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Drainage Report 1-16-19
The HAMLET at JACKSON’S GRANT Section 2 DRAINAGE REPORT PREPARED FOR: Jackson’s Grant Real Estate Co., LLC 13578 East 131st Street, Suite 200 Fishers, Indiana 46037 Contact Person: Doug Wagner Phone: (317) 770-1818 PREPARED BY: Christopher M. Figueroa Stoeppelwerth and Associates, Inc. (317) 570 – 4704 DATE PREPARED: January 16, 2019 10/15/20 THE HAMLET AT JACKSON’S GRANT SECTION 2 TABLE OF CONTENTS 1. PROJECT NARRATIVE Certificate of Liability Insurance Rainfall Data Location Map Soils Map 2. THE HAMLET STORMWATER DRAINAGE TECHNICAL REPORT by WILLAM’S CREEK CONSULTING, INC 3. PROPOSED CONDITIONS CALCULATIONS Comparison to the design by William’s Creek Consulting: CN & Time-of-concentration 4. STORM SEWER DESIGN CALCULATIONS Runoff Coefficient Calculations Time-of-Concentration Calculations StormCAD Structure Input StormCAD Pipe Input StormCAD Pipe Output StormCAD Pipe Output II 5. GUTTER SPREAD CALCULATIONS 6. BACK COVER POCKET Storm Sewer Design Basin Map Storage Routing Basin Map 1/16/2019 2 of 52 10/15/20 PROJECT NARRATIVE 1/16/2019 3 of 52 10/15/20 THE HAMLET AT JACKSON’S GRANT, SECTION 2 DRAINAGE NARRATIVE Jackson’s Grant Real Estate Co., LLC is proposing the development of a residential subdivision in Hamilton County to be known as The Hamlet at Jackson’s Grant, Section 2. The site is located on the west side of Springmill Road, approximately 1000’ north of 116th Street. More specifically, the project is part of the Section 34, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana. The overall Jackson’s Grant development drains to Williams Creek, which bisects the site in to the East and West Basin. Please refer to the Jackson’s Grant Stormwater Master Plan prepared by Williams Creek Consulting, Inc. for more details of the overall drainage for Jackson’s Grant. Please refer to The Hamlet Stormwater Drainage Technical Report by Williams Creek Consulting, Inc., included herein, for the modeling for the current and proposed conditions for The Hamlet at Jackson’s Grant. EXISTING SITE CONDITIONS Eastern Drainage System / Western Drainage System Please refer to the Jackson’s Grant Master Plan prepared by Williams Creek Consulting, Inc. for more details of the existing site conditions for the overall drainage design of Jackson’s Grant. Soil Types: MmA - Miami silt loam - Type B Soil Br - Brookston silty clay loam - Type B Soil CrA - Crosby silt loam - Type C Soil MmB2 - Miami silt loam - Type B Soil MmC2 - Miami clay loam - Type B Soil MoC3 - Miami clay loam - Type B Soil MoD3 - Miami clay laom - Type B Soil OcA - Ockley silt loam - Type B Soil Sh - Shoals silt loam - Type C Soil Overall Silvara Adjoining Land Conditions: North: Single Family Residential South: Single Family Estate Lots East: Single Family Residential / Agriculture West: Single Family Residential 1/16/2019 4 of 52 10/15/20 PROPOSED SITE CONDITIONS Please refer to the Jackson’s Grant Stormwater Master Plan prepared by Williams Creek Consulting, Inc. for more details of the proposed site conditions for the overall drainage design of Jackson’s Grant. Please refer to The Hamlet Stormwater Drainage Technical Report, included herein, which includes the modeling for the proposed conditions for The Hamlet at Jackson’s Grant. Information and calculations are included in this report to show conformance to the Williams Creek Consulting Jackson’s Grant Master Plan Report, and to The Hamlet Stormwater Drainage Technical Report, included herein. STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 feet per second (fps). The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. The inlets are spaced to allow one lane of traffic to remain open during the 10-year storm event. WATER QUALITY CALCULATIONS All water quality design information can be found in the Water Quality Report performed and completed by Williams Creek Consulting. REFERENCES Design and data methods are based on the following references: 1. HERPICC Stormwater Drainage Manual 2. City of Carmel Stormwater Technical Standards Manual 3. USDA – Urban Hydrology for Small Watersheds 4. USDA – Soil Conservation Service 1/16/2019 5 of 52 10/15/20 THE HAMLET AT JACKSON’S GRANT SECTION 2 HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION _________________________ David J. Stoeppelwerth, P.E. Indiana Registration No. 19358 The following report and accompanying computations have been developed by me or under my direct supervision. 