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HomeMy WebLinkAboutDrainage Computations Summary 201300569 Drainage Computations Summary For Health and Wellness Suites of Carmel North Pennsylvania Street Carmel, Indiana Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Submitted by: Ross L. Nixon, PE Brittany Scherer, EI Submitted: May 17, 2013 i 201300569 TABLE OF CONTENTS DRAINAGE COMPUTATIONS SUMMARY Appendix A FIRM and Soil Survey Appendix B Existing Drainage Conditions Appendix C Proposed Detention Calculations Appendix D Proposed Storm Sewer Calculations Appendix E Proposed Water Quality Calculations 1 201300569 DRAINAGE COMPUTATIONS SUMMARY for Health and Wellness Suites of Carmel North Pennsylvania Street Carmel, Indiana PROJECT DESCRIPTION The proposed project consists of the construction of a skilled care and assisted living facility and wet detention pond located northeast of the intersection of Pennsylvania Street and City Center Drive in Carmel, Indiana. This project is located on approximately 7.85 acres. The site is not located within special flood hazard zone as indicated on the Flood Insurance Rate Map 18057C0209G for Hamilton County, Indiana, dated January 29, 2010 (Refer to Appendix A for the FIRM). EXISTING CONDITIONS The site contains approximately 7.85 acres of undeveloped land with grass cover. The site soils consist of Brookston silty clay loam which is hydrologic soil group B, in addition to Crosby silt loam and Miami silt loam, which are hydrologic soil group C (Refer to Appendix A for the NRCS Soil Survey Information). The existing site drains towards the southeast via overland sheet flow and shallow concentrated flow. Existing runoff curve number and time-of-concentration calculations were completed in order to calculate existing stormwater discharges to the outlet point (Refer to Appendix B for Existing Runoff Calculations). Below is a table summarizing the existing discharges for the 2-year, 10-year, and 100-year storm events using the SCS Method. Basin Q (cfs) 2-year 10-year 100-year Existing 3.23 9.05 25.67 PROPOSED CONDITIONS The construction of the skilled care and assisted living facility contains approximately 7.35 acres, while the additional 0.5 acres for the future extension of the drive south of the site been included in the design of the detention pond. A wet detention pond will be constructed to detain all of the runoff from the proposed improvements (Refer to Appendix C for the Proposed Detention Calculations). The proposed storm sewer discharges to the proposed detention pond located on the east portion of the site. The storm sewer was designed for the 10-yr storm event using the Rational Method (Refer to Appendix D for the Proposed Storm Sewer Calculations). The drainage area of the detention pond is 7.85 acres, which contains the proposed skilled care and assisted living facility and future expansion of the south drive. The outlet from the proposed pond will discharge into the W.R. Fertig legal drain located east of the site. Per correspondence with the Hamilton County Surveyor’s Office, this legal drain has a restricted release rate of 0.1 cfs/acre for the 10-year rainfall event and 0.25 cfs/acre for the 100-year storm event. 2 201300569 Below is a table summarizing the peak elevations and discharges of the proposed pond. Discharges and Elevations 10-year 100-year Proposed Q Allowable Q Stage Proposed Q Allowable Q Stage (cfs) (cfs) (ft) (cfs) (cfs) (ft) 0.78 0.78 846.20 1.80 1.96 847.66 The allowable release rates are met using an outlet control structure with two 5-inch circular orifices set at 844.28 and 846.20 with an overflow grate at the 100-year peak elevation of 847.66. This is less than the minimum orifice size of 6 inches required by the City of Carmel due to restricted release rates associated with the W.R. Fertig legal drain set by the Hamilton County Surveyor’s Office. The restricted release rate also reduces the percentage of the original capacity restored after 48 hours from the start of the design 100-year storm. After 48 hours, 85% of the original detention capacity is restored. The proposed emergency spillway for the detention pond has been designed to convey 1.25 times the peak 100- year inflow from the site without overtopping the pond banks (Refer to Appendix C for the Proposed Spillway Calculations). WATER QUALITY The proposed development utilizes two hydrodynamic separators and the wet detention pond as best management practices. Both outlets into the pond have an Aquaswirl AS-6 at the downstream end of the pipe runs. These units have been sized according to the City of Indianapolis Stormwater Quality Unit Selection Guide. The treatment volume required for the pond is 1.08 ac-ft and 3.16 ac-ft has been provided (Refer to Appendix E for Proposed Water Quality Calculations). CONCLUSIONS The drainage from the proposed site has been designed to meet the intent of the City of Carmel and Hamilton County Surveyor’s Office Stormwater Technical Standards. No adverse impacts are anticipated to affect adjacent or downstream landowners. 