.29 0.09 621A 0.46 0.00 0.46 0.20 0.09 623 0.34 0.24 0.10 0.69 0.24 624 0.41 0.29 0.12 0.70 0.29 626 1.21 0.67 0.54 0.59 0.71 631 0.38 0.04 0.34 0.27 0.10 632 0.18 0.12 0.06 0.67 0.12 633 0.62 0.19 0.43 0.41 0.26 634 0.13 0.09 0.04 0.68 0.09 635 0.90 0.35 0.55 0.47 0.43 636 0.10 0.06 0.04 0.62 0.06 637 0.38 0.26 0.12 0.68 0.26 638 0.79 0.24 0.55 0.41 0.33 639 0.54 0.17 0.37 0.42 0.23 644 0.63 0.31 0.32 0.54 0.34 645 0.44 0.30 0.14 0.68 0.30 647 1.23 0.11 1.12 0.26 0.32 649 0.65 0.17 0.48 0.38 0.25 650 0.04 0.03 0.01 0.73 0.03 651 0.05 0.03 0.02 0.62 0.03 653 0.85 0.31 0.54 0.46 0.39 654 0.66 0.19 0.47 0.40 0.27 655 0.54 0.14 0.40 0.38 0.21 656 0.01 0.01 0.00 0.90 0.01 657 0.07 0.05 0.02 0.70 0.05 658 0.16 0.11 0.05 0.68 0.11 659 1.00 0.33 0.67 0.43 0.43 660 0.21 0.15 0.06 0.70 0.15 661 0.32 0.11 0.21 0.44 0.14 662 0.62 0.19 0.43 0.41 0.26 663 1.03 0.37 0.66 0.45 0.47 664 0.65 0.44 0.21 0.67 0.44 665 0.51 0.34 0.17 0.67 0.34 666 0.07 0.05 0.02 0.70 0.05 667 0.23 0.16 0.07 0.69 0.16 669 0.31 0.00 0.31 0.20 0.06 669A 0.61 0.27 0.34 0.51 0.31 672 0.56 0.50 0.06 0.83 0.46 673 0.21 0.15 0.06 0.70 0.15 675 0.78 0.31 0.47 0.48 0.37 Offsite 2 5.10 1.05 4.05 0.34 1.76 PROPOSED CONDITIONS RUNOFF COEFFICIENTS CALCULATIONS Pervious Area (ac) Drainage Area Total Area (ac) Rational Coefficient Area * CImpervious Area (ac) Courtyards of Carmel 10 Year Storm Pipe Sizing 6/21/2021 Rainfall Details 10 year(s)Return Period........................................................................ Page 1 Courtyards of Carmel 10 Year Storm Pipe Sizing 8/4/2021 Subbasin Summary Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days mm) Sub-500 0.49 0.64 1.04 0.67 0.33 1.96 0 00:10:00 Sub-502 0.16 0.68 1.04 0.71 0.11 0.68 0 00:10:00 Sub-505 0.59 0.50 1.17 0.59 0.35 1.64 0 00:12:42 Sub-506 0.44 0.60 0.86 0.52 0.23 1.85 0 00:07:18 Sub-508 0.46 0.57 1.06 0.60 0.28 1.61 0 00:10:18 Sub-509 0.21 0.53 0.76 0.40 0.08 0.84 0 00:06:00 Sub-519 0.78 0.63 1.16 0.73 0.57 2.77 0 00:12:18 Sub-520 0.29 0.78 0.82 0.64 0.18 1.62 0 00:06:54 Sub-532 1.09 0.65 1.04 0.68 0.74 4.42 0 00:10:00 Sub-538 0.49 0.59 1.04 0.61 0.30 1.80 0 00:10:00 Sub-539 0.30 0.69 1.04 0.72 0.22 1.29 0 00:10:00 Sub-540 0.43 0.57 1.04 0.59 0.25 1.53 0 00:10:00 Sub-541 0.40 0.53 1.04 0.55 0.22 1.32 0 00:10:00 Sub-542 0.00 0.00 0.67 0.00 0.00 0.00 0 00:05:00 Sub-543 0.05 0.76 1.04 0.79 0.04 0.24 0 00:10:00 Sub-544 0.33 0.54 1.04 0.56 0.19 1.11 0 00:10:00 Sub-546 0.16 0.73 1.02 0.75 0.12 0.74 0 00:09:36 Sub-547 0.24 0.55 0.67 0.37 0.09 1.07 0 00:05:00 Sub-548 0.13 0.47 1.04 0.49 0.06 0.38 0 00:10:00 Sub-549 0.67 0.42 1.04 0.44 0.29 1.76 0 00:10:00 Sub-551 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-551A 0.17 0.69 1.04 0.72 0.12 0.73 0 00:10:00 Sub-552 0.19 0.75 1.04 0.78 0.15 0.89 0 00:10:00 Sub-553 0.61 0.61 1.04 0.63 0.39 2.32 0 00:10:00 Sub-554 0.65 0.48 1.04 0.50 0.32 1.95 0 00:10:00 Sub-555 0.08 0.64 1.04 0.67 0.05 0.32 0 00:10:00 Sub-558 0.34 0.57 1.04 0.59 0.20 1.21 0 00:10:00 Sub-559 0.02 0.90 1.04 0.94 0.02 0.11 0 00:10:00 Sub-562 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-563 0.47 0.59 1.04 0.61 0.29 1.73 0 00:10:00 Sub-564 1.19 0.52 1.04 0.54 0.64 3.86 0 00:10:00 Sub-565 0.26 0.71 1.04 0.74 0.19 1.15 0 00:10:00 Sub-566 1.32 0.56 1.04 0.58 0.77 4.61 0 00:10:00 Sub-567 1.29 0.57 1.04 0.59 0.76 4.59 0 00:10:00 Sub-573 0.73 0.55 1.04 0.57 0.42 2.51 0 00:10:00 Sub-573A 0.59 0.50 1.04 0.52 0.31 1.84 0 00:10:00 Sub-576 0.06 0.78 1.04 0.81 0.05 0.29 0 00:10:00 Sub-577 0.93 0.67 1.04 0.70 0.65 3.89 0 00:10:00 Sub-578 0.06 0.78 1.04 0.81 0.05 0.29 0 00:10:00 Sub-579 0.43 0.54 1.04 0.56 0.24 1.45 0 00:10:00 Sub-599 0.02 0.55 1.04 0.57 0.01 0.07 0 00:10:00 Sub-600 0.03 0.67 1.04 0.70 0.02 0.13 0 00:10:00 Sub-601 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-602 0.08 0.64 1.04 0.67 0.05 0.32 0 00:10:00 Sub-603 0.51 0.41 1.04 0.43 0.22 1.31 0 00:10:00 Sub-605 0.17 0.82 1.04 0.85 0.15 0.87 0 00:10:00 Sub-606 0.33 0.75 1.04 0.78 0.26 1.54 0 00:10:00 Sub-607 1.74 0.41 1.04 0.43 0.74 4.45 0 00:10:00 Sub-612 0.03 0.90 1.04 0.94 0.03 0.17 0 00:10:00 Sub-613 0.09 0.82 1.04 0.85 0.08 0.46 0 00:10:00 Sub-615 0.53 0.61 1.04 0.63 0.34 2.02 0 00:10:00 Sub-616 0.06 0.67 1.04 0.70 0.04 0.25 0 00:10:00 Sub-617 0.04 0.20 1.04 0.21 0.01 0.05 0 00:10:00 Sub-619 0.01 0.20 1.04 0.21 0.00 0.01 0 00:10:00 Sub-620 0.01 0.20 1.04 0.21 0.00 0.01 0 00:10:00 Sub-621 0.35 0.29 1.04 0.30 0.11 0.63 0 00:10:00 Sub-621A 0.46 0.20 1.04 0.21 0.10 0.57 0 00:10:00 Sub-623 0.34 0.69 1.04 0.72 0.24 1.46 0 00:10:00 Sub-624 0.41 0.70 0.67 0.47 0.19 2.32 0 00:05:00 Sub-626 1.21 0.59 1.04 0.61 0.74 4.46 0 00:10:00 Sub-631 0.76 0.65 1.04 0.68 0.51 3.08 0 00:10:00 Sub-632 0.18 0.67 1.04 0.70 0.13 0.75 0 00:10:00 Sub-633 0.62 0.41 1.04 0.43 0.26 1.59 0 00:10:00 Sub-634 0.13 0.68 1.04 0.71 0.09 0.55 0 00:10:00 Sub-635 0.90 