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HomeMy WebLinkAboutDrainage Report Project: ZOTEC PARTNERS TECH VILLAGE 1000 N Illinois Street Carmel, Indiana 46032 Prepared For: Ratio Architects 101 S Pennsylvania Street Indianapolis, Indiana 46204 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Aaron Hurt, PE CEC Project 181-662 MARCH 2019 REVISED APRIL 2020 DRAINAGE REPORT -i- Zotec Partners Tech Village April 2020 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 EXISTING CONDITIONS .................................................................................. 1 2.1.1 FEMA Map .................................................................................................1 2.1.2 Watershed Description ..............................................................................1 2.1.3 Soils Map.....................................................................................................1 3.0 PROPOSED CONDITIONS .............................................................................................1 3.1 STORMWATER DESIGN .................................................................................. 1 3.1.1 Storm Sewer Sizing ....................................................................................2 3.1.2 Water Quality Treatment..........................................................................2 4.0 CONCLUSION ..................................................................................................................3 5.0 REFERENCES .........................................................................................................................3 APPENDICES Appendix A – FEMA Map Appendix B – Soils Map Appendix C – Existing & Proposed Drainage Area Map Proposed Storm Sewer Sizing Appendix D – Proposed Storm Sewer Sizing Appendix E – Existing & Proposed HydroCAD Output Appendix F – Water Quality -1- Zotec Partners Tech Village April 2020 1.0 REPORT OVERVIEW This report addresses the storm water requirements for the proposed Zotec Partners Tech Village development located at Illinois Street south of 116th Street. The overall site is ±7.51 acres. The existing site cover consists of agricultural land. The existing site drains to a main storm sewer that flows east into a 24 inch storm sewer that flows south along Illinois Street. The proposed development provides underground stormwater detention and dry detention to provide the volume of storage required to meet these discharge rates. The discharge rate is controlled by outlet structures at the downstream end of the underground storage system. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is an agricultural field at the corner of Illinois Street & Fidelity Way. The site slopes from the northeast corner to the southwest corner with 6.81 acres sheet draining the storm sewer in Illinois Street. 0.70 acres drains offsite to the east. 2.1.1 FEMA Map The project site is located within the FEMA Map # 18057C0208G dated November 19, 2014, which indicates the site is located predominantly within the Flood Designation ‘Zone X, Areas outside of 500-year floodplain (No Shading)’. The FEMA Map is included in Appendix A. 2.1.2 Watershed Description The 14-digit Hydrologic Unit Code (HUC) for this watershed is 05120201090060. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. 3.0 PROPOSED CONDITIONS 3.1 STORMWATER DESIGN Stormwater peak flow mitigation is provided by an underground stormwater detention and surface dry detention system within the site. The total required detention was sized to be 2.00 acre-feet. The proposed detention provided is 2.11 acre-feet to allow for 10% storage for sediment collection. The system will discharge to an outlet structure which regulates the discharge rate from the detention system to maintain rates at or below the allowable rates. The orifice sizes to detain the -2- Zotec Partners Tech Village April 2020 runoff were 4” at an elevation of 843.96 and a 6” orifice at an elevation of 847.30. The system will discharge to the storm sewer system in Illinois Street. Calculations can be found in Appendix E. The overall drainage area to the detention system includes 4.58 acres of impervious surface (including 0.70 acres for future building development and 0.33 acres for future driveway connector) and 3.36 acres of pervious surface. The soils hydrologic group used for calculating the curve number (CN) was changed from soils group ‘C’ classification to group ‘D’. See calculation below for the CN value used in the HydroCAD calculations. Proposed Detention Area % Impervious (CN=98) = 57.7 % Pervious (CN=80) = 42.3 = 57.7% × 98 + 42.3% × 80 = 90 The HydroCAD report for the proposed conditions is included in Appendix E. Table 1 Proposed Discharge Rates Proposed Peak Runoff Rate (cfs) Proposed Site Area: 7.03 acres 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 10.42 16.00 32.31 Allowable Discharge Rates* 0.70 0.70 2.11 Proposed Discharge Rates 0.56 0.70 1.59 Actual Discharge Rates (6-inch orifice) 1.16 1.31 2.22 *0.1 cfs per acre for 10-year storm; 0.3 cfs per acre for 100-year storm 3.1.1 Storm Sewer Sizing An underground network of storm sewers is proposed and was sized for the 10-Year event under open channel flow conditions. Inlet overtopping is not anticipated. Calculations can be found in Appendix C. 3.1.2 Water Quality Treatment The water quality treatment is being provided by the proposed Aqua Swirl water quality treatment units and extended dry detention with native plantings in the dry detention basin. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. The drainage area is treated by an AS-7 & AS-5 mechanical BMPs prior to detention. The water quality unit was upsized by one unit to accommodate the water quality treatment requirement. The parking garage expansion and future east driveway connector water quality will be served by the ADS isolator rows. The calculations are included in Appendix F. -3- Zotec Partners Tech Village April 2020 4.0 CONCLUSION The proposed project will be served with adequate water quality facilities in accordance with the City of Carmel Stormwater Specification Manual. No adverse impacts are expected for upstream or downstream property owners. 5.0 REFERENCES 1. Web Soil Survey 2. FEMA Flood Insurance Rate Maps, FEMA website 3. City of Carmel Stormwater Technical Standards Manual APPENDIX A APPENDIX B APPENDIX C FIDELITY WAY ILLINOIS STREETIL L I N O I S S T R E E T DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: EXISTING DRAINAGE MAP 181-6621"= 100'NOVEMBER 6, 2018 MAM DRAFT DRAFT C-1 RATIO ARCHITECTS ZOTEC PARTNERS TECH VILLAGE 1000 N ILLINOIS ST. CARMEL, IN 46032 NORTH 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com 11.2500 FIDELITY WAY ILLINOIS STREETIL L I N O I S S T R E E T DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PROPOSED DRAINAGE MAP 181-6621"= 100'JUNE 2019 MAM DRAFT DRAFT C-2 RATIO ARCHITECTS ZOTEC PARTNERS TECH VILLAGE 1000 N ILLINOIS ST. CARMEL, IN 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH 11.2500 FIDELITY WAY ILLINOIS STREETIL L I N O I S S T R E E T DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PROPOSED DRAINAGE MAP 181-6621"= 100'JULY 2019 MAM DRAFT DRAFT C-3 RATIO ARCHITECTS ZOTEC PARTNERS TECH VILLAGE 1000 N ILLINOIS ST. CARMEL, IN 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: OFFSITE DRAINAGE MAP 181-6621"= 120'JUNE 4, 2019 JCB DRAFT DRAFT C-4 RATIO ARCHITECTS ZOTEC PARTNERS TECH VILLAGE 1000 N ILLINOIS ST. CARMEL, IN 46032 NORTH 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com Time of Concentration Worksheet - Existing From Figure C-1PROJECT: Zotec Partners Tech Village Based on TR-55JOB #: 181-662Typical values for Manning's nTypical values for Manning's nOverland Flow2 year, 24 hour rainfall =2.66inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowLine Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)A 100 3.17 0.1207.5646 0.46 U0.69 15.623.1Total23.1Existing - 2-yr181-662 Time of Concentration.xlsx Time of Concentration Worksheet - Proposed From Figure C-2PROJECT: Zotec Partners Tech Village Based on TR-55JOB #: 181-662Typical values for Manning's nTypical values for Manning's nOverland Flow2 year, 24 hour rainfall =2.66inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowLine Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)A 100 1.00 0.15014.2358 1.00 U0.69 8.622.8Total22.8Proposed - 2-yr181-662 Time of Concentration.xlsx APPENDIX D Civil & Environmental Consultants, Inc. NPJ Project Name:Zotec Partners Tech Village 6/2019 CEC Project No.:181-662 Description:Composite C Calculations Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS 404 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 6,078 0 525 6,603 0.15 0.80 403 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 6,024 0 548 6,572 0.15 0.80 401 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 0 0 30,208 30,208 0.69 0.20 305 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 30,537 8,322 0 29,191 68,050 1.56 0.59 304 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 13,631 0 4,671 18,302 0.42 0.68 303 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 3,872 0 2,660 6,532 0.15 0.59 302 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 1,945 0 849 2,794 0.06 0.65 225 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 6,128 0 2,339 8,467 0.19 0.67 Slightly Pervious Soil (with Turf) = Pavement = Gravel/Stone = Roof Surfaces = Civil & Environmental Consultants, Inc. NPJ Project Name:Zotec Partners Tech Village 6/2019 CEC Project No.:181-662 Description:Composite C