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HomeMy WebLinkAboutDrainage Report 10-28-19  STORMWATER DRAINAGE REPORT BEAR CREEK SOUTH SECTIONS 1A & 1B CITY OF CARMEL HAMILTON COUNTY, INDIANA DEVELOPER: Pulte Homes of Indiana, LLC 11590 N. Meridian Street Suite 530 Carmel, IN 46032 PREPARED BY: 135 N. Pennsylvania Street, Suite 2800 Indianapolis, IN 46204 Report Date: October 28, 2019 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Location Map USGS Topographic Map Soils Map Floodplain Map Wetlands Area Map Existing Conditions Appendix C Existing Drainage Basins Allowable Release Rates Proposed Conditions Appendix D Proposed Drainage Basins Rainfall Depth Chart – City of Carmel Curve Number Calculations Time of Concentration Calculations ICPR Node Diagram ICPR Node Maximum Comparisons – Onsite Drainage Only ICPR Node Maximum Comparisons – Includes Offsite Drainage ICPR Basin Summaries ICPR Input Report Water Quality Volume Calculations Pond Volume Calculations Emergency Spillway Calculations Storm Sewer Design Appendix E Storm Sewer Basin Map Carmel Rainfall Intensity Chart Composite Cv Calculations Time of Concentration Calculations Rational Method/Pipe Design/HGL Calculations – Hydraflow Swale Capacity Calculations Inlet Capacity & Gutter Spread Calculations Appendix F Mechanical Separator Sizing Appendix G Mechanical Separator Basin Map Water Quality Curve Number Determination ICPR Basin Summary – 1” Storm Event Stormwater Quality Unit (SQU) Selection Chart STORMWATER DRAINAGE SUMMARY                                                               APPENDIX A STORMWATER DRAINAGE SUMMARY Project: Bear Creek South Sections 1A & 1B Location: Carmel, IN Introduction Pulte Homes of Indiana, LLC is proposing the development of a new residential subdivision in Carmel, IN known as Bear Creek South. Bear Creek South consists of 32 single family lots located over 23.5 +/- acres. The proposed site is located at the northeast corner of the intersection between 141st Street & Little Eagle Creek Avenue in Carmel, IN. This report includes the overall detention design for the Bear Creek South site as well as the 10- year storm sewer, gutter spread, and inlet capacity calculations. The proposed drainage improvements are designed to conform to the City of Carmel Stormwater Technical Standards Manual. Adjoining Land Conditions-Amenity Area North: Existing Residential – The Preserve at Bear Creek South: Existing Residential – Estate Lots East: Existing Residential – Estate Lots West: Existing Residential – Estate Lots, Little Eagle Creek Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Crosby, Brookston, and Miami soils on the subject site. Crosby silt loam (CrA) is classified in hydrologic group C, while Brookston (Br) and Miami (MmB2 & MmA) soils are classified in hydrologic group B. The split between group B and group C soils is approximately 60%/40% for the site. Proposed curve number calculations will be based on the next less infiltrating category for those areas being developed. So, for onsite basins the proposed curve numbers will assume 60% group C soils and 40% group D soils. Existing Conditions The existing site is primarily an agricultural field with some perimeter trees. Drainage from the existing site primarily sheet flows to the center of the site and then gradually sheet flows south to 141st Street. There is an existing 21” CMP culvert just west of the property line that picks up this drainage and routes the water under 141st Street. From there, water flows down to the existing lake on the adjoining property on the south side of 141st Street. This existing lake outlets west towards Little Eagle Creek. Per the existing basin map located in Appendix C of this report, the existing site has only one outlet point at the south end. There are several offsite basins which impact the site, please refer to the basin map in Appendix C. A description of these offsite basins is as follows: OFF-E1 & OFF-E2 These two basins are located east of the project site and total 22.42 acres in size. Both of these basins are comprised of mostly open grass area with intermittent impervious areas and sheet flow due west onto the project site and to the existing 21” CMP under 141st Street. OFF-W1 (5.42 Acres)  This basin is located south & west of the site and is also comprised of mostly open grass area with intermittent impervious areas. This basin sheet flows east onto the project site and then to the existing 21” CMP under 141st Street. OFF-W2 (0.27 Acres)  This basin lies directly east of Little Eagle Creek Avenue and sheet flows north onto the project site. Also tributary to the existing 21” CMP under 141st Street. OFF-N (0.80 Acres)  This basin is an existing estate lot due northwest of the site that sheet flows south onto the project site. Also tributary to the existing 21” CMP under 141st Street. To the north of site is the Preserve at Bear Creek subdivision, already well into development. Per the drainage report for that development, all drainage from the Preserve at Bear Creek will be collected and routed north, having no impact on the Bear Creek South site. In the post-developed condition, the south outlet location will be analyzed with the typical 0.1 cfs/acre and 0.3 cfs/acre release rate criteria as follows: 10-Year Allowable --> 0.10 cfs/acre 100-Year Allowable --> 0.30 cfs/acre Basin Name Area (Ac.) 10-yr Allowable Flow (cfs) 100-yr Allowable Flow (cfs) SOUTH OUTLET: PRE-BASIN 24.49 2.45 7.35 TOTALS** 24.49 2.45 7.35 **Note: These totals now include the fully developed right-of-ways of the adjoining frontage roads. Proposed Stormwater Management Design Stormwater runoff from the project site will be collected via proposed storm sewer and routed to a detention network consisting of three wet bottom detention facilities, where water quantity & quality (see below) will be provided. Lakes #2 & #3 both drain south to Lake #1, which lies near the southern site boundary. Lake #1 outlets due south to an existing ditch located 450+/- feet south of 141st Street, just to the south of the Steiner and Wood adjoining property. This existing ditch flows due west to an existing lake located on the Dryden adjoining property. The existing lake, which is tributary to Little Eagle Creek to the west, is located approximately 450- feet south of 141st Street and is currently the receiving body of all the onsite and offsite drainage from the Bear Creek South site. As mentioned above in the existing conditions, there is a considerable amount of offsite drainage that will affect the project site’s drainage system. The onsite storm sewer and swale system has been designed to capture and route the majority of this offsite drainage directly to Lake #1 and bypass it through the detention system via a 75-foot wide spillway located on the Lake #1 southern embankment. This spillway will only engage during the 100-YR storm with all contributing offsite water. The 10-Year storm, with all contributing offsite water, will