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HomeMy WebLinkAboutPreliminary Drainage Report 09-20-2013 TABLE OF CONTENTS 1.0 INTRODUCTION 1.1 Project Description 1.2 Scope of Report 1.3 Existing Conditions 2.0 EXISTING DRAINAGE 3.0 PROPOSED DRAINAGE 4.0 CONCLUSIONS APPENDICES APPENDIX A • Site Location Map • FEMA FIRM Map • Soils Map • Overall Development Plan APPENDIX B • Detention Calculations • Drainage Basin Map • Preliminary Water Quality Calculations • Storm Sewer Calculations • Storm Sewer Inlet Area Map 1.0 INTRODUCTION This report outlines the preliminary design measures for the stormwater management system to serve the proposed Point Blank Range and Gun Shop facility located at 1250 City Center Drive in Carmel, Indiana. The scope of the report is to outline the design parameters for the stormwater quality and collection system that will serve the proposed development. The project is located within the City of Carmel and it therefore subject to the design requirements of the City’s Stormwater Design and Technical Standards Manual. 1.1 Project Description The project site is located along the north side of City Center Drive between Pennsylvania Street and Hancock Street on an undeveloped site. The project consists of the construction of a 21,000 square-foot building and associated parking lot on a proposed 4.27-acre parcel. The site is located at the southeast corner of the previously planned Pannatoni Business Park. Phase 1 of the business park has been constructed adjacent to the west of this site. 1.2 Scope of Report This report summarizes the preliminary design for the overall stormwater management system for the proposed development. Both stormwater quantity and quality have been reviewed for initial needs. Final calculations will be performed with construction documents at a later date. 1.3 Existing Conditions The site is an undeveloped portion of the previously planned Pannatoni Business Park. The topography of the site slopes is fairly flat, but gradually slopes from the northwest to the southeast corner of the site. The site includes a wooded area along the east with a number of other scattered trees, but is mostly an open grassy area. The FIRM Map Panel No. 18057C0209 F indicates that a Flood Zone X encompasses the entire site. On site soils consist primarily of Brookston Silty Clay Loams, and Crosby Silt Loams. 2.0 EXISTING DRAINAGE Currently the site sheet flows toward the southeast of the site to an existing 36” storm sewer that drains south under City Center Drive to W.R. Fertig Legal Drain. The existing detention pond for the Pannatoni Business Park Phase 1 adjacent to the west, has an emergency overflow spillway that, in post-100-year storm event, would overtop onto the subject site and drain to the existing 36” storm pipe as part of the designed flood path. 3.0 PROPOSED DRAINAGE Stormwater runoff from the site will be collected by a storm sewer system that will outlet to a proposed wet detention pond located along the north and northeast corner of the site. The pond will outlet through an outlet control structure and storm sewer pipe along the east side of the site that will outlet at the southeast corner of the site where it will enter the existing 36” pipe and leave the site. Per the Hamilton County Surveyor, the allowable release rates for the W.R. Fertig Legal Drain are 0.10 cfs/ac and 0.25 cfs/ac for the 10 and 100 year developed conditions, respectively. The pond is sized to receive and store the fully developed