201300569 APPENDIX A FIRM AND SOIL SURVEY Pe n n s y l v a n i a S t Br MmB2 CrA 572160 572160 572190 572190 572220 572220 572250 572250 572280 572280 572310 572310 572340 572340 572370 572370 572400 572400 572430 572430 44 2 4 3 4 0 44 2 4 3 4 0 44 2 4 3 7 0 44 2 4 3 7 0 44 2 4 4 0 0 44 2 4 4 0 0 44 2 4 4 3 0 44 2 4 4 3 0 44 2 4 4 6 0 44 2 4 4 6 0 44 2 4 4 9 0 44 2 4 4 9 0 44 2 4 5 2 0 44 2 4 5 2 0 0 100 200 30050 Feet 0 30 60 9015 Meters± 39° 58' 4'' 86 ° 9 ' 6 ' ' 39° 57' 57'' 86 ° 9 ' 6 ' ' 39° 57' 57'' 39° 58' 4'' 86 ° 9 ' 1 9 ' ' 86 ° 9 ' 1 9 ' ' Map Scale: 1:1,430 if printed on A size (8.5" x 11") sheet. Custom Soil Resource Report Soil Map MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Gully Short Steep Slope Other Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:1,430 if printed on A size (8.5" × 11") sheet. The soil surveys that comprise your AOI were mapped at 1:15,840. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 16N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 13, Sep 25, 2012 Date(s) aerial images were photographed: 7/19/2003 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam 3.1 35.8% CrA Crosby silt loam, 0 to 3 percent slopes 1.9 22.1% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 3.7 42.2% Totals for Area of Interest 8.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If Custom Soil Resource Report 10 201300569 APPENDIX B EXISTING DRAINAGE CONDITIONS Description:Mainstreet Health and Wellness Suites of Carmel Entity: Job #: Date:5/17/2013 (Acres) BrB Undeveloped Good 61 2.80 CrA, MmB2C Undeveloped Good 74 5.05 Totals =7.85 CN (weighted) =total product =Use CN = total area Pasture 170.94945 Pasture 373.5187 69.4 69 544.46815 Cover ConditionCNAreaProduct of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area DescriptionCover Description Runoff Curve Number Calculation Job Information City of Carmel 201300569 Basin:Existing ISSUED: 5/17/13 Project:By:BNS Date:5/17/13 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2in2.64 Land slope, sft/ft 0.023 Tt = .007 (nL)0.8 hr0.25++=0.25 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved-- Flow length, Lft 638-- Watercourse slope, sft/ft 0.023-- Average velocity, V (Figure 3-1)ft/s2.45-- Tt =Lhr0.07+-+-=0.07 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- Diameter (ft)--- Slope of Channel (ft)--- Manning's Roughness Coefficient --- Depth (ft)--- Cross Sectional Area (ft2)--- Wetted Perimeter (ft)--- Hydraulic Radius (ft)--- Velocity (ft/s)--- Flow length, Lft --- Tt =Lhr-+-+-=0.00 3600 V Watershed or subarea Tc or Tt hr0.32 min19.20 Time of Concentration (Tc) or Travel Time (Tt) Mainstreet Health and Wellness Suit City of Carmel Existing ISSUED: 5/17/13 201300569 APPENDIX C PROPOSED DETENTION CALCULATIONS Description:Mainstreet Health and Wellness Suites of Carmel Reviewing Entity:City of Carmel Job #:201300569 Date:5/17/2013 DurationDuration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 50.083 4.635.436.127.178.099.12 100.167 3.954.635.226.126.907.78 300.5 2.462.883.253.814.294.84 601 1.541.802.032.382.683.03 1202 0.830.951.111.371.601.87 1803 0.590.720.841.041.221.42 3606 0.350.430.500.620.720.85 72012 0.200.240.290.350.410.48 144024 0.110.140.160.200.230.27 DurationDuration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 50.083 0.390.450.510.600.670.76 100.167 0.660.770.871.021.151.30 300.5 1.231.441.631.912.152.42 601 1.541.802.032.382.683.03 1202 1.661.902.222.743.203.74 1803 1.772.162.523.123.664.26 3606 2.102.583.003.724.325.10 72012 2.402.883.484.204.925.76 144024 2.643.363.844.805.526.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information ISSUED: 5/17/13 Description:Mainstreet Health and Wellness Suites of Carmel Entity: Job #: Date:5/17/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)74 1.31 B Fully Developed Paved/Rooftop 98 1.29 C Fully Developed Good Condition (grass cover >75%)80 2.37 C Fully Developed Paved/Rooftop 98 2.33 --Water Water 100 0.55 Totals =7.85 CN (weighted) =total product =Use CN = total area NOTE: Future 30' asphalt drive and associated sidewalk is included in the detention calculations. Br Open Space 97.21824 Impervious 126.64932 Runoff Curve Number Calculation Job Information City of Carmel 201300569 Basin:Proposed CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area DescriptionCover DescriptionCover ConditionCNAreaProduct of CN x area 88.7 89 CrA, MmB2 Open Space 189.2992 Impervious 228.11068 696.07744 Water 54.8 ISSUED: 5/17/13 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Network Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench T:STR #29 BMP U:NORTH BASIN T:STR #13 BMP U:SOUTH BASIN A:Prop. Detention U:Prop. T:Existing U:Existing T:Boundary M:52 M:51 D:50-51 P:52-OUT P:51-52 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Output 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 