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NCB230257 - SIA 4130 Parklake Avenue, Suite 200, Raleigh, NC 27612 NCBELS # P-1132 | P: 919-578-9000 | F: 919-703-2665 www.bohlerengineering.com 2024 STORMWATER MANAGEMENT REPORT MARKET ST – STORAGE 8130 Market St. Wilmington, NC 28411 New Hanover County Bohler Project #: NCB230257 2nd Submittal April 22, 2024 PAGE | 1 _______________________________________ Will Swaringen, PE TABLE OF CONTENTS 1. STORMWATER ANALYSIS .....................................................................................................1 1.1 General Project Narrative ........................................................................................................ 1 1.2 Existing Conditions ................................................................................................................... 1 1.3 Proposed Conditions ................................................................................................................ 2 1.4 Water Quality Calculations ...................................................................................................... 2 APPENDIX A | WATER QUALITY ANALYSIS APPENDIX B | PRE-DEVELOPMENT RATE ANALYSIS APPENDIX C | POST-DEVELOPMENT RATE ANALYSIS APPENDIX D | DA MAPS APPENDIX E | SUPPORTING DOCS APPENDIX F | WETLANDS REPORT APPENDIX G | E&SC / SWALE & INLET CALULATIONS PAGE | 1 1. STORMWATER ANALYSIS 1.1 General Project Narrative The subject site is located on an undeveloped parcel along the south side of Market St (US Hwy. 17). The parcel address is 8130 Market St.,Wilmington, NC and the parcel number is R03600- 005-007-000. The adjoining lots to the east and west of the lot are zoned Industrial B-2 with an ABC store a and boat storage uses. The proposed project will develop the site into an storage lot and building facility with associated parking, access drive, lighting, utilities, landscaping, and stormwater facilities. The proposed disturbed acreage for the project is approximately 3.21 Acres. Along with New Hanover County Stormwater approval we will also be applying for a state stormwater permit. 1.2 Existing Conditions The subject site is currently an abandoned boat storage building with gravel drive aisle. The entire site is composed of a combination of grass and wooded areas. The site is comprised of slopes ranging from 1.5% to 25% sloping from Market St. down towards the rear of the site. Therefore the site consists of one drainage area which discharges runoff to the south east / rear of the lot (The drainage Area Maps are provided under Appendix D of this report. The surface runoff from the site enters into a storm ditch located at the rear of the site. The stormwater runoff is eventually discharged into Pages Creek which has a hydrological class of 2. Figure 1: Existing Conditions Aerial View PAGE | 2 1.3 Proposed Conditions As described above, the subject site will be developed into an Storage lot and building facility with various site improvements including, access drives, parking, lighting, utilities, landscaping and stormwater facilities. The entire project drainage area being analyzed is appoximately 2.93 acres with 1.85 acres being impervious area. A wet pond stormwater detention system is proposed as part of the project to meet the required peak flow rate requirements and Total Suspended Solids removal for the 1, 10 & 25 year storm events using HydorCAD as well as our design spreadsheets which are included in the report. TABLE 1.3-A: ROUTING CALCULATIONS DRAINAGE AREA ROUTING CALCULATION Year Storm Pre-Development Flow (CFS) Post Development Flow (CFS) 1 0.69 0.37 10 6.10 5.71 25 10.01 9.71 100 18.46 19.83 1.4 Water Quality Calculations The NCDEQ requires costal counties to treat the first 1.5” of rainfall to remove TSS. To meet this requirement we are proposing a wet pond per NCDEQ BMP Manual. See Appendix A below. APPENDIX A | WATER QUALITY ANALYSIS Project Information Project: Location: Project Number: Date:Feb-28-2024 Designed:DW Checked:WES Site Information Sub Area Location: Drainage Area (DA) =140,610 sf Impervious Area (IA) =82,265 sf Percent Impervious (I) = 58.5 % Elevations Top of Bank Elevation =34.00 ft Emergency Elevation =33.50 ft Temporary Pool Elevation =31.50 ft Permanent Pool Elevation =30.50 ft Bottom of Pond Elevation =24.00 ft Sediment Cleanout, Bottom Elevation =23.50 ft Basin Areas/Volumes Area of Permanent Pool =10,414 sf A perm_pool (includes main pond and forebays)(Elev = 30.50 ) Area of Bottom of Shelf =9,203 sf A bot_shelf (only includes main pond)(Elev = 30.00 ) Area of Main Pool 6,771 sf A main_pond (only includes main pond)(Elev = 30.50 ) Volume, main pool =35,717 cf V main_pool (from HydroCAD) Volume, forebay (sum of forebays) =6,751 cf V forebay (from HydroCAD) Volume, permanent pool = 42,468 cf V perm_pool (Vforebay+Vmain_pool) Forebay % of permanent pool volume = 18.9 % OK Average Depth Depth over shelf 0.5 ft Perimeter main pool 396 ftPerimeter of main pool at bottom of shelf Width submerged part of shelf 3.0 ft Volume, shelf = 297 cf Average Depth = 3.85 ft (V main pool - V shelf)/ A bottom of shelf Use Average Depth of =3.00 ft Required Surface Area SA/DA =4.35 (85% TSS Removal via Pond) Min Req'd Surface Area = 6,117 sf (at Permanent Pool) Required Storage Volume - Using Simple Method Design Storm =1.5 inch Determine Rv Value = 0.58 in/in Storage Volume Required = 10,134 cf (above Permanent Pool) Side Slopes of Pond =3 : 1 Is Permenant Pool Surface Area Sufficient (yes/no)?Yes ( 6771 > 6117 ) sf Wet Detention Basin Design Wet Detention Basin 1 0.05 + 0.009 (I) = (Project Does Not Drain to SA Waters) Market St - Storage New Hanover County, NC NCB230257 See Wet Basin Supplement V shelf = 0.5 * Depth over shelf * Perimeter main pool * Width submerged part of shelf 1.5 inch Volume Elevation Required Temporary Pool Volume = 10,134 cu ft Elev (fmsl) Volume (cf) Permanent Pool Elevation = 30.50 - Frustrum* Bottom Elevation = 31.00 10,414 Temporary Pool = 31.45 11,553 Frustrum* Top Elevation = 31.50 11,680 Temporary Pool Volume = 11,553 cu ft *Frustrum bounds in which Temporary Pool will ultimately reside Orifice Sizing - Wet Detention Q2 Days = 0.0669 cfs (Flowrate required for a 2 day drawdown) Q5 Days = 0.0267 cfs (Flowrate required for a 5 day drawdown) Orifice Size =1 1/2 in (Diameter) Driving Head (Ho) = 0.29 ft Q Orifice =0.032 cfs Drawdown Time = 4.2 days less than 5 days (yes/no) ? Yes greater than 2 days (yes/no) ? Yes Anti-Flotation Device Outside Length =5.00 ft Outside Width =5.00 ft Inside Length =4.00 ft Inside Width =4.00 ft Bottom Thickness =1.75 ft Top of Riser =32.60 ft Invert of Riser =29.31 ft Area = 25.0 sf Volume = 126 cf (Water Displaced - Top of Riser to Bottom of Riser) Weight = 7,862 lbs (Weight Water Displaced) Factor of Safety =1.25 WT Req'd of Anti-Flotation Device = 9,828 lbs Volume of Concrete Req'd = 112.2 cf (Unit WT of Concrete = 150 pcf) Submerged Concrete Unit Weight 87.6 pcf Depth Provided = 1.75 ft Volume Provided = 117.1 cf WT of Anti-Flotation Device Provided = 10,259 lbs OK Wet Detention Basin Design APPENDIX B |PRE-DEVELOPMENT RATE ANALYSIS 1S Pre DA Routing Diagram for NCB230257 - Pond Calcs Prepared by Bohler Engineers, Printed 4/22/2024 HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 2HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1yr Type III 24-hr Default 24.00 1 3.86 2 2 10yr Type III 24-hr Default 24.00 1 7.28 2 3 25yr Type III 24-hr Default 24.00 1 9.13 2 4 100yr Type III 24-hr Default 24.00 1 12.71 2 NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 3HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (sq-ft) CN Description (subcatchment-numbers) 125,824 49 50-75% Grass cover, Fair, HSG A (1S) 14,786 98 Paved parking, HSG A (1S) 140,610 54 TOTAL AREA NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 4HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (sq-ft) Soil Group Subcatchment Numbers 140,610 HSG A 1S 0 HSG B 0 HSG C 0 HSG D 0 Other 140,610 TOTAL AREA NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 5HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 125,824 0 0 0 0 125,824 50-75% Grass cover, Fair 14,786 0 0 0 0 14,786 Paved parking 140,610 0 0 0 0 140,610 TOTAL AREA Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 6HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=140,610 sf 10.52% Impervious Runoff Depth=0.44"Subcatchment 1S: Pre DA Flow Length=1,240' Tc=13.4 min CN=54 Runoff=0.69 cfs 5,104 cf Total Runoff Area = 140,610 sf Runoff Volume = 5,104 cf Average Runoff Depth = 0.44" 89.48% Pervious = 125,824 sf 10.52% Impervious = 14,786 sf Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 7HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre DA Runoff = 0.69 cfs @ 12.35 hrs, Volume= 5,104 cf, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 1yr Rainfall=3.86" Area (sf) CN Description 14,786 98 Paved parking, HSG A 125,824 49 50-75% Grass cover, Fair, HSG A 140,610 54 Weighted Average 125,824 89.48% Pervious Area 14,786 10.