adjacent Right-of-Way per City of Carmel requirements. The pond is positioned so that it will maintain the emergency flood path from the adjacent site. The proposed detention pond is also designed as a Wet Pond BMP to provide Stormwater Quality as a secondary BMP. Prior to the stormwater entering the pond, it will flow through an Aqua-Swirl structure placed along the storm sewer just upstream of the outlet to the detention pond. This will service as the primary BMP. 4.0 CONCLUSIONS The proposed drainage plan for this project complies requirements set forth by the City of Carmel for stormwater conveyance, detention, and water quality. Final calculations along with a full drainage report and BMP O&M Manual for full compliance will be completed with the site construction documents and submitted at a later date. APPENDIX A ƒ Site Location Map ƒ FEMA FIRM Map ƒ Soils Map ƒ Overall Development Plan 60' FRONT BUILDING SETBACK LINE 10 ' S I D E B U F F E R Y A R D 1 0 ' S I D E B U F F E R Y A R D PROPOSED NEW PROPERTY LINE CITY CENTER DRIVE PROPOSED BUILDING FFE = 850.75 PROPOSED DETENTION POND P R O P O S E D P R I V A T E D R I V E ME C H Y A R D 6 80.00'70.00' 18.00'25.00'18.00' 90 . 0 0 ' 90 . 0 0 ' 18.00'25.00'18.00' 18 . 0 0 ' 25 . 0 0 ' 18 . 0 0 ' 18.00'25.00'18.00' 18.00'25.00'18.00' 51 . 0 0 ' 14 . 0 0 ' 91 . 0 0 ' 25. 0 0 ' 25 . 0 0 ' 25 . 0 0 ' 25.00' 25.00' 37.50' 18 . 0 0 ' 25 . 0 0 ' 8 7 9 9 9 9 5 9 7 9 7 9 2 5 5 70.00' 90.00'90.00' 70.00' 6.00' 11.00' 6.00' 11.00' 6. 0 0 ' 10 ' 6.00' 10.00' 2 2 2 22 1 1 1 1 1 1 1 11 1 1 1 1 2 3 4 4 4 66 6 6 6 6 6 6 16 6 7 7 7 7 7 8 8 8 8 9 9 9 9 10 16 16 21 23 25 26 27 R1 5 . 0 0 ' R 1 5 . 0 0 ' R3 0 . 0 0 ' R35.00' R 1 5 . 0 0 ' R15 . 0 0 ' R 1 5 . 0 0 ' R1 5 . 0 0 ' R15 . 0 0 ' R 1 5 . 0 0 ' R15.0 0 ' R 1 5 . 0 0 ' R10.0 0 ' 40. 0 0 ' R 40.00 ' R R 1 0 . 0 0 ' R15 . 0 0 ' R 1 5 . 0 0 ' 8 66 . 9 8 ' E X I S T . H A L F R / W 70 . 0 0 ' P R O P O S E D H A L F R / W 11 11 Job No. Date:September 20, 2013 Scale: Sheet: FO R CO N S T R U C T I O N P L A N S 12 5 0 W . C i t y C e n t e r D r i v e RE V I S I O N S DA T E DE S C R I P T I O N MA R K Ca r m e l , I N Po i n t B l a n k R a n g e & Gu n s h o p 10 9 3 0 D e e r f i e l d R o a d Ci n c i n n a t i , O H 4 5 2 4 2 PR E P A R E D B Y : Title: PR E P A R E D F O R : SITE BENCHMARK: PROJECT BENCHMARK: BENCHMARK DATA 13080L PO I N T B L A N K M187-Indiana State Highway Commission, stamped MAR G-299. A bronze plate set in the NW corner of the S bound lane bridge of I-65 over St. Clair Street. BM ELEVATION = 737.36 NAVD Magnail set in the pavement at the northeast end of existing parking lot, 8.3 feet south of a capped rebar at the property corner and 1 foot west of the edge of pavement. BM ELEVATION = 851.22 RA N G E & G U N S H O P FO R C I T Y A P P R O V A L NO T F O R C O N S T R U C T I O N C201 ### SITE PLAN BICYCLE PARKING REQUIRED 5 PER 100 PARKING SPACES = 2 PROVIDED BICYCLE PARKING SPACES = 4 * MINIMUM REQUIREMENT = 4 PARKING SPACES REQUIRED PARKING SPACES = 20 PROVIDED: STANDARD PARKING SPACES = 109 ADA PARKING SPACE = 5 TOTAL PARKING SPACES = 114 1.ALL DIMENSIONS SHOWN ARE MEASURED TO THE FACE OF CURB, UNLESS OTHERWISE SHOWN 2.ALL RADII SHALL BE 5 FEET UNLESS OTHERWISE SHOWN. 3.DIMENSIONS TO THE BUILDING ARE MEASURED TO THE EXTERIOR OF THE FOUNDATION WALL UNLESS OTHERWISE SHOWN. 4.BEARINGS, DIMENSIONS AND EASEMENTS ARE SHOWN FOR REFERENCE. REFER TO RECORDED PLATS AND SURVEYS FOR ADDITIONAL PROPERTY INFORMATION. 5.REFER TO ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS AND DETAILS. 