0.47 1.04 0.49 0.44 2.64 0 00:10:00 Sub-636 0.10 0.62 1.04 0.65 0.06 0.39 0 00:10:00 Sub-637 0.38 0.68 1.04 0.71 0.27 1.61 0 00:10:00 Sub-638 0.79 0.41 1.04 0.43 0.34 2.02 0 00:10:00 Sub-639 0.54 0.42 1.04 0.44 0.24 1.42 0 00:10:00 Sub-644 0.63 0.54 1.04 0.56 0.35 2.12 0 00:10:00 Sub-645 0.44 0.68 1.04 0.71 0.31 1.87 0 00:10:00 Sub-647 1.23 0.26 1.04 0.27 0.33 2.00 0 00:10:00 Sub-649 0.65 0.38 1.04 0.40 0.26 1.54 0 00:10:00 Sub-650 0.04 0.73 1.04 0.76 0.03 0.18 0 00:10:00 Sub-651 0.05 0.62 1.04 0.65 0.03 0.19 0 00:10:00 Sub-653 0.85 0.46 1.04 0.48 0.41 2.44 0 00:10:00 Sub-654 0.66 0.40 1.04 0.42 0.27 1.65 0 00:10:00 Sub-655 0.54 0.38 1.04 0.40 0.21 1.28 0 00:10:00 Sub-656 0.01 0.90 1.04 0.94 0.01 0.06 0 00:10:00 Sub-657 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-658 0.16 0.68 1.04 0.71 0.11 0.68 0 00:10:00 Page 2 Courtyards of Carmel 10 Year Storm Pipe Sizing 8/4/2021 Subbasin Summary Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days mm) Sub-659 1.00 0.43 1.04 0.45 0.45 2.68 0 00:10:00 Sub-660 0.21 0.70 1.04 0.73 0.15 0.92 0 00:10:00 Sub-661 0.32 0.44 1.04 0.46 0.15 0.88 0 00:10:00 Sub-662 0.62 0.41 1.04 0.43 0.26 1.59 0 00:10:00 Sub-663 1.03 0.45 1.04 0.47 0.48 2.89 0 00:10:00 Sub-664 0.65 0.67 1.04 0.70 0.45 2.72 0 00:10:00 Sub-665 0.51 0.67 1.04 0.70 0.36 2.13 0 00:10:00 Sub-666 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-667 0.23 0.69 1.04 0.72 0.17 0.99 0 00:10:00 Sub-669 0.31 0.20 1.04 0.21 0.06 0.39 0 00:10:00 Sub-669A 0.61 0.51 1.04 0.53 0.32 1.94 0 00:10:00 Sub-672 0.56 0.83 1.04 0.86 0.48 2.90 0 00:10:00 Sub-673 0.21 0.70 1.04 0.73 0.15 0.92 0 00:10:00 Sub-675 0.78 0.48 1.04 0.50 0.39 2.34 0 00:10:00 Sub-676 5.10 0.34 1.60 0.54 2.77 6.93 0 00:24:00 Sub-Parking 0.50 0.72 0.67 0.49 0.24 2.91 0 00:05:00 Page 3 Courtyards of Carmel 10 Year Storm Pipe Sizing 8/4/2021 Node Summary Element Invert Ground/Rim Max HGL ID Elevation (Max) Elevation Elevation Attained (ft) (ft) (ft) 500 833.34 839.09 833.87 502 831.18 838.11 831.65 505 811.11 814.94 811.79 506 808.30 814.94 811.70 508 813.39 817.65 814.07 509 813.20 817.64 813.97 519 814.56 818.83 815.25 520 814.21 818.83 815.00 532 818.80 824.35 820.43 538 819.10 824.42 820.61 539 819.29 824.42 820.64 540 822.73 827.48 823.57 541 819.00 828.25 820.93 542 819.20 828.58 821.24 543 820.00 830.91 821.94 544 820.30 830.91 822.10 546 810.84 818.24 814.83 547 814.41 818.24 814.93 548 822.20 832.42 823.92 549 813.39 815.02 814.04 550 821.70 824.41 823.52 551 825.90 833.30 827.64 551A 828.35 833.90 828.58 552 828.15 833.74 828.95 553 828.42 833.74 829.12 554 824.00 833.90 825.53 555 832.78 838.50 833.41 558 823.10 826.71 823.67 559 822.92 826.75 823.58 560 820.00 831.58 821.79 561 822.26 830.00 825.37 562 824.85 830.17 825.66 563 825.20 830.17 825.90 564 820.70 827.71 822.36 565 822.21 829.36 823.77 566 822.84 829.36 824.12 567 825.67 833.08 827.38 573 825.30 829.09 826.45 573A 824.64 832.34 825.96 576 818.90 825.54 819.93 577 819.40 825.54 820.33 578 819.36 824.47 820.11 579 819.64 824.47 819.97 599 822.10 834.68 823.74 600 822.35 834.67 823.95 601 827.95 833.51 828.24 602 828.42 833.51 828.61 603 816.63 826.48 818.22 604 819.50 831.72 821.26 605 820.20 831.28 821.89 606 820.50 831.29 822.60 607 821.20 828.96 823.21 609 821.70 833.12 824.35 612 821.80 829.31 822.66 613 821.30 829.31 822.22 615 827.99 832.80 828.42 616 816.40 825.77 818.79 617 813.30 822.52 816.20 619 814.37 825.43 817.97 620 814.18 824.11 817.78 621 813.30 822.99 817.36 621A 816.40 820.00 816.59 623 818.85 823.96 819.72 624 819.13 823.96 819.72 625 818.00 824.85 820.20 626 822.64 832.42 824.27 631 834.49 839.54 835.48 632 834.31 839.54 835.40 633 826.30 827.97 827.18 634 827.78 833.73 828.36 635 828.58 833.73 829.06 636 835.78 841.07 836.58 637 835.96 841.07 836.67 638 832.95 837.46 833.63 639 827.00 836.59 827.84 644 834.05 839.31 834.91 645 834.30 839.31 834.93 647 835.67 839.41 836.24 649 822.00 833.97 822.81 650 830.50 843.98 831.27 Page 4 Courtyards of Carmel 10 Year Storm Pipe Sizing 8/4/2021 Node Summary Element Invert Ground/Rim Max HGL ID Elevation (Max) Elevation Elevation Attained (ft) (ft) (ft) 651 831.20 843.97 831.98 653 823.10 833.12 824.73 654 836.17 840.50 836.62 655 834.18 840.12 834.58 656 835.20 840.22 835.77 657 834.80 840.22 835.43 658 830.28 835.03 831.29 659 824.53 827.22 826.08 660 825.15 830.36 826.50 661 825.57 830.54 826.70 662 831.30 836.76 831.87 663 830.82 835.24 831.68 664 830.82 834.25 831.36 665 830.22 834.25 830.86 666 829.27 835.59 830.38 667 829.99 835.62 831.09 668 833.20 840.41 834.15 669 832.95 838.95 833.92 669A 830.80 833.42 831.86 672 829.70 834.63 830.45 673 829.38 834.60 830.21 674 832.16 837.83 833.19 675 834.54 836.21 835.02 676 805.00 806.00 805.73 AmenityArea 814.60 822.00 815.01 Out-507 808.00 808.83 Out-510 813.00 813.70 Out-523 813.00 813.60 