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.0564 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 4.69" 6.5 930 0.0217 2.37 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 210 0.0030 2.24 13.44 Channel Flow, Area= 6.0 sf Perim= 8.0' r= 0.75' n= 0.030 Stream, clean & straight 13.4 1,240 Total Subcatchment 1S: Pre DA Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 1yr Rainfall=3.86" Runoff Area=140,610 sf Runoff Volume=5,104 cf Runoff Depth=0.44" Flow Length=1,240' Tc=13.4 min CN=54 0.69 cfs Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 8HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=140,610 sf 10.52% Impervious Runoff Depth=2.21"Subcatchment 1S: Pre DA Flow Length=1,240' Tc=13.4 min CN=54 Runoff=6.10 cfs 25,850 cf Total Runoff Area = 140,610 sf Runoff Volume = 25,850 cf Average Runoff Depth = 2.21" 89.48% Pervious = 125,824 sf 10.52% Impervious = 14,786 sf Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 9HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre DA Runoff = 6.10 cfs @ 12.20 hrs, Volume= 25,850 cf, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 10yr Rainfall=7.28" Area (sf) CN Description 14,786 98 Paved parking, HSG A 125,824 49 50-75% Grass cover, Fair, HSG A 140,610 54 Weighted Average 125,824 89.48% Pervious Area 14,786 10.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.0564 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 4.69" 6.5 930 0.0217 2.37 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 210 0.0030 2.24 13.44 Channel Flow, Area= 6.0 sf Perim= 8.0' r= 0.75' n= 0.030 Stream, clean & straight 13.4 1,240 Total Subcatchment 1S: Pre DA Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 10yr Rainfall=7.28" Runoff Area=140,610 sf Runoff Volume=25,850 cf Runoff Depth=2.21" Flow Length=1,240' Tc=13.4 min CN=54 6.10 cfs Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 10HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=140,610 sf 10.52% Impervious Runoff Depth=3.46"Subcatchment 1S: Pre DA Flow Length=1,240' Tc=13.4 min CN=54 Runoff=10.01 cfs 40,528 cf Total Runoff Area = 140,610 sf Runoff Volume = 40,528 cf Average Runoff Depth = 3.46" 89.48% Pervious = 125,824 sf 10.52% Impervious = 14,786 sf Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 11HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre DA Runoff = 10.01 cfs @ 12.19 hrs, Volume= 40,528 cf, Depth= 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 25yr Rainfall=9.13" Area (sf) CN Description 14,786 98 Paved parking, HSG A 125,824 49 50-75% Grass cover, Fair, HSG A 140,610 54 Weighted Average 125,824 89.48% Pervious Area 14,786 10.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.0564 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 4.69" 6.5 930 0.0217 2.37 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 210 0.0030 2.24 13.44 Channel Flow, Area= 6.0 sf Perim= 8.0' r= 0.75' n= 0.030 Stream, clean & straight 13.4 1,240 Total Subcatchment 1S: Pre DA Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25yr Rainfall=9.13" Runoff Area=140,610 sf Runoff Volume=40,528 cf Runoff Depth=3.46" Flow Length=1,240' Tc=13.4 min CN=54 10.01 cfs Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 12HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=140,610 sf 10.52% Impervious Runoff Depth=6.20"Subcatchment 1S: Pre DA Flow Length=1,240' Tc=13.4 min CN=54 Runoff=18.46 cfs 72,699 cf Total Runoff Area = 140,610 sf Runoff Volume = 72,699 cf Average Runoff Depth = 6.20" 89.48% Pervious = 125,824 sf 10.52% Impervious = 14,786 sf Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/22/2024Prepared by Bohler Engineers Page 13HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre DA [47] Hint: Peak is 137% of capacity of segment #3 Runoff = 18.46 cfs @ 12.19 hrs, Volume= 72,699 cf, Depth= 6.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 100yr Rainfall=12.71" Area (sf) CN Description 14,786 98 Paved parking, HSG A 125,824 49 50-75% Grass cover, Fair, HSG A 140,610 54 Weighted Average 125,824 89.48% Pervious Area 14,786 10.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.0564 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 4.69" 6.5 930 0.0217 2.37 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.6 210 0.0030 2.24 13.44 Channel Flow, Area= 6.0 sf Perim= 8.0' r= 0.75' n= 0.030 Stream, clean & straight 13.4 1,240 Total Subcatchment 1S: Pre DA Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100yr Rainfall=12.71" Runoff Area=140,610 sf Runoff Volume=72,699 cf Runoff Depth=6.20" Flow Length=1,240' Tc=13.4 min CN=54 18.46 cfs APPENDIX C |POST-DEVELOPMENT RATE ANALYSIS 2S Post - Offsite 3S Post Pond 4P Wet Pond 6P Mainpool 7P Forebay 5L Total Post Routing Diagram for NCB230257 - Pond Calcs Prepared by Bohler Engineers, Printed 4/26/2024 HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 2HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1yr Type III 24-hr Default 24.00 1 3.86 2 2 10yr Type III 24-hr Default 24.00 1 7.28 2 3 25yr Type III 24-hr Default 24.00 1 9.13 2 4 100yr Type III 24-hr Default 24.00 1 12.71 2 NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 3HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (sq-ft) CN Description (subcatchment-numbers) 59,390 39 >75% Grass cover, Good, HSG A (2S, 3S) 80,685 98 Paved parking, HSG A (3S) 140,075 73 TOTAL AREA NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 4HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (sq-ft) Soil Group Subcatchment Numbers 140,075 HSG A 2S, 3S 0 HSG B 0 HSG C 0 HSG D 0 Other 140,075 TOTAL AREA NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 5HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 59,390 0 0 0 0 59,390 >75% Grass cover, Good 80,685 0 0 0 0 80,685 Paved parking 140,075 0 0 0 0 140,075 TOTAL AREA NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 6HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 4P 30.50 29.30 42.0 0.0286 0.011 0.0 18.0 0.0 Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 7HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=30,908 sf 0.00% Impervious Runoff Depth=0.03"Subcatchment 2S: Post - Offsite Tc=5.0 min CN=39 Runoff=0.00 cfs 84 cf Runoff Area=109,167 sf 73.91% Impervious Runoff Depth=2.17"Subcatchment 3S: Post Pond Tc=5.0 min CN=83 Runoff=6.60 cfs 19,697 cf Peak Elev=31.57' Storage=12,396 cf Inflow=6.60 cfs 19,697 cfPond 4P: Wet Pond Outflow=0.37 cfs 19,435 cf Peak Elev=0.00' Storage=0 cfPond 6P: Mainpool Peak Elev=0.00' Storage=0 cfPond 7P: Forebay Inflow=0.37 cfs 19,519 cfLink 5L: Total Post Primary=0.37 cfs 19,519 cf Total Runoff Area = 140,075 sf Runoff Volume = 19,781 cf Average Runoff Depth = 1.69" 42.40% Pervious = 59,390 sf 57.60% Impervious = 80,685 sf Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 8HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post - Offsite Runoff = 0.00 cfs @ 16.85 hrs, Volume= 84 cf, Depth= 0.03" Routed to Link 5L : Total Post Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 1yr Rainfall=3.86" Area (sf) CN Description 30,908 39 >75% Grass cover, Good, HSG A 30,908 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Post - Offsite Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 1yr Rainfall=3.86" Runoff Area=30,908 sf Runoff Volume=84 cf Runoff Depth=0.03" Tc=5.0 min CN=39 0.00 cfs Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 9HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Pond Runoff = 6.60 cfs @ 12.07 hrs, Volume= 19,697 cf, Depth= 2.17" Routed to Pond 4P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 1yr Rainfall=3.86" Area (sf) CN Description 80,685 98 Paved parking, HSG A 28,482 39 >75% Grass cover, Good, HSG A 109,167 83 Weighted Average 28,482 26.09% Pervious Area 80,685 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 1yr Rainfall=3.86" Runoff Area=109,167 sf Runoff Volume=19,697 cf Runoff Depth=2.17" Tc=5.0 min CN=83 6.60 cfs Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 10HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Wet Pond Inflow Area = 109,167 sf, 73.91% Impervious, Inflow Depth = 2.17" for 1yr event Inflow = 6.60 cfs @ 12.07 hrs, Volume= 19,697 cf Outflow = 0.37 cfs @ 14.30 hrs, Volume= 19,435 cf, Atten= 94%, Lag= 133.5 min Primary = 0.37 cfs @ 14.30 hrs, Volume= 19,435 cf Routed to Link 5L : Total Post Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 31.57' @ 14.30 hrs Surf.Area= 12,466 sf Storage= 12,396 cf Plug-Flow detention time= 1,143.8 min calculated for 19,435 cf (99% of inflow) Center-of-Mass det. time= 1,135.8 min ( 1,959.3 - 823.5 ) Volume Invert Avail.Storage Storage Description #1 30.50' 46,774 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 30.50 10,414 0 0 31.00 11,680 5,524 5,524 34.00 15,820 41,250 46,774 Device Routing Invert Outlet Devices #1 Primary 30.50'18.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 30.50' / 29.30' S= 0.0286 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 30.50'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 31.45'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 32.00'20.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 32.85'16.