1/16/2019 6 of 52 10/15/20 1/16/2019 7 of 52 10/15/20 5 min. 10 min. 15 min. 20 min. 30 min. 40 min. 50 min. 1 hr. 1.5 hr. 2 hr. 3 hr. 4 hr. 5 hr. 6 hr. 7 hr. 8 hr. 9 hr. 10 hr. 12 hr. 14 hr. 16 hr. 18 hr. 20 hr. 24 hr. 24 hr. Rainfall Intensities for Various Return Periods and Storm Durations (inches/hour) 2 10 100DurationReturn Period (years) 4.63 6.12 9.12 3.95 3.44 3.04 2.46 2.05 1.76 1.54 1.07 0.83 0.59 0.47 0.4 0.35 0.31 0.28 0.25 0.23 0.2 0.17 0.16 0.14 0.13 0.11 5.22 4.55 4.02 3.25 2.71 2.33 2.03 1.42 1.11 0.84 0.68 0.58 0.5 0.44 0.4 0.36 0.33 0.29 0.25 0.23 0.2 0.19 0.16 7.78 6.77 5.99 4.84 4.05 3.47 3.03 2.24 1.87 1.42 1.15 0.97 0.85 0.75 0.67 0.61 0.56 0.48 0.42 0.38 0.34 0.31 0.27 Rainfall Depths for Various Return Periods (inches) Duration Return Period (years) 2 10 100 2.66 3.83 6.46 Cumulative Percent of Storm Time Cumulative Percent of Storm Depth NRCS Type 2 Rainfall Distribution Ordinates 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 1 3 4 6 8 10 13 17 22 64 78 84 99 100 87 90 92 94 96 98 Table 1.0-1 City of Carmel Rainfall Data 1/16/2019 8 of 52 10/15/20 1/16/2019 9 of 52 10/15/20 1/16/2019 10 of 52 10/15/20 1/16/2019 11 of 52 10/15/20 THE HAMLET STORMWATER DRAINAGE TECHNICAL REPORT BY WILLIAMS CREEK CONSULTING, INC. 1/16/2019 12 of 52 10/15/20 Prepared For: McKenzie Collection 4631 Lisbon Drive Carmel, Indiana 46033 Date: 20 October 2016 Williams Creek Consulting, Inc. Corporate Office 619 N. Pennsylvania Indianapolis, Indiana 46204 Satellite Offices: Columbus, Ohio St. Louis, Missouri +1.877.668.8848 info@williamscreek.net The Hamlet Stormwater Drainage Technical Report Carmel, Indiana 1/16/2019 13 of 52 10/15/20 TABLE OF CONTENTS Stormwater Drainage Technical Report Page 1.0 INTRODUCTION ......................................................................................................................... 1 2.0 EXISTING CONDITIONS ......................................................................................................... 1 3.0 PREVIOUSLY APPROVED POST-DEVELOPED CONDITIONS .................................. 2 4.0 PROPOSED STORMWATER MANAGEMENT SYSTEM ............................................... 3 5.0 STATE OR FEDERAL WATER QUALITY PERMITS ........................................................ 4 FIGURES Figure 1 – Site Location Map Figure 2 – Soils Map Figure 3 – Pre-Developed Watershed Map Figure 4 – Post-Developed Watershed Map APPENDICES Appendix A – Pre-Developed HydroCAD Results Appendix B – Previously Approved Jackson’s Grant Stormwater Master Plan Output Appendix C – Proposed Jackson’s Grant Stormwater Master Plan Output 1/16/2019 14 of 52 10/15/20 1.0 INTRODUCTION McKenzie Collection (OWNER) is proposing a multi-family development located on the Hamlet Parcel (PROJECT) of Jackson’s Grant in Carmel, Indiana (SITE). The PROJECT is located on the west side of Spring Mill Road just north of 116th Street as shown in Figure 1. This report is intended to describe the design and function of the stormwater management system and how it integrates with the previously approved Jackson’s Grant Stormwater Master Plan as well as be in accordance with the requirements of the City of Carmel Stormwater Technical Standards Manual. This report is intended to accompany Construction Documents prepared by STOEPPELWERTH and dated 10-21-2016. 2.0 EXISTING CONDITIONS The SITE is located along the west edge of Spring Mill Road about a half mile north of 166th Street in Carmel, Indiana. It is located within the Jackson’s Grant Planned Unit Development that is currently under construction. It is bound on the north, south, and west sides by single family residential and the east side by Spring Mill Road. The SITE encompasses approximately 9.80 acres. The existing contributing watershed for the SITE is approximately 9.80 acres. Refer to Figure 3 for a pre-developed watershed exhibit. The entire existing watershed drains via sheet and shallow concentrated flow southeasterly and enters the existing Jackson’s Grant stormwater system. The current primary use of the property is agriculture. The aggregate Curve Number (CN) for the existing SITE is based on a hydrologic soil classification of “C” and straight row crops with some residue. This results in a CN of 82. Refer to Figure 2 for a graphic of the USDA soils information. Refer to Table 2.1 for a tabular summary of pre-developed peak flow rates for the SITE. Refer to Appendix A for pre-developed peak flow calculations. 