6.PARKING SPACE STRIPES SHALL BE 4 INCHES WIDE. YELLOW OR WHITE STRIPES SHALL BE PROVIDED AT OWNER'S PREFERENCE UNLESS OTHERWISE SHOWN. 7.SEE SHEET C204 FOR DETAILS REFERENCED ON THIS SHEET. 8.TRANSVERSE EXPANSION JOINTS ARE TO BE PROVIDED IN CONCRETE SIDEWALKS AND COMBINED WALKS/CURBS WHERE SHOWN AND AT INTERVALS NOT TO EXCEED 12 x THE WIDTH OF THE WALK. 9.EXPANSION JOINTS SHALL BE INSTALLED IN CONCRETE PAVEMENTS AND WALKS AT ALL LOCATIONS WHERE PAVEMENTS AND WALKS ABUT A VERTICAL SURFACE SUCH AS A CURB, WALL, COLUMN, ETC. 10.CONTRACTION JOINTS SHALL BE PROVIDED AT EQUAL INTERVALS BETWEEN EXPANSION JOINTS IN CONCRETE WALKS. INSTALL CONTRACTION JOINTS AS SHOWN BUT IN NO CASE AT INTERVALS GREATER THAN 1.5 x THE WIDTH OF THE WALK. SITE DEVELOPMENT PLAN NOTES 1.THE CONTRACTOR SHALL ENSURE THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED FROM AGENCIES HAVING JURISDICTION OVER THE WORK PRIOR TO COMMENCING CONSTRUCTION ACTIVITIES. THE CONTRACTOR SHALL OBTAIN AND PAY THE COST OF ALL PERMITS THAT HAVE NOT BEEN SECURED BY THE OWNER. 2.THE CONTRACTOR SHALL COMPLY WITH THE CONSTRUCTION SAFETY STANDARDS AS ISSUED BY THE U.S. DEPARTMENT OF LABOR OCCUPATIONAL HEALTH AND SAFETY ADMINISTRATION AS SET FORTH IN FINAL RULE 29, PART 1926, WHERE SUCH REGULATIONS APPLY TO THE WORK. 3.ALL ELEVATIONS SHOWN WITHIN THESE PLANS ARE BASED UPON U.S.G.S. DATUM. 4.LOCATIONS OF UTILITIES SHOWN WITHIN THESE PLANS ARE BASED UPON INFORMATION OBTAINED FROM UTILITY COMPANIES OR THEIR REPRESENTATIVES AND FIELD EVIDENCE OF IMPROVEMENTS VISIBLE ON THE GROUND SURFACE. EXACT LOCATIONS OF UNDERGROUND UTILITIES HAVE NOT BEEN VERIFIED. THE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES AND REQUEST FIELD LOCATIONS OF SUCH WITHIN THE WORK AREA PRIOR TO COMMENCING EXCAVATION ACTIVITIES. THE CONTRACTOR SHALL REPORT ANY VARIATIONS FROM THE LOCATIONS SHOWN THAT MAY PRESENT A CONFLICT WITH EXECUTION OF THE WORK TO THE ENGINEER IN ADVANCE OF CONSTRUCTION. 5.THE CONTRACTOR SHALL COORDINATE WITH THE RESPECTIVE UTILITY COMPANIES AND SHALL PAY THE COST OF PROTECTION, RELOCATION, REMOVAL, CONNECTION, AND/OR RECONNECTION OF UTILITIES AS NECESSARY FOR EXECUTION OF THE WORK. 6.MATERIALS AND WORKMANSHIP SHALL COMPLY WITH ALL APPLICABLE CODES, SPECIFICATIONS, LOCAL ORDINANCES, INDUSTRY STANDARDS AND UTILITY COMPANY REGULATIONS. 7.TRAFFIC CONTROL DEVICES SHALL BE FURNISHED, ERECTED, MAINTAINED AND REMOVED BY THE CONTRACTOR IN ACCORDANCE WITH THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. TYPE "C" LIGHTS SHALL BE REQUIRED ON ALL BARRICADES, DRUMS AND SIMILAR DEVICES IN USE AT NIGHT. GENERAL SITE NOTES 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 1 2 3 4 5 PAVEMENT STRIPING - PAINTED ISLAND PAVEMENT STRIPING - 24" STOP BAR RIGHT-OF-WAY PAVEMENT SECTION HEAVY DUTY ASPHALT PAVEMENT SECTION ADA RAMP 6" STRAIGHT CURB SITE PLAN KEY NOTE LEGEND SITE PLAN DESCRIPTION LINE TYPE/ SYMBOL DETAIL REFERENCE 4" PAINT STRIPE - WHITE MATCH EXISTING CURB, PAVEMENT, SIDEWALK, SITE FEATURE 8" STONE SECTION KEY SIGN - STOP TRAFFIC ARROW (2) 6'Hx8'W BLACK PVC COATED CHAINLINK SWING GATES PA-xxREGULAR DUTY ASPHALT PAVEMENT SECTION CONCRETE STOOP CONCRETE SIDEWALK SCREEN WALL ADA RAMP SIGN - HCAP DUMPSTER ENCLOSURE HANDICAP PARKING SYMBOL PARKING BUMPER ACCESS ROAD PAVEMENT SECTION BOLLARD COMBINED WALK AND CURB 22 23 24 BICYCLE RACK 25 TRANSFORMER PAD26 PAINTED ISLAND LANDSCAPE 27 28 LOT COVERAGE MAXIMUM ALLOWABLE = 80% PROPOSED = 48% APPENDIX B • Detention Calculations • Drainage Basin Map • Preliminary Water Quality Calculations • Storm Sewer Calculations • Storm Sewer Inlet Area Map 1S Pr_Site 2P DryBasn Routing Diagram for Pr_Concpt_wetpond Prepared by A&F Engineering, Printed 9/12/2013 HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 2HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CNDescription (subcatchment-numbers) 0.53080>75% Grass cover, Good, HSG D (1S) 3.10098Paved parking, HSG D (1S) 0.88895Right-Of-Way (1S) 0.65098Water Surface, HSG D (1S) 5.16896TOTAL AREA Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 2yr-24hr Rainfall=2.66"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 3HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pr_Site Runoff=18.55 cfs @ 11.97 hrs, Volume=0.955 af, Depth=2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr-24hr Rainfall=2.66" Area (ac)CNDescription 3.10098Paved parking, HSG D 0.53080>75% Grass cover, Good, HSG D *0.88895Right-Of-Way 0.65098Water Surface, HSG D 5.16896Weighted Average 1.41827.44% Pervious Area 3.75072.56% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Pond 2P: DryBasn Inflow Area =5.168 ac,72.56% Impervious, Inflow Depth = 2.22" for 2yr-24hr event Inflow=18.55 cfs @ 11.97 hrs, Volume=0.955 af Outflow=0.32 cfs @ 16.05 hrs, Volume=0.886 af, Atten= 98%, Lag= 244.9 min Primary=0.32 cfs @ 16.05 hrs, Volume=0.886 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 844.04' @ 16.05 hrs Surf.Area= 31,120 sf Storage= 30,943 cf Plug-Flow detention time= 1,725.1 min calculated for 0.886 af (93% of inflow) Center-of-Mass det. time= 1,685.0 min ( 2,461.1 - 776.1 ) VolumeInvertAvail.StorageStorage Description #1843.00'139,660 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 843.0028,34200 844.0031,00729,67529,675 845.0033,76732,38762,062 846.0038,60536,18698,248 847.0044,22041,413139,660 DeviceRouting InvertOutlet Devices #1Primary843.00'2.1" Vert. 2.13" WQv Orifice C= 0.600 #2Primary843.50'3.5" Vert. 3.50" Orifice Stage 2 C= 0.600 #3Primary844.55'5.0" Vert. Orifice - stage 3 C= 0.600 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 2yr-24hr Rainfall=2.66"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 4HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.32 cfs @ 16.05 hrs HW=844.04' (Free Discharge) 1=2.13" WQv Orifice (Orifice Controls 0.11 cfs @ 4.70 fps) 2=3.50" Orifice Stage 2 (Orifice Controls 0.20 cfs @ 3.03 fps) 3=Orifice - stage 3 ( Controls 0.00 cfs) Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 5yr-24hr Rainfall=3.27"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 5HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pr_Site Runoff=23.20 cfs @ 11.97 hrs, Volume=1.214 af, Depth=2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 5yr-24hr Rainfall=3.27" Area (ac)CNDescription 3.10098Paved parking, HSG D 0.53080>75% Grass cover, Good, HSG D *0.88895Right-Of-Way 0.65098Water Surface, HSG D 5.16896Weighted Average 1.41827.44% Pervious Area 3.75072.56% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Pond 2P: DryBasn Inflow Area =5.168 ac,72.56% Impervious, Inflow Depth = 2.82" for 5yr-24hr event Inflow=23.20 cfs @ 11.97 hrs, Volume=1.214 af Outflow=0.39 cfs @ 16.05 hrs, Volume=1.134 af, Atten= 98%, Lag= 244.9 min Primary=0.39 cfs @ 16.05 hrs, Volume=1.134 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 844.31' @ 16.05 hrs Surf.Area= 31,867 sf Storage= 39,465 cf Plug-Flow detention time= 1,655.9 min calculated for 1.134 af (93% of inflow) Center-of-Mass det. time= 1,619.1 min ( 2,389.0 - 