be completely handled by the 24” RCP Lake #1 outfall line. The total 10-Year release from the site with all the offsite drainage turned on in the ICPR simulation is only 6.00 cfs, which is easily handled by the 24” RCP Lake #1 outfall line. The large amount of offsite runoff is too much for the onsite ponds to handle during the 100-year event, thus requiring a 75-foot wide spillway to bypass water downstream. This spillway will discharge to the 141st Street right-of-way where natural emergency routing to the south of 141st Street will occur at the existing 21” CMP culvert crossing, just as it does during the current existing conditions prior to development. For the average daily rainfall event, including up to a 10-Year storm event, the runoff from the project site to the existing 21” CMP will be essentially cut to zero, which will dramatically reduce the frequency at which overtopping of 141st Street occurs. In Appendix D, two separate ICPR simulations were ran, one with onsite only drainage, and the second with all offsite basins turned on. For the onsite only simulation, the release rate comparison is as follows: Southern Outlet: 10-Year Allowable  2.45 cfs 10-Year Proposed  2.37 cfs 100-Year Allowable 7.35 cfs 100-Year Proposed  6.69 cfs The ordinance peak release rate criteria has been met for the project site. The offsite simulation was used to determine peak lake stage values and peak lake inflow rates for emergency spillway sizing purposes. Detention Volume In order to meet the allowable release rates for the project site at the south outlet, a total detention volume of 5.92 acre-feet is required. The three proposed detention facilities provide a total capacity of 11.32 acre-feet, as measured as the summation of volume provided at the lake top of banks. Water Quality The three wet bottom ponds will be equipped with planted water quality littoral shelves and will serve as the primary post-construction BMPs for the project site. Additionally, there are 5 planned Snout Oil & Debris Stops that will be installed at curb inlets across the site as well as one mechanical separator BMP (structure #WQ1) located just upstream from Lake #1. The following water quality volumes have been calculated for each wet bottom pond: Lake #1  WQv = 0.27 acre-feet or 11,705 cft. This volume equates to 5.4 inches of stage from normal pool to elevation 864.70. This volume of water will be bled out of the pond via the 10” bottom orifice at storm structure #604 (Lake #1 primary outlet control box). Lake #2  WQv = 0.39 acre-feet or 16,995 cft. This volume equates to 0.65-feet of stage from normal pool to elevation 867.40. This volume of water will be bled out of the pond via the 6” bottom orifice at storm structure #615. Lake #3  WQv = 0.12 acre-feet or 5,144 cft. This volume equates to 3 inches of stage from normal pool to elevation 867.25. This volume of water will be bled out of the pond via the 6” bottom orifice at storm structure #621. Please refer to Appendix G for the sizing calculations of the mechanical separator structure #WQ1. Lake Emergency Spillways In Appendix D, the lake emergency spillway calculations have been included. Based on the ICPR calculations, the peak 100-year pond inflow rates (with offsite drainage) are as follows: Lake #1  91.54 cfs x 1.25 = 114.4 cfs  An overland emergency spillway has been designed along the south edge of the lake with an invert elevation of 868.50 and bottom width of 75’. This spillway is required to pass 114.4 cfs of water and has a capacity of 118.3 cfs with 6” of head over the spillway. This would still provide another 6” of freeboard to the top of bank elevation of 869.50. Lake #2  46.48 cfs x 1.25 = 58.1 cfs  An overland emergency spillway has been designed at the southeast corner of the lake with an invert elevation of 871.80 and a bottom width of 23’. This spillway is required to pass 58.1 cfs of water and has a capacity of 65.8 cfs before the top of bank elevation of 872.50 is breached. Lake #3  23.67 cfs x 1.25 = 29.6 cfs  An overland emergency spillway has been designed at the southeast corner of the lake with an invert elevation of 870.25 and a bottom width of 10’. This spillway is required to pass 29.6 cfs of water and has a capacity of 34.5 cfs before the top of bank elevation of 871.00 is breached. Pond Aeration All three wet bottom water quantity/quality facilities will be equipped with fountain/bubblers in order to circulate water and prevent stagnation. The aeration devices will be designed to circulate the entire normal pool volume of water once in a 24-hour period. The volumes of water to be circulated are as follows: Lake #1  3.33 acre-feet over 24 hours Lake #2  3.08 acre-feet over 24 hours Lake #3  2.48 acre-feet over 24 hours SITE MAPS                                                             APPENDIX B 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet SHELBORNE RDW 141ST ST W 146 TH S T W 131 S T S TLITTLE EAGLE CREEK AVEDOLAN WAY W 156TH ST HAM BOONE CO RDWEST RDW 151 S T S T W 1 26TH S TOVERBROOK DRTUSCANY BLVDCR 1200EBECKWITH DRTA RA CTNINA DRSALAMONE WAYL O N G R ID G E B L V D MINK LNWI LMUTH DRPRIMO WAYLISTON DRBRANDT LNCUPPERTINO LNPELHAM RD STANFORD DRPONTELL PLHASKELL PLSAFARI CIRTANTARA BNDHANSEN LNWEST RDSHELBORNE RDW 1 2 6 T H S T300SUS 421S 1200 EC R 20 0S C R 5 0 0 S C R 30 0S WILLOW ROADCR 1100EONE AL ROAD 131ST STREETC O U R T WILLOW RIDGE DRIVEWILLOW SPRINGS DRVEW ILLO W AVEN UESTONE CREEK DRIVEC L A R K S T O N R O A D WILDLIFE TRAILPURPLE ASH DRIVELARKSPUR LANEDANNY DRIVE300 S US 421£¤421 Zionsville Ê Bear CreekAerial Location MapCarmel, IndianaApril 2017 City of CarmelHamilton County Project Area 0 400 800 1,200Graphic Scale (Feet) 1 inch = 800 feet Ê Bear CreekUSGS Topographic Map Carmel, IndianaApril 2017 Sources: IndianaMap and Indiana Spatial Data Portal Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area EdeAW MnpB2 ObxA ObxA MnpB2 MnpD2 SldAW MnpC2 MnpD2 CudA MnpD2 MnpC2 MnpD2 MnpB2 MnpB2 MnpC2 MnpB2 Br CrA MmB2 MmB2 Br Sh CrA MmB2 Ge MmA Br MmA CrA Br CrA CrA MmA Ge MmASh CrA MmC2 CrA CrA CrA CrA MmC2 Sh MmC2 MmD2 CrA MmB2 Sh OcA MmC2 0 250 500 750Graphic Scale (Feet) 1 inch = 500 feet Ê Bear CreekSoils Map and Legend Carmel, IndianaApril 2017 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey S y m b ol N am eBrBrookston silty clay loam, 0 to 2 percent slopesCrACrosby sil loam, fine-loamy subsoil, 0 to 2 percent slopesMmAMiami silt loam, 0 to 2 percent slopesMmB2Miami silt loam, 2 to 6 percent slopes, eroded Map symbols consist of a combination of letters or of letters and numbers. The first capital letter is the initial one of the soil name. The second letter is lowercase and separates map units whose names begin with the same letter. The third letter is a capital letter and indicates the class of slope. Symbols without a slope letter are for miscellaneous areas, Udorthents, or nearly level soils. Some symbols have a number at the end and are eroded phases. A final number of 2 