Out-545 808.00 808.36 Out-618 813.00 815.90 Out-621 813.00 813.48 Out-622 813.00 814.56 Out-648 815.00 815.73 Out-677 802.93 803.66 Page 5 Courtyards of Carmel 10 Year Storm Pipe Sizing 8/4/2021 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 505 506 28.00 811.11 811.02 0.32 12 0.013 1.63 2.02 2.93 Calculated 506 Out-507 100.00 808.30 808.00 0.30 15 0.013 2.74 3.54 3.20 Calculated 508 509 28.00 813.39 813.30 0.32 12 0.013 1.61 2.02 3.04 Calculated 509 Out-510 53.12 813.20 813.00 0.38 12 0.013 1.83 2.19 3.15 Calculated 519 520 28.00 814.56 814.31 0.89 12 0.013 2.77 3.37 4.79 Calculated 520 Out-523 70.61 814.21 813.00 1.71 12 0.013 3.13 4.66 6.37 Calculated 532 616 178.98 818.80 816.50 1.29 27 0.013 30.68 35.13 9.99 Calculated 538 577 39.60 819.88 819.50 0.96 12 0.013 3.08 3.49 5.03 Calculated 539 538 28.00 820.09 819.98 0.39 12 0.013 1.29 2.23 3.12 Calculated 540 561 124.31 822.73 822.36 0.30 15 0.013 2.79 3.54 3.24 Calculated 541 625 110.00 819.00 818.30 0.64 30 0.013 30.19 32.72 7.59 Calculated 542 541 16.00 819.20 819.10 0.64 30 0.013 29.07 32.75 7.53 Calculated 543 542 124.00 820.00 819.30 0.56 30 0.013 29.07 30.77 7.17 Calculated 544 543 28.00 820.30 820.10 0.71 30 0.013 28.87 34.67 7.90 Calculated 546 Out-545 142.00 810.84 808.00 2.00 12 0.013 1.43 5.04 6.16 Calculated 547 546 28.00 814.41 814.32 0.32 12 0.013 1.05 2.02 3.31 Calculated 548 609 18.99 822.20 821.80 2.11 24 0.013 24.96 32.84 11.50 Calculated 549 Out-621 51.00 813.55 813.00 1.08 12 0.013 1.75 3.70 5.08 Calculated 550 607 95.53 821.70 821.30 0.42 27 0.013 19.81 20.04 5.79 Calculated 551 550 98.51 825.90 821.80 4.16 12 0.013 4.81 7.27 9.91 Calculated 551A 551 43.35 828.35 826.95 3.22 12 0.013 0.73 6.39 5.42 Calculated 552 551 99.81 828.15 826.95 1.20 12 0.013 3.18 3.91 5.58 Calculated 553 552 28.00 828.42 828.25 0.61 12 0.013 2.31 2.78 4.00 Calculated 554 626 131.98 824.00 822.74 0.95 24 0.013 20.61 22.10 8.04 Calculated 558 559 28.18 823.10 823.02 0.30 12 0.013 1.20 1.95 2.83 Calculated 559 540 28.42 822.92 822.83 0.30 12 0.013 1.31 1.95 2.67 Calculated 599 550 47.10 822.10 821.80 0.64 24 0.013 15.55 18.05 6.47 Calculated 560 604 39.21 820.00 819.60 1.02 30 0.013 32.33 41.43 9.33 Calculated 561 612 15.43 822.26 821.90 2.31 15 0.013 6.76 9.83 8.63 Calculated 562 561 19.11 824.85 824.66 1.00 15 0.013 4.01 6.46 5.54 Calculated 563 562 28.00 825.20 824.95 0.89 15 0.013 3.71 6.09 5.21 Calculated 564 532 109.62 820.70 818.90 1.64 24 0.013 25.20 28.99 10.41 Calculated 565 564 140.00 822.21 820.80 1.01 24 0.013 21.64 22.70 8.28 Calculated 566 565 28.00 822.84 822.31 1.89 24 0.013 20.57 31.12 10.58 Calculated 567 566 124.00 826.20 822.94 2.63 18 0.013 16.32 17.03 11.02 Calculated 573 573A 163.56 825.30 824.64 0.40 18 0.013 6.18 6.67 4.37 Calculated 573A 554 180.77 824.64 824.10 0.30 21 0.013 7.86 8.66 4.16 Calculated 576 625 31.08 818.90 818.50 1.29 15 0.013 7.21 7.33 6.82 Calculated 577 576 28.00 819.40 819.00 1.43 15 0.013 6.93 7.72 7.12 Calculated 578 579 28.00 819.88 819.74 0.50 12 0.013 0.29 2.52 2.39 Calculated 579 625 14.13 819.64 818.96 4.81 12 0.013 1.74 7.82 8.00 Calculated 600 599 28.09 822.35 822.20 0.53 24 0.013 15.50 16.53 5.98 Calculated 601 551 30.98 827.95 826.52 4.63 12 0.013 0.62 7.66 5.88 Calculated 602 601 28.02 828.42 828.05 1.32 12 0.013 0.32 4.09 3.20 Calculated 603 621 55.57 816.63 815.84 1.42 30 0.013 33.42 48.91 10.72 Calculated 604 603 194.91 819.50 816.73 1.42 30 0.013 32.31 48.90 10.65 Calculated 605 560 16.65 820.20 820.10 0.60 30 0.013 25.48 31.79 7.20 Calculated 606 605 28.02 820.50 820.30 0.71 30 0.013 24.77 34.65 7.67 Calculated 607 606 174.61 821.20 820.60 0.34 30 0.013 23.52 24.04 5.66 Calculated 609 544 183.32 821.70 820.40 0.71 30 0.013 27.89 34.54 7.88 Calculated 612 613 28.71 821.80 821.40 1.39 18 0.013 6.92 12.40 7.21 Calculated 613 560 118.18 821.30 820.10 1.02 18 0.013 7.35 10.58 6.49 Calculated 615 563 124.00 827.99 825.30 2.17 12 0.013 2.00 5.25 7.74 Calculated 616 619 73.00 816.40 815.58 1.12 36 0.013 68.76 70.69 11.41 Calculated 617 Out-618 100.12 813.30 813.00 0.30 48 0.013 68.80 78.63 7.07 Calculated 619 620 8.00 815.48 815.39 1.13 36 0.013 68.77 70.74 11.40 Calculated 620 617 70.00 814.18 813.40 1.11 36 0.013 68.78 70.41 11.37 Calculated 621 Out-622 32.00 813.30 813.00 0.94 36 0.013 34.45 64.58 9.28 Calculated 621A 621 54.00 816.40 813.81 4.81 12 0.013 0.57 7.81 6.02 Calculated 623 532 15.30 818.85 818.80 0.33 15 0.013 3.04 3.69 3.37 Calculated 624 623 28.00 819.13 818.85 1.00 12 0.013 2.31 3.56 5.33 Calculated 625 616 123.21 818.10 816.50 1.30 30 0.013 38.07 46.79 10.63 Calculated 626 548 28.02 822.64 822.30 1.21 24 0.013 24.62 24.92 9.05 Calculated 500 555 45.75 833.34 832.88 1.01 12 0.013 1.95 3.57 4.96 Calculated 502 554 132.03 831.18 824.85 4.79 12 0.013 2.93 7.80 9.25 Calculated 631 632 33.13 834.49 834.41 0.24 