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #6 Primary 32.85'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.37 cfs @ 14.30 hrs HW=31.57' (Free Discharge) 1=Culvert (Passes 0.37 cfs of 5.93 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.10 cfs @ 4.78 fps) 3=Orifice/Grate (Orifice Controls 0.26 cfs @ 1.11 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 11HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Pond 4P: Wet Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=109,167 sf Peak Elev=31.57' Storage=12,396 cf 6.60 cfs 0.37 cfs Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 12HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Mainpool [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 24.00' 35,717 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.00 2,935 0 0 25.00 3,498 3,217 3,217 26.00 4,093 3,796 7,012 27.00 4,719 4,406 11,418 28.00 5,374 5,047 16,465 29.00 6,058 5,716 22,181 30.00 6,771 6,415 28,595 31.00 7,473 7,122 35,717 Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 13HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Forebay [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 26.00' 6,751 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 26.00 272 0 0 30.00 2,432 5,408 5,408 30.50 2,940 1,343 6,751 Type III 24-hr 1yr Rainfall=3.86"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 14HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Link 5L: Total Post Inflow Area = 140,075 sf, 57.60% Impervious, Inflow Depth > 1.67" for 1yr event Inflow = 0.37 cfs @ 14.33 hrs, Volume= 19,519 cf Primary = 0.37 cfs @ 14.33 hrs, Volume= 19,519 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 5L: Total Post Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=140,075 sf 0.37 cfs 0.37 cfs Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 15HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=30,908 sf 0.00% Impervious Runoff Depth=0.87"Subcatchment 2S: Post - Offsite Tc=5.0 min CN=39 Runoff=0.40 cfs 2,243 cf Runoff Area=109,167 sf 73.91% Impervious Runoff Depth=5.29"Subcatchment 3S: Post Pond Tc=5.0 min CN=83 Runoff=15.77 cfs 48,148 cf Peak Elev=32.25' Storage=21,209 cf Inflow=15.77 cfs 48,148 cfPond 4P: Wet Pond Outflow=5.41 cfs 47,878 cf Peak Elev=0.00' Storage=0 cfPond 6P: Mainpool Peak Elev=0.00' Storage=0 cfPond 7P: Forebay Inflow=5.71 cfs 50,122 cfLink 5L: Total Post Primary=5.71 cfs 50,122 cf Total Runoff Area = 140,075 sf Runoff Volume = 50,391 cf Average Runoff Depth = 4.32" 42.40% Pervious = 59,390 sf 57.60% Impervious = 80,685 sf Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 16HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post - Offsite Runoff = 0.40 cfs @ 12.12 hrs, Volume= 2,243 cf, Depth= 0.87" Routed to Link 5L : Total Post Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 10yr Rainfall=7.28" Area (sf) CN Description 30,908 39 >75% Grass cover, Good, HSG A 30,908 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Post - Offsite Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10yr Rainfall=7.28" Runoff Area=30,908 sf Runoff Volume=2,243 cf Runoff Depth=0.87" Tc=5.0 min CN=39 0.40 cfs Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 17HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Pond Runoff = 15.77 cfs @ 12.07 hrs, Volume= 48,148 cf, Depth= 5.29" Routed to Pond 4P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 10yr Rainfall=7.28" Area (sf) CN Description 80,685 98 Paved parking, HSG A 28,482 39 >75% Grass cover, Good, HSG A 109,167 83 Weighted Average 28,482 26.09% Pervious Area 80,685 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10yr Rainfall=7.28" Runoff Area=109,167 sf Runoff Volume=48,148 cf Runoff Depth=5.29" Tc=5.0 min CN=83 15.77 cfs Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 18HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Wet Pond Inflow Area = 109,167 sf, 73.91% Impervious, Inflow Depth = 5.29" for 10yr event Inflow = 15.77 cfs @ 12.07 hrs, Volume= 48,148 cf Outflow = 5.41 cfs @ 12.34 hrs, Volume= 47,878 cf, Atten= 66%, Lag= 16.1 min Primary = 5.41 cfs @ 12.34 hrs, Volume= 47,878 cf Routed to Link 5L : Total Post Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 32.25' @ 12.34 hrs Surf.Area= 13,406 sf Storage= 21,209 cf Plug-Flow detention time= 524.5 min calculated for 47,878 cf (99% of inflow) Center-of-Mass det. time= 520.9 min ( 1,319.0 - 798.1 ) Volume Invert Avail.Storage Storage Description #1 30.50' 46,774 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 30.50 10,414 0 0 31.00 11,680 5,524 5,524 34.00 15,820 41,250 46,774 Device Routing Invert Outlet Devices #1 Primary 30.50'18.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 30.50' / 29.30' S= 0.0286 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 30.50'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 31.45'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 32.00'20.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 32.85'16.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #6 Primary 32.85'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.41 cfs @ 12.34 hrs HW=32.25' (Free Discharge) 1=Culvert (Passes 5.41 cfs of 10.64 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.22 fps) 3=Orifice/Grate (Orifice Controls 4.60 cfs @ 2.87 fps) 4=Orifice/Grate (Orifice Controls 0.67 cfs @ 1.61 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 19HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Pond 4P: Wet Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=109,167 sf Peak Elev=32.25' Storage=21,209 cf 15.77 cfs 5.41 cfs Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 20HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Mainpool [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 24.00' 35,717 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.00 2,935 0 0 25.00 3,498 3,217 3,217 26.00 4,093 3,796 7,012 27.00 4,719 4,406 11,418 28.00 5,374 5,047 16,465 29.00 6,058 5,716 22,181 30.00 6,771 6,415 28,595 31.00 7,473 7,122 35,717 Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 21HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Forebay [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 26.00' 6,751 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 26.00 272 0 0 30.00 2,432 5,408 5,408 30.50 2,940 1,343 6,751 Type III 24-hr 10yr Rainfall=7.28"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 22HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Link 5L: Total Post Inflow Area = 140,075 sf, 57.60% Impervious, Inflow Depth > 4.29" for 10yr event Inflow = 5.71 cfs @ 12.33 hrs, Volume= 50,122 cf Primary = 5.71 cfs @ 12.33 hrs, Volume= 50,122 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 5L: Total Post Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=140,075 sf 5.71 cfs 5.71 cfs Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 23HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=30,908 sf 0.00% Impervious Runoff Depth=1.66"Subcatchment 2S: Post - Offsite Tc=5.0 min CN=39 Runoff=1.11 cfs 4,287 cf Runoff Area=109,167 sf 73.91% Impervious Runoff Depth=7.06"Subcatchment 3S: Post Pond Tc=5.0 min CN=83 Runoff=20.75 cfs 64,242 cf Peak Elev=32.56' Storage=25,472 cf Inflow=20.75 cfs 64,242 cfPond 4P: Wet Pond Outflow=9.00 cfs 63,971 cf Peak Elev=0.00' Storage=0 cfPond 6P: Mainpool Peak Elev=0.00' Storage=0 cfPond 7P: Forebay Inflow=9.71 cfs 68,258 cfLink 5L: Total Post Primary=9.71 cfs 68,258 cf Total Runoff Area = 140,075 sf Runoff Volume = 68,529 cf Average Runoff Depth = 5.87" 42.40% Pervious = 59,390 sf 57.60% Impervious = 80,685 sf Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 24HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post - Offsite Runoff = 1.11 cfs @ 12.09 hrs, Volume= 4,287 cf, Depth= 1.66" Routed to Link 5L : Total Post Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 25yr Rainfall=9.13" Area (sf) CN Description 30,908 39 >75% Grass cover, Good, HSG A 30,908 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Post - Offsite Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 1 0 Type III 24-hr 25yr Rainfall=9.13" Runoff Area=30,908 sf Runoff Volume=4,287 cf Runoff Depth=1.66" Tc=5.0 min CN=39 1.11 cfs Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 25HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Pond Runoff = 20.75 cfs @ 12.07 hrs, Volume= 64,242 cf, Depth= 7.06" Routed to Pond 4P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 25yr Rainfall=9.13" Area (sf) CN Description 80,685 98 Paved parking, HSG A 28,482 39 >75% Grass cover, Good, HSG A 109,167 83 Weighted Average 28,482 26.09% Pervious Area 80,685 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 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 III 24-hr 25yr Rainfall=9.13" Runoff Area=109,167 sf Runoff Volume=64,242 cf Runoff Depth=7.06" Tc=5.0 min CN=83 20.75 cfs Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 26HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Wet Pond Inflow Area = 109,167 sf, 73.91% Impervious, Inflow Depth = 7.06" for 25yr event Inflow = 20.75 cfs @ 12.07 hrs, Volume= 64,242 cf Outflow = 9.00 cfs @ 12.24 hrs, Volume= 63,971 cf, Atten= 57%, Lag= 10.3 min Primary = 9.00 cfs @ 12.24 hrs, Volume= 63,971 cf Routed to Link 5L : Total Post Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 32.56' @ 12.24 hrs Surf.Area= 13,838 sf Storage= 25,472 cf Plug-Flow detention time= 410.8 min calculated for 63,971 cf (100% of inflow) Center-of-Mass det. time= 408.0 min ( 1,198.2 - 790.1 ) Volume Invert Avail.Storage Storage Description #1 30.50' 46,774 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 30.50 10,414 0 0 31.00 11,680 5,524 5,524 34.00 15,820 41,250 46,774 Device Routing Invert Outlet Devices #1 Primary 30.50'18.