Calculations Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Slightly Pervious Soil (with Turf) = Pavement = Gravel/Stone = Roof Surfaces = 224 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 5,368 0 11,322 16,690 0.38 0.41 223 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 327 0 6,637 6,964 0.16 0.23 222a Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 6,609 0 0 0 6,609 0.15 0.90 222 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 3,621 0 589 4,210 0.10 0.76 221 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 4,418 0 0 0 4,418 0.10 0.90 220 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 471 0 6,829 7,300 0.17 0.24 219 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 180 0 607 787 0.02 0.35 218 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 119 0 822 941 0.02 0.28 Civil & Environmental Consultants, Inc. NPJ Project Name:Zotec Partners Tech Village 6/2019 CEC Project No.:181-662 Description:Composite C Calculations Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Slightly Pervious Soil (with Turf) = Pavement = Gravel/Stone = Roof Surfaces = 216 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 12,569 0 0 0 12,569 0.29 0.90 215 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 0 0 812 812 0.02 0.20 213 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 30,614 0 0 0 30,614 0.70 0.90 212 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 1,080 0 331 1,411 0.03 0.70 211 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 982 0 4,552 5,534 0.13 0.32 210 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 10,522 0 3,091 13,613 0.31 0.70 North Offsite-100 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (acres)(acres)(acres)(acres)(ft^2)(ft^2)"C" 0 7,282 0 26,017 33,299 0.76 0.34 Civil & Environmental Consultants, Inc. NPJ Project Name:Zotec Partners Tech Village 4/2020 CEC Project No.:181-662 Description:Composite C Calculations Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS 603 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 2,495 0 1,490 3,985 0.09 0.61 604 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 1,265 0 960 2,225 0.05 0.57 606 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 11,172 0 769 11,941 0.27 0.81 607 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 11,988 0 0 11,988 0.28 0.85 Roof Surfaces = Pavement = Gravel/Stone = Slightly Pervious Soil (with Turf) = 1683COMBINATIONINLETS g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3281-AL Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with open curb box. Enviro-Curb Boxes available, see page 129. R-3286-8V Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with 3” radius curb box. WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3281-AL L 0.5 4.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEALNUMBER TYPE OPEN FEET R-3286-8V V 0.7 4.4 R-3287-10V Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with 3” radius curb box. WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3287-10V V 2.1 5.5 R-3287-5 Combination Inlet Frame, Grate Heavy Duty 2-1/2” adjusting ring available, see R-1979 series. WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3287-5 V 3.2 11.3 Slotted Curb Plate Available CLICK HERE to return to the Table of Contents 255 2DRAINAGEGRATES7g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-4340 Series Round Beehive Grate Light Duty May be used in vitrified clay pipe bell, on a concrete catch basin or in a cast iron frame as shown. Effective where debris may interfere with drainage, such as at a roadside or in a median strip. Bell and spigot vitrified clay and concrete pipe are made under many specifications and dimensions vary. Check the grate sizes in the table to be sure they will fit the pipe you are using. Dimensions in inches Catalog No. O Dia. O.D. Lugs Dia. Bhv. Ht. Bhv. No. Lugs Size Bars Size Op. Pipe Size R-4340-A 34 26 1/4 23 7/8 6 * 1 1/2 1 24 R-4340-B 33 23 23 2 6 2 1 1/2 24 R-4340-C 33 29 23 5 3/4 4 1 1 1/4 24 R-4340-F 33 28 25 5 4 1 1 24 R-4340-F1 ** 25 1/2 21 3/4 17 3 4 1 1 18 R-4340-G ** 28 18 19 3 3 1 3/4 2 15 R-4340-H 25 15 17 3 3 1 5/8 1 3/4 12 * Furnished with ring instead of lugs. ** Frame not available. Grate flange lettered “DUMP NO WASTE – DRAINS TO RIVER” R-4341-A Ditch Grate, Stool Type Heavy Duty R-4342 Ditch Grate, Stool Type Light Duty Illustrating R-4340-A Illustrating R-4340-B WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-4340-A Beehive 1.5 6.2 R-4340-B Beehive 1.1 6.0 R-4340-C Beehive 1.2 6.0 R-4340-F Beehive 1.6 6.5 WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-4340-F1 Beehive 0.7 4.5 R-4340-G Beehive 0.6 5.0 R-4340-H Beehive 0.5 4.5 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-4341-A Beehive 2.5 6.0 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-4342 Beehive 2.0 6.0 CLICK HERE to return to the Table of Contents 264 NEENAH FOUNDRY7DRAINAGEGRATESg Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. Dimensions in inches Catalog No. A B G H Type Square - Heavy Duty Dimensions in inches Catalog No. A B G H Type Rectangular - Heavy Duty R-4400 to R-4899 Series Square and Rectangular Drainage Grates The gratings in this series are rated heavy duty when supported on all four sides. Other special sizes quoted on request in the event none of the standards shown in this series meet your requirements. In ordering replacement grates to be used on existing catch basins, be sure to specify the exact size of opening in which the grate will be used. Many of the grates in this series can be adapted to trench frames with support on two sizes. Most are qualified as heavy duty when the short dimension spans the trench. Advise loading requirements so we can assist you with your choice. Type H R-4400-A * 8 x 8 1 1 x 5 1/4 1 A R-4401 * 8 x 8 1 3/8 x 3 3/8 A R-4408 * 10 1/4 x 10 1/4 1 7/8 x 8 1/4 1 B R-4441-1 * 12 x 12 1 3/8 x 4 1/2 1 Q R-4511 * 14 x 14 1 1/2 1 1/2 x 5 1/8 1 1/8 A R-4550 * 15 x 15 1 1/4 3 1/2 x 3 1/2 3/4 H R-4552 * 16 x 16 1 3/4 1 1/4 x 6 1/4 1 1/4 A R-4557 * 16 x 16 1 1/4 1 3/16 x 3 3/8 3/4 A R-4558 * 17 5/8 x 17 5/8 1 1/4 1 x 5 1/2 C R-4660 * 18 x 18 1 1/2 3 x 4 1/2 1 1/4 C R-4662 19 3/4 x 19 3/4 2 1/2 1 3/8 x 8 1/2 1 A R-4720 * 20 x 20 1 3/4 1 3/8 x 3 1/2 1 1/4 C R-4721-A * 21 x 21 1 3/4 1 1/2 x 8 1 1/4 A R-4725 * 21 x 21 2 3 x 3 1 H R-4760 * 22 x 22 1 3/4 3 x 5 1/2 1 C R-4765 23 x 23 2 1 x 6 1/2 1 A R-4808-A * 24 x 24 2 1/2 x 4 1/2 1 5/8 Q R-4810 * + 24 x 24 2 1 3/4 x 6 1 1/4 C R-4820 * ¥ 24 x 24 2 1 3/4 x 5 7/8 1 3/8 C R-4826 * * 24 x 24 2 1 x 6 1 1/4 A R-4832 * 24 x 24 1 5/8 1 1/16 x 4 3/4 1 C R-4832-B * 26 x 26 1 3/4 1 1/16 x 4 1 C R-4833 * 26 x 26 2 2 x 7 1 A R-4836 26 x 26 2 1 1/8 x 4 3/4 1 1/4 C R-4850 * 27 x 27 2 2 1/2 x 7 1/2 1 C R-4852 * 27 x 27 2 1 1/2 x 5 1 C R-4852-A * 27 x 27 1 1 1/2 x 5 1 C R-4859-C * ≠ 27 x 27 1 2 x 7 1 A R-4859-Q * ≠ 27 1/2 x 27 1/2 1 3/8 x 7 1 1/8 Q R-4859-S * ≠ 27 1/2 x 27 1/2 1 1 1/2 x 4 3/4 1 S R-4871 * § ≠ 27 1/2 x 27 1/2 1 2 x 24 1 B R-4880 * 28 x 28 2 1 1/2 x 7 1/4 1 C R-4880-C * 30 x 30 1 1/2 1 1/4 x 5 7/8 1 1/4 C R-4882 * • 34 x 34 2 2 x 14 1/2 1 1/8 A R-4882-A * • 34 x 34 2 1 x 9 1 1/8 A R-4884-A * ** 36 x 36 1 3/4 2 x 4 1 3/8 C R-4389-O 6 x 12 1 1/4 3/4 x 4 1 B R-4390 6 x 24 1 3/4 x 4 1/2 1 B R-4403 8 x 14 1 1 1/2 x 5 7/8 1/2 A R-4404-C 8 x 24 1 1 1/16 x 6 1 B R-4406 8 x 24 1 3/4 1 5/16 x 2 5/8 1 B R-4406-1 8 x 24 1 3/4 1 x 5 3/4 A R-4406-2 8 x 24 1 3/4 1 x 2 1 C R-4406-C 9 1/4 x 23 7/8 1 1 x 2 7/8 1 A R-4406-P 9 x 23 7/8 1 1/2 1/4 x 2 5/16 1 P R-4407-2A 9 1/2 x 24 1 3/4 1 x 7 1/2 1 B R-4409 10 x 17 3/4 1 1/2 1 x 3 1/2 1 A R-4409-A 10 x 24 1 3/4 1 1/4 x 4 3/4 1 C R-4409-C * 10 x 24 1 3/4 1 x 7 1 B R-4409-E * 10 x 24 1 3/4 1 x 3 1/2 1 A R-4409-G 10 x 24 1 1/2 2 x 8 1 B R-4421 * 10 x 40 1 1/8 1 1/4 x 8 1/2 1 C R-4423-A 10 1/4 x 48 1 5/8 1 1/2 x 3 1/2 1 A R-4424 10 1/2 x 23 1/8 1 3/4 2 x 2 1 H R-4430-1 11 x 23 7/8 1 1/8 1/4 x 3 5/16 1 P R-4430-A 11 x 24 1 1/2 3/4 x 4 1/8 3/4 A R-4430-B 11 1/2 x 24 1 1/2 1 x 6 5/8 1 C R-4435-1 11 7/8 x 14 2 1 x 5 1/2 1 C R-4443 12 x 14 1 3/4 1 1/2 x 5 1/4 1 1/4 A R-4449 * 12 x 24 1 1/2 1 1/2 x 4 1/4 1 A R-4450 * 12 x 24 1 3/4 1 x 4 1/2 1 A R-4450-A * 12 x 24 1 3/4 2 x 2 1 H R-4451 * 12 x 24 2 1 1/2 x 3 3/4 1 C R-4454 12 x 26 1 1/2 1/2 x 11 1/2 1/2 C R-4460 * 12 x 30 2 1 1/4 x 4 1 A R-4462 * 12 x 35 3/4 1 1/2 3/4 x 9 1 B R-4470 * 12 x 48 1 3/4 1 x 4 1/2 1 A R-4523 14 x 23 7/8 1 1 1/16 x 5 1/2 1 A R-4525 * 14 x 24 2 1 x 5 1/2 1 A R-4530 14 1/2 x 22 2 1 1/2 x 5 1/2 1 1/4 A R-4780-A ** 22 x 44 1 3/4 3 x 5 1/2 1 1/16 C R-4766 * 21 x 28 3/4 2 1/2 1 x 17 1 1/8 B * Angle frame available. • Light Duty. ** Grate in two pieces. ¥ Convex. *** Grate in three pieces. ≠ Meets traffic load called for in AA-6005 of 25,000# proof load. § Grate lettered “DUMP NO WASTE – DRAINS TO RIVER”. + Available with Riverwalk Style grate. CLICK HERE to return to the Table of Contents 111 2INLETFRAAMES & GRATES2g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-2500 Inlet Frame, Grate Heavy Duty Non-Rocking feature available, see p. 12. Available Lid: R-1670-A R-2501 Inlet Frame, Grate Heavy Duty Furnished with four 1” anchor holes on 33” diameter bolt circle. Standard Grate (shown): Type G Alternate Grate(s): Available Lid: R-1642 R-2502 Inlet Frame, Grate Heavy Duty Standard Grate (shown): Type D Alternate Grate(s): Available Lid: R-1772 R-2504 Inlet Frame, Grate Heavy Duty Standard Grate (shown): Type D Alternate Grate(s): Available Lid: R-1772 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2500 H 0.9 6.2 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2502 D 0.9 6.0 R-2502 G 1.3 6.0 R-2502 C 1.2 6.0 R-2502 E 1.5 6.0 