15 0.013 3.06 3.17 3.37 Calculated 632 669 112.66 834.31 833.05 1.12 15 0.013 3.79 6.83 5.74 Calculated 633 661 88.99 826.30 825.67 0.71 15 0.013 4.56 5.45 4.99 Calculated 634 609 80.77 827.78 823.91 4.79 12 0.013 3.18 7.80 9.45 Calculated 635 634 28.00 828.58 827.88 2.50 12 0.013 2.63 5.63 7.06 Calculated 636 656 31.11 835.78 835.30 1.54 12 0.013 1.99 4.43 5.49 Calculated 637 636 28.00 835.96 835.88 0.29 12 0.013 1.60 1.90 3.01 Calculated 638 651 91.74 832.95 831.30 1.80 12 0.013 3.83 4.78 6.78 Calculated 639 649 261.55 827.00 822.10 1.87 15 0.013 5.44 8.84 7.63 Calculated 555 502 31.13 832.78 831.28 4.80 12 0.013 2.26 7.81 8.61 Calculated 644 668 132.12 834.05 833.30 0.57 15 0.013 3.93 4.87 4.47 Calculated 645 644 28.00 834.30 834.15 0.54 12 0.013 1.86 2.61 3.68 Calculated 647 638 319.02 835.67 833.05 0.82 12 0.013 1.92 3.23 7.23 Calculated 649 Out-648 265.99 822.00 815.00 2.63 15 0.013 6.80 10.48 9.14 Calculated 650 639 203.31 830.50 827.10 1.67 12 0.013 4.16 4.61 6.72 Calculated Page 6 Courtyards of Carmel 10 Year Storm Pipe Sizing 8/4/2021 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 651 650 29.68 831.20 830.60 2.02 12 0.013 4.01 5.07 7.15 Calculated 653 600 115.97 823.10 822.45 0.56 24 0.013 15.39 16.94 6.14 Calculated 654 662 367.00 836.17 831.40 1.30 12 0.013 1.59 4.06 8.17 Calculated 655 668 77.35 834.18 833.30 1.14 12 0.013 1.27 3.81 5.31 Calculated 656 657 28.00 835.20 834.90 1.07 12 0.013 2.04 3.69 4.82 Calculated 657 669 139.13 834.80 833.05 1.26 12 0.013 2.33 4.00 5.32 Calculated 658 667 64.63 830.28 830.09 0.30 15 0.013 3.47 3.54 3.32 Calculated 659 653 332.75 824.53 823.20 0.40 24 0.013 13.30 14.30 5.33 Calculated 660 659 138.64 825.15 824.63 0.38 24 0.013 10.98 13.85 4.93 Calculated 661 660 28.64 825.57 825.25 1.11 18 0.013 10.15 11.05 7.09 Calculated 662 633 247.00 831.30 826.50 1.94 12 0.013 3.08 4.97 6.72 Calculated 663 658 146.03 830.82 830.38 0.30 15 0.013 2.83 3.54 4.89 Calculated 664 665 28.00 830.82 830.32 1.79 12 0.013 2.71 4.76 6.26 Calculated 665 661 122.44 830.22 825.67 3.72 12 0.013 4.81 6.87 9.50 Calculated 666 567 140.00 829.27 826.20 2.19 18 0.013 12.09 15.55 9.76 Calculated 667 666 30.92 829.99 829.37 2.00 18 0.013 11.82 14.86 9.33 Calculated 668 674 120.06 833.20 832.26 0.79 15 0.013 5.17 5.73 5.33 Calculated 669 669A 181.00 832.95 830.90 1.13 15 0.013 6.44 6.87 6.46 Calculated 669A 554 198.00 830.80 824.10 3.38 15 0.013 8.23 11.88 10.50 Calculated 672 673 28.05 829.72 829.48 0.86 12 0.013 2.89 3.30 4.74 Calculated 673 573 124.99 829.38 825.40 3.18 12 0.013 3.79 6.36 8.48 Calculated 674 667 82.75 832.16 830.09 2.50 15 0.013 7.42 10.21 9.09 Calculated 675 674 114.20 834.54 832.26 2.00 12 0.013 2.32 5.04 7.70 Calculated 676 Out-677 43.00 805.00 802.93 4.81 12 0.013 6.92 7.82 11.24 Calculated AmenityArea 617 43.00 814.60 813.40 2.79 18 0.013 2.90 17.55 7.99 Calculated Page 7 LAKE #2LAKE #1DRY BASINLAKE #2LAKE #1DRY BASINAPPROVAL PENDINGNOT FORCONSTRUCTION©THE COURTYARDSOF CARMELSECTION 2POST-DEVELOPEDPOND MODELINGBASIN AREA MAPB1NORTH Courtyards of Carmel Section 2 10 Year Storm Pipe Sizing 7/21/2021 Rainfall Details 10 year(s)Return Period........................................................................ Page 1 Courtyards of Carmel Section 2 10 Year Storm Pipe Sizing 9/8/2021 Subbasin Summary Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days mm) Sub-505 0.59 0.50 1.17 0.59 0.35 1.64 0 00:12:42 Sub-506 0.44 0.60 0.86 0.52 0.23 1.85 0 00:07:18 Sub-508 0.46 0.57 1.06 0.60 0.28 1.61 0 00:10:18 Sub-509 0.21 0.53 0.76 0.40 0.08 0.84 0 00:06:00 Sub-519 0.78 0.63 1.16 0.73 0.57 2.77 0 00:12:18 Sub-520 0.29 0.78 0.82 0.64 0.18 1.62 0 00:06:54 Sub-532 1.09 0.65 1.04 0.68 0.74 4.42 0 00:10:00 Sub-538 0.49 0.59 1.04 0.61 0.30 1.80 0 00:10:00 Sub-539 0.30 0.69 1.04 0.72 0.22 1.29 0 00:10:00 Sub-540 0.43 0.57 1.04 0.59 0.25 1.53 0 00:10:00 Sub-541 0.40 0.53 1.04 0.55 0.22 1.32 0 00:10:00 Sub-542 0.00 0.00 0.67 0.00 0.00 0.00 0 00:05:00 Sub-543 0.05 0.76 1.04 0.79 0.04 0.24 0 00:10:00 Sub-544 0.33 0.54 1.04 0.56 0.19 1.11 0 00:10:00 Sub-546 0.16 0.73 1.02 0.75 0.12 0.74 0 00:09:36 Sub-547 0.24 0.55 0.67 0.37 0.09 1.07 0 00:05:00 Sub-548 0.13 0.47 1.04 0.49 0.06 0.38 0 00:10:00 Sub-549 0.67 0.42 1.04 0.44 0.29 1.76 0 00:10:00 Sub-551 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-551A 0.17 0.69 1.04 0.72 0.12 0.73 0 00:10:00 Sub-552 0.19 0.75 1.04 0.78 0.15 0.89 0 00:10:00 Sub-553 0.61 0.61 1.04 0.63 0.39 2.32 0 00:10:00 Sub-554 0.65 0.48 1.04 0.50 0.32 1.95 0 00:10:00 Sub-558 0.34 0.57 1.04 0.59 0.20 1.21 0 00:10:00 Sub-559 0.02 0.90 1.04 0.94 0.02 0.11 0 00:10:00 Sub-562 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-563 0.47 0.59 1.04 0.61 0.29 1.73 0 00:10:00 Sub-564 1.19 0.52 1.04 0.54 0.64 3.86 0 00:10:00 Sub-565 0.26 0.71 1.04 0.74 0.19 1.15 0 00:10:00 Sub-566 1.32 0.56 