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HomeMy WebLinkAboutDrainage Report 201301784 Drainage Computations Summary For Drury Plaza Hotel 96th Street and US-31 Carmel, Indiana 46240 Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Submitted by: Brad Schrage, PE, LEED AP September 19, 2013 i 201301784 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 Appendix F Original Drainage Report from 1988 Appendix G Mid-States Drainage Report from 2001 1 201301784 DRAINAGE COMPUTATIONS SUMMARY for Drury Plaza Hotel 96th Street and US-31 Indianapolis, Indiana 46240 PROJECT DESCRIPTION The proposed project consists of the construction of a 10-story hotel and a future restaurant pad at the northeast corner of the intersection of 96th Street and US-31 in Carmel, Indiana. The construction of an offsite sewer extension to provide sanitary service to this facility is also included with this project. The project is located on an overall parcel of approximately 11 acres; however the final parcel size will be 6.05 acres due to the taking of right-of-way for the US-31 improvements and the expansion of the right-of-way for 96th Street. The site is not located within any special flood hazard zones as indicated on the Flood Insurance Rate Map 18057C0216F for Hamilton County, Indiana dated February 19, 2003 (Refer to Appendix A for the FIRM). EXISTING CONDITIONS The existing site consists of approximately 11 acres of undeveloped land with wooded and grassed cover. The site soils consist of Brookston silty clay loam and Crosby silt loam soils which are part of the type B/D and type B/C hydrologic soil groups, respectively (Refer to Appendix A for the soil information). The existing site is split into 3 basins; north, central, and south. The north basin drains via sheet and shallow concentrated flow towards Parkwood Crossing. The central basin drains via sheet and shallow concentrated flow to the existing storm sewer stub which was provided with the Parkwood Crossing development to the east. This runoff is then conveyed to Pond #1 located on the east side of Parkwood Crossing Drive. The south basin drains via sheet and shallow concentrated flow towards 96th Street. The existing runoff rates have been summarized in the table below. Refer to Appendix B for the existing site drainage calculations. Basin 10-yr 100-yr (cfs) (cfs) Ex. North 3.39 5.05 Ex. Central 6.46 9.62 Ex. South 4.54 6.76 PROPOSED CONDITIONS The construction of the hotel and future building pad covers approximately 6.05 acres. The remainder of the site acreage is being taken for future right-of-way improvements along US-31 and 96th Street. The proposed site will drain via sheet and shallow concentrated flow to the propose storm sewer system. The proposed system will discharge the runoff to the east to the existing detention pond. A new pipe will be installed under Parkwood Crossing Drive to allow for conveyance of the runoff to the pond. The existing storm sewer system which exists on site does not provide the require capacity to route the propose storm sewer runoff so these existing inlets will be plugged with the development of this project. The proposed storm sewer has been sized to convey the 10- year storm event utilizing the Ration Method (Refer to Appendix D for the Proposed Storm Sewer Calculations). In August of 2001 Mid-States Engineering analyzed the capacity of existing pond 1, located just east of the proposed site. The purpose of this report was to determine if approximately 6 additional acres of developed 2 201301784 ground could be discharged to pond 1 as the initial report did not include the entire proposed site in its analysis. The analysis from 2001 utilized ICPR to model the initially approved plan and two proposed plans; one maintaining the existing normal pool of the pond and one which lowered the normal pool of the pond. In order to maintain the appropriate 100-year elevation of the pond, a modification to the outlet structure is required for both options. Each option involves installing a 14.6” weir plate on the existing 21” outlet pipe. Copies of the original drainage report and the