3.0 PREVIOUSLY APPROVED POST-DEVELOPED CONDITIONS OWNER is proposing a development consisting of approximately 44 townhomes to be named The Hamlet. The development will consist of all internal roads and other infrastructure as well as common area containing a Best Management Practice (BMP) for stormwater management. This PROJECT is part of the previously approved stormwater master plan (MASTER PLAN) for Jackson’s Grant. As such, all runoff must be treated for quantity per the MASTER PLAN release rate criteria. The approved MASTER PLAN currently calls for the northern portion of this SITE (labelled Future Development 1) to discharge to the 6-series BMPs that exist downstream. It also calls for the remainder of the site (labelled Future Development 2) to discharge to the 4-series BMPs. Refer to Table 3.1 for a tabular summary of allowable release rates from this PROJECT. Refer to Table 3.2 and Table 3.3 for tabular summaries of the approved allowable and peak release rates respectively for the master-planned Jackson’s Grant stormwater management system. Refer to Appendix B for the output from the approved Jackson’s Grant Stormwater Master Plan. Table 2.1: Pre-Developed Peak Flow Rates Hamlet Parcel 9.80 10-Yr, 24-Hr 22.44 cfs 100-Yr, 24-Hr 47.61 cfs 1/16/2019 15 of 52 10/15/20 After reviewing the proposed layout of this PROJECT, it has been determined that the only feasible discharge from the SITE is through the system of BMP 5, 4C and 4D of Jackson’s Grant Section 5. As such, the entire 8.20 acre watershed must be treated for quantity and release only at the ultimate discharge threshold levels as dictated by the MASTER PLAN. The additional 1.60 accounts for townhome frontage along the perimeter of the Hamlet parcel that direct discharges to Jackson’s Grant infrastructure. This watershed has been included within previously smaller BMP 6A, BMP 5 and BMP 4C watersheds. The entire 9.80 acre watershed is contained within the master-planned Jackson’s Grant stormwater system in some fashion. Refer to Table 3.4 for a tabular summary of the previously approved BMP Performance Criteria for the BMPs of Jackson’g Grant affected by the Hamlet parcel. For clarification, BMPs 1A, 1B, 1C, 1E, 4C, 4E, 5, 6A and 6B are all affected by the upstream watershed of the Hamlet parcel. Table 3.1: Allowable Peak Flow Release Rates Future Development 1 11.69 10-Yr, 24-Hr 1.02 cfs 100-Yr, 24-Hr 5.46 cfs Future Development 2 11.69 10-Yr, 24-Hr 6.83 cfs 100-Yr, 24-Hr 31.01 cfs Table 3.2: Previously Approved Allowable Release Rates Storm Event Total Undeveloped Discharge Developed Acreage Rate Calculation Allowable Release 10-Year 117.68 cfs 203.55 Prescribed in Approved Master Plan 138.03 cfs. 100-Year 267.52 cfs 203.55 Prescribed in Approved Master Plan 328.58 cfs Table 3.3: Previously Approved Peak Release Rates Watershed Simulation Peak Discharge (cfs) Jackson’s Grant 10-Year 24-Hour SCS Type II 128.19 Jackson’s Grant 100-Year 24-Hour SCS Type II 308.45 Table 3.4: Previously Approved BMP Performance Criteria BMP Simulation Max Stage Peak Discharge (cfs) 1A 10-Year 24-Hour SCS Type II 851.69 3.25 1A 100-Year 24-Hour SCS Type II 851.87 10.60 1B 10-Year 24-Hour SCS Type II 850.20 3.90 1B 100-Year 24-Hour SCS Type II 851.09 12.15 1C 10-Year 24-Hour SCS Type II 845.01 5.66 1C 100-Year 24-Hour SCS Type II 845.24 20.53 1E 10-Year 24-Hour SCS Type II 842.76 5.78 1E 100-Year 24-Hour SCS Type II 844.48 17.50 4C 10-Year 24-Hour SCS Type II 853.01 3.52 4C 100-Year 24-Hour SCS Type II 854.82 9.49 4D 10-Year 24-Hour SCS Type II 851.99 3.01 1/16/2019 16 of 52 10/15/20 4.0 PROPOSED STORMWATER MANAGEMENT SYSTEM DESIGN The stormwater management system for the SITE will treat water quantity per the City of Carmel Stormwater Technical Design Standards Manual (MANUAL) and the MASTER PLAN. All water quality goals as based on Chapter 700 of the MANUAL are met within the stormwater management system implemented in the Jackson’s Grant subdivision. Goals for water quantity design are based on Chapter 200 and Chapter 300 and are driven by discharge ratios developed by the MASTER PLAN. WILLIAMS CREEK has implemented sustainable infrastructure into the stormwater management design in an effort to dual-purpose detention basins as Best Management Practices (BMPs), inherently treating water quality while providing for the required water quantity treatment. The use of sustainable practices promotes groundwater recharge, aesthetically pleasing stormwater management facilities, low maintenance requirements, and economically efficient designs. The innovative approach taken for this project also takes the treatment of runoff a few steps further than traditional designs. In addition to the reduction of total suspended solids and floatables criteria that traditional designs must adhere