indicates that the soil is moderately eroded, and a number 3 indicates that the soil is severely eroded. BearCreekLittleEagleCreek 141 ST St 14 6TH St300S 1200 LITTLE EAGLE CREEK AveVOYAGEUR Way WEST RoadNINA DriveWILMUTH DriveLISTON DriveDENALI DriveK O D I A K D riv e 0 300 600 900Graphic Scale (Feet) 1 inch = 600 feet Ê Bear CreekFloodplain Map Carmel, INApril 2017 Legend Corporate Limits Project Area Flowline Type (NHD) Stream / River Canal / Ditch Ar tificial Path Pipeline Connector Flood Hazard Zones Zone Type 1% Annual Chance Flood Hazard Regulatory Floodway Special Floodway Area of Undetermined Flood Hazard 0.2% Annual Chance Flood Hazard Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Risk Due to Levee Sources: IndianaMap and Indiana Spatial Data Portal 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 800 feet PFO 1A PUBGh PFO 1A PFO 1A PFO 1A PUBGx PUBG PUBGx WEST RDW 141ST ST W 146TH STS 1200 ELITTLE EAGLE CREEK AVENINA DROVERBROOK DR WILMUTH DRHIATT DRLISTON DRHAM BOONE CO RDMARYLOU DRSAFARI CIRKATTMAN CTBROWN FARM DR S E R E N G E TI CIR PEMBERTON LN GLENVIEW LN300S WILLOW SPRINGS DRVEGOLDEN COURT WILLOW ROADBENT TREE COURTLITTLE EAGLE CREEK AVEÊ Bear CreekWetlands Area Map Carmel, IndianaApril 2017 Sources: IndianaMap, Indiana Spatial Data Portal and U.S. Fish & Wildlife Service National Wetlands Inventory (as of 05-01-14) Legend Corporate Limits Project Area Wetland Type Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Riverine Other EXISTING CONDITIONS                                                                   APPENDIX C OFF-N0.80 AcOFF-W20.27 AcOFF-W15.42 AcOFF-E218.50 AcOFF-E13.92 AcPRE-BASIN24.49 AcCARMEL, INDIANAOCTOBER 28, 2019BEAR CREEK SOUTHEXISTING BASIN MAP0'(IN FEET)GRAPHIC SCALE80'160'240' Allowable Release Rate Calculations Existing Conditions Project: HWC Job Number: Basin Name Area (Ac.) 10-yr Allowable Flow (cfs) 100-yr Allowable Flow (cfs) SOUTH OUTLET: PRE-BASIN 24.49 2.45 7.35 TOTALS: 24.49 2.45 7.35 Bear Creek 2015-165 DEVELOPED CONDITIONS APPENDIX D LAKE2-B10.29 AcCN=83.4OFF-N0.77 AcCN=75.1OFF-W20.27 AcCN=68.4OFF-W15.42 AcCN=72.3OFF-E218.46 AcCN=67.2OFF-E13.92 AcCN=62.1613-B2.15 AcCN=83.5LAKE3-B4.99 AcCN=82.9LAKE1-B7.39 AcCN=82.6CARMEL, INDIANAOCTOBER 28, 2019BEAR CREEK SOUTHPROPOSED BASIN MAP0'(IN FEET)GRAPHIC SCALE80'160'240' Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 Weighted Curve Number Calculations 10/28/2019 Proposed Conditions Project: HWC Job Number: Basin Type of Cover/ Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN LAKE1-B 0% 0% 60% 40% Residential 1/4 Acre Lots & 141st Street ROW 54% 61 75 83 87 84.6 7.39 Acres 0% 0% 60% 40% Pond Surface Area 8% 98 98 98 98 98.0 0% 0% 60% 40% Open Space, Good Cond. 38% 39 61 74 80 76.4 82.6 LAKE2-B 0% 0% 60% 40% Residential 1/4 Acre Lots 69% 61 75 83 87 84.6 10.29 Acres 0% 0% 60% 40% Pond Surface Area 6% 98 98 98 98 98.0 0% 0% 60% 40% Open Space, Good Cond. 25% 39 61 74 80 76.4 83.4 LAKE3-B 0% 0% 60% 40% Residential Lots & Little Eagle Creek Ave. ROW 53% 61 75 83 87 84.6 4.99 Acres 0% 0% 60% 40% Pond Surface Area 10% 98 98 98 98 98.0 0% 0% 60% 40% Open Space, Good Cond. 37% 39 61 74 80 76.4 82.9 613-B 0% 0% 60% 40% Residential 1/4 Acre Lots 86% 61 75 83 87 84.6 2.15 Acres 0% 0% 60% 40% Open Space, Good Cond. 14% 39 61 74 80 76.4 83.5 OFF-E1 0% 100% 0% 0% Impervious Areas 3% 98 98 98 98 98.0 3.92 Acres 0% 100% 0% 0% Open Space, Good Cond. 97% 39 61 74 80 61.0 62.1 OFF-E2 0% 85% 15% 0% Impervious Areas 12% 98 98 98 98 98.0 18.46 Acres 0% 85% 15% 0% Open Space, Good Cond. 88% 39 61 74 80 63.0 67.2 OFF-W1 0% 30% 70% 0% Impervious Areas 8% 98 98 98 98 98.0 5.42 Acres 0% 30% 70% 0% Open Space, Good Cond. 92% 39 61 74 80 70.1 72.3 OFF-W2 0% 100% 0% 0% Impervious Areas 20% 98 98 98 98 98.0 0.27 Acres 0% 100% 0% 0% Open Space, Good Cond. 80% 39 61 74 80 61.0 68.4 OFF-N 0% 50% 50% 0% Impervious Areas 25% 98 98 98 98 98.0 0.77 Acres 0% 50% 50% 0% Open Space, Good Cond. 75% 39 61 74 80 67.5 75.1 Soil Group %Curve Number (CN) Bear Creek 2015-165 TIME OF CONCENTRATIONShallow Conc Flow Travel Time:10/28/19(TR55 Method)Channel Flow Travel Time:Short Grass 0.15 Grass 0.03Project:Dense Grass 0.24 Concrete 0.015Shallow Conc Flow (Unpaved):Pavement 0.011 Rip-Rap 0.035HWC Job Number: 2015-165Shallow Conc Flow (Paved):2 Yr, 24 Hr Rainfall= 2.66Overland Flow Travel Time:Tc minimum= 5Paved Gutter & Channel FlowTcBasin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t(ft) % (min) (ft) % (min) (ft) % P or U (ft/s) (min) (ft) (sf) (ft) (ft) % (ft/s) (min) (min)LAKE1-B 80 1.00 0.24 17 0 90 1.00 u 1.61 1 1400 3.00 826LAKE2-B 90 1.00 0.24 19 0 120 1.00 u 1.61 1 435 3.00 223LAKE3-B 75 1.00 0.24 16 0 100 0.75 p 1.76 1 245 3.00 119613-B 60 1.00 0.24 14 0 120 0.70 p 1.70 1 175 3.00 116OFF-E1 100 2.10 0.24 15 0 845 2.10 u 2.34 6 021OFF-E2 100 1.80 0.24 16 0 830 1.80 u 2.16 6 023OFF-W1 100 0.80 0.24 23 0 500 0.80 u 1.44 6 028OFF-W2 100 1.20 0.24 19 0 65 1.20 u 1.77 1 020OFF-N 100 2.70 0.24 14 0 160 2.70 u 2.65 1 015Channel FlowMannings Values (n)Overland Flow Channel FlowOverland Flow Overland Flow Shallow Conc. FlowBear Creek Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Bear Creek South Proposed Conditions ICPR Node Diagram NodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasinsO Overland FlowU SCS Unit CNS SBUH CNY SCS Unit GAZ SBUH GALinksP PipeW WeirC ChannelD Drop StructureB BridgeR Rating CurveH BreachE PercolationF FilterX Exfil TrenchT:SOUTH OUTLETA:LAKE 3U:LAKE3-BU:OFF-NU:OFF-W2A:LAKE 2U:LAKE2-BU:OFF-E1A:LAKE 1U:LAKE1-BU:OFF-W1U:OFF-E2M:614M:613U:613-BD:LAKE3-DD:LAKE2-DD:LAKE1-D1W:LAKE1-SPILLP:614-PP:613-P Bear Creek South Proposed Conditions ICPR Node Maximum Comparisons - Onsite Drainage Only Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 613 BASE 002YR-24HR 12.01 866.29 870.00 0.0050 598 11.97 2.49 12.01 2.47 613 BASE 010YR-24HR 11.99 866.70 870.00 -0.0050 591 11.96 5.02 11.99 4.97 613 BASE 100YR-24HR 11.92 867.66 870.00 0.0050 257 11.95 10.70 11.95 11.04 614 BASE 002YR-24HR 14.14 866.32 871.42 -0.0045 193 15.25 0.67 14.33 0.67 614 BASE 010YR-24HR 12.00 866.72 871.42 0.0041 201 15.30 1.03 15.18 1.03 614 BASE 100YR-24HR 11.92 867.67 871.42 0.0050 118 15.52 2.46 14.34 2.62 LAKE 1 BASE 002YR-24HR 17.52 865.21 869.50 0.0027 31501 12.08 8.91 17.52 1.41 LAKE 1 BASE 010YR-24HR 15.65 865.90 869.50 0.0027 33640 12.07 16.99 15.65 2.37 LAKE 1 BASE 100YR-24HR 13.75 867.19 869.50 0.0030 37202 12.02 35.81 13.75 6.69 LAKE 2 BASE 002YR-24HR 15.25 867.73 872.50 0.0030 28479 12.05 9.90 15.25 0.67 LAKE 2 BASE 010YR-24HR 15.30 868.57 872.50 0.0033 30675 12.02 18.39 15.30 1.03 LAKE 2 BASE 100YR-24HR 14.14 870.32 872.50 0.0033 35819 12.02 38.97 15.52 2.46 LAKE 3 BASE 002YR-24HR 14.08 867.55 871.00 0.0018 23205 11.98 5.01 14.08 0.38 LAKE 3 BASE 010YR-24HR 13.95 868.00 871.00 0.0021 24384 11.98 9.45 13.93 0.68 LAKE 3 BASE 100YR-24HR 14.10 869.13 871.00 0.0021 27350 11.95 20.30 14.22 1.15 SOUTH OUTLET BASE 002YR-24HR 0.00 863.70 865.00 0.0000 0 17.52 1.41 0.00 0.00 SOUTH OUTLET BASE 010YR-24HR 