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 30.50' / 29.30' S= 0.0286 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 30.50'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 31.45'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 32.00'20.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 32.85'16.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #6 Primary 32.85'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.00 cfs @ 12.24 hrs HW=32.56' (Free Discharge) 1=Culvert (Passes 9.00 cfs of 12.19 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.78 fps) 3=Orifice/Grate (Orifice Controls 6.59 cfs @ 3.95 fps) 4=Orifice/Grate (Orifice Controls 2.26 cfs @ 2.41 fps) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 27HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Pond 4P: Wet Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=109,167 sf Peak Elev=32.56' Storage=25,472 cf 20.75 cfs 9.00 cfs Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 28HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Mainpool [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 24.00' 35,717 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.00 2,935 0 0 25.00 3,498 3,217 3,217 26.00 4,093 3,796 7,012 27.00 4,719 4,406 11,418 28.00 5,374 5,047 16,465 29.00 6,058 5,716 22,181 30.00 6,771 6,415 28,595 31.00 7,473 7,122 35,717 Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 29HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Forebay [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 26.00' 6,751 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 26.00 272 0 0 30.00 2,432 5,408 5,408 30.50 2,940 1,343 6,751 Type III 24-hr 25yr Rainfall=9.13"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 30HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Link 5L: Total Post Inflow Area = 140,075 sf, 57.60% Impervious, Inflow Depth > 5.85" for 25yr event Inflow = 9.71 cfs @ 12.23 hrs, Volume= 68,258 cf Primary = 9.71 cfs @ 12.23 hrs, Volume= 68,258 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 5L: Total Post Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=140,075 sf 9.71 cfs 9.71 cfs Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 31HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=30,908 sf 0.00% Impervious Runoff Depth=3.64"Subcatchment 2S: Post - Offsite Tc=5.0 min CN=39 Runoff=2.89 cfs 9,375 cf Runoff Area=109,167 sf 73.91% Impervious Runoff Depth=10.54"Subcatchment 3S: Post Pond Tc=5.0 min CN=83 Runoff=30.31 cfs 95,926 cf Peak Elev=33.00' Storage=31,681 cf Inflow=30.31 cfs 95,926 cfPond 4P: Wet Pond Outflow=17.81 cfs 95,653 cf Peak Elev=0.00' Storage=0 cfPond 6P: Mainpool Peak Elev=0.00' Storage=0 cfPond 7P: Forebay Inflow=19.83 cfs 105,028 cfLink 5L: Total Post Primary=19.83 cfs 105,028 cf Total Runoff Area = 140,075 sf Runoff Volume = 105,302 cf Average Runoff Depth = 9.02" 42.40% Pervious = 59,390 sf 57.60% Impervious = 80,685 sf Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 32HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post - Offsite Runoff = 2.89 cfs @ 12.08 hrs, Volume= 9,375 cf, Depth= 3.64" Routed to Link 5L : Total Post Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 100yr Rainfall=12.71" Area (sf) CN Description 30,908 39 >75% Grass cover, Good, HSG A 30,908 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Post - Offsite Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100yr Rainfall=12.71" Runoff Area=30,908 sf Runoff Volume=9,375 cf Runoff Depth=3.64" Tc=5.0 min CN=39 2.89 cfs Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 33HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post Pond Runoff = 30.31 cfs @ 12.07 hrs, Volume= 95,926 cf, Depth=10.54" Routed to Pond 4P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type III 24-hr 100yr Rainfall=12.71" Area (sf) CN Description 80,685 98 Paved parking, HSG A 28,482 39 >75% Grass cover, Good, HSG A 109,167 83 Weighted Average 28,482 26.09% Pervious Area 80,685 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Post Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100yr Rainfall=12.71" Runoff Area=109,167 sf Runoff Volume=95,926 cf Runoff Depth=10.54" Tc=5.0 min CN=83 30.31 cfs Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 34HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 4P: Wet Pond Inflow Area = 109,167 sf, 73.91% Impervious, Inflow Depth = 10.54" for 100yr event Inflow = 30.31 cfs @ 12.07 hrs, Volume= 95,926 cf Outflow = 17.81 cfs @ 12.17 hrs, Volume= 95,653 cf, Atten= 41%, Lag= 5.9 min Primary = 17.81 cfs @ 12.17 hrs, Volume= 95,653 cf Routed to Link 5L : Total Post Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 33.00' @ 12.17 hrs Surf.Area= 14,444 sf Storage= 31,681 cf Plug-Flow detention time= 295.4 min calculated for 95,645 cf (100% of inflow) Center-of-Mass det. time= 294.0 min ( 1,073.4 - 779.4 ) Volume Invert Avail.Storage Storage Description #1 30.50' 46,774 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 30.50 10,414 0 0 31.00 11,680 5,524 5,524 34.00 15,820 41,250 46,774 Device Routing Invert Outlet Devices #1 Primary 30.50'18.0" Round Culvert L= 42.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 30.50' / 29.30' S= 0.0286 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 30.50'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 31.45'24.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 32.00'20.0" W x 10.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 32.85'16.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #6 Primary 32.85'25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=17.78 cfs @ 12.17 hrs HW=33.00' (Free Discharge) 1=Culvert (Inlet Controls 14.08 cfs @ 7.97 fps) 2=Orifice/Grate (Passes < 0.16 cfs potential flow) 3=Orifice/Grate (Passes < 8.50 cfs potential flow) 4=Orifice/Grate (Passes < 5.00 cfs potential flow) 5=Broad-Crested Rectangular Weir (Passes < 2.67 cfs potential flow) 6=Broad-Crested Rectangular Weir (Weir Controls 3.70 cfs @ 0.97 fps) Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 35HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Pond 4P: Wet Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=109,167 sf Peak Elev=33.00' Storage=31,681 cf 30.31 cfs 17.81 cfs Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 36HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 6P: Mainpool [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 24.00' 35,717 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.00 2,935 0 0 25.00 3,498 3,217 3,217 26.00 4,093 3,796 7,012 27.00 4,719 4,406 11,418 28.00 5,374 5,047 16,465 29.00 6,058 5,716 22,181 30.00 6,771 6,415 28,595 31.00 7,473 7,122 35,717 Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 37HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: Forebay [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 26.00' 6,751 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 26.00 272 0 0 30.00 2,432 5,408 5,408 30.50 2,940 1,343 6,751 Type III 24-hr 100yr Rainfall=12.71"NCB230257 - Pond Calcs Printed 4/26/2024Prepared by Bohler Engineers Page 38HydroCAD® 10.20-4a s/n 03478 © 2023 HydroCAD Software Solutions LLC Summary for Link 5L: Total Post Inflow Area = 140,075 sf, 57.60% Impervious, Inflow Depth = 9.00" for 100yr event Inflow = 19.83 cfs @ 12.16 hrs, Volume= 105,028 cf Primary = 19.83 cfs @ 12.16 hrs, Volume= 105,028 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 5L: Total Post Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=140,075 sf 19.83 cfs 19.83 cfs APPENDIX D |DA MAPS MARKET STREET - US HIGHWAY 17 N5 0 ° 2 8 ' 0 3 " W 6 7 1 . 4 5 N42°38'56"E 210.39 S5 0 ° 2 9 ' 1 0 " E 1 8 0 . 0 7 S5 0 ° 1 3 ' 5 1 " E 1 2 1 . 1 7 S5 0 ° 3 4 ' 3 2 " E 3 6 6 . 4 6 S41°37'28"W 210.47S41°34'01"W 99.97(TIE) LO D LO D LOD LOD LOD LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LODLODLODLO D LO D LO D LO D LO D LO D LO D LO D TIME OF CONCENTRATION: SHEET FLOW = 5.3 MIN SHALLOW CONCENTRATED FLOW = 6.5 MIN CHANNEL FLOW = 1.6 MIN TOTAL = 13.4 MIN PRE DEVELOPMENT DRAINAGE AREA: IMPERVIOUS AREA = 14,786 SF (0.34 AC), CN = 98 PERVIOUS AREA = 125,824 SF (2.89 AC), CN = 49, HSG A TOTAL AREA = 140,610 SF (3.23 AC) WEIGHTED CN = 54 1"=100' 0 1002550100 \\B O H L E R E N G . N E T \ S H A R E S \ N C - P R O J E C T S \ 2 0 2 3 \ N C B 2 3 0 2 5 7 . 