1.04 0.58 0.77 4.61 0 00:10:00 Sub-567 12.10 0.20 1.59 0.32 3.86 9.71 0 00:23:48 Sub-573 1.36 0.22 1.04 0.23 0.31 1.87 0 00:10:00 Sub-573A 0.72 0.20 1.04 0.21 0.15 0.90 0 00:10:00 Sub-576 0.06 0.78 1.04 0.81 0.05 0.29 0 00:10:00 Sub-577 0.93 0.67 1.04 0.70 0.65 3.89 0 00:10:00 Sub-578 0.06 0.78 1.04 0.81 0.05 0.29 0 00:10:00 Sub-579 0.43 0.54 1.04 0.56 0.24 1.45 0 00:10:00 Sub-599 0.02 0.55 1.04 0.57 0.01 0.07 0 00:10:00 Sub-600 0.03 0.67 1.04 0.70 0.02 0.13 0 00:10:00 Sub-601 0.07 0.70 1.04 0.73 0.05 0.31 0 00:10:00 Sub-602 0.08 0.64 1.04 0.67 0.05 0.32 0 00:10:00 Sub-603 0.51 0.41 1.04 0.43 0.22 1.31 0 00:10:00 Sub-605 0.17 0.82 1.04 0.85 0.15 0.87 0 00:10:00 Sub-606 0.33 0.75 1.04 0.78 0.26 1.54 0 00:10:00 Sub-607 1.74 0.41 1.04 0.43 0.74 4.45 0 00:10:00 Sub-612 0.03 0.90 1.04 0.94 0.03 0.17 0 00:10:00 Sub-613 0.09 0.82 1.04 0.85 0.08 0.46 0 00:10:00 Sub-615 0.53 0.61 1.04 0.63 0.34 2.02 0 00:10:00 Sub-616 0.06 0.67 1.04 0.70 0.04 0.25 0 00:10:00 Sub-617 0.04 0.20 1.04 0.21 0.01 0.05 0 00:10:00 Sub-619 0.01 0.20 1.04 0.21 0.00 0.01 0 00:10:00 Sub-620 0.01 0.20 1.04 0.21 0.00 0.01 0 00:10:00 Sub-621 0.35 0.29 1.04 0.30 0.11 0.63 0 00:10:00 Sub-621A 0.46 0.20 1.04 0.21 0.10 0.57 0 00:10:00 Sub-623 0.34 0.69 1.04 0.72 0.24 1.46 0 00:10:00 Sub-624 0.41 0.70 0.67 0.47 0.19 2.32 0 00:05:00 Sub-626 1.21 0.59 1.04 0.61 0.74 4.46 0 00:10:00 Sub-Parking 0.50 0.72 0.67 0.49 0.24 2.91 0 00:05:00 Page 2 Courtyards of Carmel Section 2 10 Year Storm Pipe Sizing 9/8/2021 Node Summary Element Invert Ground/Rim Max HGL ID Elevation (Max) Elevation Elevation Attained (ft) (ft) (ft) 505 811.11 814.94 811.79 506 808.30 814.94 811.70 508 813.39 817.65 814.07 509 813.20 817.64 813.97 519 814.56 818.83 815.25 520 814.21 818.83 815.00 532 818.80 824.35 819.99 538 819.10 824.42 820.61 539 819.29 824.42 820.64 540 822.73 827.48 823.57 541 819.00 828.25 820.06 542 819.20 828.58 820.30 543 820.00 830.91 821.02 544 820.30 830.91 821.27 546 810.84 818.24 814.83 547 814.41 818.24 814.93 548 822.20 832.42 823.12 549 813.39 815.02 814.04 550 821.70 824.41 822.47 551 825.90 833.30 827.64 551A 828.35 833.90 828.58 552 828.15 833.74 828.95 553 828.42 833.74 829.12 554 824.00 833.90 824.77 558 823.10 826.71 823.67 559 822.92 826.75 823.58 560 820.00 831.58 821.18 561 822.26 830.00 825.37 562 824.85 830.17 825.66 563 825.20 830.17 825.90 564 820.70 827.71 821.71 565 822.21 829.36 823.13 566 822.84 829.36 823.75 567 825.67 833.08 827.01 573 825.30 829.09 825.84 573A 824.64 832.34 825.31 576 818.90 825.54 819.93 577 819.40 825.54 820.33 578 819.36 824.47 820.11 579 819.64 824.47 819.97 599 822.10 834.68 822.32 600 822.35 834.67 822.47 601 827.95 833.51 828.24 602 828.42 833.51 828.61 603 816.63 826.48 817.80 604 819.50 831.72 820.78 605 820.20 831.28 821.25 606 820.50 831.29 821.67 607 821.20 828.96 822.27 609 821.74 833.12 822.61 612 821.80 829.31 822.66 613 821.30 829.31 822.22 615 827.99 832.80 828.42 616 816.40 825.77 818.00 617 813.30 822.52 815.30 619 814.37 825.43 817.18 620 814.17 824.11 815.88 621 813.30 822.99 816.95 621A 816.40 820.00 816.59 623 818.85 823.96 819.72 624 819.13 823.96 819.72 625 818.00 824.85 819.51 626 822.64 832.42 823.46 AmenityArea 814.60 822.00 815.01 Out-507 808.00 808.83 Out-510 813.00 813.70 Out-523 813.00 813.60 Out-545 808.00 808.36 Out-618 813.00 815.00 Out-621 813.00 813.48 Out-622 813.00 814.18 Page 3 Courtyards of Carmel Section 2 10 Year Storm Pipe Sizing 9/8/2021 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 505 506 28.00 811.11 811.02 0.32 12 0.013 1.63 2.02 2.93 Calculated 506 Out-507 100.00 808.30 808.00 0.30 15 0.013 2.74 3.54 3.20 Calculated 508 509 28.00 813.39 813.30 0.32 12 0.013 1.61 2.02 3.04 Calculated 509 Out-510 53.12 813.20 813.00 0.38 12 0.013 1.83 2.19 3.15 Calculated 519 520 28.00 814.56 814.31 0.89 12 0.013 2.77 3.37 4.79 Calculated 520 Out-523 70.61 814.21 813.00 1.71 12 0.013 3.13 4.66 6.37 Calculated 532 616 178.98 818.80 816.50 1.29 27 0.013 19.16 35.13 9.05 Calculated 538 577 39.60 819.88 819.50 0.96 12 0.013 3.08 3.49 5.03 Calculated 539 538 28.00 820.09 819.98 0.39 12 0.013 1.29 2.23 3.12 Calculated 540 561 124.31 822.73 822.36 0.30 15 0.013 2.79 3.54 3.24 Calculated 541 625 110.00 819.00 818.30 0.64 30 0.013 11.50 32.72 6.09 Calculated 542 541 16.00 819.20 819.10 0.64 30 0.013 10.30 32.75 5.90 Calculated 543 542 124.00 820.00 819.30 0.56 30 0.013 10.30 30.77 5.66 Calculated 544 543 28.00 820.30 820.10 0.71 30 0.013 10.10 34.67 6.12 Calculated 546 Out-545 142.00 810.84 808.00 2.00 12 0.013 1.43 5.04 6.16 Calculated 547 546 28.00 814.41 814.32 0.32 12 0.013 1.05 2.02 3.31 Calculated 548 609 18.99 822.20 821.84 1.90 24 0.013 9.10 31.15 8.60 Calculated 549 Out-621 51.00 813.55 813.00 1.08 12 0.013 1.75 3.70 5.08 Calculated 550 607 95.53 821.70 821.30 0.42 27 0.013 4.98 20.04 4.21 Calculated 551 