Boundary BASE 10 YR -24 HR 0.00 840.000 850.000 0.0000 9 14.78 0.78 0.00 0.00 Boundary BASE 100 YR -24 HR 0.00 840.000 850.000 0.0000 9 14.19 1.80 0.00 0.00 Boundary BASE 2 YR -24 HR 0.00 840.000 850.000 0.0000 9 14.65 0.56 0.00 0.00 Existing BASE 10 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.08 9.05 0.00 0.00 Existing BASE 100 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.08 25.67 0.00 0.00 Existing BASE 2 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.16 3.23 0.00 0.00 Prop. Detention BASE 10 YR -24 HR 15.29 846.201 848.000 0.0050 30147 12.00 27.17 15.29 0.78 Prop. Detention BASE 100 YR -24 HR 14.16 847.663 848.000 0.0050 35358 12.00 50.93 14.16 1.80 Prop. Detention BASE 2 YR -24 HR 14.58 845.420 848.000 0.0050 27527 12.00 16.41 14.60 0.56 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: Existing Node: Existing 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): 19.20 Area(ac): 7.850 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: NORTH BASIN Node: STR #29 BMP 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): 8.43 Area(ac): 1.990 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Prop. Node: Prop. Detention 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): 10.00 Area(ac): 7.850 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: SOUTH BASIN Node: STR #13 BMP 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): 10.45 Area(ac): 2.640 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 51 Base Flow(cfs): 0.000 Init Stage(ft): 844.040 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 850.500 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: 52 Base Flow(cfs): 0.000 Init Stage(ft): 843.520 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 848.500 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Boundary Base Flow(cfs): 0.000 Init Stage(ft): 840.000 Group: BASE Warn Stage(ft): 850.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 840.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input 999999.00 840.000 ------------------------------------------------------------------------------------------ Name: Existing Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 1.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 999.00 0.000 ------------------------------------------------------------------------------------------ Name: Prop. Detention Base Flow(cfs): 0.000 Init Stage(ft): 844.280 Group: BASE Warn Stage(ft): 848.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 844.280 0.5480 845.000 0.6000 846.000 0.6760 847.000 0.7560 848.000 0.8400 849.000 0.9270 850.000 1.0180 ------------------------------------------------------------------------------------------ Name: STR #13 BMP Base Flow(cfs): 0.000 Init Stage(ft): 100.000 Group: BASE Warn Stage(ft): 101.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 100.000 999999.00 100.000 ------------------------------------------------------------------------------------------ Name: STR #29 BMP Base Flow(cfs): 0.000 Init Stage(ft): 100.000 Group: BASE Warn Stage(ft): 101.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 100.000 999999.00 100.000 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 51-52 From Node: 51 Length(ft): 233.00 Group: BASE To Node: 52 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: 1.00 Invert(ft): 844.040 843.620 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 ---------------------------------------------------------------------------------------------------- Name: 52-OUT From Node: 52 Length(ft): 233.00 Group: BASE To Node: Boundary 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: 1.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input Invert(ft): 843.520 843.100 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: 50-51 From Node: Prop. Detention Length(ft): 79.00 Group: BASE To Node: 51 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.500 Invert(ft): 844.280 844.140 Exit Loss Coef: 1.000 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 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 50-51 *** 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): 5.00 Invert(ft): 844.280 Rise(in): 5.00 Control Elev(ft): 844.280 *** Weir 2 of 3 for Drop Structure 50-51 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Positive Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 5.00 Invert(ft): 846.200 Rise(in): 5.00 Control Elev(ft): 846.200 *** Weir 3 of 3 for Drop Structure 50-51 *** 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): 24.00 Invert(ft): 847.660 Rise(in): 24.00 Control Elev(ft): 847.660 ========================================================================================== ==== Percolation Links =================================================================== ========================================================================================== Name: From Node: Flow: Both Group: BASE To Node: Count: 1 Surface Area Option: Use 1st Point in Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 0.000 Perimeter 1(ft): 0.000 Water Table Elev(ft): 0.000 Perimeter 2(ft): 0.000 *****************************0.000 Perimeter 3(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Distance 1 to 2(ft): 0.000 Vert Conductivity(ft/day): 0.000 Distance 2 to 3(ft): 0.000 Effective Porosity(dec): 0.000 Num Cells 1 to 2: 0 Suction Head(in): 0.000 Num Cells 2 to 3: 0 Layer Thickness(ft): 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 10 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\10 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\100 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2 Yr - 24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\2 Yr - 24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.64 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 24 Hr-1in Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\24 Hr-1in.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 10 YR -24 HR Hydrology Sim: 10 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\10 YR -24 HR.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): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100 YR -24 HR Hydrology Sim: 100 Yr -24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\100 YR -24 HR.I32 Execute: Yes Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input 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): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2 YR -24 HR Hydrology Sim: 2 Yr - 24 Hr Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\2 YR -24 HR.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): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 24 HR-1in Hydrology Sim: 24 Hr-1in Filename: P:\2013\00569\C. Calcs_Data\Civil\ICPR\24 HR-1in.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): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Simulation 100 YR -24 HR Vo l u m e D i f f e r e n c e ( a f ) Time(hrs) 0 10 20 30 40 50 0 1 2 3 4 Prop. Detention You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Description:Mainstreet Health and Wellness Suites of Carmel Reviewing Entity: Job #: Date:5/17/2013 *Emergency spillway must carry the peak 100 yr flow rate to the pond 50.93 (From ICPR output) 63.66 3.00 63.66 20.00 1.04 100yr Flood Elev. =847.66 847.66 848.70 850.00 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel 201300569 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 20 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE ISSUED: 5/17/13 201300569 APPENDIX D PROPOSED STORM SEWER CALCULATIONS De s c r i p t i o n : Ma i n s t r e e t H e a l t h a n d W e l l n e s s S u i t e s o f C a r m e l En t i t y : Ci t y o f C a r m e l Jo b # : 20 1 3 0 0 5 6 9 Da t e : 5/ 1 7 / 2 0 1 3 cgra s s 0. 3 cpa v e m e n t 0. 8 5 Agr a s s Apa v e m e n t Ar e a (a c ) ( a c ) ( a c ) 1 1 0 . 0 8 0 0 . 0 2 0 0. 1 0 0 0 . 0 2 0 . 0 2 0 . 4 1 2 2 0 . 1 2 0 0 . 1 8 0 0. 3 0 0 0 . 0 4 0 . 1 5 0 . 6 3 3 3 0 . 0 6 0 0 . 0 3 0 0. 0 9 0 0 . 0 2 0 . 0 3 0 . 4 8 4 4 0 . 1 2 0 0 . 1 7 0 0. 2 9 0 0 . 0 4 0 . 1 4 0 . 6 2 5 5 0 . 1 3 9 0 . 1 0 1 0. 2 4 0 0 . 0 4 0 . 0 9 0 . 5 3 6 6 0 . 0 8 0 0 . 0 0 0 0. 0 8 0 0 . 0 2 - 0 . 3 0 7 7 0 . 0 1 0 0 . 0 8 0 0. 0 9 0 0 . 0 0 0 . 0 7 0 . 7 9 8 8 0 . 1 1 0 0 . 0 0 0 0. 1 1 0 0 . 0 3 - 0 . 3 0 9 9 0 . 0 1 0 0 . 1 5 0 0. 1 6 0 0 . 0 0 0 . 1 3 0 . 8 2 10 1 0 0 . 0 6 0 0 . 1 4 0 0. 2 0 0 0 . 0 2 0 . 1 2 0 . 6 9 11 1 1 0 . 0 4 0 0 . 0 3 0 0. 0 7 0 0 . 0 1 0 . 0 3 0 . 5 4 12 1 2 0 . 0 7 0 0 . 1 5 0 0. 2 2 0 0 . 0 2 0 . 1 3 0 . 6 8 21 2 1 0 . 0 8 0 0 . 0 0 0 0. 0 8 0 0 . 0 2 - 0 . 3 0 22 2 2 0 . 2 3 0 0 . 1 7 0 0. 4 0 0 0 . 0 7 0 . 1 4 0 . 5 3 23 2 3 0 . 1 2 0 0 . 0 0 0 0. 1 2 0 0 . 0 4 - 0 . 3 0 24 2 4 0 . 0 6 0 0 . 1 2 0 0. 1 8 0 0 . 0 2 0 . 1 0 0 . 6 7 25 2 5 0 . 1 1 0 0 . 1 0 0 0. 2 1 0 0 . 0 3 0 . 0 9 0 . 5 6 26 2 6 0 . 0 5 0 0 . 0 3 0 0. 0 8 0 0 . 0 2 0 . 0 3 0 . 5 1 27 2 7 0 . 0 9 0 0 . 3 1 0 0. 4 0 0 0 . 0 3 0 . 2 6 0 . 7 3 28 2 8 0 . 0 0 0 0 . 1 5 0 0. 1 5 0 - 0 . 1 3 0 . 8 5 PR O P O S E D S T O R M S E W E R S Y S T E M RU N O F F C O E F F I C I E N T C A L C U L A T I O N Jo b I n f o r m a t i o n Ba s i n S t r . N o . ( c * A ) gr a s s (c * A ) pa v e m e n t Co m p o s i t e c IS S U E D : 5 / 1 7 / 1 3 De s c r i p t i o n : Ma i n s t r e e t H e a l t h a n d W e l l n e s s S u i t e s o f C a r m e l Re v i e w i n g E n t i t y Jo b # : Da t e : 10 - y r En t i t y D a t a Ma t c h C r o w n 0. 1 IN L E T CA S T I N G TO I N L E T C A S T I N G I N L E T c A R E A c A R E A I N L E T C A S T I N G C U M . c A T c T c u m C A S T I N G I N L E T C A S T I N G I N L E T Q C U M . Q U.S.D.S.U.S.D.S.U.S.D.S (f t ) ( a c r e s ) ( a c r e s ) ( m i n ) ( m i n ) ( C F S ) ( C F S ) ( i n c h e s ) ( % )(cfs)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft) 12 13 3 H D P E 0 . 4 1 0 . 1 0 0 . 9 0 0 . 1 5 0. 1 8 0 . 0 4 0 . 1 8 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 2 5 1 . 0 8 12 0 . 