769.9 ) VolumeInvertAvail.StorageStorage Description #1843.00'139,660 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 843.0028,34200 844.0031,00729,67529,675 845.0033,76732,38762,062 846.0038,60536,18698,248 847.0044,22041,413139,660 DeviceRouting InvertOutlet Devices #1Primary843.00'2.1" Vert. 2.13" WQv Orifice C= 0.600 #2Primary843.50'3.5" Vert. 3.50" Orifice Stage 2 C= 0.600 #3Primary844.55'5.0" Vert. Orifice - stage 3 C= 0.600 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 5yr-24hr Rainfall=3.27"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 6HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.39 cfs @ 16.05 hrs HW=844.31' (Free Discharge) 1=2.13" WQv Orifice (Orifice Controls 0.13 cfs @ 5.33 fps) 2=3.50" Orifice Stage 2 (Orifice Controls 0.26 cfs @ 3.93 fps) 3=Orifice - stage 3 ( Controls 0.00 cfs) Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 10yr-24hr Rainfall=3.83"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 7HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pr_Site Runoff=27.44 cfs @ 11.97 hrs, Volume=1.452 af, Depth=3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr-24hr Rainfall=3.83" Area (ac)CNDescription 3.10098Paved parking, HSG D 0.53080>75% Grass cover, Good, HSG D *0.88895Right-Of-Way 0.65098Water Surface, HSG D 5.16896Weighted Average 1.41827.44% Pervious Area 3.75072.56% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Pond 2P: DryBasn Inflow Area =5.168 ac,72.56% Impervious, Inflow Depth = 3.37" for 10yr-24hr event Inflow=27.44 cfs @ 11.97 hrs, Volume=1.452 af Outflow=0.45 cfs @ 16.19 hrs, Volume=1.362 af, Atten= 98%, Lag= 253.2 min Primary=0.45 cfs @ 16.19 hrs, Volume=1.362 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 844.56' @ 16.19 hrs Surf.Area= 32,556 sf Storage= 47,515 cf Plug-Flow detention time= 1,634.8 min calculated for 1.362 af (94% of inflow) Center-of-Mass det. time= 1,599.5 min ( 2,365.0 - 765.5 ) VolumeInvertAvail.StorageStorage Description #1843.00'139,660 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 843.0028,34200 844.0031,00729,67529,675 845.0033,76732,38762,062 846.0038,60536,18698,248 847.0044,22041,413139,660 DeviceRouting InvertOutlet Devices #1Primary843.00'2.1" Vert. 2.13" WQv Orifice C= 0.600 #2Primary843.50'3.5" Vert. 3.50" Orifice Stage 2 C= 0.600 #3Primary844.55'5.0" Vert. Orifice - stage 3 C= 0.600 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 10yr-24hr Rainfall=3.83"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 8HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.45 cfs @ 16.19 hrs HW=844.56' (Free Discharge) 1=2.13" WQv Orifice (Orifice Controls 0.14 cfs @ 5.85 fps) 2=3.50" Orifice Stage 2 (Orifice Controls 0.31 cfs @ 4.61 fps) 3=Orifice - stage 3 (Orifice Controls 0.00 cfs @ 0.36 fps) Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 25yr-24hr Rainfall=4.72"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 9HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pr_Site Runoff=34.15 cfs @ 11.97 hrs, Volume=1.832 af, Depth=4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 25yr-24hr Rainfall=4.72" Area (ac)CNDescription 3.10098Paved parking, HSG D 0.53080>75% Grass cover, Good, HSG D *0.88895Right-Of-Way 0.65098Water Surface, HSG D 5.16896Weighted Average 1.41827.44% Pervious Area 3.75072.56% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Pond 2P: DryBasn Inflow Area =5.168 ac,72.56% Impervious, Inflow Depth = 4.25" for 25yr-24hr event Inflow=34.15 cfs @ 11.97 hrs, Volume=1.832 af Outflow=0.75 cfs @ 15.00 