0.00 863.70 865.00 0.0000 0 15.65 2.37 0.00 0.00 SOUTH OUTLET BASE 100YR-24HR 0.00 863.70 865.00 0.0000 0 13.75 6.69 0.00 0.00Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Bear Creek South Proposed Conditions ICPR Node Maximum Comparisons - Includes Offsite Drainage Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 613 BASE 002YR-24HR 12.00 866.30 870.00 0.0050 598 11.98 2.50 12.00 2.48 613 BASE 010YR-24HR 13.84 867.02 870.00 -0.0050 381 11.95 5.08 11.98 5.03 613 BASE 100YR-24HR 12.34 869.00 870.00 0.0050 138 11.93 10.79 11.94 10.80 614 BASE 002YR-24HR 15.19 866.34 871.42 0.0035 194 15.32 0.70 15.32 0.70 614 BASE 010YR-24HR 13.84 867.05 871.42 0.0046 185 15.35 1.18 14.47 1.49 614 BASE 100YR-24HR 12.35 869.05 871.42 0.0049 118 16.39 2.56 16.22 2.63 LAKE 1 BASE 002YR-24HR 15.52 865.76 869.50 0.0039 33195 12.13 15.34 15.52 2.21 LAKE 1 BASE 010YR-24HR 13.80 866.97 869.50 0.0035 36597 12.08 35.86 13.80 6.00 LAKE 1 BASE 100YR-24HR 12.37 868.81 869.50 0.0046 42474 12.07 91.54 12.37 58.50 LAKE 2 BASE 002YR-24HR 15.32 867.80 872.50 0.0030 28654 12.07 10.25 15.32 0.70 LAKE 2 BASE 010YR-24HR 15.34 868.77 872.50 0.0029 31205 12.05 20.26 15.35 1.18 LAKE 2 BASE 100YR-24HR 15.28 871.03 872.50 0.0033 37974 12.02 46.48 16.39 2.56 LAKE 3 BASE 002YR-24HR 14.04 867.60 871.00 0.0020 23338 11.98 5.53 14.05 0.44 LAKE 3 BASE 010YR-24HR 14.04 868.12 871.00 0.0020 24720 11.98 10.70 14.04 0.75 LAKE 3 BASE 100YR-24HR 15.24 869.59 871.00 0.0021 28542 11.95 23.67 16.71 1.20 SOUTH OUTLET BASE 002YR-24HR 0.00 863.70 865.00 0.0000 0 15.52 2.21 0.00 0.00 SOUTH OUTLET BASE 010YR-24HR 0.00 863.70 865.00 0.0000 0 13.80 6.00 0.00 0.00 SOUTH OUTLET BASE 100YR-24HR 0.00 863.70 865.00 0.0000 0 12.37 58.50 0.00 0.00Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Bear Creek South Proposed Conditions ICPR Basin Summaries Name: 613-B LAKE1-B LAKE2-B LAKE3-B OFF-E1 Group: BASE BASE BASE BASE BASE Simulation: 002YR-24HR 002YR-24HR 002YR-24HR 002YR-24HR 002YR-24HR Node: 613 LAKE 1 LAKE 2 LAKE 3 LAKE 2 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 2.13 3.47 3.07 2.53 2.80 Comp Time Inc(min): 2.13 3.47 3.07 2.53 2.80 Rain File: NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel Rain Amount(in): 2.660 2.660 2.660 2.660 2.660 Duration(hrs): 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite Offsite TC(min): 16.00 26.00 23.00 19.00 21.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.150 7.390 10.290 4.990 3.920 Vol of Unit Hyd(in): 1.001 1.000 1.000 1.000 1.000 Curve Num: 83.500 82.600 83.400 82.900 62.100 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 11.95 12.08 12.06 11.99 12.27 Flow Max(cfs): 2.39 6.49 9.93 5.02 0.50 Runoff Volume(in): 1.208 1.151 1.201 1.170 0.274 Runoff Volume(ft3): 9427 30889 44863 21193 3902 Name: OFF-E2 OFF-N OFF-W1 OFF-W2 613-B Group: BASE BASE BASE BASE BASE Simulation: 002YR-24HR 002YR-24HR 002YR-24HR 002YR-24HR 010YR-24HR Node: LAKE 1 LAKE 3 LAKE 1 LAKE 3 613 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 3.07 2.00 3.73 2.67 2.13 Comp Time Inc(min): 3.07 2.00 3.73 2.67 2.13 Rain File: NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel Rain Amount(in): 2.660 2.660 2.660 2.660 3.830 Duration(hrs): 24.00 24.00 24.00 24.00 24.00 Status: Offsite Offsite Offsite Offsite Onsite TC(min): 23.00 15.00 28.00 20.00 16.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 18.460 0.770 5.420 0.270 2.150 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.000 1.001 Curve Num: 67.200 75.100 72.300 68.400 83.500 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 12.16 11.93 12.20 12.13 11.91 Flow Max(cfs): 4.53 0.46 2.11 0.08 4.49 Runoff Volume(in): 0.431 0.750 0.625 0.474 2.177 Runoff Volume(ft3): 28882 2095 12297 464 16994 Name: LAKE1-B LAKE2-B LAKE3-B OFF-E1 OFF-E2 Group: BASE BASE BASE BASE BASE Simulation: 010YR-24HR 010YR-24HR 010YR-24HR 010YR-24HR 010YR-24HR Node: LAKE 1 LAKE 2 LAKE 3 LAKE 2 LAKE 1 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 3.47 3.07 2.53 2.80 3.07 Comp Time Inc(min): 3.47 3.07 2.53 2.80 3.07 Rain File: NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel Rain Amount(in): 3.830 3.830 3.830 3.830 3.830 Duration(hrs): 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Offsite Offsite TC(min): 26.00 23.00 19.00 21.00 23.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 7.390 10.290 4.990 3.920 18.460 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.000 1.000 Curve Num: 82.600 83.400 82.900 62.100 67.200 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 12.08 12.01 11.99 12.13 12.11 Flow Max(cfs): 12.25 18.39 9.46 1.99 13.75 Runoff Volume(in): 2.103 2.168 2.128 0.780 1.051 Runoff Volume(ft3): 56423 80997 38542 11103 70426 Name: OFF-N OFF-W1 OFF-W2 613-B LAKE1-B Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 2 Bear Creek South Proposed Conditions ICPR Basin Summaries Group: BASE BASE BASE BASE BASE Simulation: 010YR-24HR 010YR-24HR 010YR-24HR 100YR-24HR 100YR-24HR Node: LAKE 3 LAKE 1 LAKE 3 613 LAKE 1 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 2.00 3.73 2.67 2.13 3.47 Comp Time Inc(min): 2.00 3.73 2.67 2.13 3.47 Rain File: NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel Rain Amount(in): 3.830 3.830 3.830 6.460 6.460 Duration(hrs): 24.00 24.00 24.00 24.00 24.00 Status: Offsite Offsite Offsite Onsite Onsite TC(min): 15.00 28.00 20.00 16.00 26.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 0.770 5.420 0.270 2.150 7.390 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.001 1.000 Curve Num: 75.100 72.300 68.400 83.500 82.600 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 11.93 12.13 12.04 11.91 12.08 Flow Max(cfs): 1.09 5.25 0.23 9.60 26.18 Runoff Volume(in): 1.545 1.359 1.121 4.568 4.470 Runoff Volume(ft3): 4319 26729 1098 35653 119907 Name: LAKE2-B LAKE3-B OFF-E1 OFF-E2 OFF-N Group: BASE BASE BASE BASE BASE Simulation: 100YR-24HR 100YR-24HR 100YR-24HR 100YR-24HR 100YR-24HR Node: LAKE 2 LAKE 3 LAKE 2 LAKE 1 LAKE 3 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 3.07 2.53 2.80 3.07 2.00 Comp Time Inc(min): 3.07 2.53 2.80 3.07 2.00 Rain File: NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel NRCS-II Carmel Rain Amount(in): 6.460 6.460 6.460 6.460 6.460 Duration(hrs): 24.00 24.00 24.00 24.00 24.00 Status: Onsite Onsite Offsite Offsite Offsite TC(min): 23.00 19.00 21.00 23.00 15.