2 6 0.0121.972.510.532.560.88853.00851.91848.27847.933.562.82 24 11 2 R C P 0 . 6 3 0 . 3 0 - - 0. 1 9 0 . 1 9 0 . 3 7 5. 0 0 5. 8 8 - - 6 . 1 2 5 . 9 6 1 . 1 6 2 . 1 8 15 0 . 2 3 0.0133.102.520.772.730.74851.91851.83847.68847.422.792.97 34 87 H D P E 0 . 4 8 0 . 0 9 0 . 9 0 0 . 1 5 0. 1 8 0 . 0 4 0 . 1 8 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 2 7 1 . 0 9 12 0 . 2 6 0.0121.972.510.532.570.58853.00851.83847.90847.673.942.99 45 10 8 R C P 0 . 6 2 0 . 2 9 - - 0. 1 8 0 . 1 8 0 . 7 2 5. 0 0 6. 6 2 - - 6 . 1 2 5 . 8 3 1 . 1 0 4 . 2 2 18 0 . 1 8 0.0134.462.521.162.870.71851.83851.44847.17846.982.952.76 57 13 1 R C P 0 . 5 3 0 . 2 4 - - 0. 1 3 0 . 1 3 0 . 8 5 5. 0 0 7. 3 4 - - 6 . 1 2 5 . 7 0 0 . 7 8 4 . 8 5 18 0 . 2 2 0.0134.932.791.213.180.78851.44850.93846.88846.592.862.63 67 69 R C P 0 . 3 0 0 . 0 8 0 . 9 0 0 . 0 7 0. 0 9 0 . 0 2 0 . 0 9 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 1 5 0 . 5 3 12 0 . 3 2 0.0132.022.570.352.170.45852.50850.93847.21846.994.122.78 79 12 2 R C P 0 . 7 9 0 . 0 9 - - 0. 0 7 0 . 0 7 1 . 0 1 5. 0 0 8. 1 2 - - 6 . 1 2 5 . 5 6 0 . 4 3 5 . 6 1 18 0 . 3 0 0.0135.753.261.203.710.62850.93850.49846.49846.122.732.66 89 73 R C P 0 . 3 0 0 . 1 1 0 . 9 0 0 . 0 8 0. 1 1 0 . 0 3 0 . 1 1 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 2 0 0 . 6 4 12 0 . 3 2 0.0132.022.570.392.280.47852.00850.49846.86846.623.982.70 91 0 12 4 R C P 0 . 8 2 0 . 1 6 - - 0. 1 3 0 . 1 3 1 . 2 5 5. 0 0 8. 7 5 - - 6 . 1 2 5 . 4 5 0 . 8 0 6 . 7 8 21 0 . 1 9 0.0136.912.871.413.270.72850.49851.23845.87845.642.643.61 10 1 2 13 8 R C P 0 . 6 9 0 . 2 0 - - 0. 1 4 0 . 1 4 1 . 3 8 5. 0 0 9. 4 6 - - 6 . 1 2 5 . 3 2 0 . 8 4 7 . 3 5 24 0 . 1 3 0.0138.162.601.482.940.89851.23851.62845.39845.213.594.16 11 1 2 17 2 H D P E 0 . 5 4 0 . 0 7 0 . 9 0 0 . 2 1 0. 2 3 0 . 0 4 0 . 2 3 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 2 3 1 . 3 9 12 0 . 2 6 0.0121.972.510.622.711.15853.00851.62848.06847.613.782.85 12 1 3 43 R C P 0 . 6 8 0 . 2 2 - - 0. 1 5 0 . 1 5 1 . 7 6 5. 0 0 10 . 3 5 - - 6 . 1 2 5 . 1 9 0 . 9 1 9 . 1 1 24 0 . 1 7 0.0139.332.971.603.380.24851.62852.24845.11845.034.264.96 13 1 4 91 R C P - - - - - - 1 . 7 6 - 10 . 5 9 - - - 5 . 1 6 - 9 . 0 7 24 0 . 1 7 0.0139.332.971.593.380.51852.24-844.93844.785.06- 14 O U T -- - - - - - - 1 . 7 6 - 11 . 1 0 - - - 5 . 1 1 - 8 . 9 8 ----------844.78844.78-- 21 2 2 50 H D P E 0 . 3 0 0 . 0 8 - 0 . 0 7 0. 0 2 0 . 0 2 0 . 0 2 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 1 5 0 . 1 5 12 0 . 2 6 0.0121.972.510.181.470.33852.00851.31847.40847.273.432.87 22 2 4 14 3 R C P 0 . 5 3 0 . 4 0 - - 0. 2 1 0 . 2 1 0 . 2 4 5. 0 0 5. 3 3 - - 6 . 1 2 6 . 0 6 1 . 3 1 1 . 4 4 12 0 . 3 1 0.0131.982.530.632.750.95851.31851.42847.17846.732.973.53 23 2 4 50 H D P E 0 . 3 0 0 . 1 2 0 . 9 0 0 . 0 8 0. 1 1 0 . 0 4 0 . 1 1 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 2 2 0 . 6 6 12 0 . 2 6 0.0121.972.510.402.260.33852.00851.42847.86847.732.982.53 24 2 5 16 9 R C P 0 . 6 7 0 . 1 8 - - 0. 1 2 0 . 1 2 0 . 4 7 5. 0 0 6. 2 8 - - 6 . 1 2 5 . 8 9 0 . 7 3 2 . 7 4 15 0 . 2 3 0.0133.102.520.912.851.11851.42851.39846.48846.093.513.87 25 2 7 11 5 R C P 0 . 5 6 0 . 2 1 - - 0. 1 2 0 . 1 2 0 . 5 8 5. 0 0 7. 3 9 - - 6 . 1 2 5 . 6 9 0 . 7 2 3 . 3 2 15 0 . 2 7 0.0133.362.741.013.120.70851.39851.13845.99845.683.974.02 26 2 7 18 2 R C P 0 . 5 1 0 . 0 8 0 . 9 0 0 . 2 1 0. 2 3 0 . 0 4 0 . 2 3 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 0 . 2 5 1 . 4 0 12 0 . 3 2 0.0132.022.570.612.771.18853.00851.13848.01847.433.822.54 27 2 8 61 R C P 0 . 7 3 0 . 4 0 - - 0. 2 9 0 . 2 9 1 . 1 0 5. 0 0 8. 0 9 - - 6 . 1 2 5 . 5 6 1 . 7 8 6 . 1 4 18 0 . 3 5 0.0136.213.521.214.010.29851.13850.89845.43845.214.003.97 28 2 9 10 R C P 0 . 8 5 0 . 1 5 - - 0. 1 3 0 . 1 3 1 . 2 3 5. 0 0 8. 3 8 - - 6 . 1 2 5 . 5 1 0 . 7 8 6 . 7 8 18 0 . 4 2 0.0136.813.851.224.390.04850.89850.73845.11845.074.073.95 29 3 0 46 R C P - - - - - - 1 . 2 3 - 8. 4 3 - - - 5 . 5 0 - 6 . 7 7 18 0 . 4 2 0.0136.813.851.224.390.20850.73-844.97844.784.05- 30 O U T -- - - - - - - 1 . 2 3 - 8. 6 2 - - - 5 . 4 7 - 6 . 7 3 ----------844.78844.78-- 51 5 2 79 R C P - - - - -- - - 0. 0 0 - - - - - - 18 0 . 1 8 0.0134.462.52--0.52847.66850.49844.28844.141.674.64 52 5 3 23 3 R C P - - - - -- - - 0. 5 2 - - - - - - 18 0 . 1 8 0.0134.462.52--1.54850.49849.39844.04843.624.744.06 53 5 4 23 3 R C P - - - - -- - - 2. 0 6 - - - - - - 18 0 . 1 8 0.0134.462.52--1.54849.39-843.52843.104.16- 54 O U T -- - - - - -- - - 3. 