550 98.51 825.90 821.80 4.16 12 0.013 4.81 7.27 9.91 Calculated 551A 551 43.35 828.35 826.95 3.22 12 0.013 0.73 6.39 5.42 Calculated 552 551 99.81 828.15 826.95 1.20 12 0.013 3.18 3.91 5.58 Calculated 553 552 28.00 828.42 828.25 0.61 12 0.013 2.31 2.78 4.00 Calculated 554 626 131.98 824.00 822.74 0.95 24 0.013 4.46 22.10 5.52 Calculated 558 559 28.18 823.10 823.02 0.30 12 0.013 1.20 1.95 2.83 Calculated 559 540 28.42 822.92 822.83 0.30 12 0.013 1.31 1.95 2.67 Calculated 560 604 39.21 820.00 819.60 1.02 30 0.013 18.77 41.43 8.23 Calculated 561 612 15.43 822.26 821.90 2.31 15 0.013 6.76 9.83 8.63 Calculated 562 561 19.11 824.85 824.66 1.00 15 0.013 4.01 6.46 5.54 Calculated 563 562 28.00 825.20 824.95 0.89 15 0.013 3.71 6.09 5.21 Calculated 564 532 109.62 820.70 818.90 1.64 24 0.013 13.45 28.99 9.06 Calculated 565 564 140.00 822.21 820.80 1.01 24 0.013 9.71 22.70 6.95 Calculated 566 565 28.00 822.84 822.31 1.89 24 0.013 9.69 31.12 8.74 Calculated 567 566 124.00 826.20 822.94 2.63 18 0.013 9.69 17.03 9.96 Calculated 573 573A 163.56 825.30 824.64 0.40 18 0.013 1.83 6.67 4.95 Calculated 573A 554 180.77 824.64 824.10 0.30 21 0.013 2.66 8.66 3.22 Calculated 576 625 31.08 818.90 818.50 1.29 15 0.013 7.21 7.33 6.82 Calculated 577 576 28.00 819.40 819.00 1.43 15 0.013 6.93 7.72 7.12 Calculated 578 579 28.00 819.88 819.74 0.50 12 0.013 0.29 2.52 2.39 Calculated 579 625 14.13 819.64 818.96 4.81 12 0.013 1.74 7.82 8.00 Calculated 599 550 47.10 822.10 821.80 0.64 24 0.013 0.19 18.05 1.88 Calculated 600 599 28.09 822.35 822.20 0.53 24 0.013 0.12 16.53 1.62 Calculated 601 551 30.98 827.95 826.52 4.63 12 0.013 0.62 7.66 5.88 Calculated 602 601 28.02 828.42 828.05 1.32 12 0.013 0.32 4.09 3.20 Calculated 603 621 55.57 816.63 815.84 1.42 30 0.013 19.93 48.91 9.46 Calculated 604 603 194.91 819.50 816.73 1.42 30 0.013 18.75 48.90 9.33 Calculated 605 560 16.65 820.20 820.10 0.60 30 0.013 11.43 31.79 5.94 Calculated 606 605 28.02 820.50 820.30 0.71 30 0.013 10.63 34.65 6.21 Calculated 607 606 174.61 821.20 820.60 0.34 30 0.013 9.20 24.04 4.62 Calculated 609 544 183.32 821.74 820.40 0.73 30 0.013 9.05 35.07 6.01 Calculated 612 613 28.71 821.80 821.40 1.39 18 0.013 6.92 12.40 7.21 Calculated 613 560 118.18 821.30 820.10 1.02 18 0.013 7.35 10.58 6.49 Calculated 615 563 124.00 827.99 825.30 2.17 12 0.013 2.00 5.25 7.74 Calculated 616 619 73.00 816.40 815.58 1.12 36 0.013 39.26 70.69 10.26 Calculated 617 Out-618 100.12 813.30 813.00 0.30 48 0.013 39.29 78.63 6.26 Calculated 619 620 9.00 814.38 814.28 1.11 36 0.013 39.27 70.31 10.22 Calculated 620 617 69.00 814.17 813.40 1.12 36 0.013 39.28 70.46 10.24 Calculated 621 Out-622 32.00 813.30 813.00 0.94 36 0.013 21.02 64.58 8.16 Calculated 621A 621 54.00 816.40 813.81 4.81 12 0.013 0.57 7.81 6.02 Calculated 623 532 15.30 818.85 818.80 0.33 15 0.013 3.04 3.69 3.37 Calculated 624 623 28.00 819.13 818.85 1.00 12 0.013 2.31 3.56 5.33 Calculated 625 616 123.21 818.10 816.50 1.30 30 0.013 19.92 46.79 9.16 Calculated 626 548 28.02 822.64 822.30 1.21 24 0.013 8.73 24.92 7.23 Calculated AmenityArea 617 43.00 814.60 813.40 2.79 18 0.013 2.90 17.55 7.99 Calculated Page 4 LAKE #2LAKE #1DRY BASINLAKE #2LAKE #1DRY BASINAPPROVAL PENDINGNOT FORCONSTRUCTION©THE COURTYARDSOF CARMELSECTION 2POST-DEVELOPEDPOND MODELINGBASIN AREA MAPB1NORTH The Courtyards of Carmel Section 1 Page 11 Kimley-Horn Project 170177003 Appendix F: Inlet Capacity, Gutter Spread and Water Quality Calculations 170177004 Courtyards of Carmel Sec. 2 DATE:9/23/2021 10 Structure ID 10-YR Peak Discharge (cfs) Grate Inlet Type Max Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Perimeter P (ft) Entrance Loss Coefficient C Gutter Spread (ft)Combined Gutter Spread Clear Lane Width 500 1.96 R-3501-TR/TL Single 0.33 0.70 3.45 0.61 9.05 9.05 14.95 502 0.68 R-3501-TR/TL Single 0.16 0.70 3.45 0.61 0.00 555 0.32 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 505 1.64 R-3501-TR/TL Single 0.29 0.70 3.45 0.61 7.59 506 1.85 R-3501-TR/TL Double 0.20 0.70 3.45 0.61 3.93 508 1.61 R-3501-TR/TL Single 0.29 0.70 3.45 0.61 7.45 509 0.84 R-3501-TR/TL Single 0.19 0.70 3.45 0.61 3.44 519 2.77 R-3501-TR/TL Double 0.26 0.70 3.45 0.61 6.36 520 1.62 R-3501-TR/TL Single 0.29 0.70 3.45 0.61 7.50 538 1.80 R-3501-TR/TL Double 0.20 0.70 3.45 0.61 3.79 539 1.29 R-3501-TR/TL Single 0.25 0.70 3.45 0.61 5.89 540 1.53 R-3501-TR/TL Single 0.28 0.70 3.45 0.61 7.07 7.07 16.93 541 1.32 R-3501-TR/TL Single 0.25 0.70 3.45 0.61 6.04 6.04 17.96 543 0.24 R-3501-TR/TL Single 0.08 0.70 3.45 0.61 0.00 544 1.11 R-3501-TR/TL Single 0.23 0.70 3.45 0.61 4.95 546 0.74 R-3501-TR/TL Single 0.17 0.70 3.45 0.61 2.85 547 1.07 R-3501-TR/TL Single 0.22 0.70 3.45 0.61 4.74 551 0.31 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 551A 0.73 R-3501-TR/TL Single 0.17 0.70 3.45 0.61 2.78 552 0.89 R-3501-TR/TL