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 10.290 4.990 3.920 18.460 0.770 Vol of Unit Hyd(in): 1.000 1.000 1.000 1.000 1.000 Curve Num: 83.400 82.900 62.100 67.200 75.100 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 12.01 11.95 12.04 12.06 11.90 Flow Max(cfs): 39.05 20.31 7.56 42.92 2.81 Runoff Volume(in): 4.556 4.502 2.416 2.896 3.683 Runoff Volume(ft3): 170177 81556 34385 194080 10294 Name: OFF-W1 OFF-W2 Group: BASE BASE Simulation: 100YR-24HR 100YR-24HR Node: LAKE 1 LAKE 3 Type: SCS SCS Unit Hydrograph: Uh484 Uh484 Peaking Factor: 484.0 484.0 Spec Time Inc(min): 3.73 2.67 Comp Time Inc(min): 3.73 2.67 Rain File: NRCS-II Carmel NRCS-II Carmel Rain Amount(in): 6.460 6.460 Duration(hrs): 24.00 24.00 Status: Offsite Offsite TC(min): 28.00 20.00 Time Shift(hrs): 0.00 0.00 Area(ac): 5.420 0.270 Vol of Unit Hyd(in): 1.000 1.000 Curve Num: 72.300 68.400 DCIA(%): 0.000 0.000 Time Max(hrs): 12.13 12.00 Flow Max(cfs): 13.92 0.70 Runoff Volume(in): 3.397 3.014 Runoff Volume(ft3): 66834 2954 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 2 Bear Creek South Proposed Conditions ICPR Input Report ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 613-B Node: 613 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.00 Area(ac): 2.150 Time Shift(hrs): 0.00 Curve Number: 83.50 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE1-B Node: LAKE 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 26.00 Area(ac): 7.390 Time Shift(hrs): 0.00 Curve Number: 82.60 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE2-B Node: LAKE 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 23.00 Area(ac): 10.290 Time Shift(hrs): 0.00 Curve Number: 83.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE3-B Node: LAKE 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 19.00 Area(ac): 4.990 Time Shift(hrs): 0.00 Curve Number: 82.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-E1 Node: LAKE 2 Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.00 Area(ac): 3.920 Time Shift(hrs): 0.00 Curve Number: 62.10 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-E2 Node: LAKE 1 Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 23.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 7 Bear Creek South Proposed Conditions ICPR Input Report Area(ac): 18.460 Time Shift(hrs): 0.00 Curve Number: 67.20 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-N Node: LAKE 3 Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 15.00 Area(ac): 0.770 Time Shift(hrs): 0.00 Curve Number: 75.10 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-W1 Node: LAKE 1 Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 28.00 Area(ac): 5.420 Time Shift(hrs): 0.00 Curve Number: 72.30 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-W2 Node: LAKE 3 Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 20.00 Area(ac): 0.270 Time Shift(hrs): 0.00 Curve Number: 68.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 613 Base Flow(cfs): 0.000 Init Stage(ft): 865.500 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 870.000 Type: Manhole, Flat Floor Str. #613 Stage(ft) Area(ac) --------------- --------------- 865.500 0.0003 870.000 0.0003 ------------------------------------------------------------------------------------------ Name: 614 Base Flow(cfs): 0.000 Init Stage(ft): 865.900 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 871.420 Type: Manhole, Flat Floor Str. #614 Stage(ft) Area(ac) --------------- --------------- 865.900 0.0003 871.420 0.0003 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.000 Init Stage(ft): 864.250 Group: BASE Warn Stage(ft): 869.500 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 7 Bear Creek South Proposed Conditions ICPR Input Report Type: Stage/Area Lake #1 Stage(ft) Area(ac) --------------- --------------- 864.250 0.6500 865.000 0.7000 866.000 0.7700 867.000 0.8400 868.000 0.9100 869.000 0.9900 869.500 1.0600 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.000 Init Stage(ft): 866.750 Group: BASE Warn Stage(ft): 872.500 Type: Stage/Area Lake #2 Stage(ft) Area(ac) --------------- --------------- 866.750 0.6000 867.000 0.6100 868.000 0.6700 869.000 0.7300 870.000 0.8000 871.000 0.8700 872.000 0.9400 872.500 0.9700 ------------------------------------------------------------------------------------------ Name: LAKE 3 Base Flow(cfs): 0.000 Init Stage(ft): 867.000 Group: BASE Warn Stage(ft): 871.000 Type: Stage/Area Lake #3 Stage(ft) Area(ac) --------------- --------------- 867.000 0.5000 868.000 0.5600 869.000 0.6200 870.000 0.6800 871.000 0.7400 ------------------------------------------------------------------------------------------ Name: SOUTH OUTLET Base Flow(cfs): 0.000 Init Stage(ft): 863.700 Group: BASE Warn Stage(ft): 865.000 Type: Time/Stage South Outlet Time(hrs) Stage(ft) --------------- --------------- 0.00 863.700 99.00 863.700 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 613-P From Node: 613 Length(ft): 445.00 Group: BASE To Node: LAKE 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 21.00 27.00 Entrance Loss Coef: 0.50 Rise(in): 21.00 27.00 Exit Loss Coef: 1.00 Invert(ft): 865.500 864.250 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 7 Bear Creek South Proposed Conditions ICPR Input Report Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 614-P From Node: 614 Length(ft): 120.00 Group: BASE To Node: 613 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 865.900 865.700 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: LAKE1-D1 From Node: LAKE 1 Length(ft): 523.00 Group: BASE To Node: SOUTH OUTLET Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.500 Invert(ft): 864.250 863.750 Exit Loss Coef: 0.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure LAKE1-D1 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 10.00 Invert(ft): 864.250 Rise(in): 10.00 Control Elev(ft): 864.250 *** Weir 2 of 3 for Drop Structure LAKE1-D1 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 12.00 Invert(ft): 866.000 Rise(in): 10.00 Control Elev(ft): 866.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 7 Bear Creek South Proposed Conditions ICPR Input Report *** Weir 3 of 3 for Drop Structure LAKE1-D1 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 54.00 Invert(ft): 867.500 Rise(in): 24.00 Control Elev(ft): 867.500 ---------------------------------------------------------------------------------------------------- Name: LAKE2-D From Node: LAKE 2 Length(ft): 230.00 Group: BASE To Node: 614 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.500 Invert(ft): 866.750 866.300 Exit Loss Coef: 0.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure LAKE2-D *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 866.750 Rise(in): 6.00 Control Elev(ft): 866.750 *** Weir 2 of 2 for Drop Structure LAKE2-D *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 868.600 Rise(in): 6.00 Control Elev(ft): 868.600 ---------------------------------------------------------------------------------------------------- Name: LAKE3-D From Node: LAKE 3 Length(ft): 391.00 Group: BASE To Node: 613 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 15.00 Flow: Both Rise(in): 12.00 15.00 Entrance Loss Coef: 0.500 Invert(ft): 867.000 865.900 Exit Loss Coef: 0.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 1 for Drop Structure LAKE3-D *** TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 7 Bear Creek South Proposed Conditions ICPR Input Report Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 867.000 Rise(in): 6.00 Control Elev(ft): 867.000 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: LAKE1-SPILL From Node: LAKE 1 Group: BASE To Node: SOUTH OUTLET Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 75.