to, this proposed design also treats for temperature control, removal of nutrients and other specific pollutants such as hydrocarbons, and reduction of volume of increased runoff due to land improvements. WILLIAMS CREEK is proposing to treat runoff from the developed SITE in a single BMP that will consist of a dry bioretetion area. When calculating the developed curve number and time-of-concentration, the soil hydrologic group category was elevated to a higher level of “D” due to disturbance and compaction during earth moving activities. The watershed for the SITE is 8.20 acres. Refer to Figure 4 for the post-developed watershed map. Refer to Appendix C for the stormwater management calculations. Refer to Table 4.1 for a tabular summary of the stormwater management design results. Refer to Table 4.2 for a tabular summary of the proposed peak discharge release rates for the Jackson’s Grant stormwater management system. Refer to Table 4.3 for a tabular summary of the proposed BMP Performance Criteria of the previously mentioned Jackson’s Grant BMPs affected by the Hamlet parcel. 4D 100-Year 24-Hour SCS Type II 853.89 6.45 5 10-Year 24-Hour SCS Type II 853.01 3.70 5 100-Year 24-Hour SCS Type II 855.42 4.17 6A 10-Year 24-Hour SCS Type II 852.80 1.25 6A 100-Year 24-Hour SCS Type II 853.88 6.26 6B 10-Year 24-Hour SCS Type II 852.29 2.20 6B 100-Year 24-Hour SCS Type II 853.30 7.30 Table 4.1: Peak Flow Release Rates The Hamlet 8.20 10-Yr, 24-Hr 1.34 cfs 100-Yr, 24-Hr 3.54 cfs 1/16/2019 17 of 52 10/15/20 5.0 STATE OR FEDERAL WATER QUALITY PERMITS This project will require a Rule 5 Notice of Intent to be filed with the Indiana Department of Environmental Management. Table 4.2: Proposed Jackson’s Grant Peak Release Rates Watershed Simulation Peak Discharge (cfs) Jackson’s Grant 10-Year 24-Hour SCS Type II 129.06 Jackson’s Grant 100-Year 24-Hour SCS Type II 308.19 Table 4.3: Proposed BMP Performance Criteria BMP Simulation Max Stage Peak Discharge (cfs) 1A 10-Year 24-Hour SCS Type II 851.68 3.25 1A 100-Year 24-Hour SCS Type II 851.87 10.42 1B 10-Year 24-Hour SCS Type II 850.20 3.87 1B 100-Year 24-Hour SCS Type II 851.09 11.85 1C 10-Year 24-Hour SCS Type II 845.00 10.44 1C 100-Year 24-Hour SCS Type II 845.23 20.04 1E 10-Year 24-Hour SCS Type II 842.70 5.73 1E 100-Year 24-Hour SCS Type II 844.37 17.28 4C 10-Year 24-Hour SCS Type II 852.29 3.29 4C 100-Year 24-Hour SCS Type II 853.92 8.10 4D 10-Year 24-Hour SCS Type II 851.43 2.81 4D 100-Year 24-Hour SCS Type II 853.14 6.10 5 10-Year 24-Hour SCS Type II 852.42 4.80 5 100-Year 24-Hour SCS Type II 854.19 7.87 6A 10-Year 24-Hour SCS Type II 852.61 1.34 6A 100-Year 24-Hour SCS Type II 853.60 2.71 6B 10-Year 24-Hour SCS Type II 852.27 2.10 6B 100-Year 24-Hour SCS Type II 853.12 6.82 1/16/2019 18 of 52 10/15/20 619 N Pennsylvania AveIndianapolis, IN 46204Tel: 317-423-0690Fax: 317-423-0696McKenzie Collection20 October 2016NTS FIGURE 1SITE LOCATION MAPThe HamletCarmel, IndianaPrepared for:Project No.01.0561.C.1Date: N SITE LOCATION1/16/2019 19 of 52 10/15/20 619 N Pennsylvania AveIndianapolis, IN 46204Tel: 317-423-0690Fax: 317-423-0696McKenzie Collection20 October 2016NTS FIGURE 2Soils MapThe HamletCarmel, IndianaPrepared for:Project No.01.0561.C1Date: N SITE LOCATION1/16/2019 20 of 52 10/15/20 619 N Pennsylvania AveIndianapolis, IN 46204Tel: 317-423-0690Fax: 317-423-0696McKenzie Collection20 October 2016NTS FIGURE 3PRE-DEVELOPED WATERSHED MAPThe HamletCarmel, IndianaPrepared for:Project No.01.0561.C1Date: N PRE-DEVELOPED WATERSHED9.80 AcCN = 82T.C. = 20.0 min1/16/2019 21 of 52 10/15/20 619 N Pennsylvania AveIndianapolis, IN 46204Tel: 317-423-0690Fax: 317-423-0696McKenzie Collection20 October 2016NTS FIGURE 3POST-DEVELOPED WATERSHED MAPThe HamletCarmel, IndianaPrepared for:Project No.01.0561.C1Date: N Post-Developed Watershed8.20 AcCN = 89Tc = 16.9 min1/16/2019 22 of 52 10/15/20 Pre-Developed HydroCAD Results Appendix A 1/16/2019 23 of 52 10/15/20 Pre-Dev Pre-Developed Routing Diagram for Final Model_10-14-2016 Prepared by {enter your company name here}, Printed 10/20/2016 HydroCAD® 10.00-15 s/n 04552 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link 1/16/2019 24 of 52 10/15/20 Type II 24-hr 10YR-24HR Rainfall=3.83"Final Model_10-14-2016 Printed 10/20/2016Prepared by {enter your company name here} Page 2HydroCAD® 10.00-15 s/n 04552 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-Dev: Pre-Developed Runoff = 22.44 cfs @ 12.13 hrs, Volume= 73,227 cf, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10YR-24HR Rainfall=3.83" Area (sf) CN Description 426,888 82 Row crops, SR + CR, Good, HSG C 426,888 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment Pre-Dev: Pre-Developed Runoff Hydrograph Time (hours) 4846 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Flow (cfs)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 10YR-24HR Rainfall=3.83" Runoff Area=426,888 sf Runoff Volume=73,227 cf Runoff Depth=2.06" Tc=20.0 min CN=82 22.44 cfs 1/16/2019 25 of 52 10/15/20 Type II 24-hr 100YR-24HR Rainfall=6.46"Final Model_10-14-2016 Printed 10/20/2016Prepared by {enter your company name here} Page 3HydroCAD® 10.00-15 s/n 04552 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-Dev: Pre-Developed Runoff = 47.61 cfs @ 12.12 hrs, Volume= 156,964 cf, Depth= 4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100YR-24HR Rainfall=6.46" Area (sf) CN Description 426,888 82 Row crops, SR + CR, Good, HSG C 426,888 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Subcatchment Pre-Dev: Pre-Developed Runoff Hydrograph Time (hours) 4846 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100YR-24HR Rainfall=6.46" Runoff Area=426,888 sf Runoff Volume=156,964 cf Runoff Depth=4.41" Tc=20.0 min CN=82 47.61 cfs 1/16/2019 26 of 52 10/15/20 Previously Approved Jackson’s Grant StormwaterMaster Plan Output Appendix B 1/16/2019 27 of 52 10/15/20 Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs Basin 11B 100YR‐24HR 857.45 858.00 ‐0.0036 21001 17.82 2.38 Basin 11B 10YR‐24HR 856.56 858.00 ‐0.0049 15383 8.47 1.28 Basin 1A 100YR‐24HR 851.87 854.00 ‐0.0050 113 10.61 10.60 Basin 1A 10YR‐24HR 851.69 854.00 ‐0.0050 113 3.57 3.25 Basin 1B 100YR‐24HR 851.09 852.00 ‐0.0050 3491 12.40 12.15 Basin 1B 10YR‐24HR 850.20 852.00 0.0050 2410 4.36 3.90 Basin 1C 100YR‐24HR 845.24 845.50 0.0050 4519 20.72 20.53 Basin 1C 10YR‐24HR 845.01 845.50 0.0048 4277 7.11 5.66 Basin 1D 100YR‐24HR 845.71 846.00 0.0050 4291 20.62 20.59 Basin 1D 10YR‐24HR 845.63 846.00 0.0050 4141 10.48 10.44 Basin 1E 100YR‐24HR 844.48 844.50 0.0037 34306 43.43 17.50 Basin 1E 10YR‐24HR 842.76 844.50 0.0037 28004 16.58 5.78 Basin 4A 100YR‐24HR 852.95 854.00 0.0013 6374 7.80 4.35 Basin 4A 10YR‐24HR 852.45 854.00 0.0014 5633 3.90 0.90 Basin 4B 100YR‐24HR 852.24 854.00 0.0050 3136 4.66 3.35 Basin 4B 10YR‐24HR 851.39 854.00 0.0039 2437 1.00 0.75 Basin 4C 100YR‐24HR 854.82 855.00 0.0050 31765 60.44 9.49 Basin 4C 10YR‐24HR 853.01 855.00 0.0050 26154 22.58 3.52 Basin 4D 100YR‐24HR 853.89 854.00 0.0049 8818 9.90 6.45 Basin 4D 10YR‐24HR 851.99 854.00 0.0045 4202 3.62 3.01 Basin 5 100YR‐24HR 855.42 855.50 0.0030 3093 11.29 4.17 Basin 5 10YR‐24HR 853.01 855.50 ‐0.0017 3093 5.69 3.70 Basin 6A 100YR‐24HR 853.88 854.00 ‐0.0044 12331 12.18 6.26 Basin 6A 10YR‐24HR 852.80 854.00 ‐0.0046 9575 6.10 1.25 Basin 6B 100YR‐24HR 853.30 854.00 0.0044 14810 19.80 7.30 Basin 6B 10YR‐24HR 852.29 854.00 0.0050 12966 10.69 2.20 Basin 6C 100YR‐24HR 854.33 855.00 ‐0.0049 4337 6.69 4.75 Basin 6C 10YR‐24HR 853.78 855.00 ‐0.0044 3077 3.15 1.36 Basin 7 100YR‐24HR 854.95 855.00 ‐0.0047 29153 34.68 13.56 Basin 7 10YR‐24HR 854.17 855.00 ‐0.0044 26147 20.04 4.53 Basin 8 100YR‐24HR 856.64 857.00 0.0047 6175 15.84 7.98 Basin 8 10YR‐24HR 854.79 857.00 0.0042 2338 7.92 5.99 FUTURE DEV 1 100YR‐24HR 854.93 857.00 0.0042 4240 19.02 5.46 FUTURE DEV 1 10YR‐24HR 852.97 857.00 ‐0.0019 6970 10.60 1.02 FUTURE DEV 2 100YR‐24HR 856.90 857.00 0.0050 8095 46.91 31.01 FUTURE DEV 2 10YR‐24HR 856.02 857.00 0.0032 6567 26.15 6.83 GWTSE 100YR‐24HR 835.00 835.00 0.0000 0 0.00 0.00 GWTSE 10YR‐24HR 835.00 835.00 0.0000 0 0.00 0.00 W.C. Outlet 100YR‐24HR 0.00 0.00 0.0000 0 308.45 0.00 W.C. Outlet 10YR‐24HR 0.00 0.00 0.0000 0 128.19 0.00 1/16/2019 28 of 52 10/15/20 Proposed Jackson’s Grant Stormwater Master Plan Output Appendix C 1/16/2019 29 of 52 10/15/20 Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs Basin 1A 100YR-24HR 851.87 854.00 -0.0050 113 10.42 10.42 Basin 1A 10YR-24HR 851.68 854.00 -0.0050 113 3.58 3.25 Basin 1B 100YR-24HR 851.09 852.00 -0.0050 3483 12.17 11.85 Basin 1B 10YR-24HR 850.20 852.00 0.0050 2409 4.36 3.87 Basin 1C 100YR-24HR 845.23 845.50 0.0049 4514 20.24 20.04 Basin 1C 10YR-24HR 845.00 845.50 -0.0050 4265 7.08 5.66 Basin 1D 100YR-24HR 845.71 846.00 0.0050 4291 20.62 20.59 Basin 1D 10YR-24HR 845.63 846.00 0.0050 4141 10.48 10.44 Basin 1E 100YR-24HR 844.37 844.50 0.0037 33835 43.07 17.28 Basin 1E 10YR-24HR 842.70 844.50 0.0039 27836 16.52 5.73 Basin 4C 100YR-24HR 853.92 855.00 -0.0049 29344 37.60 8.10 Basin 4C 10YR-24HR 852.29 855.00 -0.0050 23648 20.10 3.29 Basin 4D 100YR-24HR 853.14 854.00 -0.0043 6629 8.27 6.10 Basin 4D 10YR-24HR 851.43 854.00 0.0039 3063 3.46 2.81 Basin 5 100YR-24HR 