Single 0.19 0.70 3.45 0.61 3.73 553 2.32 R-3501-TR/TL Double 0.23 0.70 3.45 0.61 5.21 558 1.21 R-3501-TR/TL Single 0.24 0.70 3.45 0.61 5.48 559 0.11 R-3501-TR/TL Single 0.05 0.70 3.45 0.61 0.00 562 0.31 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 563 1.73 R-3501-TR/TL Single 0.30 0.70 3.45 0.61 8.01 564 3.86 R-3501-TR/TL Double 0.33 0.70 3.45 0.61 8.91 8.91 15.09 565 1.15 R-3501-TR/TL Double 0.15 0.70 3.45 0.61 1.80 566 4.61 R-3501-R Double 0.33 1.30 4.13 0.61 8.90 567 4.59 R-3501-TR/TL Double 0.45 0.70 3.45 0.61 13.76 13.76 10.24 576 0.29 R-3501-TR/TL Single 0.09 0.70 3.45 0.61 0.00 577 3.89 R-3501-TR/TL Double 0.33 0.70 3.45 0.61 8.98 578 0.29 R-3501-TR/TL Single 0.09 0.70 3.45 0.61 0.00 579 1.45 R-3501-TR/TL Single 0.27 0.70 3.45 0.61 6.68 599 0.07 R-3501-TR/TL Single 0.04 0.70 3.45 0.61 0.00 600 0.13 R-3501-TR/TL Single 0.05 0.70 3.45 0.61 0.00 601 0.31 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 602 0.32 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 605 0.87 R-3501-TR/TL Single 0.19 0.70 3.45 0.61 3.62 606 1.54 R-3501-TR/TL Single 0.28 0.70 3.45 0.61 7.12 612 0.17 R-3501-TR/TL Single 0.06 0.70 3.45 0.61 0.00 613 0.46 R-3501-TR/TL Single 0.13 0.70 3.45 0.61 1.00 615 2.02 R-3501-TR/TL Single 0.35 0.70 3.45 0.61 9.77 9.77 14.23 623 1.46 R-3501-TR/TL Single 0.27 0.70 3.45 0.61 6.73 624 2.32 R-3501-TR/TL Double 0.23 0.70 3.45 0.61 5.21 631 3.08 R-3501-TR/TL Double 0.28 0.70 3.45 0.61 7.12 632 0.75 R-3501-TR/TL Single 0.17 0.70 3.45 0.61 2.91 634 0.55 R-3501-TR/TL Single 0.14 0.70 3.45 0.61 1.63 635 2.64 R-3501-TR/TL Double 0.25 0.70 3.45 0.61 6.04 636 0.39 R-3501-TR/TL Single 0.11 0.70 3.45 0.61 0.49 637 1.61 R-3501-TR/TL Single 0.29 0.70 3.45 0.61 7.45 644 2.12 R-3501-TR/TL Double 0.22 0.70 3.45 0.61 4.68 645 1.87 R-3501-TR/TL Single 0.32 0.70 3.45 0.61 8.65 650 0.18 R-3501-TR/TL Single 0.07 0.70 3.45 0.61 0.00 651 0.19 R-3501-TR/TL Single 0.07 0.70 3.45 0.61 0.00 656 0.06 R-3501-TR/TL Single 0.03 0.70 3.45 0.61 0.00 657 0.31 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 658 0.68 R-3501-TR/TL Single 0.16 0.70 3.45 0.61 2.47 2.47 21.53 660 0.92 R-3501-TR/TL Single 0.20 0.70 3.45 0.61 3.90 661 0.88 R-3501-TR/TL Single 0.19 0.70 3.45 0.61 3.68 664 2.72 R-3501-TR/TL Double 0.26 0.70 3.45 0.61 6.24 665 2.13 R-3501-TR/TL Double 0.22 0.70 3.45 0.61 4.71 666 0.31 R-3501-TR/TL Single 0.10 0.70 3.45 0.61 0.00 0.00 24.00 667 0.99 R-3501-TR/TL Single 0.21 0.70 3.45 0.61 4.30 4.30 19.70 672 2.90 R-3501-TR/TL Double 0.27 0.70 3.45 0.61 6.68 673 0.92 R-3501-TR/TL Single 0.20 0.70 3.45 0.61 3.90 1)Runoff = CIA 2)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 3)Inlets are depressed 0.1' 4) Inlet Capacity Open Area* (sf) Entrance Perimeter* (ft) 50% Open Area (sf) 75% Entrance Perimeter* (ft) Neenah R-3501-TR/TL 1.40 4.60 0.70 3.45 Neenah R-3501-TR/TL 2.80 6.40 1.40 4.80 Neenah R-3501-L2 1.30 3.70 0.65 2.78 Neenah R-3501-R 2.60 5.50 1.30 4.13 -- -- - *Open Area & Entrance Perimeter values obtained from Neenah 4) Max Ponding Depth for Road Inlets at a Sag 10.59 13.41 7.94 16.06 13.33 10.67 0.00 24.00 0.00 24.00 7.58 16.42 1.00 23.00 8.98 15.02 8.95 15.05 8.01 15.99 5.48 18.52 10.70 13.30 2.78 21.22 INLET CAPACITY CALCULATIONS Width of Each Curb (ft) 2.0 Road Curb Inlet Double Road Curb Inlet Road Curb Inlet Required Clear Lane Width (ft)10.0Width of Road (ft)28.0 9.68 14.32 0.00 24.00 6.68 17.32 10.74 0.00 24.00 11.52 12.48 10.89 11.95 12.05 13.11 13.86 10.14 7.58 16.42 Road Cross- sectional Slope 2.54% CombinedA llowable Spread (ft) 0.00 24.00 14.0 Road Curb Inlet 13.26 10.02 13.98 7.67 16.33 10.95 13.05 4.95 19.05 170177004 Courtyards of Carmel Section 2 DATE:9/23/2021 10 Structure ID 10-YR Peak Discharge (cfs) Grate Max Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Perimeter P (ft) Entrance Loss Coefficient C 532 4.42 R-4215-C 0.26 3.30 11.30 0.61 549 1.76 R-4215-C 0.14 3.30 11.30 0.61 554 1.95 R-4215-C 0.15 3.30 11.30 0.61 573 2.51 R-4215-C 0.18 3.30 11.30 0.61 573A 1.84 R-4215-C 0.14 3.30 11.30 0.61 603 1.31 R-4215-C 0.11 3.30 11.30 0.61 607 4.45 R-4215-C 0.26 3.30 11.30 0.61 616 0.25 R-4215-C 0.04 3.30 11.30 0.61 617 0.05 R-4215-C 0.01 3.30 11.30 0.61 619 0.01 R-4215-C 0.00 3.30 11.30 0.61 620 0.01 R-4215-C 0.00 3.30 11.30 0.61 621 0.63 R-4215-C 0.07 3.30 11.30 0.61 633 1.59 R-4215-C 0.13 3.30 11.30 0.61 638 2.02 R-4215-C 0.15 3.30 11.30 0.61 639 1.42 R-4215-C 0.12 3.30 11.30 0.61 647 2.00 R-4215-C 0.15 3.30 11.30 0.61 649 1.54 R-4215-C 0.13 3.30 11.30 0.61 653 2.44 R-4215-C 0.17 3.30 11.30 0.61 654 1.65 R-4215-C 0.13 3.30 11.30 0.61 655 1.28 R-4215-C 0.11 3.30 11.30 0.61 659 2.68 R-4215-C 0.18 3.30 11.30 0.61 662 1.59 R-4215-C 0.13 3.30 11.30 0.61 663 2.89 R-4215-C 0.19 3.30 11.30 0.61 669 0.39 R-4215-C 0.05 3.30 11.30 0.61 669A 1.94 R-4215-C 0.15 3.30 11.30 0.61 675 2.34 R-4215-C 0.17 3.30 11.30 