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2501 G 1.1 6.8 R-2501 A 1.1 6.8 R-2501 C 1.2 6.8 R-2501 F 1.4 6.8 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-2504 G 1.3 6.0 R-2504 D 0.9 6.0 R-2504 C 1.2 6.0 CLICK HERE to return to the Table of Contents 189 2COMBINATIONINLETS3g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3404 to R-3405 Series Gutter Inlet Frame, Grate Heavy Duty Dimensions in inches Catalog No. A B C E F G H R-3404 21 1/2 x 21 1/2 1 1/2 20 1/8 x 20 1/8 30 5/8 x 30 5/8 5 1/8 2 x 2 15/16 R-3405 23 5/8 x 23 5/8 1 1/2 22 x 22 32 3/4 x 32 3/4 6 2 1/8 x 2 1/8 1 R-3405-A ** 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 32 1/8 6 1/8 2 1/4 x 2 1/4 1 7/16 R-3405-B * ** 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 29 6 1/8 2 1/4 x 2 1/4 1 7/16 R-3405-D3 + 29 3/4 x 29 3/4 1 7/16 28 1/2 x 28 1/2 34 3/4 x 38 6 3 3/4 x 3 3/4 1 1/16 R-3405-D4 29 3/4 x 29 3/4 1 7/16 28 1/2 x 28 1/2 38 x 38 6 3 3/4 x 3 3/4 1 1/16 * Same as R-3405-A except base flange on 3 sides only. ** Also available grate Type L. + Same as R-3405-D4 except base flange on 3 sides only. R-3406 Single Gutter Inlet Frame, Grate Heavy Duty Double unit available with 27 - 3/8” x 79” outside frame dimension, order R-3406-2. Illustrating R-3405 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3404 H 1.4 7.2 R-3405 H 1.5 7.9 R-3405-A H 1.3 8.0 R-3405-A L 1.5 8.0 R-3405-B H 1.3 8.0 R-3405-B L 1.5 8.0 R-3405-D3 H 3.5 10 R-3405-D4 H 3.5 10 WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3406 C 1.8 9.8 R-3406-2 C 3.7 15.9 CLICK HERE to return to the Table of Contents Weir Flow Computations Civil & Environmental Consultants, Inc. By:NPJ Project Name:Zotec Partners Tech Village Date:6/2019 CEC Project No.:181-662 Checked By:ACH Description:Emergency Overflow Weir Calculations Date: Detention Basin DA-1 Cw =2.70 L =40 ft Crest Elevation =848.50 ft Total Inflow =35.25 cfs x 1.25 =44.06 cfs Cw = Coefficient of weir flow H = Elevation - Crest Elevation L = Weir length (ft) H = Head (ft)Q = CwLH1.5 Q = Flow rate (cfs) v= Velocity (ft/s)Q 44.06 H 0.55 Top of Flow 849.05 v 1.25 Weir Sizing Calculations 181-662 - Emergency Weir Flow Calculation.xlsx APPENDIX E E-OS E-Offsite E-S E-Site Routing Diagram for 181-662 Existing Prepared by {enter your company name here}, Printed 3/9/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-S: E-Site Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 10.42 0.854 1.50 10 YR 16.00 1.309 2.31 100 YR 32.31 2.689 4.74 Type II 24-hr 100 YR Rainfall=6.46"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-OS: E-Offsite Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 1.89 0.088 1.50 10 YR 2.86 0.135 2.31 100 YR 5.67 0.276 4.74 Type II 24-hr 2 YR Rainfall=2.90"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-OS: E-Offsite Runoff = 1.89 cfs @ 11.96 hrs, Volume= 0.088 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.700 85 Row crops, straight row, Good, HSG C 0.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-OS: E-Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.700 ac Runoff Volume=0.088 af Runoff Depth=1.50" Tc=5.0 min CN=85 1.89 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: E-Site Runoff = 10.42 cfs @ 12.16 hrs, Volume= 0.854 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 6.810 85 Row crops, straight row, Good, HSG C 6.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.1 Direct Entry, Subcatchment E-S: E-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=6.810 ac Runoff Volume=0.854 af Runoff Depth=1.50" Tc=23.1 min CN=85 10.42 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-OS: E-Offsite Runoff = 2.86 cfs @ 11.96 hrs, Volume= 0.135 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.700 85 Row crops, straight row, Good, HSG C 0.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-OS: E-Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.700 ac Runoff Volume=0.135 af Runoff Depth=2.31" Tc=5.0 min CN=85 2.86 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: E-Site Runoff = 16.00 cfs @ 12.16 hrs, Volume= 1.309 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 6.810 85 Row crops, straight row, Good, HSG C 6.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.1 Direct Entry, Subcatchment E-S: E-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=6.810 ac Runoff Volume=1.309 af Runoff Depth=2.31" Tc=23.1 min CN=85 16.00 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-OS: E-Offsite Runoff = 5.67 cfs @ 11.95 hrs, Volume= 0.276 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.700 85 Row crops, straight row, Good, HSG C 0.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-OS: E-Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.700 ac Runoff Volume=0.276 af Runoff Depth=4.74" Tc=5.0 min CN=85 5.67 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Existing Printed 3/9/2019Prepared by {enter your company name here} Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: E-Site Runoff = 32.31 cfs @ 12.16 hrs, Volume= 2.689 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 6.810 85 Row crops, straight row, Good, HSG C 6.810 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.1 Direct Entry, Subcatchment E-S: E-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=6.810 ac Runoff Volume=2.689 af Runoff Depth=4.74" Tc=23.1 min CN=85 32.31 cfs 1S Parking Exp. to ADS 6S P-Site to Dry Det DO Direct Offsite P-S P-Site to UD 3R 18" Pipe 21" 21" Pipe 2P ADS-Parking5P Dry Detention P-Det ADS Routing Diagram for 181-662 Proposed-Parking Addition Prepared by CEC, Printed 4/7/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Roundabout Printed 11/1/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond P-Det: ADS Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 7.56 6.28 847.17 2,605 10 YR 10.49 8.87 847.47 3,407 100 YR 18.66 14.97 848.54 6,006 Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 2P: ADS-Parking Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 2 YR 3.95 0.19 847.74 0.134 10 YR 5.31 0.24 848.38 0.184 100 YR 9.14 7.10 849.16 0.227 Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 5P: Dry Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 7.71 0.56 846.68 29,431 10 YR 10.87 0.70 847.45 45,532 100 YR 24.44 1.60 848.41 68,969 Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Roundabout Printed 9/12/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment DO: Direct Offsite Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 1.36 0.063 1.30 10 YR 2.14 0.099 2.06 100 YR 4.45 0.213 4.41 Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed Printed 3/9/2019Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: Combined+10% Storage Estimated Pond Sizing Required Storage (acre-feet) 210Desired Peak (cfs)33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Roundabout Printed 12/30/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Hydrograph for Pond 5P: Dry Detention Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 844.00 0.00 1.00 0.00 0 844.00 0.00 2.00 0.00 0 844.00 0.00 3.00 0.00 0 844.00 0.00 4.00 0.02 27 844.01 0.00 5.00 0.12 256 844.07 0.01 6.00 0.23 726 844.19 0.09 7.00 0.35 1,314 844.34 0.16 8.00 0.47 2,092 844.54 0.23 9.00 0.71 3,207 844.83 0.29 10.00 1.00 5,144 845.10 0.35 11.00 1.84 8,669 845.38 0.39 12.00 14.72 21,619 846.27 0.51 13.00 3.47 58,329 848.01 1.33 14.00 2.24 62,893 848.18 1.46 15.00 1.91 64,875 848.26 1.51 16.00 1.72 65,932 848.30 1.53 17.00 1.61 66,335 848.31 1.54 18.00 1.54 66,435 848.32 1.54 19.00 1.47 66,290 848.31 1.54 20.00 1.40 65,920 848.30 1.53 21.00 1.37 65,384 848.28 1.52 22.00 1.35 64,830 848.26 1.51 23.00 1.34 64,277 848.24 1.49 24.00 0.51 62,389 848.16 1.44 25.00 0.05 58,266 848.01 1.33 26.00 0.01 53,865 847.81 1.16 27.00 0.01 50,083 847.65 0.95 28.00 0.00 47,028 847.51 0.77 29.00 0.00 44,476 847.40 0.67 30.00 0.00 42,179 847.30 0.62 31.00 0.00 39,955 847.20 0.61 32.00 0.00 37,765 847.10 0.60 33.00 0.00 35,610 847.01 0.59 34.00 0.00 33,492 846.90 0.58 35.00 0.00 31,415 846.79 0.57 36.00 0.00 29,380 846.68 0.56 37.00 0.00 27,386 846.58 0.55 38.00 0.00 25,434 846.47 0.54 39.00 0.00 23,523 846.37 0.52 40.00 0.00 21,654 846.28 0.51 41.00 0.00 19,827 846.18 0.50 42.00 0.00 18,041 846.09 0.49 43.00 0.00 16,297 845.99 0.48 44.00 0.00 14,606 845.86 0.46 45.00 0.00 12,979 845.73 0.44 46.00 0.00 11,416 845.60 0.43 47.00 0.00 9,916 845.48 0.41 48.00 0.00 8,479 845.37 0.39 Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Parking Exp. to ADS Runoff = 3.95 cfs @ 11.96 hrs, Volume= 0.211 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.070 80 >75% Grass cover, Good, HSG D 0.630 98 Paved parking, HSG B * 0.330 97 Paved parking, HSG B 1.030 96 Weighted Average 0.400 38.83% Pervious Area 0.630 61.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Parking Exp. to ADS Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.030 ac Runoff Volume=0.211 af Runoff Depth=2.45" Tc=6.0 min CN=96 3.95 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: P-Site to Dry Det Runoff = 6.52 cfs @ 12.17 hrs, Volume= 0.542 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.990 98 Impervious * 0.700 98 Future Impervious * 2.070 80 >75% Grass cover, Good, HSG D 3.760 88 Weighted Average 2.070 55.05% Pervious Area 1.690 44.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment 6S: P-Site to Dry Det Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.760 ac Runoff Volume=0.542 af Runoff Depth=1.73" Tc=23.7 min CN=88 6.52 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DO: Direct Offsite Runoff = 1.36 cfs @ 11.96 hrs, Volume= 0.063 af, Depth= 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.080 98 * 0.500 80 0.580 82 Weighted Average 0.500 86.21% Pervious Area 0.080 13.