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 868.500 Control Elevation(ft): 868.500 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002YR-24HR Filename: W:\Pulte Homes\2015-165 Pulte- Bear Creek Addition\Design\Calculations\ICPR\002YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-II Carmel Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Filename: W:\Pulte Homes\2015-165 Pulte- Bear Creek Addition\Design\Calculations\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-II Carmel Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: W:\Pulte Homes\2015-165 Pulte- Bear Creek Addition\Design\Calculations\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-II Carmel Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 7 Bear Creek South Proposed Conditions ICPR Input Report ========================================================================================== Name: 002YR-24HR Hydrology Sim: 002YR-24HR Filename: W:\Pulte Homes\2015-165 Pulte- Bear Creek Addition\Design\Calculations\ICPR\002YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Pulte Homes\2015-165 Pulte- Bear Creek Addition\Design\Calculations\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Pulte Homes\2015-165 Pulte- Bear Creek Addition\Design\Calculations\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 7 LAKE1-B & 613-B-->9.54 Ac Percent Impervious‐‐> 32% Rv = 0.338 WQv = 0.27 ac-ft 11,705 cft LAKE2-B-->10.29 Ac Percent Impervious‐‐> 45% Rv = 0.455 WQv = 0.39 ac-ft 16,995 cft LAKE3-B-->4.99 Ac Percent Impervious‐‐> 26% Rv = 0.284 WQv = 0.12 ac-ft 5,144 cft WATER QUALITY VOLUME CALCULATIONS Elevation Area (sf) Incremental Volume (cft) Cumulative Volume (cft)864.25 28,209             864.7029,533              12,992                                   12,992                                           <‐‐WQ Volume = 11,705 cft865.00 30,428              8,994                                      21,986                                          866.00 33,464              31,946                                    53,932                                          867.00 36,606              35,035                                    88,967                                          867.1937,214              7,013                                     95,980                                           <‐‐100‐YR Lake Elevation for Onsite Drainage868.00 39,854              31,213                                    127,193                                        869.00 43,182              41,518                                    168,711                                        869.50 44,885              22,017                                    190,727                                        Cumulative Volume Provided @ 100-YR Elevation (af)-->2.20Cumulative Volume Provided @ Top of Bank (af)-->4.38Lake #1 Volume Calc Elevation Area (sf) Incremental Volume (cft) Cumulative Volume (cft)866.75 25,930             867.00 26,565             6,562                                    6,562                                           867.4027,595             10,832                                  17,394                                         <‐‐WQ Volume = 16,995 cft868.00 29,215             17,043                                  34,437                                         869.00 31,975             30,595                                  65,032                                         870.00 34,835             33,405                                  98,437                                         870.3135,825             10,952                                  109,389                                       <‐‐100‐YR Lake Elevation for Onsite Drainage871.00 37,805             25,402                                  134,792                                       872.00 40,850             39,328                                  174,119                                       872.50 42,410             20,815                                  194,934                                       Cumulative Volume Provided @ 100-YR Elevation (af)-->2.51Cumulative Volume Provided @ Top of Bank (af)-->4.48Lake #2 Volume Calc Elevation Area (sf) Incremental Volume (cft) Cumulative Volume (cft)867.00 21,810             867.2522,404             5,527                                    5,527                                           <‐‐WQ Volume =5,144 cft868.00 24,265             17,501                                  23,028                                         869.00 26,825             25,545                                  48,573                                         869.0927,058             2,425                                    50,998                                         <‐‐100‐YR Lake Elevation for Onsite Drainage870.00 29,493             25,731                                  76,729                                         871.00 32,230             30,862                                  107,590                                       Cumulative Volume Provided @ 100-YR Elevation (af)-->1.17Cumulative Volume Provided @ Top of Bank (af)-->2.47Lake #3 Volume Calc 10/28/2019Project: Bear CreekHWC Job Number: 2015-165Weir LocationDepth, d (ft)Bottom Width, b (ft) nSlope, S (ft/ft)Side Slope, y (H:V)Area, A (ft2)Wetted Perimeter, Pw (ft)Hydraulic Radius, R (ft)Velocity, V (ft/s) Max. Discharge, Q (cfs)Max Pond Inflow (cfs) from ICPR Model @ Full Build Out1.25*Max Pond Inflow (cfs)Capacity CheckLAKE 1 0.50 75 0.030 0.0100 4 38.50 79.12 0.49 3.07118.391.54114.4OKLAKE 2 0.70 23 0.030 0.0100 4 18.06 28.77 0.63 3.6465.846.4858.1OKLAKE 3 0.75 10 0.030 0.0100 4 9.75 16.18 0.60 3.5434.523.6729.6OKLake Overflow Weir Calculations PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the flow depth along the emergency route from Lake 2 between lots 105 & 106 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Lake 2-SPILL Enter Bottom Width, b :7.50 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :1.20 ft. *Required flow depth to carry emergency Enter Ditch Slope :1.00 % routing flow of 58.10 cfs Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 13.32 sft. Wetted Perimeter : 15.09 ft. Hydraulic Radius : 0.88 ft. Maximum Velocity :4.57 fps Maximum Discharge :60.88 cfs SUMMARY: Design Discharge : 100-YR MAX 58.10 cfs * *Peak inflow to Lake 2 x 1.25 at full High Channel Invert = 871.70 build-out for emergency routing purposes SATISFACTORY Bear Creek South LAKE #2 SPILLWAY - BETWEEN LOTS 105 & 106 STORM SEWER DESIGN APPENDIX E STR 6710.25 Ac.STR 6720.51 Ac.STR 6660.18 Ac.STR 6670.60 Ac.STR 6800.72 Ac.STR 6790.85 Ac.STR 6760.75 Ac.STR 6771.24 Ac.STR 6480.83 Ac.S T R 6 4 7 0. 