0 0 \ L A N D D E V E L O P M E N T \ C A D \ D R A W I N G S \ E X H I B I T S \ N C B 2 3 0 2 5 7 - P R E - P O S T \ N C B 2 3 0 2 5 7 - P R E D A - - - - - > L A Y O U T : P R E D A PRE-DEVELOPMENT DRAINAGE AREA & IMPERVIOUS AREA MAP FOR 3180 MARKET ST WILMINGTON, NC. 28411 03/29//2024 | RKA | NCB230257 NCBELS P-1132 4130 PARKLAKE AVENUE, SUITE 200 RALEIGH, NC 27612 Phone:(919) 578-9000 NC@BohlerEng.com PRE-IMPERVIOUS AREA FOR LOT: 3180 MARKET ST TOTAL AREA 140,610 SF OR 3.23 AC PRE IMPERVIOUS AREA 14,786 SF OR .30 AC PERCENTAGE IMPERVIOUS 10% PAVEMENT LEGEND DELINEATES IMPERVIOUS AREA DELINEATES PERVIOUS AREA MARKET STREET - US HIGHWAY 17 PROP BUILDING 11,050 SF FFE = 40.75' BAY 1 BAY 2 BAY 4BAY 3 BAY 5 BAY 6 BAY 7 BAY 8 PROP 10' SCM MAINTENANCE & ACCESS EASMENT PROP. 10' X 70' SIGHT TRIANGLE. THERE SHALL BE NOOBSTRUCTIONS WITHIN THIS SIGHT DISTANCE CAT 3 0 8 CAT 3 0 8 CTL CAT 320 JLG 60 CAT 3 0 8 CAT 3 0 8 CTL CTL CTL CTLCTLCTLCTL CTL CTL CTL CTL CTLCTLCTLCTL CTL CTL CTL CTL JLG 60 JLG 6 0 JLG 60 JLG 60 JLG 60 JLG 60 JLG 6 0 JLG 60 JLG 60 CAT 320 CAT 320CAT 320 45 41 40 39 38 37 36 35 323334 272829 3029 3334 313233 POST DEVELOPMENT DRAINAGE AREA (TO POND): IMPERVIOUS AREA = 80,685 SF (2.50 AC), CN = 98 PERVIOUS AREA = 28,482 SF (0.72 AC), CN = 39, HSG A TOTAL AREA = 109,167 SF (3.23 AC) WEIGHTED CN = 83 POST DEVELOPMENT DRAINAGE AREA (OFFSITE): PERVIOUS AREA = 31,443 SF (0.45 AC), CN = 39, HSG A TOTAL AREA = 31,443 SF (0.45 AC) WEIGHTED CN = 39 TIME OF CONCENTRATION: SHEET FLOW = 5 MIN TIME OF CONCENTRATION: SHEET FLOW = 5 MIN 1"=100' 0 1002550100 \\B O H L E R E N G . N E T \ S H A R E S \ N C - P R O J E C T S \ 2 0 2 3 \ N C B 2 3 0 2 5 7 . 0 0 \ L A N D D E V E L O P M E N T \ C A D \ D R A W I N G S \ E X H I B I T S \ N C B 2 3 0 2 5 7 - P R E - P O S T \ N C B 2 3 0 2 5 7 - P O S T D A - - - - - > L A Y O U T : P O S T D A POST-DEVELOPMENT DRAINAGE AREA & IMPERVIOUS AREA MAP FOR: 3180 MARKET ST WILMINGTON, NC. 28411 03/29//2024 | RKA | NCB230257 NCBELS P-1132 4130 PARKLAKE AVENUE, SUITE 200 RALEIGH, NC 27612 Phone:(919) 578-9000 NC@BohlerEng.com POST-IMPERVIOUS AREA FOR LOT: 3180 MARKET ST TOTAL AREA 140,610 SF OR 3.23 AC PRE IMPERVIOUS AREA 14,786 SF OR .30 AC INCREASE IN IMPERVIOUS AREA 80,685 SF OR 1.85 AC PERCENTAGE IMPERVIOUS 57% PAVEMENT LEGEND DELINEATES IMPERVIOUS AREA DELINEATES PERVIOUS AREA APPENDIX E |SUPPORTING DOCS Soil Map—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/22/2024 Page 1 of 3 37 9 8 4 3 0 37 9 8 4 6 0 37 9 8 4 9 0 37 9 8 5 2 0 37 9 8 5 5 0 37 9 8 5 8 0 37 9 8 6 1 0 37 9 8 4 3 0 37 9 8 4 6 0 37 9 8 4 9 0 37 9 8 5 2 0 37 9 8 5 5 0 37 9 8 5 8 0 37 9 8 6 1 0 242820 242850 242880 242910 242940 242970 243000 243030 243060 243090 243120 243150 242820 242850 242880 242910 242940 242970 243000 243030 243060 243090 243120 34° 17' 49'' N 77 ° 4 7 ' 3 9 ' ' W 34° 17' 49'' N 77 ° 4 7 ' 2 6 ' ' W 34° 17' 42'' N 77 ° 4 7 ' 3 9 ' ' W 34° 17' 42'' N 77 ° 4 7 ' 2 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,530 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: New Hanover County, North Carolina Survey Area Data: Version 25, Sep 13, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 8, 2022—Dec 1, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/22/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Le Leon sand 2.9 69.2% Ly Lynn Haven fine sand 1.3 30.8% Totals for Area of Interest 4.2 100.0% Soil Map—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/22/2024 Page 3 of 3 ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│―│―│ ―│ ―│―│―│―│―│ ―│―│ ―│ ―│―│―│ ―│ ―│―│ ―│―│ ―│ ―│―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│―│―│―│―│―│―│ ―│―│―│―│ ―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│―│―│ ―│ ―│―│―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│ ―│―│ ―│―│ ―│ 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m i th Cr S mith C r PrinceGeorgeCr Poplar GrovePlantationCem ShoulderBranch Cem Prospect Cem Kirkland OGDEN PORTERS NECK Smith Creek Bayshore Falcon PointWILMINGTON Figure EightIsland Scotts Hill Northchase KINGS GRANT Porters Neck MURRAYSVILLE 95 96 97 98 99 00 01 02 03 04 05 06 94 3807000mN 95 96 97 98 99 00 01 02 03 04 05 06 3794000mN 07 37 38 39 40 41 42 43 44 4536 246000mE 37 38 39 40 41 42 43 44 45 46236000mE 47 TD TD TC TC 34.2500° 34.3750° -77.8750°-77.7500°34.3750° 34.2500°-77.7500°-77.8750° QUADRANGLE LOCATION SCOTTS HILL QUADRANGLENORTH CAROLINA7.5-MINUTE SERIES SCOTTS HILL, NC 2019 Expressway Local Connector ROAD CLASSIFICATION Ramp 4WDSecondary Hwy Local Road Interstate Route State RouteUS RouteWX./H U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.18 CONTOUR INTERVAL 5 FEETNORTH AMERICAN VERTICAL DATUM OF 1988 SCALE 1:24 000 1000 500 0 METERS 1000 2000 21KILOMETERS00.51 1 0.5 0 MILES 1 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 FEET × Ø GN MN 1°35´ 28 MILS 9°34´ 170 MILS UTM GRID AND 2019 MAGNETIC NORTH DECLINATION AT CENTER OF SHEET 3800TD TC Grid Zone Designation 18S U.S. National Grid100,000 - m Square ID NORTHCAROLINA 1 Rocky Point 2 Mooretown3 Topsail4 Castle Hayne5 Hampstead6 Wilmington7 Wrightsville Beach ADJOINING QUADRANGLES 1 3 76 54 2 Imagery.....................................................NAIP, May 2016 - November 2016Roads......................................... U.S. Census Bureau, 2016Names............................................................................GNIS, 1980 - 2019Hydrography...............................National Hydrography Dataset, 1899 - 2018Contours............................................National Elevation Dataset, 2008Boundaries..............Multiple sources; see metadata file 2017 - 2018 Wetlands.................FWS National Wetlands Inventory 1982 - 2010 North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid:Universal Transverse Mercator, Zone 18S Produced by the United States Geological Survey This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands. *7 6 4 3 0 1 6 3 7 9 2 0 3 * NS N . 7 6 4 3 0 1 6 3 7 9 2 0 3 NG A R E F N O . U S G S X 2 4 K 4 0 3 0 9 Wetlands U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine April 22, 2024 0 0.055 0.110.0275 mi 0 0.085 0.170.0425 km 1:3,257 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.2961°, Longitude: -77.7934° Elevation: 40.28 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 6.25 (5.83-6.76) 7.43 (6.91-8.03) 8.69 (8.06-9.37) 9.67 (8.95-10.4) 10.9 (10.1-11.7) 11.9 (10.9-12.8) 12.8 (11.7-13.8) 13.8 (12.5-14.9) 15.0 (13.5-16.2) 16.1 (14.3-17.4) 10-min 4.99 (4.65-5.39) 5.95 (5.53-6.42) 6.96 (6.46-7.51) 7.73 (7.16-8.33) 8.70 (8.02-9.36) 9.44 (8.65-10.2) 10.2 (9.29-11.0) 10.9 (9.89-11.8) 11.9 (10.7-12.9) 12.6 (11.2-13.7) 15-min 4.16 (3.88-4.49) 4.98 (4.63-5.38) 5.87 (5.45-6.33) 6.52 (6.04-7.03) 7.35 (6.77-7.91) 7.97 (7.30-8.58) 8.58 (7.83-9.24) 9.18 (8.32-9.90) 9.98 (8.94-10.8) 10.6 (9.40-11.5) 30-min 2.85 (2.66-3.08) 3.44 (3.20-3.72) 4.17 (3.87-4.50) 4.72 (4.37-5.09) 5.44 (5.02-5.86) 6.00 (5.50-6.46) 6.57 (5.99-7.08) 7.15 (6.48-7.71) 7.94 (7.12-8.58) 8.57 (7.62-9.28) 60-min 1.78 (1.66-1.92) 2.16 (2.01-2.33) 2.67 (2.48-2.88) 3.08 (2.85-3.32) 3.62 (3.34-3.90) 4.07 (3.73-4.38) 4.53 (4.13-4.88) 5.01 (4.54-5.41) 5.69 (5.11-6.16) 6.25 (5.56-6.77) 2-hr 1.05 (0.970-1.15) 1.29 (1.18-1.40) 1.64 (1.51-1.79) 1.93 (1.77-2.10) 2.35 (2.14-2.56) 2.71 (2.46-2.95) 3.10 (2.80-3.38) 3.53 (3.16-3.84) 4.17 (3.69-4.54) 4.71 (4.15-5.16) 3-hr 0.749 (0.690-0.824) 0.913 (0.840-1.00) 1.17 (1.07-1.28) 1.39 (1.27-1.52) 1.71 (1.56-1.87) 2.00 (1.81-2.18) 2.31 (2.07-2.53) 2.67 (2.37-2.90) 3.20 (2.81-3.49) 3.67 (3.18-4.01) 6-hr 0.467 (0.429-0.514) 0.569 (0.524-0.627) 0.728 (0.668-0.802) 0.867 (0.792-0.953) 1.07 (0.975-1.18) 1.25 (1.13-1.38) 1.46 (1.31-1.60) 1.69 (1.49-1.85) 2.04 (1.78-2.23) 2.35 (2.03-2.57) 12-hr 0.272 (0.248-0.302) 0.331 (0.302-0.367) 0.427 (0.389-0.473) 0.511 (0.463-0.564) 0.637 (0.572-0.703) 0.750 (0.669-0.825) 0.877 (0.776-0.964) 1.02 (0.894-1.12) 1.24 (1.07-1.37) 1.44 (1.23-1.59) 24-hr 0.161 (0.146-0.179) 0.195 (0.178-0.218) 0.253 (0.229-0.282) 0.303 (0.274-0.337) 0.381 (0.341-0.423) 0.450 (0.399-0.499) 0.528 (0.463-0.587) 0.617 (0.534-0.687) 0.756 (0.640-0.846) 0.879 (0.730-0.988) 2-day 0.095 (0.087-0.106) 0.115 (0.105-0.128) 0.148 (0.135-0.164) 0.176 (0.160-0.196) 0.220 (0.197-0.244) 0.258 (0.230-0.287) 0.301 (0.265-0.335) 0.350 (0.304-0.392) 0.425 (0.361-0.478) 0.490 (0.409-0.556) 3-day 0.068 (0.062-0.075) 0.082 (0.075-0.091) 0.104 (0.095-0.116) 0.124 (0.112-0.137) 0.153 (0.138-0.170) 0.179 (0.159-0.198) 0.207 (0.183-0.231) 0.239 (0.208-0.267) 0.288 (0.246-0.324) 0.331 (0.278-0.375) 4-day 0.054 (0.049-0.060) 0.065 (0.060-0.072) 0.083 (0.075-0.092) 0.098 (0.089-0.108) 0.120 (0.108-0.133) 0.139 (0.124-0.154) 0.160 (0.142-0.178) 0.184 (0.161-0.205) 0.220 (0.189-0.247) 0.252 (0.213-0.285) 7-day 0.036 (0.033-0.039) 0.043 (0.040-0.047) 0.054 (0.050-0.059) 0.063 (0.058-0.069) 0.077 (0.070-0.084) 0.088 (0.080-0.096) 0.101 (0.090-0.110) 0.114 (0.101-0.126) 0.134 (0.117-0.149) 0.151 (0.130-0.169) 10-day 0.028 (0.026-0.031) 0.034 (0.031-0.037) 0.042 (0.039-0.046) 0.049 (0.045-0.053) 0.058 (0.053-0.064) 0.067 (0.061-0.073) 0.075 (0.068-0.083) 0.085 (0.076-0.093) 0.099 (0.087-0.110) 0.111 (0.096-0.124) 20-day 0.019 (0.018-0.020) 0.022 (0.021-0.024) 0.027 (0.025-0.030) 0.031 (0.029-0.034) 0.037 (0.034-0.040) 0.042 (0.038-0.045) 0.047 (0.043-0.051) 0.052 (0.047-0.057) 0.060 (0.053-0.066) 0.066 (0.058-0.073) 30-day 0.015 (0.014-0.016) 0.018 (0.017-0.020) 0.022 (0.021-0.023) 0.025 (0.023-0.027) 0.029 (0.027-0.031) 0.032 (0.030-0.035) 0.036 (0.033-0.038) 0.039 (0.036-0.042) 0.044 (0.040-0.048) 0.048 (0.043-0.052) 45-day 0.013 (0.012-0.014) 0.015 (0.014-0.016) 0.018 (0.017-0.019) 0.020 (0.019-0.022) 0.023 (0.022-0.025) 0.026 (0.024-0.028) 0.029 (0.026-0.031) 0.031 (0.029-0.033) 0.035 (0.032-0.038) 0.038 (0.034-0.041) 60-day 0.012 (0.011-0.012) 0.014 (0.013-0.014) 0.016 (0.015-0.017) 0.018 (0.017-0.019) 0.020 (0.019-0.021) 0.022 (0.021-0.024) 0.024 (0.022-0.026) 0.026 (0.024-0.028) 0.029 (0.026-0.031) 0.031 (0.028-0.033) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top Page 1 of 4Precipitation Frequency Data Server 10/18/2018https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2961&lon=-77.7934&data=intensity&un... PF graphical Back to Top Page 2 of 4Precipitation Frequency Data Server 10/18/2018https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2961&lon=-77.7934&data=intensity&un... Maps & aerials Small scale terrain Large scale terrain Large scale map + – 3km 2mi + – 100km 60mi + – 100km 60mi Page 3 of 4Precipitation Frequency Data Server 10/18/2018https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2961&lon=-77.7934&data=intensity&un... Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Page 4 of 4Precipitation Frequency Data Server 10/18/2018https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2961&lon=-77.7934&data=intensity&un... APPENDIX F |WETLANDS REPORT WETLAND DELINEATION 8130 MARKET STREET SITE 8130 MARKET STREET WILMINGTON, NORTH CAROLINA 28411 ECS PROJECT NO.49:22215 FOR: BOHLER ENGINEERING NC, PLLC FEBRUARY 8, 2024 February 8, 2024 Mr.Will Swaringen Bohler Engineering NC, PLLC 4130 Parklake Avenue Suite 200 Raleigh,North Carolina,27612 ECS Project No.49:22215 Reference: Waters of the U.S.Delineation Report,8130 Market Street Site,8130 Market Street,Wilmington,New Hanover County North Carolina Dear Mr.Swaringen: ECS Southeast, LLC (ECS)is pleased submit this report of the Waters of the U.S. (WOUS) services for the above-referenced site. ECS services were provided in general accordance with ECS Proposal No.49:41542P authorized on January 25, 2024 and generally meets the requirements of the 1987 U.S. Army Corps of Engineers (USACE) Wetlands Delineation Manual and the Regional Supplement to the Corps of Engineers Wetland Delineation Manual:Atlantic and Gulf Coastal Plain Region, Version 2.0 dated November 2010.Based on our field reconnaissance, potentially jurisdictional WOUS are not present onsite. If there are questions regarding this report, or a need for further information, please contact the undersigned. ECS Southeast, LLC Nicholas Nelson Michelle Measday, CFM, PWS Environmental Senior Project Manager Environmental Principal nnelson@ecslimited.com mmeasday@ecslimited.com 910-686-9114 919-861-9910 ECS Southeast, LLC 1.0 INTRODUCTION This report presents the findings of a wetland delineation conducted by ECS Southeast, LLC (ECS) for Bohler Engineering NC, PLLC at the 8130 Market Street Site located at 8130 Market Street, Wilmington, New Hanover County, North Carolina (34.296424,-77.792690).The site consists of an approximate 3.17 parcel.According to the New Hanover County Geographic Information System (GIS) website, the Parcel Identification Number (PIN) is:3260-40-7926.000 (3.17 acres).The site includes approximately 3.17 acres, as shown on the Site Location Map (Appendix I, Figure 1). The site currently consists of wooded area and gravel parking lot with a commercial building.The purpose of this study was to identify and delineate jurisdictional Waters of the U.S. (WOUS) within the project study area (PSA). 2.0 METHODOLOGY The findings of the WOUS delineation is based on ECS’ professional judgment and application of the technical criteria presented in the 1987 USACE Wetlands Delineation Manual and the Regional Supplement to the Corps of Engineers Wetland Delineation Manual:Atlantic and Gulf Coastal Plain Region, Version 2.0 dated November 2010. ECS completed the following tasks to identify and delineate potentially jurisdictional WOUS boundaries onsite: 2.1 Literature Review ECS reviewed supporting information from publicly-available databases to identify possible ecological effects the project may have on potential state- and/or federally-jurisdictional water resources. During the desktop review, ECS documented relevant, site-specific details (e.g., topographic characteristics, soil composition, recent precipitation, level of disturbance, plant community structure, etc.) and integrated the obtained information with the onsite delineation effort. 2.2 Methodology for Field Investigation Wetlands are defined by the United States Army Corps of Engineers (USACE) and the United States Environmental Protection Agency (EPA) as “those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and under normal circumstances, do support a prevalence of vegetation typically adapted for life in saturated soil conditions.” In order for an area to be classified as wetland, hydrophytic vegetation, hydric soils, and wetland hydrology indicators must be present described in the 1987 “Corps of Engineers Wetlands Delineation Manual” and the Appropriate Regional Supplement. Wetland boundaries were delineated using the routine onsite determination method described in the USACE Manual and Regional Supplement, in conjunction with the Atlantic and Gulf Coastal Plain 2020 Regional Wetland Plant List and the USDA Soil Survey. February 8, 2024 ECS Southeast, LLC ECS Project # 49:22215Page1 ECS performed onsite wetland delineations as described above. First, site hydrology was observed and the plant community within the data plot was characterized. The dominant plant species within each community were then identified, and it was determined whether or not hydrophytic (wetland) plants dominated the plant community. The USFWS has defined five wetland plant indicator categories including: •Obligate wetland (OBL) – has >99% probability of occurring in wetlands •Facultative wetland (FACW) – has 66% to 99% chance of occurring in wetlands •Facultative (FAC) – has 33% to 66% chance of occurring in wetlands •Facultative upland (FACU) – has 1 to 33% chance of occurring in wetlands •Upland (UPL) – has <1% chance of occurring in wetlands •No Indicator (NI) – no wetland indicator for the specified species, considered UPL Plants identified as OBL, FACW, or FAC are considered wetland plants (or hydrophytes) by USACE. In areas determined to have hydrophytic vegetation and potential wetland hydrology, an approximately 16-24 inch hand auger soil boring or shovel test pit was completed to determine if hydric soils were present. The soil boring was also inspected to determine if indicators of wetland hydrology (inundation, soil saturation, etc.) were present. Once an area is determined to be a wetland, further testing was performed to locate the wetland/ upland (non-wetland) boundary. A second soil data point was completed in the upland area to document non-wetland conditions. Wetland boundaries were marked with consecutively numbered surveyor’s ribbon flags. Data forms specified in the Regional Supplement were completed for each wetland and non-wetland soil data point location. The data forms recorded the vegetation, soils, and hydrology observations used in making the wetland determinations. 2.3 Methodology for Delineating Streams During the field investigation for wetlands, ECS identified streams onsite that could be considered jurisdictional by state and federal regulatory agencies. ECS used field indicators such as flow, substrate composition, presence/absence of defined bed and banks, origin of hydrologic source, presence/absence of vegetation in the stream channel, and composition and relative abundance of resident benthic macroinvertebrates to classify onsite streams into three stream types: ephemeral, intermittent, and perennial. RGL No. 05-05 provides guidance on identifying physical indicators of Ordinary High Water Mark (OHWM) as defined in 33 CFR Sections 328.3(e) and 329.11(a)(1) and discusses implementation of other appropriate means that consider the characteristics of the surrounding areas to establish the lateral limits of jurisdiction over tidal and non-tidal waters. Per RGL No. 05-05, “the lateral limits of jurisdiction over non-tidal water bodies extend to the [OHWM], in the absence of adjacent wetlands. When adjacent wetlands are present, CWA jurisdiction extends beyond the OHWM to the limits of the adjacent wetlands”. 3.0 FINDINGS February 8, 2024 ECS Southeast, LLC ECS Project # 49:22215Page2 3.1 Literature Review ECS professionals reviewed the U.S. Geological Survey (USGS) Topographic Map,U.S. Department of Agriculture Natural Resource Conservation Service (USDA-NRCS)Web Soil Survey, the Soil Data Access (SDA)Hydric Soils List, the Federal Emergency Management Agency (FEMA) Floodplain Mapping Service,U.S. Fish and Wildlife Service (USFWS) National Wetlands Inventory (NWI) Wetlands Mapper, and available aerial photographs to identify potentially jurisdictional Waters of the U.S. (i.e., streams, wetlands, natural ponds, lakes)and available watershed information. 