854.19 855.50 0.0028 3093 13.76 7.87 Basin 5 10YR-24HR 852.42 855.50 0.0017 3093 6.74 4.80 Basin 6A 100YR-24HR 853.60 854.00 -0.0042 11598 11.38 2.71 Basin 6A 10YR-24HR 852.61 854.00 -0.0042 9159 5.83 1.34 1/16/2019 30 of 52 10/15/20 Basin 6B 100YR-24HR 853.12 854.00 -0.0044 14810 19.83 6.82 Basin 6B 10YR-24HR 852.27 854.00 0.0049 12909 10.73 2.10 Hamlet 100YR-24HR 854.63 854.80 0.0018 30351 39.78 3.54 Hamlet 10YR-24HR 853.10 854.80 0.0016 24992 20.62 1.34 W.C. Outlet 100YR-24HR 0.00 0.00 0.0000 0 308.19 0.00 W.C. Outlet 10YR-24HR 0.00 0.00 0.0000 0 129.06 0.00 1/16/2019 31 of 52 10/15/20 PROPOSED CONDITIONS 1/16/2019 32 of 52 10/15/20 Jackson's Grant, Section 5 Job # 60160REP-S5 Pre-Developed Post-Developed CN= 84 CN= 85 Soil Group Cover Description (cover type, treatment, and hydrologic condition) CN acres % Area CN * Area Soil Group Cover Description (cover type, treatment, and hydrologic condition) CN acres % Area CN * Area C Residential 1/4 ac 83 0.03 2 C Residential 1/4 ac 83 1.84 153 D Residential 1/4 ac 87 0.86 75 D Residential 1/4 ac 87 3.01 262 C Open Space (Good) 74 0.05 4 C Open Space (Good) 74 0.10 7 D Open Space (Good) 80 0.64 51 D Open Space (Good) 80 0.13 10 Total = 1.58 132 Total = 5.08 432 CN= 75 CN= 75 Soil Group Cover Description (cover type, treatment, and hydrologic condition) CN acres % Area CN * Area Soil Group Cover Description (cover type, treatment, and hydrologic condition) CN acres % Area CN * Area C Residential 1/4 ac 83 0.12 10 C Open Space (Good) 74 0.20 15 C Open Space (Good) 74 0.98 73 D Open Space (Good) 80 0.05 4 D Open Space (Good) 80 0.10 8 Total = 0.25 19 Total = 1.20 90 CN= 86 Soil Group Cover Description (cover type, treatment, and hydrologic condition) CN acres % Area CN * Area C Residential 1/4 ac 83 0.52 43 D Residential 1/4 ac 87 3.28 285 Total = 3.80 329 Onsite Curve Number adjusted to the next less infiltrating capacity category per ordinance BMP 5 BMP 4A BMP 4B BMP 4C BMP 4D 1/16/2019 33 of 52 10/15/20 Jacksons Grant, Section 5 Time of ConcentrationsJob # 60160REP-S5 ICPRPost-Developed SiteL = P2 = s = Tt = .007(nL)0.8/(P20.5s 0.4)V = L = Tt = L/VV = L = Tt = L/V(ft) (in/hr) (ft/ft) (hrs) (ft/s) (ft) (hrs) (ft/s) (ft) (hrs) (hrs) (min)BMP 4A Grass 0.24 95 2.66 0.02 0.2504 Gutter / Swale 2.00 28 0.0039 Pipe Flow 2.50 308 0.0342 0.2885 17.3BMP 4B Grass 0.24 100 2.66 0.02 0.2609 Gutter / Swale 2.00 40 0.0056 Pipe Flow 2.50 50 0.0056 0.2720 16.3BMP 4C Grass 0.24 100 2.66 0.02 0.2609 Gutter / Swale 2.00 260 0.0361 Pipe Flow 2.50 350 0.0389 0.3359 20.2BMP 4D Grass 0.24 100 2.66 0.02 0.2609 Gutter / Swale 2.00 60 0.0083 Pipe Flow 2.50 20 0.0022 0.2714 16.3BMP 5 Grass 0.24 94 2.66 0.02 0.2483 Gutter / Swale 2.00 156 0.0217 Pipe Flow 2.50 150 0.0167 0.2866 17.2Basin Sheet Flow Gutter/Swale Flow Pipe/Channel FlowTc (total) Tc (total)Descriptionn = DescriptionDescriptionPer the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow in time-of-concentration (Tc) calculations is 100 feet.1/16/2019 34 of 52 10/15/20 The Hamlet at Jackson's Grant Jacksons Grant Real Estate Co., LLC 13578 East 131st Street, Fishers, IN 46037 Stoeppelwerth & Associates, Inc. 7965 East 106th Street, Fishers, IN 46038 BAS HAM WILLIAMS CREEK BMP 4D 89 85 16.9 16.9 1/16/2019 35 of 52 10/15/20 N/A N/A 203.53 Ac 165.73 Ac 8.19 Ac 29.61 Ac WILLIAMS CREEK 5, 4C, 4D 1/16/2019 36 of 52 10/15/20 STORM SEWER DESIGN CALCULATIONS 1/16/2019 37 of 52 10/15/20 Runoff Coefficients Calculations Aper = Total Drainage Area - Aimp 0.9Aimp + 0.2Aper Site Characteristics Total Drainage Area The Hamlet at Jacksons Grant Job #60160HAM Total Drainage Area Total Impervious Area Aimp Total Pervious Area Aper Weighted C-Factor (ac) (ac) (ac) Cw 851 0.16 0.05 0.11 0.44 852 0.86 0.60 0.26 0.69 854 0.14 0.00 0.14 0.20 856 1.18 0.68 0.50 0.61 857 0.57 0.28 0.29 0.55 858 0.05 0.00 0.05 0.20 859 0.64 0.19 0.45 0.41 860 0.76 0.57 0.19 0.73 865 0.36 0.27 0.09 0.73 866 0.59 0.39 0.20 0.67 Structure # Cw = Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of- concentration (Tc) calculations is 100 feet. 1/16/2019 38 of 52 10/15/20 The Hamlet at Jacksons Grant Time of ConcentrationsJob #60160HAM StormCADPost-Developed SiteL = P2 = s = Tt = .007(nL)0.8/(P20.5s0.4) V = L = Tt = L/V(ft) (in/hr) (ft/ft) (hrs) (ft/s) (ft) (hrs) (hrs) (min)851 Grass 0.24 75 2.66 0.02 0.2072 Gutter / Swale 2 52 0.0072 0.2145 12.9852 Grass 0.24 76 2.66 0.02 0.2094 Gutter / Swale 2 180 0.0250 0.2344 14.1854 Grass 0.24 35 2.66 0.02 0.1126 Gutter / Swale 2 256 0.0356 0.1482 8.9856 Grass 0.24 87 2.66 0.02 0.2334 Gutter / Swale 2 130 0.0181 0.2514 15.1857 Grass 