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DO: Direct Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.580 ac Runoff Volume=0.063 af Runoff Depth=1.30" Tc=5.0 min CN=82 1.36 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site to UD Runoff = 7.56 cfs @ 12.03 hrs, Volume= 0.462 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 1.850 98 Impervious * 0.720 80 >75% Grass cover, Good, HSG D 2.570 93 Weighted Average 0.720 28.02% Pervious Area 1.850 71.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Subcatchment P-S: P-Site to UD Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.570 ac Runoff Volume=0.462 af Runoff Depth=2.16" Tc=12.1 min CN=93 7.56 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: ADS-Parking Inflow Area = 1.030 ac, 61.17% Impervious, Inflow Depth = 2.45" for 2 YR event Inflow = 3.95 cfs @ 11.96 hrs, Volume= 0.211 af Outflow = 0.19 cfs @ 13.03 hrs, Volume= 0.186 af, Atten= 95%, Lag= 63.9 min Primary = 0.19 cfs @ 13.03 hrs, Volume= 0.186 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.74' @ 13.03 hrs Surf.Area= 0.112 ac Storage= 0.134 af Plug-Flow detention time= 433.4 min calculated for 0.186 af (88% of inflow) Center-of-Mass det. time= 377.5 min ( 1,150.9 - 773.4 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 0.100 af 44.25'W x 110.42'L x 3.50'H Field A 0.393 af Overall - 0.142 af Embedded = 0.250 af x 40.0% Voids #2A 846.50' 0.142 af ADS_StormTech SC-740 +Cap x 135 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 9 Rows of 15 Chambers 0.242 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.50'2.6" Vert. Orifice/Grate C= 0.600 #2 Primary 848.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.19 cfs @ 13.03 hrs HW=847.74' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.19 cfs @ 5.12 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 15 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 108.42' Row Length +12.0" End Stone x 2 = 110.42' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 135 Chambers x 45.9 cf = 6,201.9 cf Chamber Storage 17,100.8 cf Field - 6,201.9 cf Chambers = 10,898.9 cf Stone x 40.0% Voids = 4,359.6 cf Stone Storage Chamber Storage + Stone Storage = 10,561.5 cf = 0.242 af Overall Storage Efficiency = 61.8% Overall System Size = 110.42' x 44.25' x 3.50' 135 Chambers 633.4 cy Field 403.7 cy Stone Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=1.030 ac Peak Elev=847.74' Storage=0.134 af 3.95 cfs 0.19 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Detention Inflow Area = 7.360 ac, 56.66% Impervious, Inflow Depth > 1.94" for 2 YR event Inflow = 7.71 cfs @ 12.17 hrs, Volume= 1.190 af Outflow = 0.56 cfs @ 16.45 hrs, Volume= 1.185 af, Atten= 93%, Lag= 257.2 min Primary = 0.56 cfs @ 16.45 hrs, Volume= 1.185 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 846.68' @ 16.45 hrs Surf.Area= 19,723 sf Storage= 29,431 cf Plug-Flow detention time= 612.7 min calculated for 1.185 af (100% of inflow) Center-of-Mass det. time= 607.1 min ( 1,506.2 - 899.1 ) Volume Invert Avail.Storage Storage Description #1 844.00' 130,218 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 0 0 0 845.00 7,730 3,865 3,865 846.00 17,300 12,515 16,380 847.00 20,840 19,070 35,450 848.00 24,400 22,620 58,070 849.00 28,380 26,390 84,460 850.50 32,630 45,758 130,218 Device Routing Invert Outlet Devices #1 Primary 844.00'12.0" Round Culvert L= 12.0' Ke= 0.500 Inlet / Outlet Invert= 844.00' / 843.96' S= 0.0033 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 843.96'4.0" Vert. Orifice/Grate C= 0.500 #3 Device 1 847.30'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.56 cfs @ 16.45 hrs HW=846.68' (Free Discharge) 1=Culvert (Passes 0.56 cfs of 5.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.56 cfs @ 6.42 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=7.360 ac Peak Elev=846.68' Storage=29,431 cf 7.71 cfs 0.56 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-Det: ADS Inflow Area = 2.570 ac, 71.98% Impervious, Inflow Depth = 2.16" for 2 YR event Inflow = 7.56 cfs @ 12.03 hrs, Volume= 0.462 af Outflow = 6.28 cfs @ 12.10 hrs, Volume= 0.462 af, Atten= 17%, Lag= 4.0 min Primary = 6.28 cfs @ 12.10 hrs, Volume= 0.462 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.17' @ 12.10 hrs Surf.Area= 3,639 sf Storage= 2,605 cf Plug-Flow detention time= 16.6 min calculated for 0.462 af (100% of inflow) Center-of-Mass det. time= 16.1 min ( 814.7 - 798.6 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 3,478 cf 21.50'W x 169.26'L x 3.50'H Field A 12,737 cf Overall - 4,043 cf Embedded = 8,694 cf x 40.0% Voids #2A 846.50' 4,043 cf ADS_StormTech SC-740 +Cap x 88 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 22 Chambers 7,520 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.00'21.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.26 cfs @ 12.10 hrs HW=847.17' (Free Discharge) 1=Orifice/Grate (Orifice Controls 6.26 cfs @ 3.68 fps) Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 22 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 158.26' Row Length +66.0" End Stone x 2 = 169.26' Base Length 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 18.0" Side Stone x 2 = 21.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 88 Chambers x 45.9 cf = 4,042.7 cf Chamber Storage 12,736.6 cf Field - 4,042.7 cf Chambers = 8,693.8 cf Stone x 40.0% Voids = 3,477.5 cf Stone Storage Chamber Storage + Stone Storage = 7,520.3 cf = 0.173 af Overall Storage Efficiency = 59.0% Overall System Size = 169.26' x 21.50' x 3.50' 88 Chambers 471.7 cy Field 322.0 cy Stone Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.570 ac Peak Elev=847.17' Storage=2,605 cf 7.56 cfs 6.28 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Parking Exp. to ADS Runoff = 5.31 cfs @ 11.96 hrs, Volume= 0.289 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.070 80 >75% Grass cover, Good, HSG D 0.630 98 Paved parking, HSG B * 0.330 97 Paved parking, HSG B 1.030 96 Weighted Average 0.400 38.83% Pervious Area 0.630 61.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Parking Exp. to ADS Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.030 ac Runoff Volume=0.289 af Runoff Depth=3.37" Tc=6.0 min CN=96 5.31 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 17HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: P-Site to Dry Det Runoff = 9.64 cfs @ 12.16 hrs, Volume= 0.806 af, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.990 98 Impervious * 0.700 98 Future Impervious * 2.070 80 >75% Grass cover, Good, HSG D 3.760 88 Weighted Average 2.070 55.05% Pervious Area 1.690 44.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment 6S: P-Site to Dry Det Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.760 ac Runoff Volume=0.806 af Runoff Depth=2.57" Tc=23.7 min CN=88 9.64 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 18HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DO: Direct Offsite Runoff = 2.14 cfs @ 11.96 hrs, Volume= 0.099 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.080 98 * 0.500 80 0.580 82 Weighted Average 0.500 86.21% Pervious Area 0.080 13.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DO: Direct Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.580 ac Runoff Volume=0.099 af Runoff Depth=2.06" Tc=5.0 min CN=82 2.14 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 19HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site to UD Runoff = 10.49 cfs @ 12.03 hrs, Volume= 0.654 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 1.850 98 Impervious * 0.720 80 >75% Grass cover, Good, HSG D 2.570 93 Weighted Average 0.720 28.02% Pervious Area 1.850 71.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Subcatchment P-S: P-Site to UD Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.570 ac Runoff Volume=0.654 af Runoff Depth=3.05" Tc=12.1 min CN=93 10.49 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 22HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: ADS-Parking Inflow Area = 1.030 ac, 61.17% Impervious, Inflow Depth = 3.37" for 10 YR event Inflow = 5.31 cfs @ 11.96 hrs, Volume= 0.289 af Outflow = 0.24 cfs @ 13.12 hrs, Volume= 0.264 af, Atten= 96%, Lag= 69.7 min Primary = 0.24 cfs @ 13.12 hrs, Volume= 0.264 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 848.38' @ 13.12 hrs Surf.Area= 0.112 ac Storage= 0.184 af Plug-Flow detention time= 466.4 min calculated for 0.264 af (91% of inflow) Center-of-Mass det. time= 420.4 min ( 1,185.9 - 765.5 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 0.100 af 44.25'W x 110.42'L x 3.50'H Field A 0.393 af Overall - 0.142 af Embedded = 0.250 af x 40.0% Voids #2A 846.50' 0.142 af ADS_StormTech SC-740 +Cap x 135 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 9 Rows of 15 Chambers 0.242 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.50'2.6" Vert. Orifice/Grate C= 0.600 #2 Primary 848.