3.1.1 Literature Review Summary The following is a summary of the available desktop information that was reviewed as part of this study: •According to the Scotts Hill (North Carolina) USGS Topographic Map Quadrangle dated 1997 (Appendix I, Figure 2) depicts no wetlands or streams within the PSA.The PSA ranges from approximately 35 to 45 feet above mean sea level (MSL). •According to the USDA-NRCS USDA-NRCS Web Soil Survey (Appendix I, Figure 3), the PSA consists of the following soil map units: Leon sand (Le) and Lynn haven fine sand (Ly).Both aforementioned soils are listed on the SDA Hydric Soils List for New Hanover County,North Carolina. •The USFWS NWI map (Appendix I, Figure 4)does not depict wetlands on the PSA. The site is located within the White Oak River Basin watershed and is identified as Hydrologic Unit Code (HUC) 03020302. •The FEMA Flood Insurance Rate Maps (FIRMs), Panels 3720326000K, dated August 28, 2018 (Appendix I, Figure 5) indicates the PSA is located in unshaded Zone X. These areas are determined to be outside the 0.2% Annual Chance Floodplain. •ECS reviewed the NOAA LiDAR Elevation Data of the site (Appendix I, Figure 6). The on-site elevations range from approximately 27 feet above MSL to approximately 52 feet above MSL. •ECS queried the USACE-developed Antecedent Precipitation Tool (APT) to gain an understanding of typical moisture conditions in the PSA vicinity. Pre- and post-investigation reports used to demonstrate typical versus atypical climatic conditions for the Project locale were, then, generated for a comparative analysis of current and historical moisture conditions. The analysis indicated the investigation was conducted during the Wet Season and conditions were Normal for the time of year (Appendix III). 3.2 Field Investigation Findings ECS personnel conducted the field investigation on 01/30/2024.The last precipitation event prior to the site reconnaissance was on 01/28/2024 and approximately 0.03 inches was recorded. No wetlands or streams were located within the PSA. February 8, 2024 ECS Southeast, LLC ECS Project # 49:22215Page3 3.2.1 Wetland Summary ECS did not identify wetland areas within the boundaries of the PSA during the site reconnaissance. 3.2.2 Stream Summary Streams were not identified within the boundaries of the PSA during the site reconnaissance. 4.0 REGULATORY DISCUSSION After review of the findings in this report and at the client’s request, ECS can coordinate with the USACE and the NCDWR to conduct a jurisdictional determination and field visit, if necessary. The timeline of this process is dependent on the availability of the regulatory agency. ECS recommends receipt of the formal jurisdictional determination letter from the necessary agencies prior to conducting any land-disturbance activities. The USACE can issue an individual permit or a general permit to authorize activities in WoUS. There are two types of general permits -nationwide permits and regional general permits. If any potential impacts are proposed, we can assist you with permitting options and support to complete the process. As part of the permitting process, we will conduct a preliminary review of state and federal agency records pertaining to Section 7 (Federal Endangered Species Act) and Section 106 (National Historic Preservation Act). If deemed necessary, we can assist you with targeted species surveys or cultural investigations to satisfy the requirements of the Nationwide Permit (NWP), Individual Permit (IP), or General Permit conditions. Section 404 of the Clean Water Act regulates the discharge of dredge and fill materials into waters of the United States (lakes, rivers, ponds, streams, etc.), including wetlands. Waters of the United States include territorial seas, navigable coastal and inland lakes, rivers, perennial streams, intermittent streams, and wetlands. The EPA and the U.S. Army Corps of Engineers jointly administer the Section 404 program. Section 401 of the Clean Water Act grants each state the authority to approve, condition, or deny any Federal permits that could result in a discharge to State waters. Mitigation and stormwater management plans will be a condition of permits issued for the Site.Buffers may be required adjacent to streams and water bodies. In North Carolina, compensatory mitigation will be required for all wetland losses that exceed 1/10 (0.1) acre and for stream bed losses of 2/100 (0.02) acre.Mechanisms for providing compensatory mitigation under Section 404 of the Clean Water Act include mitigation banks, in-lieu fee programs, and permittee-responsible mitigation. •Mitigation Banks: sites, or a suite of sites, where resources (e.g., wetlands, streams, riparian areas) are restored, established, enhanced, and/or preserved for the purpose of providing compensatory mitigation for impacts authorized under USACE permits. In general, a mitigation bank sells compensatory mitigation credits to permittees whose obligation to provide compensatory mitigation is then transferred to the mitigation bank sponsor. Means February 8, 2024 ECS Southeast, LLC ECS Project # 49:22215Page4 of establishing the required number of mitigation credits to purchase varies state to state and between regulatory districts, but may entail estimating linear feet and/or acreage of impact and completing state-specific calculation worksheets. •Permittee-responsible Mitigation: enables a developer to create their own mitigation project to offset ecosystem loss when there are no eligible mitigation banks in a specific area. •In-lieu Fee Program: a program involving the restoration, establishment, enhancement, and/ or preservation of aquatic resources through funds paid to a governmental or non-profit natural resources management entity to satisfy compensatory mitigation requirements. To qualify for a general permit,a project must comply with all general, regional or case-specific conditions imposed by the USACE. If all applicable conditions of the general permit cannot be met,the prospective permittee may require authorization under an individual permit (IP). The following list provides examples of activities that would require an IP authorization (Please note: this list is not comprehensive): 1)the proposed cumulative impact to WoUS (i.e., jurisdictional wetlands, streams, lakes, ponds, etc.)is greater than 0.5 acre; or 2)the proposed loss of stream bed is greater than 0.05 acre. IP authorizations generally take 4 to 18 months to obtain, due to conditions that may arise during the USACE review and public comment period and additional permit requirements, which entail detailed habitat analyses, alternative site analysis, project justification, impact avoidance and minimization plans, and a mitigation plan.A subsequent Environmental Impact Statement may be required by the USACE, pursuant to the findings of these analyses and scale of impact. 5.0 WATERSHED CLASSIFICATION/BUFFER REQUIREMENTS Surface waters in North Carolina are assigned a primary classification by the NC DWR. Surface Water Classifications are designations applied to surface water bodies, such as streams, rivers and lakes, which define the best uses to be protected within these waters. According to the NC DWR's Find Your HUC in North Carolina webmap and NC Surface Water Classifications website, the PSA occurs in the White Oak River Basin, within 8-digit Hydrologic Unit Code (HUC) 03020302 (White Oak)and 12-digit HUC 030203020502 (Masonboro Inlet-Mason Inlet). The nearest named receiving waterbody is the Pages Creek, which has NC DWR surface water designation of Class SA and HWQ (defined hereafter). •Class SA: Tidal salt waters that are used for shellfishing for marketing purposes and are also protected for all Class SC and Class SB uses. All SA waters are also HQW by supplemental classification. •HWQ: Supplemental classification intended to protect waters which are rated excellent based on biological and physical/chemical characteristics through monitoring or special studies, primary nursery areas designated by the Marine Fisheries Commission, and other functional nursery areas designated by the Marine Fisheries Commission. February 8, 2024 ECS Southeast, LLC ECS Project # 49:22215Page5 5.1 State Riparian Buffer Requirements The PSA occurs in the White Oak River Basin. According to the NC Riparian Buffer Areas webmap, no regulated riparian buffer areas have been established by the NC DWR for the White Oak River Watershed. 