Mid-States report can be found in Appendices F and G. Due to the right-of-way takings for US-31 and 96th Street, the proposed development is only approximately 50% of the area which was included in the 2001 report (10 acres). No additional detention is required for the development of this site. WATER QUALITY The proposed development utilizes an Aquaswirl AS-7 and the existing wet detention pond as best management practices. The water quality treatment rate required for the site was found to be 6.58 cfs (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 Stormwater Technical Standards. No adverse impacts are anticipated to affect adjacent or downstream landowners. 201201436 APPENDIX A FIRM AND SOIL SURVEY 8 Custom Soil Resource Report Soil Map 44 1 9 9 8 0 44 2 0 0 1 0 44 2 0 0 4 0 44 2 0 0 7 0 44 2 0 1 0 0 44 2 0 1 3 0 44 2 0 1 6 0 44 2 0 1 9 0 44 2 0 2 2 0 44 2 0 2 5 0 44 1 9 9 8 0 44 2 0 0 1 0 44 2 0 0 4 0 44 2 0 0 7 0 44 2 0 1 0 0 44 2 0 1 3 0 44 2 0 1 6 0 44 2 0 1 9 0 44 2 0 2 2 0 44 2 0 2 5 0 571970 572000 572030 572060 572090 572120 572150 572180 571970 572000 572030 572060 572090 572120 572150 572180 39° 55' 45'' N 86 ° 9 ' 2 8 ' ' W 39° 55' 45'' N 86 ° 9 ' 1 8 ' ' W 39° 55' 36'' N 86 ° 9 ' 2 8 ' ' W 39° 55' 36'' N 86 ° 9 ' 1 8 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 050100200300 Feet 0204080120 Meters Map Scale: 1:1,420 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points 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 Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. 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 map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. 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 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 17, 2011—Mar 28, 2012 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 9 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam 3.9 45.6% CrA Crosby silt loam, 0 to 3 percent slopes 4.6 54.4% Totals for Area of Interest 8.5 100.0% 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 intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 10 201201436 APPENDIX B EXISTING DRAINAGE CONDITIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=100' 09/19/2013 ILT 2013.01784 Description:Drury Inn Reviewing Entity:City of Carmel Job #:201301784 Date:12/3/2012 10-yr Entity Data Chen's MethodEntity Data (ac.)(min.)(in/hr)(in/hr)(cfs) Existing North2.440.316 -4.6293.39 Existing Central4.750.317 -4.53056.46 Existing South3.010.312 -5.0234.54 14.38 Rational Method Runoff Calculation Design Parameters Intensity Design Storm: Intensity Calculation Method: Tc Existing Site Discharge Q Runoff Coefficient Job Information Area Existing Runoff Basin Description:Drury Inn Reviewing Entity:City of Carmel Job #:201301784 Date:9/19/2013 100-yr Entity Data Chen's MethodEntity Data (ac.)(min.)(in/hr)(in/hr)(cfs) Existing North2.440.316 -6.8985.05 Existing Central4.750.317 -6.7519.62 Existing South3.010.312 -7.4866.76 21.43 Rational Method Runoff Calculation Design Parameters Intensity Design Storm: Intensity Calculation Method: Tc Existing Site Discharge Q Runoff Coefficient Job Information Area Existing Runoff Basin Project:By:BNS Date:12/21/12 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)0.3 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 0.100 Tt = .007 (nL)0.8 hr0.16++=0.16 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved-- Flow length, Lft 400-- Watercourse slope, sft/ft 0.033-- Average velocity, V (Figure 3-1)ft/s2.95-- Tt =Lhr0.04+-+-=0.04 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 hr0.20 min12.13 Time of Concentration (Tc) or Travel Time (Tt) Drury Inn City of Carmel Existing South 1 ISSUED: 9/17/2012 Project:By:BNS Date:12/21/12 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)0.3 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 0.033 Tt = .007 (nL)0.8 hr0.26++=0.26 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved-- Flow length, Lft 150-- Watercourse slope, sft/ft 0.033-- Average velocity, V (Figure 3-1)ft/s2.95-- Tt =Lhr0.01+-+-=0.01 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 hr0.27 min16.16 Time