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.24 cfs @ 13.12 hrs HW=848.38' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.24 cfs @ 6.41 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 23HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 15 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 108.42' Row Length +12.0" End Stone x 2 = 110.42' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 135 Chambers x 45.9 cf = 6,201.9 cf Chamber Storage 17,100.8 cf Field - 6,201.9 cf Chambers = 10,898.9 cf Stone x 40.0% Voids = 4,359.6 cf Stone Storage Chamber Storage + Stone Storage = 10,561.5 cf = 0.242 af Overall Storage Efficiency = 61.8% Overall System Size = 110.42' x 44.25' x 3.50' 135 Chambers 633.4 cy Field 403.7 cy Stone Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 24HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.030 ac Peak Elev=848.38' Storage=0.184 af 5.31 cfs 0.24 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 25HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Detention Inflow Area = 7.360 ac, 56.66% Impervious, Inflow Depth > 2.81" for 10 YR event Inflow = 10.87 cfs @ 12.16 hrs, Volume= 1.724 af Outflow = 0.70 cfs @ 17.82 hrs, Volume= 1.661 af, Atten= 94%, Lag= 339.6 min Primary = 0.70 cfs @ 17.82 hrs, Volume= 1.661 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.45' @ 17.82 hrs Surf.Area= 22,427 sf Storage= 45,532 cf Plug-Flow detention time= 777.1 min calculated for 1.660 af (96% of inflow) Center-of-Mass det. time= 747.1 min ( 1,652.3 - 905.2 ) Volume Invert Avail.Storage Storage Description #1 844.00' 130,218 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 0 0 0 845.00 7,730 3,865 3,865 846.00 17,300 12,515 16,380 847.00 20,840 19,070 35,450 848.00 24,400 22,620 58,070 849.00 28,380 26,390 84,460 850.50 32,630 45,758 130,218 Device Routing Invert Outlet Devices #1 Primary 844.00'12.0" Round Culvert L= 12.0' Ke= 0.500 Inlet / Outlet Invert= 844.00' / 843.96' S= 0.0033 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 843.96'4.0" Vert. Orifice/Grate C= 0.500 #3 Device 1 847.30'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.70 cfs @ 17.82 hrs HW=847.45' (Free Discharge) 1=Culvert (Passes 0.70 cfs of 6.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.64 cfs @ 7.31 fps) 3=Orifice/Grate (Orifice Controls 0.06 cfs @ 1.30 fps) Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 26HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.360 ac Peak Elev=847.45' Storage=45,532 cf 10.87 cfs 0.70 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 27HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-Det: ADS Inflow Area = 2.570 ac, 71.98% Impervious, Inflow Depth = 3.05" for 10 YR event Inflow = 10.49 cfs @ 12.03 hrs, Volume= 0.654 af Outflow = 8.87 cfs @ 12.10 hrs, Volume= 0.654 af, Atten= 15%, Lag= 3.8 min Primary = 8.87 cfs @ 12.10 hrs, Volume= 0.654 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.47' @ 12.10 hrs Surf.Area= 3,639 sf Storage= 3,407 cf Plug-Flow detention time= 14.7 min calculated for 0.654 af (100% of inflow) Center-of-Mass det. time= 14.2 min ( 803.2 - 789.0 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 3,478 cf 21.50'W x 169.26'L x 3.50'H Field A 12,737 cf Overall - 4,043 cf Embedded = 8,694 cf x 40.0% Voids #2A 846.50' 4,043 cf ADS_StormTech SC-740 +Cap x 88 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 22 Chambers 7,520 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.00'21.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.84 cfs @ 12.10 hrs HW=847.46' (Free Discharge) 1=Orifice/Grate (Orifice Controls 8.84 cfs @ 4.12 fps) Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 28HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 22 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 158.26' Row Length +66.0" End Stone x 2 = 169.26' Base Length 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 18.0" Side Stone x 2 = 21.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 88 Chambers x 45.9 cf = 4,042.7 cf Chamber Storage 12,736.6 cf Field - 4,042.7 cf Chambers = 8,693.8 cf Stone x 40.0% Voids = 3,477.5 cf Stone Storage Chamber Storage + Stone Storage = 7,520.3 cf = 0.173 af Overall Storage Efficiency = 59.0% Overall System Size = 169.26' x 21.50' x 3.50' 88 Chambers 471.7 cy Field 322.0 cy Stone Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 29HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.570 ac Peak Elev=847.47' Storage=3,407 cf 10.49 cfs 8.87 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 30HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Parking Exp. to ADS Runoff = 9.14 cfs @ 11.96 hrs, Volume= 0.514 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.070 80 >75% Grass cover, Good, HSG D 0.630 98 Paved parking, HSG B * 0.330 97 Paved parking, HSG B 1.030 96 Weighted Average 0.400 38.83% Pervious Area 0.630 61.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Parking Exp. to ADS Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.030 ac Runoff Volume=0.514 af Runoff Depth=5.99" Tc=6.0 min CN=96 9.14 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 31HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: P-Site to Dry Det Runoff = 18.55 cfs @ 12.16 hrs, Volume= 1.589 af, Depth= 5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.990 98 Impervious * 0.700 98 Future Impervious * 2.070 80 >75% Grass cover, Good, HSG D 3.760 88 Weighted Average 2.070 55.05% Pervious Area 1.690 44.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment 6S: P-Site to Dry Det Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.760 ac Runoff Volume=1.589 af Runoff Depth=5.07" Tc=23.7 min CN=88 18.55 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 32HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DO: Direct Offsite Runoff = 4.45 cfs @ 11.95 hrs, Volume= 0.213 af, Depth= 4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.080 98 * 0.500 80 0.580 82 Weighted Average 0.500 86.21% Pervious Area 0.080 13.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DO: Direct Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.580 ac Runoff Volume=0.213 af Runoff Depth=4.41" Tc=5.0 min CN=82 4.45 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 33HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site to UD Runoff = 18.66 cfs @ 12.03 hrs, Volume= 1.207 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 1.850 98 Impervious * 0.720 80 >75% Grass cover, Good, HSG D 2.570 93 Weighted Average 0.720 28.02% Pervious Area 1.850 71.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Subcatchment P-S: P-Site to UD Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.570 ac Runoff Volume=1.207 af Runoff Depth=5.64" Tc=12.1 min CN=93 18.66 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 36HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: ADS-Parking Inflow Area = 1.030 ac, 61.17% Impervious, Inflow Depth = 5.99" for 100 YR event Inflow = 9.14 cfs @ 11.96 hrs, Volume= 0.514 af Outflow = 7.10 cfs @ 12.03 hrs, Volume= 0.488 af, Atten= 22%, Lag= 3.8 min Primary = 7.10 cfs @ 12.03 hrs, Volume= 0.488 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 849.16' @ 12.03 hrs Surf.Area= 0.112 ac Storage= 0.227 af Plug-Flow detention time= 337.2 min calculated for 0.488 af (95% of inflow) Center-of-Mass det. time= 307.6 min ( 1,060.4 - 752.7 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 0.100 af 44.25'W x 110.42'L x 3.50'H Field A 0.393 af Overall - 0.142 af Embedded = 0.250 af x 40.0% Voids #2A 846.50' 0.142 af ADS_StormTech SC-740 +Cap x 135 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 9 Rows of 15 Chambers 0.242 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.50'2.6" Vert. Orifice/Grate C= 0.600 #2 Primary 848.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=6.81 cfs @ 12.03 hrs HW=849.14' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.28 cfs @ 7.67 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 6.52 cfs @ 2.62 fps) Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 37HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 15 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 108.42' Row Length +12.0" End Stone x 2 = 110.42' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 135 Chambers x 45.9 cf = 6,201.9 cf Chamber Storage 17,100.8 cf Field - 6,201.9 cf Chambers = 10,898.9 cf Stone x 40.0% Voids = 4,359.6 cf Stone Storage Chamber Storage + Stone Storage = 10,561.5 cf = 0.242 af Overall Storage Efficiency = 61.8% Overall System Size = 110.42' x 44.25' x 3.50' 135 Chambers 633.4 cy Field 403.7 cy Stone Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 38HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.030 ac Peak Elev=849.16' Storage=0.227 af 9.14 cfs 7.10 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 39HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Detention Inflow Area = 7.360 ac, 56.66% Impervious, Inflow Depth = 5.35" for 100 YR event Inflow = 24.44 cfs @ 12.15 hrs, Volume= 3.284 af Outflow = 1.60 cfs @ 19.19 hrs, Volume= 3.025 af, Atten= 93%, Lag= 422.6 min Primary = 1.60 cfs @ 19.19 hrs, Volume= 3.025 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 848.41' @ 19.19 hrs Surf.Area= 26,044 sf Storage= 68,969 cf Plug-Flow detention time= 630.5 min calculated for 3.022 af (92% of inflow) Center-of-Mass det. time= 578.9 min ( 1,487.3 - 908.4 ) Volume Invert Avail.Storage Storage Description #1 844.00' 130,218 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 0 0 0 845.00 7,730 3,865 3,865 846.00 17,300 12,515 16,380 847.00 20,840 19,070 35,450 848.00 24,400 22,620 58,070 849.00 28,380 26,390 84,460 850.50 32,630 45,758 130,218 Device Routing Invert Outlet Devices #1 Primary 844.00'12.0" Round Culvert L= 12.0' Ke= 0.500 Inlet / Outlet Invert= 844.00' / 843.96' S= 0.0033 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 843.96'4.0" Vert. Orifice/Grate C= 0.500 #3 Device 1 847.30'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.60 cfs @ 19.19 hrs HW=848.41' (Free Discharge) 1=Culvert (Passes 1.60 cfs of 7.48 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.72 cfs @ 8.31 fps) 3=Orifice/Grate (Orifice Controls 0.88 cfs @ 4.47 fps) Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 40HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.360 ac Peak Elev=848.41' Storage=68,969 cf 24.44 cfs 1.60 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 41HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-Det: ADS Inflow Area = 2.570 ac, 71.98% Impervious, Inflow Depth = 5.64" for 100 YR event Inflow = 18.66 cfs @ 12.03 hrs, Volume= 1.207 af Outflow = 14.97 cfs @ 12.11 hrs, Volume= 1.207 af, Atten= 20%, Lag= 4.4 min Primary = 14.97 cfs @ 12.11 hrs, Volume= 1.207 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 848.54' @ 12.10 hrs Surf.Area= 3,639 sf Storage= 6,006 cf Plug-Flow detention time= 12.1 min calculated for 1.207 af (100% of inflow) Center-of-Mass det. time= 11.5 min ( 784.6 - 773.0 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 3,478 cf 21.50'W x 169.26'L x 3.50'H Field A 12,737 cf Overall - 4,043 cf Embedded = 8,694 cf x 40.0% Voids #2A 846.50' 4,043 cf ADS_StormTech SC-740 +Cap x 88 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 22 Chambers 7,520 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.00'21.