6 0 - - - - - - ----------843.10843.10--ELEV.ELEV.FULL FLOW VELOCITY PI P E DI A M E T E R PIPE SLOPE FULL PIPE CAPACITYTRAVEL TIMEFLOW DEPTHFLOW VELOCITY i (i n / h r ) PR O P O S E D S T O R M S E W E R S Y S T E M ST O R M S E W E R D E S I G N T A B L E - R A T I O N A L M E T H O D Jo b I n f o r m a t i o n Ci t y o f C a r m e l 20 1 3 0 0 5 6 9 05 / 1 7 / 1 3 ST R . COVER LE N G T H Dr o p A m o u n t : INVERTRIM EN T I T Y D A T A i MANNING'S N FL O W (i n / h r ) CH E N ' S M E T H O D Of f s i t e R u n n o f f De s i g n S t o r m : TO S T R . DI R E C T T O C A S T I N G PI P E MA T E R I A L De s i g n P a r a m e t e r s In t e n s i t y C a l c u l a t i o n M e t h o d : cA In v e r t C a l c u l a t i o n M e t h o d : DI R E C T T O I N L E T ISSUED: 5/17/13 De s c r i p t i o n : Ma i n s t r e e t H e a l t h a n d W e l l n e s s S u i t e s o f C a r m e l Re v i e w i n g E n t i t y : Ci t y o f C a r m e l Jo b # : 20 1 3 0 0 5 6 9 Da t e : 5/ 1 7 / 2 0 1 3 ST R . S T R U C T U R E C A S T I N G G R A D E C O N N E C T T O R E M A R K S NO . T Y P E T Y P E L . F . S I Z E T Y P E T . O . R . U P S T M D N S T M ( % ) S T R U C T . 1 A D S 2 8 2 4 B A S I N A D S 2 4 9 9 C G S 1 3 3 1 2 H D P E 8 5 3 . 0 0 8 4 8 . 2 7 8 4 7 . 9 3 0 . 2 6 2 2 T Y P E ' ' M ' ' I N L E T R - 3 2 8 7 - S B 1 0 1 1 2 1 5 R C P 8 5 1 . 9 1 8 4 7 . 6 8 8 4 7 . 4 2 0 . 2 3 4 3 T Y P E ' ' C ' ' M A N H O L E R - 4 3 4 2 8 7 1 2 H D P E 8 5 3 . 0 0 8 4 7 . 9 0 8 4 7 . 6 7 0 . 2 6 4 4 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 0 8 1 8 R C P 8 5 1 . 8 3 8 4 7 . 1 7 8 4 6 . 9 8 0 . 1 8 5 5 T Y P E ' ' M ' ' I N L E T R - 3 2 8 7 - S B 1 0 1 3 1 1 8 R C P 8 5 1 . 4 4 8 4 6 . 8 8 8 4 6 . 5 9 0 . 2 2 7 6 T Y P E ' ' C ' ' M A N H O L E R - 4 3 4 2 6 9 1 2 R C P 8 5 2 . 5 0 8 4 7 . 2 1 8 4 6 . 9 9 0 . 3 2 7 7 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 2 2 1 8 R C P 8 5 0 . 9 3 8 4 6 . 4 9 8 4 6 . 1 2 0 . 3 0 9 8 T Y P E ' ' C ' ' M A N H O L E R - 4 3 4 2 7 3 1 2 R C P 8 5 2 . 0 0 8 4 6 . 8 6 8 4 6 . 6 2 0 . 3 2 9 9 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 2 4 2 1 R C P 8 5 0 . 4 9 8 4 5 . 8 7 8 4 5 . 6 4 0 . 1 9 1 0 10 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 3 8 2 4 R C P 8 5 1 . 2 3 8 4 5 . 3 9 8 4 5 . 2 1 0 . 1 3 1 2 11 A D S 2 8 2 4 B A S I N A D S 2 4 9 9 C G S 1 7 2 1 2 H D P E 8 5 3 . 0 0 8 4 8 . 0 6 8 4 7 . 6 1 0 . 2 6 1 2 12 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 4 3 2 4 R C P 8 5 1 . 6 2 8 4 5 . 1 1 8 4 5 . 0 3 0 . 1 7 1 3 13 AQ U A S W I R L A S - 6 - 91 2 4 R C P 8 5 2 . 2 4 8 4 4 . 9 3 8 4 4 . 7 8 0 . 1 7 1 4 14 C O N C R E T E E N D S E C T I O N - - - - - 8 4 4 . 7 8 - - O U T 21 A D S 2 8 2 4 B A S I N A D S 2 4 9 9 C G S 5 0 1 2 H D P E 8 5 2 . 0 0 8 4 7 . 4 0 8 4 7 . 2 7 0 . 2 6 2 2 22 T Y P E ' ' A ' ' I N L E T R - 3 0 1 0 1 4 3 1 2 R C P 8 5 1 . 3 1 8 4 7 . 1 7 8 4 6 . 7 3 0 . 3 1 2 4 23 A D S 2 8 2 4 B A S I N A D S 2 4 9 9 C G S 5 0 1 2 H D P E 8 5 2 . 0 0 8 4 7 . 8 6 8 4 7 . 7 3 0 . 2 6 2 4 24 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 6 9 1 5 R C P 8 5 1 . 4 2 8 4 6 . 4 8 8 4 6 . 0 9 0 . 2 3 2 5 25 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 1 5 1 5 R C P 8 5 1 . 3 9 8 4 5 . 9 9 8 4 5 . 6 8 0 . 2 7 2 7 26 T Y P E ' ' A ' ' I N L E T R - 4 3 4 2 1 8 2 1 2 R C P 8 5 3 . 0 0 8 4 8 . 0 1 8 4 7 . 4 3 0 . 3 2 2 7 27 T Y P E ' ' C ' ' M A N H O L E R - 3 4 7 2 6 1 1 8 R C P 8 5 1 . 1 3 8 4 5 . 4 3 8 4 5 . 2 1 0 . 3 5 2 8 28 T Y P E ' ' C ' ' M A N H O L E R - 3 0 1 0 1 0 1 8 R C P 8 5 0 . 8 9 8 4 5 . 1 1 8 4 5 . 0 7 0 . 4 2 2 9 29 AQ U A S W I R L A S - 6 - 46 1 8 R C P 8 5 0 . 7 3 8 4 4 . 9 7 8 4 4 . 7 8 0 . 4 2 3 0 30 C O N C R E T E E N D S E C T I O N - - - - - 8 4 4 . 7 8 - - O U T 51 OU T L E T C O N T R O L S T R U C T U R E R- 1 7 7 2 7 9 1 8 R C P 8 4 7 . 6 6 8 4 4 . 2 8 8 4 4 . 1 4 0 . 1 8 5 2 52 T Y P E ' ' C ' ' M A N H O L E R - 1 7 7 2 2 3 3 1 8 R C P 8 5 0 . 4 9 8 4 4 . 0 4 8 4 3 . 6 2 0 . 1 8 5 3 53 T Y P E ' ' C ' ' M A N H O L E R - 1 7 7 2 2 3 3 1 8 R C P 8 4 9 . 3 9 8 4 3 . 5 2 8 4 3 . 1 0 0 . 1 8 5 4 54 C O N C R E T E E N D S E C T I O N - - - - - 8 4 3 . 1 0 - - O U T PI P E E L E V A T I O N S PI P E Jo b I n f o r m a t i o n ST O R M S E W E R - S T R U C T U R E D A T A T A B L E PR O P O S E D S T O R M S E W E R S Y S T E M ST O R M S E W E R S T R U C T U R E D A T A T A B L E ISSUED: 5/17/13 Job Information Description: Reviewing Entity:City of Carmel Job #:201300569 Date:05/17/13 10-yr Entity Data 0.5 SPECIFIEDSPECIFIEDCASTING CASTINGCASTING CHEN'S METHOD ENTITY DATACASTINGPONDINGCASTING STR.STRUCTURECASTINGcATciiFLOWDEPTHCAPACITY NO.TYPETYPE(acres)(min)(in/hr)(in/hr)(cfs)(ft)(cfs) 1ADS 2824 BASINADS 2499CGS0.410.105.00-6.120.250.002.72 2TYPE ''M'' INLETR-3287-SB100.630.305.00-6.121.160.035.11 3TYPE ''C'' MANHOLER-43420.480.095.00-6.120.270.006.81 4TYPE ''C'' MANHOLER-30100.620.295.00-6.121.100.053.40 5TYPE ''M'' INLETR-3287-SB100.530.245.00-6.120.780.015.11 6TYPE ''C'' MANHOLER-43420.300.085.00-6.120.150.006.81 7TYPE ''C'' MANHOLER-30100.790.095.00-6.120.430.013.40 8TYPE ''C'' MANHOLER-43420.300.115.00-6.120.200.006.81 9TYPE ''C'' MANHOLER-30100.820.165.00-6.120.800.033.40 10TYPE ''C'' MANHOLER-30100.690.205.00-6.120.840.033.40 11ADS 2824 BASINADS 2499CGS0.540.075.00-6.120.230.002.72 12TYPE ''C'' MANHOLER-30100.680.225.00-6.120.910.043.40 21ADS 2824 BASINADS 2499CGS0.300.085.00-6.120.150.002.72 22TYPE ''A'' INLETR-30100.530.405.00-6.121.310.073.40 23ADS 2824 BASINADS 2499CGS0.300.125.00-6.120.220.002.72 