of Concentration (Tc) or Travel Time (Tt) Drury Inn City of Carmel Existing North 1 ISSUED: 9/17/2012 Project:By:BNS Date:12/21/12 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)0.3 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 0.033 Tt = .007 (nL)0.8 hr0.26++=0.26 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved-- Flow length, Lft 450-- Watercourse slope, sft/ft 0.033-- Average velocity, V (Figure 3-1)ft/s2.95-- Tt =Lhr0.04+-+-=0.04 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 hr0.30 min17.86 Time of Concentration (Tc) or Travel Time (Tt) Drury Inn City of Carmel Existing Central 1 ISSUED: 9/17/2012 201201436 APPENDIX C PROPOSED DETENTION CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=100' 09/19/2013 ILT 2013.01784 Description:Drury Inn Entity:City of Carmel Job #:201301784 Date:2/4/2013 cgrass 0.3 cpavement 0.85 Agrass Apavement Area (ac)(ac)(ac) BASIN #110.8300.500 1.3300.250.430.51 BASIN #220.9800.660 1.6400.290.560.52 BASIN #330.5900.520 1.1100.180.440.56 BASIN #660.3000.380 0.6800.090.320.61 PROPOSED STORM SEWER SYSTEM RUNOFF COEFFICIENT CALCULATION Job Information BasinStr. No.(c*A)grass (c*A)pavement Composite c 1ISSUED: 9/17/2012 201201436 APPENDIX D PROPOSED STORM SEWER CALCULATIONS De s c r i p t i o n : Dr u r y I n n 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 In v e r t D r o p 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. (f t) (ac r e s ) (ac r e s ) (mi n ) (mi n ) (C FS) (C FS) (inches)(%)(cfs)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft) 1A 1 33 R C P - - - - -- - - 0. 0 0 - - - - - - 120.350.0132.112.68--0.20834.50834.50831.58831.47 12 28 6 R C P 0 . 5 1 1 . 3 3 - - 0. 6 8 0 . 6 8 0 . 6 8 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 4 . 1 5 4 . 1 5 180.210.0134.772.701.083.041.77834.50835.00831.37830.78 24 90 R C P 0 . 5 2 1 . 6 4 0 . 9 0 0 . 3 7 1. 1 9 0 . 8 5 1 . 8 6 5. 0 0 6. 7 7 - - 6 . 1 2 5 . 8 0 5 . 2 2 1 0 . 8 2 270.200.01313.853.481.503.850.43835.00834.65830.68830.50 34 17 0 R C P 0 . 5 6 1 . 1 1 - - 0. 6 2 0 . 6 2 0 . 6 2 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 3 . 8 0 3 . 8 0 180.200.0134.702.661.022.961.07835.00834.65830.84830.50 45 65 R C P 0 . 8 5 0 . 3 1 - - 0. 2 6 0 . 2 6 2 . 7 5 5. 0 0 7. 2 0 - - 6 . 1 2 5 . 7 2 1 . 6 1 1 5 . 7 4 300.200.01318.343.741.784.200.29834.65834.51830.40830.27 59 18 0 R C P 0 . 8 5 0 . 6 1 0 . 9 0 0 . 3 5 0. 8 3 0 . 5 2 3 . 5 8 5. 0 0 7. 4 9 - - 6 . 1 2 5 . 6 7 3 . 1 7 2 0 . 3 2 300.300.01322.474.581.865.180.66834.51834.30830.17829.63 67 12 9 R C P 0 . 6 1 0 . 3 0 0 . 9 0 0 . 1 9 0. 3 5 0 . 1 8 0 . 3 5 5. 0 0 5. 0 0 - - 6 . 1 2 6 . 1 2 1 . 1 2 2 . 1 7 150.250.0133.232.630.752.820.82834.85835.00830.74830.41 78 10 6 R C P 0 . 8 5 0 . 1 1 - - 0. 0 9 0 . 0 9 0 . 4 5 5. 0 0 5. 8 2 - - 6 . 1 2 5 . 9 7 0 . 5 7 2 . 6 7 150.250.0133.232.630.872.940.67835.00835.00830.31830.05 89 16 1 R C P 0 . 8 5 0 . 2 5 - - 0. 2 1 0 . 2 1 0 . 6 6 5. 0 0 6. 4 9 - - 6 . 1 2 5 . 8 5 1 . 3 0 3 . 8 6 180.200.0134.702.661.042.971.01835.00834.30829.95829.63 91 0 18 0 R C P 0 . 8 5 0 . 6 6 - - 0. 5 6 0 . 5 6 4 . 8 0 5. 0 0 8. 1 4 - - 6 . 1 2 5 . 5 5 3 . 4 3 2 6 . 6 8 360.200.01329.834.222.214.770.71834.30834.30829.53829.17 10 1 1 39 R C P 0 . 8 5 0 . 6 3 - - 0. 5 4 0 . 5 4 5 . 3 4 5. 0 0 8. 8 5 - - 6 . 1 2 5 . 4 3 3 . 2 8 2 8 . 9 7 360.200.01329.834.222.384.810.15834.30835.50829.07828.99 11 1 2 12 P V C - - - - -- -- 9. 0 1 - - - 5 . 4 0 - 6. 5 7 1 5 0 . 7 5 0.0116.615.391.026.140.04835.50835.50828.99828.90 11 1 3 17 R C P - - - - - - 5 . 3 4 - 9. 0 1 - - - 5 . 4 0 - 2 8 . 8 2 360.200.01329.834.222.374.810.07835.50835.75828.74828.71 12 1 3 12 P V C - - - - -- - - 9. 0 4 - - - 5 . 3 9 - 6. 5 7 1 5 0 . 7 5 0.0116.615.391.026.140.04835.50835.75828.80828.71 13 1 4 15 4 R C P - - - - - - 5 . 3 4 - 9. 0 8 - - - 5 . 3 9 - 2 8 . 7 5 360.200.01329.834.222.374.810.61835.75-828.61828.30 14 P O N D -- - - - - - - 5 . 3 4 - 9. 6 9 - - - 5 . 2 8 - 2 8 . 1 7 ----------828.30828.30ELEV.ELEV.FULL FLOW VELOCITYPIPE 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 1 7 8 4 09 / 1 9 / 1 3 ST R . 