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=14.90 cfs @ 12.11 hrs HW=848.53' (Free Discharge) 1=Orifice/Grate (Orifice Controls 14.90 cfs @ 6.19 fps) Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 42HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 22 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 158.26' Row Length +66.0" End Stone x 2 = 169.26' Base Length 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 18.0" Side Stone x 2 = 21.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 88 Chambers x 45.9 cf = 4,042.7 cf Chamber Storage 12,736.6 cf Field - 4,042.7 cf Chambers = 8,693.8 cf Stone x 40.0% Voids = 3,477.5 cf Stone Storage Chamber Storage + Stone Storage = 7,520.3 cf = 0.173 af Overall Storage Efficiency = 59.0% Overall System Size = 169.26' x 21.50' x 3.50' 88 Chambers 471.7 cy Field 322.0 cy Stone Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition Printed 4/7/2020Prepared by CEC Page 43HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.570 ac Peak Elev=848.54' Storage=6,006 cf 18.66 cfs 14.97 cfs 1S Parking Exp. to ADS 6S P-Site to Dry Det P-S P-Site to UD 3R 18" Pipe 21" 21" Pipe 2P ADS-Parking5P Dry Detention P-Det ADS Routing Diagram for 181-662 Proposed-Parking Addition-6-inch Prepared by CEC, Printed 4/7/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 5P: Dry Detention Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 8.32 1.16 846.40 23,917 10 YR 11.64 1.31 846.98 35,125 100 YR 22.03 2.22 848.05 59,491 Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Parking Exp. to ADS Runoff = 3.95 cfs @ 11.96 hrs, Volume= 0.211 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.070 80 >75% Grass cover, Good, HSG D 0.630 98 Paved parking, HSG B * 0.330 97 Paved parking, HSG B 1.030 96 Weighted Average 0.400 38.83% Pervious Area 0.630 61.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Parking Exp. to ADS Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.030 ac Runoff Volume=0.211 af Runoff Depth=2.45" Tc=6.0 min CN=96 3.95 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: P-Site to Dry Det Runoff = 6.52 cfs @ 12.17 hrs, Volume= 0.542 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.990 98 Impervious * 0.700 98 Future Impervious * 2.070 80 >75% Grass cover, Good, HSG D 3.760 88 Weighted Average 2.070 55.05% Pervious Area 1.690 44.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment 6S: P-Site to Dry Det Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=3.760 ac Runoff Volume=0.542 af Runoff Depth=1.73" Tc=23.7 min CN=88 6.52 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site to UD Runoff = 7.56 cfs @ 12.03 hrs, Volume= 0.462 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 1.850 98 Impervious * 0.720 80 >75% Grass cover, Good, HSG D 2.570 93 Weighted Average 0.720 28.02% Pervious Area 1.850 71.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Subcatchment P-S: P-Site to UD Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.570 ac Runoff Volume=0.462 af Runoff Depth=2.16" Tc=12.1 min CN=93 7.56 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: ADS-Parking Inflow Area = 1.030 ac, 61.17% Impervious, Inflow Depth = 2.45" for 2 YR event Inflow = 3.95 cfs @ 11.96 hrs, Volume= 0.211 af Outflow = 0.79 cfs @ 12.15 hrs, Volume= 0.187 af, Atten= 80%, Lag= 11.2 min Primary = 0.79 cfs @ 12.15 hrs, Volume= 0.187 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.44' @ 12.15 hrs Surf.Area= 0.112 ac Storage= 0.109 af Plug-Flow detention time= 195.6 min calculated for 0.187 af (89% of inflow) Center-of-Mass det. time= 140.3 min ( 913.8 - 773.4 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 0.100 af 44.25'W x 110.42'L x 3.50'H Field A 0.393 af Overall - 0.142 af Embedded = 0.250 af x 40.0% Voids #2A 846.50' 0.142 af ADS_StormTech SC-740 +Cap x 135 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 9 Rows of 15 Chambers 0.242 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.50'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 848.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.79 cfs @ 12.15 hrs HW=847.44' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.79 cfs @ 4.01 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 15 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 108.42' Row Length +12.0" End Stone x 2 = 110.42' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 135 Chambers x 45.9 cf = 6,201.9 cf Chamber Storage 17,100.8 cf Field - 6,201.9 cf Chambers = 10,898.9 cf Stone x 40.0% Voids = 4,359.6 cf Stone Storage Chamber Storage + Stone Storage = 10,561.5 cf = 0.242 af Overall Storage Efficiency = 61.8% Overall System Size = 110.42' x 44.25' x 3.50' 135 Chambers 633.4 cy Field 403.7 cy Stone Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=1.030 ac Peak Elev=847.44' Storage=0.109 af 3.95 cfs 0.79 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Detention Inflow Area = 7.360 ac, 56.66% Impervious, Inflow Depth = 1.94" for 2 YR event Inflow = 8.32 cfs @ 12.17 hrs, Volume= 1.191 af Outflow = 1.16 cfs @ 15.64 hrs, Volume= 1.190 af, Atten= 86%, Lag= 208.4 min Primary = 1.16 cfs @ 15.64 hrs, Volume= 1.190 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 846.40' @ 15.64 hrs Surf.Area= 18,699 sf Storage= 23,917 cf Plug-Flow detention time= 236.6 min calculated for 1.190 af (100% of inflow) Center-of-Mass det. time= 235.1 min ( 1,097.1 - 862.0 ) Volume Invert Avail.Storage Storage Description #1 844.00' 130,218 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 0 0 0 845.00 7,730 3,865 3,865 846.00 17,300 12,515 16,380 847.00 20,840 19,070 35,450 848.00 24,400 22,620 58,070 849.00 28,380 26,390 84,460 850.50 32,630 45,758 130,218 Device Routing Invert Outlet Devices #1 Primary 844.00'12.0" Round Culvert L= 12.0' Ke= 0.500 Inlet / Outlet Invert= 844.00' / 843.96' S= 0.0033 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 843.96'6.0" Vert. Orifice/Grate C= 0.500 #3 Device 1 847.30'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.16 cfs @ 15.64 hrs HW=846.40' (Free Discharge) 1=Culvert (Passes 1.16 cfs of 5.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.16 cfs @ 5.93 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=7.360 ac Peak Elev=846.40' Storage=23,917 cf 8.32 cfs 1.16 cfs Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-Det: ADS Inflow Area = 2.570 ac, 71.98% Impervious, Inflow Depth = 2.16" for 2 YR event Inflow = 7.56 cfs @ 12.03 hrs, Volume= 0.462 af Outflow = 6.28 cfs @ 12.10 hrs, Volume= 0.462 af, Atten= 17%, Lag= 4.0 min Primary = 6.28 cfs @ 12.10 hrs, Volume= 0.462 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.17' @ 12.10 hrs Surf.Area= 3,639 sf Storage= 2,605 cf Plug-Flow detention time= 16.6 min calculated for 0.462 af (100% of inflow) Center-of-Mass det. time= 16.1 min ( 814.7 - 798.6 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 3,478 cf 21.50'W x 169.26'L x 3.50'H Field A 12,737 cf Overall - 4,043 cf Embedded = 8,694 cf x 40.0% Voids #2A 846.50' 4,043 cf ADS_StormTech SC-740 +Cap x 88 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 22 Chambers 7,520 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.00'21.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=6.26 cfs @ 12.10 hrs HW=847.17' (Free Discharge) 1=Orifice/Grate (Orifice Controls 6.26 cfs @ 3.68 fps) Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 22 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 158.26' Row Length +66.0" End Stone x 2 = 169.26' Base Length 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 18.0" Side Stone x 2 = 21.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 88 Chambers x 45.9 cf = 4,042.7 cf Chamber Storage 12,736.6 cf Field - 4,042.7 cf Chambers = 8,693.8 cf Stone x 40.0% Voids = 3,477.5 cf Stone Storage Chamber Storage + Stone Storage = 7,520.3 cf = 0.173 af Overall Storage Efficiency = 59.0% Overall System Size = 169.26' x 21.50' x 3.50' 88 Chambers 471.7 cy Field 322.0 cy Stone Type II 24-hr 2 YR Rainfall=2.90"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.570 ac Peak Elev=847.17' Storage=2,605 cf 7.56 cfs 6.28 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Parking Exp. to ADS Runoff = 5.31 cfs @ 11.96 hrs, Volume= 0.289 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.070 80 >75% Grass cover, Good, HSG D 0.630 98 Paved parking, HSG B * 0.330 97 Paved parking, HSG B 1.030 96 Weighted Average 0.400 38.83% Pervious Area 0.630 61.