hrs, Volume=1.732 af, Atten= 98%, Lag= 182.1 min Primary=0.75 cfs @ 15.00 hrs, Volume=1.732 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 844.89' @ 15.00 hrs Surf.Area= 33,453 sf Storage= 58,238 cf Plug-Flow detention time= 1,507.5 min calculated for 1.732 af (95% of inflow) Center-of-Mass det. time= 1,475.2 min ( 2,235.2 - 760.1 ) VolumeInvertAvail.StorageStorage Description #1843.00'139,660 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 843.0028,34200 844.0031,00729,67529,675 845.0033,76732,38762,062 846.0038,60536,18698,248 847.0044,22041,413139,660 DeviceRouting InvertOutlet Devices #1Primary843.00'2.1" Vert. 2.13" WQv Orifice C= 0.600 #2Primary843.50'3.5" Vert. 3.50" Orifice Stage 2 C= 0.600 #3Primary844.55'5.0" Vert. Orifice - stage 3 C= 0.600 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 25yr-24hr Rainfall=4.72"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 10HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.75 cfs @ 15.00 hrs HW=844.89' (Free Discharge) 1=2.13" WQv Orifice (Orifice Controls 0.16 cfs @ 6.46 fps) 2=3.50" Orifice Stage 2 (Orifice Controls 0.36 cfs @ 5.36 fps) 3=Orifice - stage 3 (Orifice Controls 0.23 cfs @ 1.97 fps) Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 50yr-24hr Rainfall=5.52"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 11HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pr_Site Runoff=40.15 cfs @ 11.97 hrs, Volume=2.175 af, Depth=5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 50yr-24hr Rainfall=5.52" Area (ac)CNDescription 3.10098Paved parking, HSG D 0.53080>75% Grass cover, Good, HSG D *0.88895Right-Of-Way 0.65098Water Surface, HSG D 5.16896Weighted Average 1.41827.44% Pervious Area 3.75072.56% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Pond 2P: DryBasn Inflow Area =5.168 ac,72.56% Impervious, Inflow Depth = 5.05" for 50yr-24hr event Inflow=40.15 cfs @ 11.97 hrs, Volume=2.175 af Outflow=0.98 cfs @ 14.46 hrs, Volume=2.069 af, Atten= 98%, Lag= 149.4 min Primary=0.98 cfs @ 14.46 hrs, Volume=2.069 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 845.17' @ 14.46 hrs Surf.Area= 34,579 sf Storage= 67,794 cf Plug-Flow detention time= 1,391.9 min calculated for 2.068 af (95% of inflow) Center-of-Mass det. time= 1,362.9 min ( 2,119.1 - 756.3 ) VolumeInvertAvail.StorageStorage Description #1843.00'139,660 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 843.0028,34200 844.0031,00729,67529,675 845.0033,76732,38762,062 846.0038,60536,18698,248 847.0044,22041,413139,660 DeviceRouting InvertOutlet Devices #1Primary843.00'2.1" Vert. 2.13" WQv Orifice C= 0.600 #2Primary843.50'3.5" Vert. 3.50" Orifice Stage 2 C= 0.600 #3Primary844.55'5.0" Vert. Orifice - stage 3 C= 0.600 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 50yr-24hr Rainfall=5.52"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 12HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=0.98 cfs @ 14.46 hrs HW=845.17' (Free Discharge) 1=2.13" WQv Orifice (Orifice Controls 0.17 cfs @ 6.94 fps) 2=3.50" Orifice Stage 2 (Orifice Controls 0.40 cfs @ 5.94 fps) 3=Orifice - stage 3 (Orifice Controls 0.42 cfs @ 3.08 fps) Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 100yr-24hr Rainfall=6.46"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 13HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pr_Site Runoff=47.18 cfs @ 11.97 hrs, Volume=2.578 af, Depth=5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac)CNDescription 3.10098Paved parking, HSG D 0.53080>75% Grass cover, Good, HSG D *0.88895Right-Of-Way 0.65098Water Surface, HSG D 5.16896Weighted Average 1.41827.44% Pervious Area 3.75072.56% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Summary for Pond 2P: DryBasn Inflow Area =5.168 ac,72.56% Impervious, Inflow Depth = 5.99" for 100yr-24hr event Inflow=47.18 cfs @ 11.97 hrs, Volume=2.578 af Outflow=1.19 cfs @ 14.31 hrs, Volume=2.464 af, Atten= 97%, Lag= 140.3 min Primary=1.19 cfs @ 14.31 hrs, Volume=2.464 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 845.51' @ 14.31 hrs Surf.Area= 36,239 sf Storage= 79,946 cf Plug-Flow detention time= 1,316.2 min calculated for 2.464 af (96% of inflow) Center-of-Mass det. time= 1,289.1 min ( 2,041.9 - 752.7 ) VolumeInvertAvail.StorageStorage Description #1843.00'139,660 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 843.0028,34200 844.0031,00729,67529,675 845.0033,76732,38762,062 846.0038,60536,18698,248 847.0044,22041,413139,660 DeviceRouting InvertOutlet Devices #1Primary843.00'2.1" Vert. 2.13" WQv Orifice C= 0.600 #2Primary843.50'3.5" Vert. 3.50" Orifice Stage 2 C= 0.600 #3Primary844.55'5.0" Vert. Orifice - stage 3 C= 0.600 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 100yr-24hr Rainfall=6.46"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering Page 14HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Primary OutFlow Max=1.19 cfs @ 14.31 hrs HW=845.51' (Free Discharge) 1=2.13" WQv Orifice (Orifice Controls 0.18 cfs @ 7.50 fps) 2=3.50" Orifice Stage 2 (Orifice Controls 0.44 cfs @ 6.58 fps) 3=Orifice - stage 3 (Orifice Controls 0.57 cfs @ 4.18 fps) Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 100yr-24hr Rainfall=6.46"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Events for Pond 2P: DryBasn EventInflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2yr-24hr18.550.32844.0430,943 5yr-24hr23.200.39844.3139,465 10yr-24hr27.440.45844.5647,515 25yr-24hr34.150.75844.8958,238 50yr-24hr40.150.98845.1767,794 100yr-24hr 47.181.19845.5179,946 Z:\2013\13080L Point Blank\04_Calculations\01_Drainage\01_SW-Quantity\02_Pr Conditions\Concpt\ Type II 24-hr 100yr-24hr Rainfall=6.46"Pr_Concpt_wetpond Printed 9/12/2013Prepared by A&F Engineering HydroCAD® 10.00 s/n 07656 © 2013 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: DryBasn Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 843.0028,3420 843.0528,4751,420 843.1028,6092,848 843.1528,7424,281 843.2028,8755,722 843.2529,0087,169 843.3029,1418,623 843.3529,27510,083 843.4029,40811,550 843.4529,54113,024 843.5029,67514,504 843.5529,80815,991 843.6029,94117,485 843.6530,07418,985 843.7030,20820,492 843.7530,34122,006 843.8030,47423,526 843.8530,60725,053 843.9030,74026,587 843.9530,87428,127 844.0031,00729,675 844.0531,14531,228 844.1031,28332,789 844.1531,42134,357 844.2031,55935,931 844.2531,69737,513 844.3031,83539,101 844.3531,97340,696 844.4032,11142,298 844.4532,24943,907 844.5032,38745,523 844.5532,52547,146 844.6032,66348,776 844.6532,80150,412 844.7032,93952,056 844.7533,07753,706 844.8033,21555,363 844.8533,35357,028 844.9033,49158,699 844.9533,62960,377 845.0033,76762,062 845.0534,00963,756 845.1034,25165,462 845.1534,49367,181 845.2034,73568,912 845.2534,97770,654 845.3035,21872,409 845.3535,46074,176 845.4035,70275,955 845.4535,94477,746 845.5036,18679,550 845.5536,42881,365 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 845.6036,67083,193 845.6536,91285,032 845.7037,15486,884 845.7537,39688,747 845.8037,63790,623 845.8537,87992,511 845.9038,12194,411 845.9538,36396,323 846.0038,60598,248 