0.61 50% Open Area (sf) 50% Entrance Perimeter* (ft) 1.65 5.65 - - - - Notes 1)Runoff = CIA 2)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 3) Inlet Capacity Open Area* (sf) Entrance Perimeter* (ft) Neenah R-4215-C 3.30 11.30 FES - - EX. STR - - *Open Area & Entrance Perimeter values obtained from Neenah YARD INLET CAPACITY CALCULATIONS Existing Structure Yard Inlet Flared End Section 170177004 Courtyards of Carmel Sec. 2 DATE:9/23/2021 WQv = (P) (Rv) (A) / 12 Where: WQv = water quality volume for each site's outlet (acre-ft) P = 1 inch Rv = volumetric runoff coefficient A = area in acres Rv = 0.05 + 0.009 (I) Where "I" is the percent impervious cover POND 1 44.17 18.51 0.43 1.57 813.57 POND 1 Stage Area Incr. Vol. (ac-ft)Vol. (ac-ft) Notes 813.00 2.64 0.00 0.00 Normal Pool 814.00 2.84 0.00 2.74 815.00 3.04 0.20 2.94 816.00 3.24 0.20 3.14 817.00 3.44 0.20 3.34 818.00 3.65 0.21 3.55 Overflow Weir 819.00 3.86 0.21 3.76 Top of Pond Orifice Diameter (in) Orifice Area, A (ft2) Time Staging Depth Q Initial WQ Volume Remaining WQ Volume (hr) (ft) (ft) (cfs)(ft3)(ft3) 1 813.57 0.57 0.72 68489 65912 2 813.55 0.55 0.70 65912 63384 3 813.55 0.55 0.70 63384 60857 4 813.55 0.55 0.70 60857 58332 5 813.55 0.55 0.70 58332 55809 6 813.55 0.55 0.70 55809 53288 7 813.55 0.55 0.70 53288 50770 8 813.55 0.55 0.70 50770 48255 9 813.55 0.55 0.70 48255 45742 10 813.54 0.54 0.70 45742 43233 11 813.54 0.54 0.70 43233 40728 12 813.54 0.54 0.69 40728 38227 13 813.54 0.54 0.69 38227 35730 14 813.54 0.54 0.69 35730 33239 15 813.53 0.53 0.69 33239 30753 16 813.53 0.53 0.69 30753 28274 17 813.53 0.53 0.69 28274 25803 18 813.52 0.52 0.68 25803 23341 19 813.52 0.52 0.68 23341 20890 20 813.51 0.51 0.68 20890 18453 21 813.51 0.51 0.67 18453 16031 22 813.50 0.50 0.67 16031 13629 23 813.49 0.49 0.66 13629 11253 24 813.47 0.47 0.65 11253 8911 6 0.196 Q = 0.6A(2gh)0.5 Proposed Stormwater Quality Calculations Water Quality Volume Drainage Area A (ac) Impervious Cover (ac)Rv WQv (ac-ft) WQv Elevation Notes 170177004 Courtyards of Carmel Sec. 2 DATE:9/23/2021 WQv = (P) (Rv) (A) / 12 Where: WQv = water quality volume for each site's outlet (acre-ft) P = 1 inch Rv = volumetric runoff coefficient A = area in acres Rv = 0.05 + 0.009 (I) Where "I" is the percent impervious cover POND 2 6.78 1.39 0.23 0.13 813.75 POND 2 Stage Area Incr. Vol. (ac-ft)Vol. (ac-ft) Notes 813.50 0.50 0.00 0.00 Normal Pool 814.50 0.57 0.00 0.54 815.50 0.64 0.07 0.61 816.50 0.71 0.07 0.68 817.50 0.78 0.07 0.75 818.50 0.86 0.08 0.82 Overflow Weir 819.00 0.89 0.38 0.44 Top of Pond Orifice Diameter (in) Orifice Area, A (ft2) Time Staging Depth Q Initial WQ Volume Remaining WQ Volume (hr) (ft) (ft) (cfs)(ft3)(ft3) 1 813.75 0.25 0.47 5772 4079 2 813.68 0.18 0.40 4079 2656 3 813.66 0.16 0.38 2656 1289 4 813.62 0.12 0.33 1289 110 5 813.52 0.02 0.14 110 0 6 813.50 0.00 0.00 0 0 7 813.50 0.00 0.00 0 0 8 813.50 0.00 0.00 0 0 9 813.50 0.00 0.00 0 0 10 813.50 0.00 0.00 0 0 11 813.50 0.00 0.00 0 0 12 813.50 0.00 0.00 0 0 13 813.50 0.00 0.00 0 0 14 813.50 0.00 0.00 0 0 15 813.50 0.00 0.00 0 0 16 813.50 0.00 0.00 0 0 17 813.50 0.00 0.00 0 0 18 813.50 0.00 0.00 0 0 19 813.50 0.00 0.00 0 0 20 813.50 0.00 0.00 0 0 21 813.50 0.00 0.00 0 0 22 813.50 0.00 0.00 0 0 23 813.50 0.00 0.00 0 0 24 813.50 0.00 0.00 0 0 6 Q = 0.6A(2gh)0.5 0.196 Proposed Stormwater Quality Calculations Water Quality Volume Drainage Area A (ac) Impervious Cover (ac)Rv WQv (ac-ft) WQv Elevation Notes 170177004 Courtyards of Carmel Sec. 2 WQv = (P) (Rv) (A) / 12 Where: WQv = water quality volume for each site's outlet (acre-ft) P = 1 inch Rv = volumetric runoff coefficient A = area in acres Rv = 0.05 + 0.009 (I) Where "I" is the percent impervious cover Dry Basin 1.91 0.62 0.34 0.05 808.82 Dry Basin Stage Area Incr. Vol. (ac-ft)Vol. (ac-ft) Notes 807.00 0.01 0.00 0.00 Normal Pool 808.00 0.05 0.00 0.03 809.00 0.07 0.03 0.06 810.00 0.09 0.02 0.08 Overflow Weir 811.00 0.11 0.02 0.10 Top of Pond Orifice Diameter (in) Orifice Area, A (ft2) Time Staging Depth Q Initial WQ Volume Remaining WQ Volume (hr) (ft) (ft) (cfs)(ft3)(ft3) 1 808.82 1.82 1.27 2372 0 2 807.00 0.00 0.00 0 0 3 807.00 0.00 0.00 0 0 4 807.00 0.00 0.00 0 0 5 807.00 0.00 0.00 0 0 6 807.00 0.00 0.00 0 0 7 807.00 0.00 0.00 0 0 8 807.00 0.00 0.00 0 0 9 807.00 0.00 0.00 0 0 10 807.00 0.00 0.00 0 0 11 807.00 0.00 0.00 0 0 12 807.00 0.00 0.00 0 0 13 807.00 0.00 0.00 0 0 14 807.00 0.00 0.00 0 0 15 807.00 0.00 0.00 0 0 16 807.00 0.00 0.00 0 0 17 807.00 0.00 0.00 0 0 18 807.00 0.00 0.00 0 0 19 807.00 0.00 0.00 0 0 20 807.00 0.00 0.00 0 0 21 807.00 0.00 0.00 0 0 22 807.00 0.00 0.00 0 0 23 807.00 0.00 0.00 0 0 24 807.00 0.00 0.00 0 0 Proposed Stormwater Quality Calculations Water Quality Volume Drainage Area A (ac) Impervious Cover (ac)Rv WQv (ac-ft) WQv Elevation Notes 6 Q = 0.6A(2gh)0.5 0.196