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Parking Exp. to ADS Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.030 ac Runoff Volume=0.289 af Runoff Depth=3.37" Tc=6.0 min CN=96 5.31 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: P-Site to Dry Det Runoff = 9.64 cfs @ 12.16 hrs, Volume= 0.806 af, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.990 98 Impervious * 0.700 98 Future Impervious * 2.070 80 >75% Grass cover, Good, HSG D 3.760 88 Weighted Average 2.070 55.05% Pervious Area 1.690 44.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment 6S: P-Site to Dry Det Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=3.760 ac Runoff Volume=0.806 af Runoff Depth=2.57" Tc=23.7 min CN=88 9.64 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 17HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site to UD Runoff = 10.49 cfs @ 12.03 hrs, Volume= 0.654 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 1.850 98 Impervious * 0.720 80 >75% Grass cover, Good, HSG D 2.570 93 Weighted Average 0.720 28.02% Pervious Area 1.850 71.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Subcatchment P-S: P-Site to UD Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.570 ac Runoff Volume=0.654 af Runoff Depth=3.05" Tc=12.1 min CN=93 10.49 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 20HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: ADS-Parking Inflow Area = 1.030 ac, 61.17% Impervious, Inflow Depth = 3.37" for 10 YR event Inflow = 5.31 cfs @ 11.96 hrs, Volume= 0.289 af Outflow = 0.99 cfs @ 12.16 hrs, Volume= 0.266 af, Atten= 81%, Lag= 11.7 min Primary = 0.99 cfs @ 12.16 hrs, Volume= 0.266 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.85' @ 12.16 hrs Surf.Area= 0.112 ac Storage= 0.143 af Plug-Flow detention time= 174.6 min calculated for 0.266 af (92% of inflow) Center-of-Mass det. time= 130.7 min ( 896.2 - 765.5 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 0.100 af 44.25'W x 110.42'L x 3.50'H Field A 0.393 af Overall - 0.142 af Embedded = 0.250 af x 40.0% Voids #2A 846.50' 0.142 af ADS_StormTech SC-740 +Cap x 135 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 9 Rows of 15 Chambers 0.242 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.50'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 848.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.99 cfs @ 12.16 hrs HW=847.85' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.99 cfs @ 5.04 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 21HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 15 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 108.42' Row Length +12.0" End Stone x 2 = 110.42' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 135 Chambers x 45.9 cf = 6,201.9 cf Chamber Storage 17,100.8 cf Field - 6,201.9 cf Chambers = 10,898.9 cf Stone x 40.0% Voids = 4,359.6 cf Stone Storage Chamber Storage + Stone Storage = 10,561.5 cf = 0.242 af Overall Storage Efficiency = 61.8% Overall System Size = 110.42' x 44.25' x 3.50' 135 Chambers 633.4 cy Field 403.7 cy Stone Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 22HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.030 ac Peak Elev=847.85' Storage=0.143 af 5.31 cfs 0.99 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 23HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Detention Inflow Area = 7.360 ac, 56.66% Impervious, Inflow Depth = 2.81" for 10 YR event Inflow = 11.64 cfs @ 12.16 hrs, Volume= 1.726 af Outflow = 1.31 cfs @ 17.48 hrs, Volume= 1.725 af, Atten= 89%, Lag= 318.7 min Primary = 1.31 cfs @ 17.48 hrs, Volume= 1.725 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 846.98' @ 17.48 hrs Surf.Area= 20,780 sf Storage= 35,125 cf Plug-Flow detention time= 315.8 min calculated for 1.723 af (100% of inflow) Center-of-Mass det. time= 315.0 min ( 1,175.7 - 860.7 ) Volume Invert Avail.Storage Storage Description #1 844.00' 130,218 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 0 0 0 845.00 7,730 3,865 3,865 846.00 17,300 12,515 16,380 847.00 20,840 19,070 35,450 848.00 24,400 22,620 58,070 849.00 28,380 26,390 84,460 850.50 32,630 45,758 130,218 Device Routing Invert Outlet Devices #1 Primary 844.00'12.0" Round Culvert L= 12.0' Ke= 0.500 Inlet / Outlet Invert= 844.00' / 843.96' S= 0.0033 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 843.96'6.0" Vert. Orifice/Grate C= 0.500 #3 Device 1 847.30'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.31 cfs @ 17.48 hrs HW=846.98' (Free Discharge) 1=Culvert (Passes 1.31 cfs of 5.96 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.31 cfs @ 6.68 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 24HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.360 ac Peak Elev=846.98' Storage=35,125 cf 11.64 cfs 1.31 cfs Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 25HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-Det: ADS Inflow Area = 2.570 ac, 71.98% Impervious, Inflow Depth = 3.05" for 10 YR event Inflow = 10.49 cfs @ 12.03 hrs, Volume= 0.654 af Outflow = 8.87 cfs @ 12.10 hrs, Volume= 0.654 af, Atten= 15%, Lag= 3.8 min Primary = 8.87 cfs @ 12.10 hrs, Volume= 0.654 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 847.47' @ 12.10 hrs Surf.Area= 3,639 sf Storage= 3,407 cf Plug-Flow detention time= 14.7 min calculated for 0.654 af (100% of inflow) Center-of-Mass det. time= 14.2 min ( 803.2 - 789.0 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 3,478 cf 21.50'W x 169.26'L x 3.50'H Field A 12,737 cf Overall - 4,043 cf Embedded = 8,694 cf x 40.0% Voids #2A 846.50' 4,043 cf ADS_StormTech SC-740 +Cap x 88 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 22 Chambers 7,520 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.00'21.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.84 cfs @ 12.10 hrs HW=847.46' (Free Discharge) 1=Orifice/Grate (Orifice Controls 8.84 cfs @ 4.12 fps) Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 26HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 22 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 158.26' Row Length +66.0" End Stone x 2 = 169.26' Base Length 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 18.0" Side Stone x 2 = 21.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 88 Chambers x 45.9 cf = 4,042.7 cf Chamber Storage 12,736.6 cf Field - 4,042.7 cf Chambers = 8,693.8 cf Stone x 40.0% Voids = 3,477.5 cf Stone Storage Chamber Storage + Stone Storage = 7,520.3 cf = 0.173 af Overall Storage Efficiency = 59.0% Overall System Size = 169.26' x 21.50' x 3.50' 88 Chambers 471.7 cy Field 322.0 cy Stone Type II 24-hr 10 YR Rainfall=3.83"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 27HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.570 ac Peak Elev=847.47' Storage=3,407 cf 10.49 cfs 8.87 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 28HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Parking Exp. to ADS Runoff = 9.14 cfs @ 11.96 hrs, Volume= 0.514 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.070 80 >75% Grass cover, Good, HSG D 0.630 98 Paved parking, HSG B * 0.330 97 Paved parking, HSG B 1.030 96 Weighted Average 0.400 38.83% Pervious Area 0.630 61.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Parking Exp. to ADS Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.030 ac Runoff Volume=0.514 af Runoff Depth=5.99" Tc=6.0 min CN=96 9.14 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 29HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: P-Site to Dry Det Runoff = 18.55 cfs @ 12.16 hrs, Volume= 1.589 af, Depth= 5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.990 98 Impervious * 0.700 98 Future Impervious * 2.070 80 >75% Grass cover, Good, HSG D 3.760 88 Weighted Average 2.070 55.05% Pervious Area 1.690 44.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment 6S: P-Site to Dry Det Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.760 ac Runoff Volume=1.589 af Runoff Depth=5.07" Tc=23.7 min CN=88 18.55 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 30HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site to UD Runoff = 18.66 cfs @ 12.03 hrs, Volume= 1.207 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 1.850 98 Impervious * 0.720 80 >75% Grass cover, Good, HSG D 2.570 93 Weighted Average 0.720 28.02% Pervious Area 1.850 71.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Subcatchment P-S: P-Site to UD Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=2.570 ac Runoff Volume=1.207 af Runoff Depth=5.64" Tc=12.1 min CN=93 18.66 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 33HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2P: ADS-Parking Inflow Area = 1.030 ac, 61.17% Impervious, Inflow Depth = 5.99" for 100 YR event Inflow = 9.14 cfs @ 11.96 hrs, Volume= 0.514 af Outflow = 4.53 cfs @ 12.07 hrs, Volume= 0.490 af, Atten= 50%, Lag= 6.6 min Primary = 4.53 cfs @ 12.07 hrs, Volume= 0.490 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 848.90' @ 12.07 hrs Surf.Area= 0.112 ac Storage= 0.215 af Plug-Flow detention time= 137.2 min calculated for 0.490 af (95% of inflow) Center-of-Mass det. time= 110.9 min ( 863.6 - 752.7 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 0.100 af 44.25'W x 110.42'L x 3.50'H Field A 0.393 af Overall - 0.142 af Embedded = 0.250 af x 40.0% Voids #2A 846.50' 0.142 af ADS_StormTech SC-740 +Cap x 135 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 9 Rows of 15 Chambers 0.242 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.50'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 848.