0.24 76 2.66 0.02 0.2094 Gutter / Swale 2 110 0.0153 0.2247 13.5858 Grass 0.24 18 2.66 0.02 0.0662 Gutter / Swale 2 55 0.0076 0.0738 5.0859 Grass 0.24 34 2.66 0.02 0.1101 Gutter / Swale 2 287 0.0399 0.1499 9.0860 Grass 0.24 76 2.66 0.02 0.2094 Gutter / Swale 2 124 0.0172 0.2267 13.6865 Grass 0.24 76 2.66 0.02 0.2094 Gutter / Swale 2 99 0.0138 0.2232 13.4866 Grass 0.24 76 2.66 0.02 0.2094 Gutter / Swale 2 90 0.0125 0.2219 13.3Tc (total)Description n = DescriptionBasinSheet Flow Gutter/Swale FlowTc (total)Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of-concentration (Tc) calculations is 100 feet.1/16/2019 39 of 52 10/15/20 Scenario: BaseTitle: The Hamlet at Jackson's Grant, Section 2s:\60160\drainage\stormcad\60160 hamlet s2.stm01/14/19 05:11:50 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666Project Engineer: Christian C. EspositoStormCAD v5.6 [05.06.012.00]Page 1 of 1Down Elev: 851.41 ftUp Elev: 851.50 ftLength: 34.00 ftSlope: 0.003 ft/ftDia: 15 inch864-863Down Elev: 851.50 ftUp Elev: 851.86 ftLength: 145.00 ftSlope: 0.002 ft/ftDia: 15 inch865-864Down Elev: 851.86 ftUp Elev: 852.44 ftLength: 193.00 ftSlope: 0.003 ft/ftDia: 12 inch866-865Down Elev: 850.84 ftUp Elev: 850.97 ftLength: 28.00 ftSlope: 0.005 ft/ftDia: 15 inchEX851-EX850Down Elev: 851.06 ftUp Elev: 851.41 ftLength: 129.00 ftSlope: 0.003 ft/ftDia: 15 inch852-EX851865863852EX850 EX8518668641/16/2019 40 of 52 10/15/20 Scenario: Base Structure Input Report Title: The Hamlet at Jackson's Grant, Section 2 s:\60160\drainage\stormcad\60160 hamlet s2.stm 01/14/19 05:10:30 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Christian C. Esposito StormCAD v5.6 [05.06.012.00] Page 1 of 1 Label Area (acres) Inlet C Time of Concentration (min) Local Rational Flow (cfs) Local Intensity (in/hr) Additional Flow (cfs) Total System Flow (cfs) Known Flow (cfs) EX851 0.16 0.44 12.90 0.34 4.83 0.00 3.06 0.00 852 0.86 0.69 14.10 2.79 4.67 0.00 2.79 0.00 865 0.36 0.73 13.40 1.26 4.76 0.00 3.07 0.00 866 0.59 0.67 13.30 1.90 4.78 0.00 1.90 0.00 1/16/2019 41 of 52 10/15/20 Scenario: Base Pipe Input Report Title: The Hamlet at Jackson's Grant, Section 2 s:\60160\drainage\stormcad\60160 hamlet s2.stm 01/14/19 05:10:46 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Christian C. Esposito StormCAD v5.6 [05.06.012.00] Page 1 of 1 Label Section Size Section Shape Constructed Slope (ft/ft) Length (ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) Velocity In (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) 852-EX851 15 inch Circular 0.003 129.00 852 851.41 EX851 851.06 3.11 4.14 3.07 EX851-EX85 15 inch Circular 0.005 28.00 EX851 850.97 EX850 850.84 3.89 4.30 3.88 866-865 12 inch Circular 0.003 193.00 866 852.44 865 851.86 2.69 2.47 2.83 865-864 15 inch Circular 0.002 145.00 865 851.86 864 851.50 3.07 3.47 2.99 864-863 15 inch Circular 0.003 34.00 864 851.50 863 851.41 3.40 4.27 3.07 1/16/2019 42 of 52 10/15/20 Scenario: Base Pipe Output Report Title: The Hamlet at Jackson's Grant, Section 2 s:\60160\drainage\stormcad\60160 hamlet s2.stm 01/14/19 05:11:00 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Christian C. Esposito StormCAD v5.6 [05.06.012.00] Page 1 of 2 Label Section Size Length (ft) Mannings n Constructed Slope (ft/ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) Full Capacity (cfs) Excess Full Capacity (cfs) Design Capacity (cfs) Average Velocity (ft/s) Total System Flow (cfs) 852-EX851 15 inch 129.00 0.013 0.003 852 851.41 EX851 851.06 3.36 0.57 3.36 3.07 2.79 EX851-EX85 15 inch 28.00 0.013 0.005 EX851 850.97 EX850 850.84 4.40 1.34 4.40 3.88 3.06 866-865 12 inch 193.00 0.013 0.003 866 852.44 865 851.86 1.95 0.05 1.95 2.83 1.90 865-864 15 inch 145.00 0.013 0.002 865 851.86 864 851.50 3.22 0.15 3.22 2.99 3.07 864-863 15 inch 34.00 0.013 0.003 864 851.50 863 851.41 3.32 0.32 3.32 3.07 3.00 1/16/2019 43 of 52 10/15/20 Scenario: Base Pipe Output Report II Title: The Hamlet at Jackson's Grant, Section 2 s:\60160\drainage\stormcad\60160 hamlet s2.stm 01/14/19 05:11:12 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Christian C. Esposito StormCAD v5.6 [05.06.012.00] Page 1 of 1 Label Section Size Length (ft) Upstream Node Downstream Node Total System Flow (cfs) System Intensity (in/hr) Hydraulic Grade Line In (ft) Upstream Ground Elevation (ft) Hydraulic Grade Line Out (ft) Downstream Ground Elevation (ft) 852-EX851 15 inch 129.00 852 EX851 2.79 4.67 852.27 855.99 851.73 854.76 EX851-EX85 15 inch 28.00 EX851 EX850 3.06 4.58 851.73 854.76 851.54 0.00 866-865 12 inch 193.00 866 865 1.90 4.78 853.28 855.99 852.81 856.83 865-864 15 inch 