6 4 A c . STR 633 0.50 Ac.STR 6460.93 Ac.STR 660 0.61 Ac. STR 661 0.62 Ac.STR 6590.76 Ac.STR 6580.50 Ac.STR 6630.84 Ac.STR 6570.94 Ac.STR 6560.43 Ac.STR 642 0.39 Ac.STR 6345.35 Ac.STR 6300.80 Ac.STR 6296.91 Ac.STR 6282.11 Ac.STR 618 0.51 Ac. STR 617 0.49 Ac.STR 6124.62 Ac.STR 6130.48 Ac.STR 6201.69 Ac.STR 6110.11 Ac.STR 6210.14 Ac.STR 6310.54 Ac.STR 6320.25 Ac.STR 6353.82 Ac.STR 6624.22 Ac.STR 641 0.42 Ac.CARMEL, INDIANAOCTOBER 28, 2019BEAR CREEK SOUTHSTORM SEWER BASIN MAP0'(IN FEET)GRAPHIC SCALE80'160'240' 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Project:Bear Creek HWC Job Number:2015‐165 Cw= (0.85*Aimp + 0.2*Aper) / Total Drainage Area Street Width (Wst)32 Pad (L,W)80 80  Typical Drive (L, W)32 16 Sidewalk Width (W sw)5 Str. # Total Number of Number Street Sidewalk Total Impervious Total Pervious Composite Drainage Pads of Drives Length Length Area Area "c" Value Area Aimp Aper (AC) (no.) (no.) (ft) (ft) (AC) (AC) Cw 611 0.11 0.25 0 0 0 0.04 0.07 0.42 612 4.62 0 0 0 0 0.50 4.12 0.27 613 0.48 1.25 0 0 0 0.18 0.30 0.45 617 0.49 0.75 2 340 315 0.29 0.20 0.59 618 0.51 0.75 2 340 315 0.29 0.22 0.58 620 1.69 1.25 0 0 0 0.18 1.51 0.27 621 0.14 0.25 0 0 0 0.04 0.10 0.37 628 2.11 0 0 0 0 0.15 1.96 0.25 629 6.91 0 0 0 0 0.31 6.60 0.23 630 0.80 2 0 0 0 0.29 0.51 0.44 631 0.54 0 0 0 0 0.01 0.53 0.21 632 0.25 0 0 340 295 0.16 0.09 0.61 633 0.50 0.5 1 460 440 0.30 0.20 0.60 634 5.35 0 0 0 0 0.90 4.45 0.31 635 3.82 0 0 0 0 0.42 3.40 0.27 641 0.42 0.75 1 360 285 0.29 0.13 0.64 642 0.39 0.75 1 315 265 0.27 0.12 0.65 646 0.93 1.7 0 0 0 0.25 0.68 0.37 647 0.64 0.6 1 555 520 0.36 0.28 0.57 648 0.83 2 2 445 410 0.53 0.30 0.61 656 0.43 0.75 1.5 415 330 0.32 0.11 0.68 657 0.94 2.5 5 430 385 0.63 0.31 0.63 658 0.50 0.71 0 0 0 0.10 0.40 0.34 659 0.76 1.43 0 0 0 0.21 0.55 0.38 660 0.61 1.5 3 320 320 0.41 0.20 0.64 661 0.62 1.5 3 320 320 0.41 0.21 0.63 662 4.22 0 0 0 0 0.20 4.02 0.23 663 0.84 1.5 0 0 0 0.22 0.62 0.37 666 0.18 0 0 300 240 0.14 0.04 0.70 667 0.60 1.25 2.5 300 295 0.36 0.24 0.59 COMPOSITE "c" VALUES Project:Bear Creek HWC Job Number:2015‐165 Cw= (0.85*Aimp + 0.2*Aper) / Total Drainage Area Street Width (Wst)32 Pad (L,W)80 80  Typical Drive (L, W)32 16 Sidewalk Width (W sw)5 COMPOSITE "c" VALUES 671 0.25 0 0 275 240 0.13 0.12 0.53 672 0.51 1.25 2.5 275 245 0.34 0.17 0.64 676 0.75 0.25 0 65 0 0.06 0.69 0.25 677 1.24 1.6 0 0 0 0.24 1.00 0.32 679 0.85 0 0 720 350 0.30 0.55 0.43 680 0.72 1.25 2.5 520 400 0.45 0.27 0.61 TIME OF CONCENTRATIONShallow Conc Flow Travel Time:(TR55 Method)Channel Flow Travel Time:Short Grass 0.15 Grass 0.03Project:Bear CreekDense Grass 0.24 Concrete 0.015Shallow Conc Flow (Unpaved):HWC Job Number:2015‐165Pavement 0.011 Rip‐Rap 0.035Shallow Conc Flow (Paved):2 Yr, 24 Hr Rainfall=2.66Overland Flow Travel Time:Tc minimum=5Paved Gutter & Channel FlowTcBasin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t(ft) % (min) (ft) % (min) (ft) % P or U(ft/s) (min) (ft) (sf) (ft) (ft) % (ft/s) (min) (min)61100 0 05612100 0.80 0.2423 0500 0.80 u1.44 6 028613100 1.00 0.2421 030 1.00 u1.61 0 02161760 1.00 0.2414 0120 0.70 p1.70 1 01561860 1.00 0.2414 0120 0.70 p1.70 1 015620100 1.55 0.2417 0280 1.55 u2.01 2 02062100 0 05628100 1.95 0.2416 0410 1.95 u2.25 3 019629100 1.80 0.2416 0830 1.80 u2.16 6 023630100 1.80 0.2416 0270 1.50 u1.98 2 019631100 1.70 0.2417 045 1.70 u2.10 0 01763260 1.80 0.2411 080 0.60 p1.57 1 01263360 1.00 0.2414 0250 0.60 p1.57 3 016634100 2.00 0.2416 0570 2.00 u2.28 4 020635100 2.20 0.2415 0750 2.20 u2.39 5 02064160 1.00 0.2414 0180 1.00 p2.03 1 01564260 1.00 0.2414 0160 1.00 p2.03 1 015646100 2.20 0.2415 0260 1.00 u1.61 3 01864760 2.80 0.2490160 1.35 p2.36 1 01064860 1.00 0.2414 0195 1.35 p2.36 1 01565660 2.00 0.2410 075 0.80 p1.82 1 01165760 1.00 0.2414 0270 0.60 p1.57 3 017658100 1.20 0.2419 0 0 01965990 1.00 0.2419 0120 1.00 u1.61 1 02066060 1.00 0.2414 0195 0.60 p1.57 2 01666160 1.00 0.2414 0195 0.60 p1.57 2 016662100 2.10 0.2415 0845 2.10 u2.34 6 02166380 2.40 0.2412 0125 1.00 u1.61 1 01366600 0566760 1.00 0.2414 0165 0.80 p1.82 2 015Channel FlowOverland Flow Channel FlowMannings Values (n)Overland Flow Overland Flow Shallow Conc. Flow TIME OF CONCENTRATIONShallow Conc Flow Travel Time:(TR55 Method)Channel Flow Travel Time:Short Grass 0.15 Grass 0.03Project:Bear CreekDense Grass 0.24 Concrete 0.015Shallow Conc Flow (Unpaved):HWC Job Number:2015‐165Pavement 0.011 Rip‐Rap 0.035Shallow Conc Flow (Paved):2 Yr, 24 Hr Rainfall=2.66Overland Flow Travel Time:Tc minimum=5Paved Gutter & Channel FlowTcBasin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t(ft) % (min) (ft) % (min) (ft) % P or U(ft/s) (min) (ft) (sf) (ft) (ft) % (ft/s) (min) (min)Channel FlowOverland Flow Channel FlowMannings Values (n)Overland Flow Overland Flow Shallow Conc. Flow67100 0567260 1.00 0.2414 090 0.90 p1.93 1 015676100 3.20 0.2413 0210 3.20 u2.89 1 014677100 2.70 0.2414 0300 2.70 u2.65 2 016679100 2.90 0.2413 0130 2.90 u2.75 1 01468075 1.00 0.2416 0100 0.75 p1.76 1 017 PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the maximum flow depth during the 10-year storm event for the rear yard swales behind lots 99-101 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Rear Yard Swale Enter Bottom Width, b :4.00 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :0.38 ft. Peak swale stage for the 10-year Enter Ditch Slope :1.00 % event (4.6" at the structure) Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 1.95 sft. Wetted Perimeter : 6.40 ft. Hydraulic Radius : 0.31 ft. Maximum Velocity :2.25 fps Maximum Discharge :4.40 cfs SUMMARY: 10-YR Max Flow @ STR. #612 =4.22 cfs * *Peak 10-year flow for a rear yard swale High Channel Invert = - behind lots 99-101 SATISFACTORY Bear Creek Rear Yard Swale Capacity for Lots 99-101 PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the maximum flow depth during the 10-year storm event for the rear yard swales behind lots 102-104 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Rear Yard Swale Enter Bottom Width, b :4.00 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :0.48 ft. Peak swale stage for the 10-year Enter Ditch Slope :0.80 % event (5.8" at the structure) Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 2.61 sft. Wetted Perimeter : 7.04 ft. Hydraulic Radius : 0.37 ft. Maximum Velocity :2.29 fps Maximum Discharge :5.99 cfs SUMMARY: 10-YR Max Flow @ STR. #629 =5.97 cfs * *Peak 10-year flow for a rear yard swale High Channel Invert = - behind lots 102-104 SATISFACTORY Bear Creek Rear Yard Swale Capacity for Lots 102-104 PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the maximum flow depth during the 10-year storm event for the rear yard swales behind lots 109-112 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Rear Yard Swale Enter Bottom Width, b :4.00 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :0.48 ft. Peak swale stage for the 10-year Enter Ditch Slope :1.00 % event (5.8" at the structure) Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 2.61 sft. Wetted Perimeter : 7.04 ft. Hydraulic Radius : 0.37 ft. Maximum Velocity :2.56 fps Maximum Discharge :6.70 cfs SUMMARY: 10-YR Max Flow @ STR. #634 =6.67 cfs * *Peak 10-year flow for a rear yard swale High Channel Invert = - behind lots 109-112 SATISFACTORY Bear Creek Rear Yard Swale Capacity for Lots 109-112 PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the