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=4.17 cfs @ 12.07 hrs HW=848.86' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.37 cfs @ 7.00 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 2.80 cfs @ 1.97 fps) Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 34HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 15 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 108.42' Row Length +12.0" End Stone x 2 = 110.42' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 135 Chambers x 45.9 cf = 6,201.9 cf Chamber Storage 17,100.8 cf Field - 6,201.9 cf Chambers = 10,898.9 cf Stone x 40.0% Voids = 4,359.6 cf Stone Storage Chamber Storage + Stone Storage = 10,561.5 cf = 0.242 af Overall Storage Efficiency = 61.8% Overall System Size = 110.42' x 44.25' x 3.50' 135 Chambers 633.4 cy Field 403.7 cy Stone Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 35HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2P: ADS-Parking Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.030 ac Peak Elev=848.90' Storage=0.215 af 9.14 cfs 4.53 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 36HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 5P: Dry Detention Inflow Area = 7.360 ac, 56.66% Impervious, Inflow Depth = 5.36" for 100 YR event Inflow = 23.01 cfs @ 12.13 hrs, Volume= 3.286 af Outflow = 2.22 cfs @ 15.26 hrs, Volume= 3.284 af, Atten= 90%, Lag= 187.3 min Primary = 2.22 cfs @ 15.26 hrs, Volume= 3.284 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 848.05' @ 15.26 hrs Surf.Area= 24,615 sf Storage= 59,493 cf Plug-Flow detention time= 386.8 min calculated for 3.280 af (100% of inflow) Center-of-Mass det. time= 386.3 min ( 1,265.4 - 879.0 ) Volume Invert Avail.Storage Storage Description #1 844.00' 130,218 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.00 0 0 0 845.00 7,730 3,865 3,865 846.00 17,300 12,515 16,380 847.00 20,840 19,070 35,450 848.00 24,400 22,620 58,070 849.00 28,380 26,390 84,460 850.50 32,630 45,758 130,218 Device Routing Invert Outlet Devices #1 Primary 844.00'12.0" Round Culvert L= 12.0' Ke= 0.500 Inlet / Outlet Invert= 844.00' / 843.96' S= 0.0033 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 843.96'6.0" Vert. Orifice/Grate C= 0.500 #3 Device 1 847.30'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.22 cfs @ 15.26 hrs HW=848.05' (Free Discharge) 1=Culvert (Passes 2.22 cfs of 7.13 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.54 cfs @ 7.87 fps) 3=Orifice/Grate (Orifice Controls 0.67 cfs @ 3.42 fps) Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 37HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.360 ac Peak Elev=848.05' Storage=59,493 cf 23.01 cfs 2.22 cfs Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 38HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-Det: ADS Inflow Area = 2.570 ac, 71.98% Impervious, Inflow Depth = 5.64" for 100 YR event Inflow = 18.66 cfs @ 12.03 hrs, Volume= 1.207 af Outflow = 14.97 cfs @ 12.11 hrs, Volume= 1.207 af, Atten= 20%, Lag= 4.4 min Primary = 14.97 cfs @ 12.11 hrs, Volume= 1.207 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 848.54' @ 12.10 hrs Surf.Area= 3,639 sf Storage= 6,006 cf Plug-Flow detention time= 12.1 min calculated for 1.207 af (100% of inflow) Center-of-Mass det. time= 11.5 min ( 784.6 - 773.0 ) Volume Invert Avail.Storage Storage Description #1A 846.00' 3,478 cf 21.50'W x 169.26'L x 3.50'H Field A 12,737 cf Overall - 4,043 cf Embedded = 8,694 cf x 40.0% Voids #2A 846.50' 4,043 cf ADS_StormTech SC-740 +Cap x 88 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 4 Rows of 22 Chambers 7,520 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 846.00'21.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=14.90 cfs @ 12.11 hrs HW=848.53' (Free Discharge) 1=Orifice/Grate (Orifice Controls 14.90 cfs @ 6.19 fps) Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 39HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 22 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 158.26' Row Length +66.0" End Stone x 2 = 169.26' Base Length 4 Rows x 51.0" Wide + 6.0" Spacing x 3 + 18.0" Side Stone x 2 = 21.50' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 88 Chambers x 45.9 cf = 4,042.7 cf Chamber Storage 12,736.6 cf Field - 4,042.7 cf Chambers = 8,693.8 cf Stone x 40.0% Voids = 3,477.5 cf Stone Storage Chamber Storage + Stone Storage = 7,520.3 cf = 0.173 af Overall Storage Efficiency = 59.0% Overall System Size = 169.26' x 21.50' x 3.50' 88 Chambers 471.7 cy Field 322.0 cy Stone Type II 24-hr 100 YR Rainfall=6.46"181-662 Proposed-Parking Addition-6-inch Printed 4/7/2020Prepared by CEC Page 40HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond P-Det: ADS Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.570 ac Peak Elev=848.54' Storage=6,006 cf 18.66 cfs 14.97 cfs APPENDIX F 11.2500 IL L I N O I S S T R E E T DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: WATER QUALITY MAP 181-6621"= 100'MARCH 2020 MAM DRAFT DRAFT F-1 RATIO ARCHITECTS ZOTEC PARTNERS TECH VILLAGE 1000 N ILLINOIS ST. CARMEL, IN 46032530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 06/25/14 Version 11.2 Manufactured SQU SQU System Model Max Treatment Flow (cfs) 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™ 2,3 AS82 0.26 AS83 0.50 AS84 0.98 AS85 1.47 AS86 2.32 AS87 3.40 AS88 4.75 AS89 6.38 AS810 8.30 AS812 13.10 CDS Technologies 1,2 Offline CDS4 1.10 CDS5 1.10 CDS6 3.85 CDS7 4.49 CDS8 6.60 CDS10 16.02 ADS / Hancor Stormwater 3620WQB 0.7 3640WQB 1.6 Type II 24-hr WQ Rainfall=1.00"181-662 WQ Model Printed 3/9/2019Prepared by {enter your company name here} HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach AS-7: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 2.61 2.61 0.63 Weir Flow Calculations Civil & Environmental Consultants, Inc. Project Name:Zotec Partners Tech Village By:NPJ CEC Project No.:181-662 Date:3/2019 Description:Water Quality Flow Depth - WQ-1 Checked By: Date: D = 2.00 ft n = 0.013 S = 0.0020 ft/ft A = 3.14 ft2 d = 0.63 ft Pw = 6.28 ft f =2.3836 rad Rh =0.50 ft A = 0.85 ft2 Q = 10.14 cfs Pw = 2.38 ft v = 3.23 ft/s Rh =0.36 ft Q = 2.18 cfs v = 2.57 ft/s d = 1.88 ft Q = 2.61 cfs f =5.2766 rad f =2.5153 rad A = 3.06 ft2 A = 0.96 ft2 Pw = 5.28 ft d = 0.68 ft Rh =0.58 ft Pw = 2.52 ft Q = 10.91 cfs Rh =0.38 ft v = 3.57 ft/s v = 2.71 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] n source: Full Flow Maximum Flow Input Depth of Flow Input Flow Rate WQ-1 181-662-Weir Height Calculation.xlsx Type II 24-hr WQ Rainfall=1.00"181-662 WQ Model Printed 7/29/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach AS-5: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 1.39 1.39 0.63 Weir Flow Calculations Civil & Environmental Consultants, Inc. Project Name:Zotec Partners Tech Village By:NPJ CEC Project No.:181-662 Date:3/2019 Description:Water Quality Flow Depth - WQ-2 Checked By: Date: D = 1.50 ft n = 0.013 S = 0.0020 ft/ft A = 1.77 ft2 d = 0.63 ft Pw = 4.71 ft f =2.8202 rad Rh =0.38 ft A = 0.70 ft2 Q = 4.71 cfs Pw = 2.12 ft v = 2.67 ft/s Rh =0.33 ft Q = 1.73 cfs v = 2.46 ft/s d = 1.41 ft Q = 1.39 cfs f =5.2766 rad f =2.5153 rad A = 1.72 ft2 A = 0.54 ft2 Pw = 3.96 ft d = 0.51 ft Rh =0.44 ft Pw = 1.89 ft Q = 5.07 cfs Rh =0.29 ft v = 2.94 ft/s v = 2.56 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] n source: Full Flow Input Depth of Flow Maximum Flow Input Flow Rate WQ-2 181-662-Weir Height Calculation.xlsx WQ-1 WQ-1 WQ-2 WQ-2 AS-5 Mechanical BMP AS-7 Mechanical BMP Routing Diagram for 181-662 WQ Model Prepared by CEC, Printed 7/29/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"181-662 WQ Model Printed 7/29/2019Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 2.61 cfs @ 12.01 hrs, Volume= 0.144 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 2.740 96 2.740 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=2.740 ac Runoff Volume=0.144 af Runoff Depth=0.63" Tc=9.7 min CN=96 2.61 cfs Type II 24-hr WQ Rainfall=1.00"181-662 WQ Model Printed 7/29/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-2: WQ-2 Runoff = 1.39 cfs @ 12.17 hrs, Volume= 0.116 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 2.200 96 2.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.7 Direct Entry, Subcatchment WQ-2: WQ-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=2.200 ac Runoff Volume=0.116 af Runoff Depth=0.63" Tc=23.7 min CN=96 1.39 cfs Type II 24-hr WQ Rainfall=1.00"181-662 WQ Model Printed 7/29/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach AS-5: Mechanical BMP Inflow Area = 2.200 ac, 0.00% Impervious, Inflow Depth = 0.63" for WQ event Inflow = 1.39 cfs @ 12.17 hrs, Volume= 0.116 af Outflow = 1.39 cfs @ 12.17 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach AS-5: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=2.200 ac 1.39 cfs 1.39 cfs Type II 24-hr WQ Rainfall=1.00"181-662 WQ Model Printed 7/29/2019Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach AS-7: Mechanical BMP Inflow Area = 2.740 ac, 0.00% Impervious, Inflow Depth = 0.63" for WQ event Inflow = 2.61 cfs @ 12.01 hrs, Volume= 0.144 af Outflow = 2.61 cfs @ 12.01 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach AS-7: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=2.740 ac 2.61 cfs 2.61 cfs Water Quality Volume Calculations Civil & Environmental Consultants, Inc. By:JMP Project Name:Zotec Date:4/2020 CEC Project No.:181-662 Checked By:ACH Description:Water Quality Calculations Date:4/2020 Water Quality Calculations Equations: DA-1: Isolated Chamber rows Drainage area Total Area 1.03 acres Impervious Area 0.96 acres Percent Impervious, I 93.20 % Rv 0.89 WQv Required 0.076 ac-ft or 3,323 ft3 WQv Proposed Area (sqft)1,200 Height (ft)3.5 Volume 4,200 ………………ADEQUATE = ∗()∗() 12 =0.05 +0.009() where: = water quality volume (acre-ft) P = 1 inch of rainfall = ! # $ ! = %& ’&( && (&!$) = ! # $ ! =#!’ # $ ! WQV - Swale Swale Water Quality Calculations.xlsx