846.0538,886100,185 846.1039,167102,136 846.1539,447104,101 846.2039,728106,081 846.2540,009108,074 846.3040,289110,082 846.3540,570112,103 846.4040,851114,139 846.4541,132116,188 846.5041,413118,252 846.5541,693120,330 846.6041,974122,421 846.6542,255124,527 846.7042,536126,647 846.7542,816128,780 846.8043,097130,928 846.8543,378133,090 846.9043,658135,266 846.9543,939137,456 847.00 44,220139,660 PROPOSED BUILDING FFE = 850.75 PROPOSED DETENTION POND 17 24 23 29 30 21 16 18 22 25 26 27 28 20 19 P R O P O S E D P R I V A T E D R I V E 8 4 7 8 4 6 S D SD SD SD SD SD S D S D S D S D S D S D ON-SITE BASIN 4.28 ACRES CN = 96 TC = 6 min. R/W BASIN 0.89 ACRES CN = 95. SHEET No. SCALE: Date: PR O J E C T : TI T L E : Job No.XXXX-XXXX DR A I N A G E B A S I N M A P 1 of 1 9/16/2013 1"= 60' Po i n t B l a n k 12 5 0 C i t y C e n t e r D r i v e Ca r m e l , I n d i a n a Project: Location: Engineer: WQv = P x Rv x A/12 WQv= water quality volume (in acre - feet) Rv= 0.05 + 0.009 x P , volumetric runoff coefficient P = inch, (usually 1.0) I = percent impervious area acresacresRvinchWQv (cf) Off-Site 0.000.00 0%0.000 1.0 0 BMP 1 4.002.50 63%0.613 1.0 8,894 8,894 10,672120% Water Quality Storage Volume = Point Blank Carmel, Indiana A&F Engineering ‐ 8365 Keystone Crossing Indianapolis ‐ (317) 202‐0864 Water Quality Volume Water Quality Volume - (WQv) Water Quality Detention BMPs must be designed to store the water quality volume for treatment. The water quality volume, WQv, is the storage needed to capture and treat the runoff from the first one inch of rainfall. The water quality volume is equivalent to one inch of rainfall multiplied by the volumetric runoff coefficient (Rv) multiplied by the site area, or: Water Quality Volume Required - WQv = Water Quality Volume - (WQv) Required Basin ID Area Impervious Area Percent Impervious runoff coefficient P Project:Point Blank Date:9/10/2013 Location: Engineer:A&F Engineering ‐ 8365 Keystone Crossing Indianapolis ‐ (317) 202‐0864 Project No.:13080L 8,894 cft - WQv Water Quality Volume 24 Emptying Time - hrs 845.10 WQv Stage 843.00 Outlet INV 2.10 Max. Hydraulic Head (h) Ave. Release Rate 0.10 cfs Max. Release Rate 0.21 cfs Area Required (0.030 sft 0.19 feet 2.33 inches 2.33 inches 0.29 cfs Orifice Diameter Release Rate Extended Detention (Water Quality) Outlet Design Routed Orifice Dia. Maximum Hydraulic Head with Routing Determine the required orifice diameter      Orifice  Equation  Q=CAxSqrt(2gh) Project: Point BlankDate: 9/14/2013 Location: Carmel, IN Prepared By: JRS BasinRoofPavmentGrassTotalC (Str. Number)0.900.850.25Area 5000.000.250.080.330.70 5010.150.150.060.360.77 5020.200.160.100.460.74 5040.000.070.010.080.78 5070.000.090.060.150.61 5080.000.190.110.300.63 5090.000.070.010.080.78 5100.000.120.060.180.65 5110.000.380.110.490.72 5120.150.090.020.260.83 TOTAL0.501.570.622.69 PROPOSED SURFACE AREAS - ac. PROPOSED BUILDING FFE = 850.75 PROPOSED DETENTION POND 2321 16 20 P R O P O S E D P R I V A T E D R I V E 8 4 7 8 4 6 S D SD SD SD SD SD SD S D SD S D SD SD SD S D S D S D S D S D S D S D STR 507 0.15 AC C=0.61 STR 508 0.30 AC C=0.63 STR 509 0.08 AC C=0.85 STR 504 0.08 AC C=0.78 STR 510 0.18 AC C=0.65 STR 512 0.26 AC C=0.83 STR 511 0.49 AC C=0.72STR 500 0.33 AC C=0.70 STR 501 0.36 AC C=0.77 STR 502 0.46 AC C=0.74 SHEET No. SCALE: Date: PR O J E C T : TI T L E : Job No.XXXX-XXXX IN L E T A R E A M A P 1 of 1 9/16/2013 1"= 40' Po i n t B l a n k 12 5 0 C i t y C e n t e r D r i v e Ca r m e l , I n d i a n a