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 1 ISSUED: 10/19/2012 Job Information Description: Reviewing Entity:City of Carmel Job #:201301784 Date:09/19/13 10-yr Entity Data 0.5 SPECIFIEDSPECIFIEDCASTING CASTINGCASTING CHEN'S METHOD ENTITY DATACASTINGPONDINGCASTING STR.STRUCTURECASTINGc A TciiFLOW DEPTHCAPACITY NO.TYPETYPE(acres)(min)(in/hr)(in/hr)(cfs)(ft)(cfs) 1ATYPE ''A'' INLETR-1772-------- 1TYPE ''F'' INLETR-4215-C0.511.335.00-6.124.150.0711.24 2TYPE ''C'' INLETR-3457-C20.521.645.00-6.125.220.0320.43 3TYPE ''J'' INLETR-3455-C0.561.115.00-6.123.800.098.85 4TYPE ''J'' MANHOLER-34720.850.315.00-6.121.610.074.43 5TYPE ''C'' INLETR-3457-C20.850.615.00-6.123.170.0120.43 6TYPE ''J'' INLETR-3287-SB100.610.305.00-6.121.120.025.11 7TYPE ''M'' INLETR-3287-SB100.850.115.00-6.120.570.015.11 8TYPE ''C'' MANHOLER-30100.850.255.00-6.121.300.073.40 9TYPE ''J'' MANHOLER-34720.850.665.00-6.123.430.304.43 10TYPE ''J'' MANHOLER-34720.850.635.00-6.123.280.274.43 11TYPE ''J'' MANHOLER-1772-------- 11TYPE ''J'' MANHOLER-1772-------- 12AQUASWIRL ER MANUFACTURE -------- 13TYPE ''J'' MANHOLER-1772-------- 14CONCRETE END SECTION--------- Drury Inn Intensity Calculation Method: Allowable Head (ft.) = Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS 1 ISSUED: 10/19/2012 201201436 APPENDIX E PROPOSED WATER QUALITY CALCULATIONS 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 AQUA SWIRL BASE 24 HR 0.00 100.000 0.000 100.0000 0 12.00 6.576 0.00 0.000 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) Aqua-Swirl™ Model Swirl Chamber Diameter Water Quality Treatment Flow2 Oil/Debris Storage Capacity Sediment Storage Capacity (ft.)(cfs)(gal)(ft3) On/Offline CFD1 812 AS-33.2510161.811020 AS-44.2512183.219032 AS-55.0012244.427045 AS-66.0014306.339065 AS-77.0016368.654090 AS-88.00184211.2710115 AS-99.00204814.2910145 AS-1010.0225417.51130180 AS-1212.0244825.21698270 AS-XXCustom---->26---- *Higher water quality treatment flow rates can be designed with multiple swirls. 1) 2) 10 Aqua-Swirl™ Sizing Chart (English) ThedesignandorientationoftheAqua-Filter™generallyentailssomedegreeofcustomization.For assistanceindesignandspecificsizingusinghistoricalrainfalldata,pleaserefertoanAquaShield™ representativeorvisitourwebsiteatwww.AquaShieldInc.com.CADdetailsandspecificationsareavailable upon request. Maximum Stub-Out Pipe Outer Diameter (in.) The Aqua-Swirl™ConveyanceFlowDiversion(CFD)providesfulltreatmentofthe "firstflush,"whilethepeakdesignstormisdivertedandchanneledthroughthemain conveyance pipe. Please refer to your local representative for more information. Many regulatory agencies areestablishing "waterquality treatment flow rates"fortheir areasbasedontheinitialmovementofpollutantsintothestormdrainagesystem.The treatmentflowrateoftheAqua-Swirl™systemisengineeredtomeetorexceedthe localwaterqualitytreatmentcriteria.This "waterqualitytreatmentflowrate" typically represents approximately 90% to 95% of the total annual runoff volume. AS-22.501.137 Description: Entity: Job #: Date:09/19/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information Drury Inn City of Carmel Solve For:Depth 201301784 Location of Channel:Aquaswirl Bypas Geometry:Circular Diameter (ft):1.25 Slope of Channel (ft/ft):0.0075 Manning's Roughness Coefficient:0.011 Flow Rate (cfs):6.57 Depth of Flow (ft):1.02 Cross Sectional Area (ft2):1.07 Wetted Perimeter (ft):2.81 Hydraulic Radius (ft):0.38 Velocity (ft/s):6.14 1ISSUED: 9/17/2012 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: SITE Node: AQUA SWIRL 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): 9.00 Area(ac): 7.700 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: AQUA SWIRL Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 100.000 9999.00 100.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 24 Hr Filename: P:\2013\01784\C. Calcs_Data\Civil\ICPR\24 Hr.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: 24 HR Hydrology Sim: 24 Hr Filename: P:\2013\01784\C. Calcs_Data\Civil\ICPR\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 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) 201201436 APPENDIX F ORIGINAL DRAINAGE REPORT FROM 1988 201201436 APPENDIX G MID-STATES DRAINAGE REPORT FROM 2001