24TYPE ''C'' MANHOLER-30100.670.185.00-6.120.730.023.40 25TYPE ''C'' MANHOLER-30100.560.215.00-6.120.720.023.40 26TYPE ''A'' INLETR-43420.510.085.00-6.120.250.006.81 27TYPE ''C'' MANHOLER-34720.730.405.00-6.121.780.084.43 28TYPE ''C'' MANHOLER-30100.850.155.00-6.120.780.033.40 Mainstreet Health and Wellness Suites of Carmel Intensity Calculation Method: Allowable Head (ft.) = Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS ISSUED: 5/17/13 De s c r i p t i o n : Ma i n s t r e e t H e a l t h a n d W e l l n e s s S u i t e s o f C a r m e l En t i t y : Ci t y o f C a r m e l Jo b # : 20 1 3 0 0 5 6 9 Da t e : 5/ 1 7 / 2 0 1 3 25 - y r En t i t y D a t a (d c + D ) / 2 St r u c t u r e C o e f f i c i e n t (f t ) ( f t ) ( f t ) ( f t ) ( m i n ) ( i n / h r ) ( c f s ) ( i n . ) % (s q . f t ) ( f t . ) ( f t . ) ( f t . ) ( f t / s ) ( f t ) ( f t ) ( f t / s ) ( f t / s ) ( f t ) ( f t ) ( f t ) ( f t . ) ( f t . ) ( f t . ) 2 1 8 4 7 . 9 3 8 4 8 . 9 3 8 4 8 . 6 7 8 4 8 . 8 3 5 . 0 0 7 . 1 7 1 . 2 6 1 2 0 . 2 6 0 . 4 7 5 1 . 7 3 6 0 . 2 7 3 0 . 5 8 2 2 . 6 6 1 3 3 0 . 0 1 2 0 . 3 4 4 - - 1 . 2 5 2 . 8 2 - 0 . 1 3 7 0 . 4 8 1 8 4 9 . 3 1 8 5 3 . 0 0 8 4 9 . 2 7 4 2 8 4 7 . 4 2 8 4 8 . 6 7 8 4 8 . 3 7 8 4 8 . 5 7 5 . 8 8 6 . 9 8 2 . 5 5 1 5 0 . 2 3 0 . 9 0 4 2 . 4 5 3 0 . 3 6 9 0 . 8 6 4 2 . 8 2 1 1 2 0 . 0 1 3 0 . 2 5 6 2 . 6 6 - 0 . 5 0 2 . 8 0 - 0 . 0 0 7 0 . 2 6 3 8 4 8 . 8 3 8 5 1 . 9 1 8 4 8 . 9 3 4 3 8 4 7 . 6 7 8 4 8 . 6 7 8 4 8 . 4 1 8 4 8 . 5 7 5 . 0 0 7 . 1 7 1 . 2 8 1 2 0 . 2 6 0 . 4 8 0 1 . 7 4 7 0 . 2 7 5 0 . 5 8 7 2 . 6 7 8 7 0 . 0 1 2 0 . 2 2 5 - - 1 . 2 5 2 . 8 0 - 0 . 1 3 8 0 . 3 6 3 8 4 8 . 9 3 8 5 3 . 0 0 8 4 8 . 9 0 5 4 8 4 6 . 9 8 8 4 8 . 4 8 8 4 8 . 1 5 8 4 8 . 3 3 6 . 6 2 6 . 8 3 4 . 9 4 1 8 0 . 1 8 1 . 7 6 7 4 . 7 1 2 0 . 3 7 5 1 . 5 0 0 2 . 8 0 1 0 8 0 . 0 1 3 0 . 2 3 8 2 . 8 2 - 0 . 5 0 3 . 2 2 - 0 . 0 0 1 0 . 2 3 9 8 4 8 . 5 7 8 5 1 . 8 3 8 4 8 . 6 7 7 5 8 4 6 . 5 9 8 4 8 . 0 9 8 4 7 . 8 0 8 4 7 . 9 3 7 . 3 4 6 . 6 8 5 . 6 9 1 8 0 . 2 2 1 . 7 6 7 4 . 7 1 2 0 . 3 7 5 1 . 5 0 0 3 . 2 2 1 3 1 0 . 0 1 3 0 . 3 8 2 2 . 8 0 - 0 . 5 0 3 . 7 2 - 0 . 0 2 0 0 . 4 0 2 8 4 8 . 3 3 8 5 1 . 4 4 8 4 8 . 3 8 7 6 8 4 6 . 9 9 8 4 7 . 9 9 8 4 7 . 6 5 8 4 7 . 9 3 5 . 0 0 7 . 1 7 0 . 6 2 1 2 0 . 3 2 0 . 2 7 6 1 . 3 3 3 0 . 2 0 7 0 . 3 8 2 2 . 2 6 6 9 0 . 0 1 3 0 . 2 2 1 - - 1 . 2 5 3 . 7 2 - 0 . 0 9 9 0 . 3 2 0 8 4 8 . 2 5 8 5 2 . 5 0 8 4 8 . 2 1 9 7 8 4 6 . 1 2 8 4 7 . 6 2 8 4 7 . 3 7 8 4 7 . 4 3 8 . 1 2 6 . 5 1 6 . 5 8 1 8 0 . 3 0 1 . 7 6 7 4 . 7 1 2 0 . 3 7 5 1 . 5 0 0 3 . 7 2 1 2 2 0 . 0 1 3 0 . 4 7 6 3 . 2 2 - 0 . 5 0 3 . 3 0 - 0 . 0 2 7 0 . 5 0 3 8 4 7 . 9 3 8 5 0 . 9 3 8 4 7 . 9 9 9 8 8 4 6 . 6 2 8 4 7 . 6 2 8 4 7 . 3 0 8 4 7 . 4 3 5 . 0 0 7 . 1 7 0 . 7 5 1 2 0 . 3 2 0 . 3 1 6 1 . 4 1 7 0 . 2 2 3 0 . 4 2 3 2 . 3 8 7 3 0 . 0 1 3 0 . 2 3 2 - - 1 . 2 5 3 . 3 0 - 0 . 1 1 0 0 . 3 4 2 8 4 7 . 7 7 8 5 2 . 0 0 8 4 7 . 8 6 10 9 8 4 5 . 6 4 8 4 7 . 3 9 8 4 7 . 0 3 8 4 7 . 0 9 8 . 7 5 6 . 3 8 7 . 9 5 2 1 0 . 1 9 2 . 4 0 5 5 . 4 9 8 0 . 4 3 8 1 . 7 5 0 3 . 3 0 1 2 4 0 . 0 1 3 0 . 3 1 0 3 . 7 2 - 0 . 5 0 2 . 7 4 - 0 . 0 2 3 0 . 3 3 2 8 4 7 . 4 3 8 5 0 . 4 9 8 4 7 . 6 2 12 1 0 8 4 5 . 2 1 8 4 7 . 2 1 8 4 6 . 7 3 8 4 6 . 8 7 9 . 4 6 6 . 2 3 8 . 6 1 2 4 0 . 1 3 3 . 1 4 2 6 . 2 8 3 0 . 5 0 0 2 . 0 0 0 2 . 7 4 1 3 8 0 . 0 1 3 0 . 1 9 9 3 . 3 0 - 0 . 5 0 3 . 4 0 - 0 . 0 2 6 0 . 2 2 6 8 4 7 . 0 9 8 5 1 . 2 3 8 4 7 . 3 9 12 1 1 8 4 7 . 6 1 8 4 8 . 6 1 8 4 8 . 3 8 8 4 8 . 3 8 5 . 0 0 7 . 1 7 1 . 6 2 1 2 0 . 2 6 0 . 5 8 0 1 . 9 6 6 0 . 2 9 5 0 . 6 9 2 2 . 8 0 1 7 2 0 . 0 1 2 0 . 4 4 6 - - 1 . 2 5 3 . 4 0 - 0 . 1 5 2 0 . 5 9 8 8 4 8 . 9 8 8 5 3 . 0 0 8 4 9 . 0 6 13 1 2 8 4 5 . 0 3 8 4 7 . 0 3 8 4 6 . 6 2 8 4 6 . 7 4 1 0 . 3 5 6 . 0 8 1 0 . 6 8 2 4 0 . 1 7 3 . 1 4 2 6 . 2 8 3 0 . 5 0 0 2 . 0 0 0 3 . 4 0 4 3 0 . 0 1 3 0 . 0 9 5 2 . 7 4 - 0 . 5 0 3 . 3 8 - 0 . 0 3 1 0 . 1 2 6 8 4 6 . 8 7 8 5 1 . 6 2 8 4 7 . 1 1 14 1 3 8 4 4 . 7 8 8 4 6 . 7 8 8 4 6 . 3 6 8 4 6 . 3 6 1 0 . 5 9 6 . 0 5 1 0 . 6 3 2 4 0 . 1 7 3 . 1 4 2 6 . 2 8 3 0 . 5 0 0 2 . 0 0 0 3 . 3 8 9 1 0 . 0 1 3 0 . 2 0 0 3 . 4 0 1 . 0 0 0 . 5 0 - 0 . 1 7 8 0 . 0 0 1 0 . 3 7 9 8 4 6 . 7 4 8 5 2 . 2 4 8 4 6 .93 22 2 1 8 4 7 . 2 7 8 4 8 . 2 7 8 4 7 . 8 5 8 4 8 . 4 2 5 . 0 0 7 . 1 7 0 . 1 7 1 2 0 . 2 6 0 . 1 1 2 0 . 9 2 7 0 . 1 2 1 0 . 2 0 0 1 . 5 4 5 0 0 . 0 1 2 0 . 1 3 0 - - 1 . 2 5 2 . 8 3 - 0 . 0 4 6 0 . 1 7 6 8 4 8 . 5 9 8 5 2 . 0 0 8 4 8 . 4 0 24 2 2 8 4 6 . 7 3 8 4 7 . 7 3 8 4 7 . 5 0 8 4 7 . 9 3 5 . 3 3 7 . 1 0 1 . 6 9 1 2 0 . 3 1 0 . 5 9 5 2 . 0 0 0 0 . 2 9 7 0 . 7 0 8 2 . 8 3 1 4 3 0 . 0 1 3 0 . 4 4 2 1 . 5 4 - 0 . 5 0 2 . 6 2 - 0 . 0 4 4 0 . 4 8 6 8 4 8 . 4 2 8 5 1 . 3 1 8 4 8 . 1 7 24 2 3 8 4 7 . 7 3 8 4 8 . 7 3 8 4 8 . 4 1 8 4 8 . 4 1 5 . 0 0 7 . 1 7 0 . 7 7 1 2 0 . 2 6 0 . 3 2 9 1 . 4 4 2 0 . 2 2 8 0 . 4 3 6 2 . 3 6 5 0 0 . 0 1 2 0 . 1 2 9 - - 1 . 2 5 2 . 6 2 - 0 . 1 0 8 0 . 2 3 7 8 4 8 . 6 5 8 5 2 . 0 0 8 4 8 . 8 6 25 2 4 8 4 6 . 0 9 8 4 7 . 3 4 8 4 7 . 0 7 8 4 7 . 5 1 6 . 2 8 6 . 9 0 3 . 2 1 1 5 0 . 2 3 1 . 