maximum flow depth during the 100-year storm event for the rear yard swales behind lots 99-101 @ structure #612 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Rear Yard Swale Enter Bottom Width, b :4.00 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :0.47 ft. Peak swale stage for the 100-year Enter Ditch Slope :1.00 % event (5.6" at the structure) Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 2.54 sft. Wetted Perimeter : 6.97 ft. Hydraulic Radius : 0.36 ft. Maximum Velocity :2.54 fps Maximum Discharge :6.45 cfs SUMMARY: 100-YR Max Flow @ STR. #612 =6.28 cfs * *Peak 100-year flow for a rear yard swale High Channel Invert = - behind lots 99-101 SATISFACTORY Bear Creek Rear Yard Swale Capacity for Lots 99-101 (100-YR) PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the maximum flow depth during the 100-year storm event for the rear yard swales behind lots 102-104 @ structure #629 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Rear Yard Swale Enter Bottom Width, b :4.00 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :0.60 ft. Peak swale stage for the 100-year Enter Ditch Slope :0.80 % event (7.2" at the structure) Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 3.48 sft. Wetted Perimeter : 7.79 ft. Hydraulic Radius : 0.45 ft. Maximum Velocity :2.59 fps Maximum Discharge :9.03 cfs SUMMARY: 100-YR Max Flow @ STR. #629 =8.89 cfs * *Peak 100-year flow for the rear yard swale High Channel Invert = - behind lots 102-104 SATISFACTORY Bear Creek Rear Yard Swale Capacity for Lots 102-104 (100-YR) PROJECT NAME:DATE: October 28, 2019 DESIGNER: KMS Purpose: To compute the maximum flow depth during the 100-year storm event for the rear yard swales behind lots 109-112 @ structure #634 allow. s:1 depth s:1 b TRAPEZOIDAL DITCH INPUT: Enter Ditch Sec. No. :Rear Yard Swale Enter Bottom Width, b :4.00 ft. Enter Side Slopes, s :3.0 : 1 Enter Allowable Depth :0.60 ft. Peak swale stage for the 100-year Enter Ditch Slope :1.00 % event (7.2" at the structure) Enter Manning's Coef. :0.030 OUTPUT CALCULATIONS: Area : 3.48 sft. Wetted Perimeter : 7.79 ft. Hydraulic Radius : 0.45 ft. Maximum Velocity :2.90 fps Maximum Discharge :10.10 cfs SUMMARY: 100-YR Max Flow @ STR. #634 =9.93 cfs * *Peak 100-year flow for a rear yard swale High Channel Invert = - behind lots 109-112 SATISFACTORY Bear Creek Rear Yard Swale Capacity for Lots 109-112 (100-YR) INLET CAPACITY & GUTTER SPREAD CALCULATIONS APPENDIX F GUTTER SPREAD CALCULATIONS Project:Bear Creek Minimum Travel Lane Required =10 ft HWC Job Number:2015‐165 Typical Street Width = 32 ft Gutter Spread=(1.79 Q N /( Sx^1.67 S^0.5))^3/8 Depth= GutSpd * Sx Str. # Q Flow % Flow Net Longitudinal Cross Slope Manning's Coefficient Depth at Gutter Spread Clear Travel Lane Direction Flow Slope Casting Width (cfs) (%) (cfs) (%) (%) (ft) (ft)(ft) Left 30 0.40 0.90 2.08 0.013 0.10 4.71 Right 70 0.92 0.70 2.08 0.013 0.14 6.78 Left 70 0.95 0.70 2.08 0.013 0.14 6.84 Right 30 0.41 0.90 2.08 0.013 0.10 4.75 Left 60 0.45 0.60 2.08 0.013 0.11 5.33 Right 40 0.30 1.00 2.08 0.013 0.09 4.16 Left 25 0.33 1.00 2.08 0.013 0.09 4.32 Right 75 1.00 0.60 2.08 0.013 0.15 7.18 Left 90 1.10 1.00 2.08 0.013 0.14 6.77 Right 10 0.12 0.80 2.08 0.013 0.06 3.09 Left 10 0.12 0.80 2.08 0.013 0.06 3.03 Right 90 1.04 1.00 2.08 0.013 0.14 6.62 Left 85 1.62 1.35 2.08 0.013 0.15 7.41 Right 15 0.29 0.65 2.08 0.013 0.09 4.43 Left 25 0.58 0.65 2.08 0.013 0.12 5.75 Right 75 1.73 1.35 2.08 0.013 0.16 7.58 Left 40 0.59 0.80 2.08 0.013 0.12 5.60 Right 60 0.89 0.80 2.08 0.013 0.14 6.51 Left 30 0.77 0.97 2.08 0.013 0.12 5.95 Right 70 1.79 0.70 2.08 0.013 0.18 8.69 Left 5 0.09 1.00 2.08 0.013 0.05 2.61 Right 95 1.64 0.60 2.08 0.013 0.18 8.66 Left 95 1.64 0.60 2.08 0.013 0.18 8.66 Right 5 0.09 1.00 2.08 0.013 0.05 2.61 Left 25 0.19 0.70 2.08 0.013 0.08 3.77 Right 75 0.58 0.80 2.08 0.013 0.12 5.54 Left 80 1.29 0.80 2.08 0.013 0.16 7.49 Right 20 0.32 0.70 2.08 0.013 0.10 4.57 Left 45 0.36 0.60 2.08 0.013 0.10 4.92 Right 55 0.45 0.90 2.08 0.013 0.10 4.92 Left 55 0.82 0.90 2.08 0.013 0.13 6.18 Right 45 0.67 0.60 2.08 0.013 0.13 6.19 Left 20 0.34 0.65 2.08 0.013 0.10 4.74 Right 80 1.37 0.75 2.08 0.013 0.16 7.75 Left 55 1.05 0.75 2.08 0.013 0.15 7.01 Right 45 0.86 0.65 2.08 0.013 0.14 6.68 679 1.71 16.2 680 1.90 671 0.81 19.9 672 1.49 666 0.77 18.0 667 1.61 660 1.73 13.7 661 1.73 656 1.48 15.8 657 2.56 647 1.91 16.0 648 2.30 632 0.75 18.5 633 1.33 617 1.32 17.4 618 1.35 641 1.22 17.6 642 1.15 Roll & Gutter Inlets: Roll Inlets R-3501-N Inlet for Roll Type Curb Heavy Duty Catalog No.Grate Type Sq. Ft. Open Weir Perimeter Lineal Feet R-3501-N A1.64.3 © 2014 Neenah Foundry, all rights reserved. Page 1 of 1Neenah Foundry 8/3/2014http://www.nfco.com/municipal/products/print-hs/ INLET CAPACITY CALCULATIONSNeenah R-3501-NProject:Bear CreekMinimum Travel Lane Required =10ftHWC Job Number:2015‐165Typical Street Width = 32ft50% CloggedPerimeter AreaSingle Inlet 3.10 0.8 Weir Flow (d<0.3') Q = 3.0P(d)^3/2Double Inlet 5.05 1.6 Orifice Flow (d>0.4') Q =4.89A(d)^1/2Gutter Spread= (Depth-Cd)/SxCasting Depth (Casting Low Point Below Edge of Pavement), Cd (ft)= 0.083Str. # Q # of Depth Depth Street Cross Slope Gutter Spread Gutter Spread Clear Travel Lane Inlet TypeInlets Weir Orifice (weir) (orifice) Width (single/double)(cfs) (ft) (ft) (%) (ft) (ft) (ft)617 1.32 10.27 0.112.089.09 1.48SINGLE INLET618 1.35 10.28 0.122.089.29 1.74SINGLE INLET632 0.75 10.19 0.042.084.98 0.00SINGLE INLET633 1.33 10.27 0.122.089.16 1.57SINGLE INLET641 1.22 10.26 0.102.088.42 0.69SINGLE INLET642 1.15 10.25 0.092.087.94 0.16SINGLE INLET647 1.91 20.25 0.062.088.10 0.00DOUBLE INLET648 2.30 20.28 0.092.089.69 0.16DOUBLE INLET656 1.48 20.21 0.042.086.21 0.00DOUBLE INLET657 2.56 20.31 0.112.0810.70 1.16DOUBLE INLET660 1.73 20.24 0.052.087.33 0.00DOUBLE INLET661 1.73 20.24 0.052.087.33 0.00DOUBLE INLET666 0.77 10.19 0.042.085.14 0.00SINGLE INLET667 1.61 10.31 0.172.0810.94 4.15SINGLE INLET671 0.81 10.20 0.042.085.46 0.00SINGLE INLET672 1.49 10.29 0.152.0810.19 2.98SINGLE INLET679 1.71 20.23 0.052.087.24 0.00DOUBLE INLET680 1.90 20.25 0.062.088.06 0.00DOUBLE INLET14.915.415.712.613.214.116.316.914.6 MECHANICAL SEPARATOR SIZING APPENDIX G 10663878.683COLUMN10664878.650COLUMN10665878.308COLUMN10666878.194COLUMN 05 02WQ1-B17.43 Ac.CARMEL, INDIANAOCTOBER 28, 2019BEAR CREEK SOUTHMECHANICAL SEPARATOR BASIN MAP0'(IN FEET)GRAPHIC SCALE80'160'240' Bear Creek South Water Quality Storm Event - 1" Basin SummarY for Water Quality Unit Sizing Name: WQ1-B Group: BASE Simulation: WQ-24HR Node: 1 Type: SCS Unit Hydrograph: Uh484 Peaking Factor: 484.0 Spec Time Inc(min): 4.00 Comp Time Inc(min): 4.00 Rain File: Scsii-24 Rain Amount(in): 1.000 Duration(hrs): 24.00 Status: Onsite TC(min): 30.00 Time Shift(hrs): 0.00 Area(ac): 17.430 Vol of Unit Hyd(in): 1.001 Curve Num: 92.000 DCIA(%): 0.000 Time Max(hrs): 12.20 Flow Max(cfs): 5.79 Runoff Volume(in): 0.402 Runoff Volume(ft3): 25429 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1