145.00 865 864 3.07 4.63 852.81 856.83 852.35 857.22 864-863 15 inch 34.00 864 863 3.00 4.53 852.35 857.22 852.11 852.66 1/16/2019 44 of 52 10/15/20 Scenario: Base Local Rational Flow - 10 Year Title: The Hamlet at Jackson's Grant, Section 2 s:\60160\drainage\stormcad\60160 hamlet s2.stm 01/14/19 05:11:28 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Christian C. Esposito StormCAD v5.6 [05.06.012.00] Page 1 of 1 Label Inlet C Local Intensity (in/hr) Local Rational Flow (cfs) Inlet Area (acres) EX851 0.44 4.83 0.34 0.16 852 0.69 4.67 2.79 0.86 865 0.73 4.76 1.26 0.36 866 0.67 4.78 1.90 0.59 1/16/2019 45 of 52 10/15/20 Minimum Slope to Maintain 2.5 fpsManning's EquationPipe Size (in.)12 15 18 21 24 27 30 33 36 42 48Slope0.30% 0.22% 0.18% 0.14% 0.12% 0.10% 0.09% 0.08% 0.07% 0.06% 0.05%Pipe Size (in. x in.) 14 x 23 19 x 30 22 x 34 24 x 38 27 x 42 29 x 45 32 x 49 34 x 53 38 x 60 43 x 68 48 x 76R 0.367 0.49 0.546 0.613 0.686 0.736 0.812 0.875 0.969 1.106 1.229Slope 0.18% 0.12% 0.11% 0.09% 0.08% 0.07% 0.06% 0.06% 0.05% 0.04% 0.04%Pipe Size (in. x in.) 11 x 18 13 1/2 x 22 15 1/2 x 26 18 x 28 1/2 22 1/2 x 36 1/426 5/8 x 43 3/4 31 1/4 x 51 1/8 36 x 51 1/840 x 65 45 x 73 54 x 88R 0.25 0.3 0.36 0.45 0.56 0.68 0.8 0.9 1.01 1.13 1.35Slope 0.30% 0.24% 0.19% 0.14% 0.10% 0.08% 0.06% 0.05% 0.05% 0.04% 0.03%RCP Circular PipeRCP Eliptical PipeRCP Arch PipeV1.490.013 R23 S12 V1.490.013 R2 3 S1 2 V 1.490.013R2 3 S12 1/16/2019 46 of 52 10/15/20 Maximum Allowable Slope to Avoid Exceeding 10 fpsManning's EquationPipe Size (in.)12 15 18 21 24 27 30 33 36 42 48Slope4.83% 3.59% 2.81% 2.29% 1.92% 1.64% 1.42% 1.25% 1.12% 0.91% 0.76%Pipe Size (in. x in.) 14 x 23 19 x 30 22 x 34 24 x 38 27 x 42 29 x 45 32 x 49 34 x 53 38 x 60 43 x 68 48 x 76R 0.367 0.49 0.546 0.613 0.686 0.736 0.812 0.875 0.969 1.106 1.229Slope 2.90% 1.97% 1.71% 1.46% 1.26% 1.15% 1.00% 0.91% 0.79% 0.67% 0.58%Pipe Size (in. x in.) 11 x 18 13 1/2 x 22 15 1/2 x 26 18 x 28 1/2 22 1/2 x 36 1/426 5/8 x 43 3/4 31 1/4 x 51 1/8 36 x 51 1/840 x 65 45 x 73 54 x 88R 0.25 0.3 0.36 0.45 0.56 0.68 0.8 0.9 1.01 1.13 1.35Slope 4.83% 3.79% 2.97% 2.21% 1.65% 1.27% 1.03% 0.88% 0.75% 0.65% 0.51%RCP Circular PipeRCP Eliptical PipeRCP Arch PipeV1.490.013 R2 3 S1 2 V 1.490.013 R2 3 S12 V1.490.013 R23 S1 2 1/16/2019 47 of 52 10/15/20 INLET CAPACITY & GUTTER SPREAD CALCULATIONS 1/16/2019 48 of 52 10/15/20 Scenario: Base Local Rational Flow - 10 Year Title: The Hamlet at Jackson's Grant, Section 2 s:\60160\drainage\stormcad\60160 hamlet s2.stm 01/08/19 11:08:16 AM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Christian C. Esposito StormCAD v5.6 [05.06.012.00] Page 1 of 1 Label Inlet C Local Intensity (in/hr) Local Rational Flow (cfs) Inlet Area (acres) EX851 0.44 4.83 0.34 0.16 852 0.69 4.67 2.79 0.86 865 0.73 4.76 1.26 0.36 866 0.67 4.78 1.90 0.59 1/16/2019 49 of 52 10/15/20 Jackson's Grant, Section 5Job#60160REP-S5Castings are depressed: 0.10' Weir Equation:Inlet Capacity CalculationsOrifice Equation:Neenah Inlet Type: R-3501-RStreet Width: 18 ft (Clear Lane Width formulaPerimeter Area Perimeter Area subtracts 2 ft for curbing)50% Clogged 3.45 0.7 4.13 1.3 Min. Clear Lane Width: 7 ftDouble Inlet 4.6 1.4 5.5 2.6Inlet Rational FlowGratePerimeter Grate AreaDepth at Casting (Weir) Depth at Casting (Orifice) Cross-Sectional Slope Gutter Spread (Weir) Gutter Spread (Orifice) Clear LaneWidth (#) (cfs) (ft) (ft2) (ft) (ft) (%) (ft) (ft) (ft)865 1.26 3.45 0.7 0.24 0.14 4.71% 3.05 0.75 SingleInlet TypeR-3501-TL or TR 12.951/16/2019 50 of 52 10/15/20 Jackson's Grant, Section 5Job#60160REP-S5Castings are depressed: 0.10'Gutter Spread Calculations18 ft7 ftNote: Shaded cells indicate the maximum gutter spread per pair of inletsInlet Rational Flow % of FlowDivided RationalFlow Longitudinal SlopeCross-SectionalSlopeDepth at Casting Gutter Spread Clear Lane Width(#) (cfs) (%) (cfs) (%) (%) (ft) (ft) (ft)Left 50% 0.63 1.00% 2.00% 0.013 0.11 5.61Right 50% 0.63 1.00% 2.00% 0.013 0.11 5.611.2610.39Flow Direction Manning;s CoefficientStreet Width: Minimum Clear Lane Width: 865 1/16/2019 51 of 52 10/15/20 Inlet Capacity Calculations The Hamlet at Jackson's Grant, Section 2 Job # 60160HAM-S2 Performed By: CCE Weir Equation: Q = 3.0P(d w)1.5 Orifice Equation: Q = 4.89A(d o)0.5 Neenah Inlet Type: Perimeter Area For yard inlets located in rear yards 50% Clogged 3.00 1.00 Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) (#) (cfs) (ft) (ft2) (ft) (ft) 852 2.79 3.00 1.00 0.46 0.33 866 1.9 3.00 1.00 0.35 0.15 Ponding depth at casting can be no greater than 9 inches or 0.75 feet R-4342 1/16/2019 52 of 52 10/15/20