2 2 7 3 . 9 2 7 0 . 3 1 3 1 . 2 5 0 2 . 6 2 1 6 9 0 . 0 1 3 0 . 4 1 5 2 . 8 3 - 0 . 5 0 3 . 1 7 - 0 . 0 0 9 0 . 4 2 5 8 4 7 . 9 3 8 5 1 . 4 2 8 4 7 . 7 3 27 2 5 8 4 5 . 6 8 8 4 6 . 9 3 8 4 6 . 7 0 8 4 7 . 0 7 7 . 3 9 6 . 6 7 3 . 8 9 1 5 0 . 2 7 1 . 2 2 7 3 . 9 2 7 0 . 3 1 3 1 . 2 5 0 3 . 1 7 1 1 5 0 . 0 1 3 0 . 4 1 5 2 . 6 2 - 0 . 5 0 4 . 0 7 - 0 . 0 2 5 0 . 4 4 0 8 4 7 . 5 1 8 5 1 . 3 9 8 4 7 . 2 4 27 2 6 8 4 7 . 4 3 8 4 8 . 4 3 8 4 8 . 2 0 8 4 8 . 2 0 5 . 0 0 7 . 1 7 1 . 6 5 1 2 0 . 3 2 0 . 5 7 5 1 . 9 5 4 0 . 2 9 4 0 . 6 8 7 2 . 8 6 1 8 2 0 . 0 1 3 0 . 5 7 9 - - 1 . 2 5 4 . 0 7 - 0 . 1 5 9 0 . 7 3 8 8 4 8 . 9 4 8 5 3 . 0 0 8 4 9 . 0 1 28 2 7 8 4 5 . 2 1 8 4 6 . 7 1 8 4 6 . 4 8 8 4 6 . 7 3 8 . 0 9 6 . 5 2 7 . 1 9 1 8 0 . 3 5 1 . 7 6 7 4 . 7 1 2 0 . 3 7 5 1 . 5 0 0 4 . 0 7 6 1 0 . 0 1 3 0 . 2 8 5 3 . 1 7 - 0 . 5 0 4 . 5 0 - 0 . 0 5 1 0 . 3 3 5 8 4 7 . 0 7 8 5 1 . 1 3 8 4 6 . 9 3 29 2 8 8 4 5 . 0 7 8 4 6 . 5 7 8 4 6 . 3 7 8 4 6 . 6 5 8 . 3 8 6 . 4 6 7 . 9 5 1 8 0 . 4 2 1 . 7 6 7 4 . 7 1 2 0 . 3 7 5 1 . 5 0 0 4 . 5 0 1 0 0 . 0 1 3 0 . 0 5 7 4 . 0 7 - 0 . 5 0 4 . 4 9 - 0 . 0 2 8 0 . 0 8 5 8 4 6 . 7 3 8 5 0 . 8 9 8 4 6 . 6 1 30 2 9 8 4 4 . 7 8 8 4 6 . 2 8 8 4 6 . 0 8 8 4 6 . 0 8 8 . 4 3 6 . 4 5 7 . 9 4 1 8 0 . 4 2 1 . 7 6 7 4 . 7 1 2 0 . 3 7 5 1 . 5 0 0 4 . 4 9 4 6 0 . 0 1 3 0 . 2 5 9 4 . 5 0 1 . 0 0 0 . 5 0 - 0 . 3 1 4 0 . 0 0 0 0 . 5 7 3 8 4 6 . 6 5 8 5 0 . 7 3 8 4 6 . 4 7 PR O P O S E D S T O R M S E W E R S Y S T E M HY D R A U L I C G R A D E L I N E C A L C U L A T I O N S Jo b I n f o r m a t i o n De s i g n P a r a m e t e r s De s i g n S t o r m : In t e n s i t y C a l c u l a t i o n M e t h o d : St a r t i n g E l e v a t i o n : Ca l c u l a t i o n M e t h o d : IN T E N S I T Y D. S . S T R . U . S . S T R . D. S . I N V . EL E V . D. S . C R O W N E L E V . ( d c + D ) / 2 E L E V . ST A R T I N G EL E V . T c E N T I T Y D A T A F L O W D I A M E T E R S L O P E A R E A WE T T E D PE R I M E T E R HY D R A U L I C RA D I U S FL O W DE P T H V E L O C I T Y L E N G T H M A N N I N G ' S N FR I C T I O N LO S S UP S T R E A M M A X I M U M IN F L U E N T V E L O C I T Y TOTAL LOSSU.S. HGL ELEV.U.S. STR. TORU.S. STR. CROWNOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSS ISSUED: 5/17/13 201300569 APPENDIX E PROPOSED WATER QUALITY CALCULATIONS Description:Mainstreet Health and Wellness Suites of Carmel Reviewing Entity: Job #: Date:5/17/2013 CNwq= PARAMETERS P =1(in.) Pervious Area 0.93 Impervious Area 1.71 I = 65%(%) Rv = 0.63295455 Qa=0.63(in.) CALCULATED CNwq CNwq =96(STR #13) 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 201300569 ISSUED: 5/17/13 Description:Mainstreet Health and Wellness Suites of Carmel Reviewing Entity: Job #: Date:5/17/2013 CNwq= PARAMETERS P =1(in.) Pervious Area 0.75 Impervious Area 1.24 I = 62%(%) Rv = 0.61080402 Qa=0.61(in.) CALCULATED CNwq CNwq =96(STR #29) 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 201300569 ISSUED: 5/17/13 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Wa t e r Q u a l i t y C u r v e N u m b e r 707274767880828486889092949698 10 0 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 0 0 Pe r c e n t I m p e r v i o u s n e s s Water Quality Curve Number (CNwq) BMP Output 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 STR #13 BMP BASE 24 HR-1in 0.00 100.000 101.000 0.0000 0 12.00 2.14 0.00 0.00 STR #29 BMP BASE 24 HR-1in 0.00 100.000 101.000 0.0000 0 11.99 1.70 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/13/10 Version 10.2 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Vortechs® 1,2 1000 0.49 2000 1.00 3000 1.75 4000 2.76 5000 4.05 7000 5.66 9000 7.59 11000 9.88 16000 15.59 PC1319 or 1319 CIP 19.04 PC1421 or 1421 CIP 22.92 1522 CIP 27.23 1624 CIP 32.00 1726 CIP 37.24 1827 CIP 42.96 1929 CIP 49.17 2030 CIP 55.90 2131 CIP 63.15 2233 CIP 70.94 2334 CIP 79.28 2436 CIP 88.18 2538 CIP 97.66 2639 CIP 107.72 2740 CIP 118.37 2842 CIP 129.64 2943 CIP 141.53 3045 CIP 154.05 3146 CIP 167.21 3349 CIP 195.49 3958 CIP 296.83 4060 CIP 316.23 Aqua-Swirl™ 2 AS-2 0.20 AS-3 0.50 AS-4 0.97 AS-5 1.41 AS-6 2.23 AS-7 3.28 AS-8 4.58 AS-9 6.14 AS-10 7.99 AS-12 12.61 Description:Mainstreet Health and Wellness Suites of Carmel Reviewing Entity: Job Number: Date:5/17/2013 Wet Detention Pond WQv = P = 1" rainfall Rv = 0.05 + 0.009(I) where I is the percent impervious cover A =area in acres PARAMETERS P =1(in) Pervious Area 3.48 Impervious Area 4.37 I = 56%(%) Rv = 0.55101911 A = 7.85 (acres) CALCULATED WQv WQv =0.360(ac-ft) 15701.565 (ft3) Stage Area Incremental Volume Volume (ft)(acre)(acre-ft)(acre-ft) 8360.17 0.0000.000 8370.2 0.1850.185 8380.24 0.4070.592 8390.27 0.6601.252 8400.31 0.2901.542 8410.35 0.3301.872 8420.39 0.3702.242 8430.46 0.4252.667 8440.53 0.4953.162 844.280.55 0.1513.313 3.162>1.08 Detention Pond Volume Below Normal Pool 12 Total Volume Pond 201300569 Job Information (P) * (Rv) * (A) PROPOSED STORMWATER SYSTEM WATER QUALITY VOLUME CALCULATIONS City of Carmel ISSUED: 5/17/13