5.2 Local Buffer Requirements ECS reviewed the New Hanover County Code of Ordinances to determine if the county has vegetative buffer requirements for surface waters. According to the Ordinance, there are no additional riparian buffer requirements. However, ECS recommends consultation with a civil engineer for information pertaining to any local regulations pertaining to site-specific development requirements or mandatory vegetative buffers and/or regulated development (impervious surfaces) setbacks are required for the site. 6.0 CONCLUSIONS No potentially jurisdictional wetland areas or potentially jurisdictional streams were identified within the study area (Appendix I, Figure 7). The findings summarized in this report represent our best professional judgment concerning the presence of potential jurisdictional aquatic resources in the PSA at the time of the study. These findings are only to be considered preliminary and are for planning purposes only, as they have not yet been verified by the regulatory agencies and are, therefore, subject to change pending their review.ECS cannot guarantee that field conditions and/or WoUS boundaries will not change over time. Prior to conducting construction-related activities onsite, ECS recommends requesting an Upland Approved Jurisdictional Determination from the USACE for verification of these results to satisfy the requirements of Section 404 of The Clean Water Act (33 U.S.C. 1344).No earth-disturbing activities should be conducted within the PSA until a USACE Determination has been issued. February 8, 2024 ECS Southeast, LLC ECS Project # 49:22215Page6 Appendix I:Figures FIGURE 1 ECS Project No. Title: Client: Approved By:Date: Drawn By:KMH WBF Project: **PSA** COUNTY SITE LOCATIONMAP ³Project Study Area (~3.17 acres) Scale: 1 in = 5,280 ft 01/25/2024 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY 49: 22215 0 1 20.5 Miles FIGURE 2 ECS Project No. Title: Client: Approved By:Date: Drawn By: WBF Project: USGSTOPOGRAPHICMAP SCOTTS HILL, NCQUADRANGLEDATED: 1997 ³Project Study Area (~3.17 acres) Scale: 1 in = 1,000 ft 0 1,000 2,000500Feet Project Study Area KMH 01/25/2024 49:22215 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY Le Ly FIGURE 3 ECS Project No. Title: Client: Approved By:Date: Drawn By: WBF Project: USDA-NRCS WEB SOILS SURVEY ³Project Study Area (~3.17 acres) Soil Type Leon sand (Le) Lynn haven fine sand (Ly) Scale: 1 in = 500 ft 0 500 1,000250Feet Project Study Area 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY KMH 01/25/2024 49: 22215 PFO1/4Cd PFO1/4Cd PFO1/4Cd PUBHxPFO4/SS4Bd PFO1Cd PUBHx PUBHx PEM1Cd PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHx PUBHh PUBHx FIGURE 4 ECS Project No. Title: Client: Approved By:Date: Drawn By: WBF Project: ³Project Study Area (~3.17 acres) Wetland Type Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Scale: 1 in = 500 ft 0 500 1,000250Feet Project Study Area 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY KMH 01/25/2024 49: 22215 NATIONAL WETLANDSINVENTORY MAPPER FIGURE 5 ECS Project No. Title: Client: Approved By:Date: Drawn By: WBF Project: ³Project Study Area (~3.17 acres) FIRM Panels 1% Annual Chance Flood Hazard Regulatory Floodway Special Floodway Area of Undetermined Flood Hazard 0.2% Annual Chance Flood Hazard Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Risk Due to Levee Water Areas Scale: 1 in = 500 ft 0 500 1,000250Feet Project Study Area 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY KMH 01/25/2024 49: 22215 NATIONALFLOOD HAZARDZONE MAP FIGURE 6 ECS Project No. Title: Client: Approved By:Date: Drawn By: WBF Project: ³Legend Project Study Area (~3.17 acres) ContoursElevationValueHigh : 52.1574 Low : 27.4458 Scale: 1 in = 100 ft 0 100 20050Feet Project Study Area 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY KMH 01/25/2024 49: 22215 NOAA LIDARELEVATION DATA !. FIGURE 7 ECS Project No. Title: Client: Approved By:Date: Drawn By: WBF Project: ³Project Study Area (~3.17 acres) !.Upland Data Point Scale: 1 in = 100 ft 0 100 20050Feet Project Study Area 8130 MARKET STREET 8130 MARKET STREET,WILMINGTON,NORTH CAROLINA,NEW HANOVER COUNTY KMH 02/07/2024 49: 22215 POTENTIAL WATERSOF THE US MAP NOTES:1. NO WATERS OF THE US WEREOBSERVED BY ECS ON JANUARY30, 2024. 2. OUR FINDINGS HAVE NOT BEENVERIFIED BY THE USACE AND/ORNCDWR. OUR FINDINGS ARESUBJECT TO CHANGE BASED ONAGENCY VERIFICATION. 3. THIS MAP SHOULD BE USEDFOR PRELIMINARY PLANNINGPURPOSES. Appendix II:Photographic Log 1 -North side of PSA looking north 2 -North side of PSA looking west February 8, 2024 ECS Southeast, LLC ECS Project No. 49:22215 3 -Center of PSA 4 -South side of PSA looking north February 8, 2024 ECS Southeast, LLC ECS Project No. 49:22215 Appendix III:APT Jul 2023 Aug 2023 Sep 2023 Oct 2023 Nov 2023 Dec 2023 Jan 2024 Feb 2024 Mar 2024 Apr 2024 May 2024 Jun 2024 0 2 4 6 8 10 Ra i n f a l l ( I n c h e s ) 2024-01-30 2023-12-31 2023-12-01 Antecedent Precipitation vs Normal Range based on NOAA's Daily Global Historical Climatology Network Daily Total 30-Day Rolling Total 30-Year Normal Range 30 Days Ending 30th %ile (in)70th %ile (in)Observed (in)Wetness Condition Condition Value Month Weight Product 2024-01-30 2.130315 4.441732 1.645669 Dry 1 3 3 2023-12-31 2.505118 4.47874 8.169292 Wet 3 2 6 2023-12-01 2.504724 4.533858 4.149606 Normal 2 1 2 Result Normal Conditions - 11 Coordinates 34.296424, -77.792690 Observation Date 2024-01-30 Elevation (ft)41.274 Drought Index (PDSI)Not available Weather Station Name Coordinates Elevation (ft)Distance (mi)Elevation Weighted Days Normal Days Antecedent WILMINGTON INTL AP 34.2667, -77.9 22.966 6.461 18.308 3.026 11352 89 WRIGHTSBORO 2.9 ENE 34.3037, -77.8795 37.073 2.812 14.107 1.305 0 1 APPENDIX G |E&SC / SWALE & INLET CALULATIONS Project Information Project: Location: Project Number: Date: Designed:DW Checked:WES Site Information Sub Area Location: Disturbed Area =2.93 acres @ C=0.50 Drainage area must not exceed 100 acres Undisturbed Area =0.00 acres @ C=0.35 Using 1800 cf/ac of disturbed area Required Sediment Storage =5274 CF Design sediment cleanout volume and cleanout elevation Contour Contour Area Increment al Volume Accumulated Volume, S Stage, Z sq ft cu ft cu ft ft 29.00 8,359 0 0 0.00 30.00 9,577 8,968 8,968 1.00 2637 cu ft 29.00 30.00 0 cu ft 8,968 cu ft 29.29 ft Check pond surface area Rainfall Intensity for 10-yr storm =9.67 in/hr Q10 peak inflow to basin =14.17 cfs Surface Required Area =4,604 sq ft 3142.75 Surface Area Provided =9,577 sq ft OK Skimmer Sediment Basin Design Market St. Storage Wilmington, NC NCB23-257 Mar-21-2024 Skimmer Sediment Basin 1 Using 325 sf/cfs of Q10 Sediment Cleanout Volume = Temporary Pool Lower Elevation Bound = Temporary Pool Upper Elevation Bound = Temporary Pool Lower Volume Bound = Temporary Pool Upper Volume Bound = Cleanout Elevation = Check length to width ratio L = Length of flow path at principle spillway W = Width of flow path at principle spillway L=19 ft W=7.5 ft L/W Ratio=2.5 OK Determine size of skimmer 8,968 cu ft 2.0 Inch 3 days 0.92 Inch[es] *In NC assume 3 days to drain 1.8 Inch[es] Determine sizes for emergency spillway Required flow = Q10 14.17 cfs Principle spillway elevation = 30.0 ft Top of berm elevation = 32.0 ft Freeboard = 1.00 ft OK Depth =0.40 ft OK Length =19.0 ft Summary of important elevations Basin Side Slope (X:1) =3.0 Storage Depth =1.00 ft Storage Required =5,274 cu ft Storage Provided =8,968 cu ft Surface Area Required =4,604 cu ft Surface Area Provided =9,577 cu ft Bottom of Basin Elevation =29.00 ft Principle spillway elevation =30.00 ft Principle spillway Length =19.00 ft Skimmer main crest elevation =30.00 ft Skimmer size =2.00 in Skimmer orifice diameter =1.80 in Max. 10 year WSEL across spillway =30.40 ft Freeboard = 1.00 ft Top of berm elevation = 32.00 ft Basin Volume in Cubic Feet =Skimmer Size = Days to Drain* =Orifice Radius = Orifice Diameter = Market street, Wilmington, NC NCB230257 Channel Location:Diversion Channel #1 Estimate 10-yr Peak Runoff: 0.72 9.67 1.60 ac 11.14 cfs 0.00 cfs 11.14 cfs Channel Information: 1.5 ft/ft 2.0 0.018 ft/ft 1.50 ft Selected Channel Lining: Selected Channel Lining 6 Permissible Shear Stress {tp} (psf)3.00 Calculations: 3.0 ft 3.4 ft 2:1 side slopes 7.5 ft 6.75 sq ft 8.21 ft 0.82 ft 0.074 Calculated Flow Rate, Qcalc 16.01 cfs 2.37 fps 1.68 psf Q calc ≥ Q design?yes V calc £ V max?yes t calc £ t p?yes Channel Design Additional Flow Q10 Total, Qdesign Channel Bottom Width, b Drainage Area Calculated Shear Stress, tcalc Flow Depth, d Maximum Permissible Velocity {Vmax} (fps) e Side Slope Length, m Top Width, T 9-inch D50 (Class B) Wetted Perimeter, Pw Hydraulic Radius, Rh Mannings "n" Calculated Velocity, Vcalc Channel Area, A Intensity (in/hr) Rational C Q10 Side Slope (x:1) Channel Slope, S Market street, Wilmington, NC NCB230257 Channel Location:Diversion Channel #1 Estimate 10-yr Peak Runoff: 0.72 9.67 1.60 ac 11.14 cfs 0.00 cfs 11.14 cfs Channel Information: 1.0 ft/ft 3.0 0.018 ft/ft 1.50 ft Selected Channel Lining: Selected Channel Lining 6 Permissible Shear Stress {tp} (psf)3.00 Calculations: 4.5 ft 4.7 ft 2:1 side slopes 10.0 ft 8.25 sq ft 10.49 ft 0.79 ft 0.074 Calculated Flow Rate, Qcalc 18.99 cfs 2.30 fps 1.68 psf Q calc ≥ Q design?yes V calc £ V max?yes t calc £ t p?yes Calculated Velocity, Vcalc Channel Area, A Intensity (in/hr) Rational C Q10 Side Slope (x:1) Channel Slope, S Calculated Shear Stress, tcalc Flow Depth, d Maximum Permissible Velocity {Vmax} (fps) e Side Slope Length, m Top Width, T 9-inch D50 (Class B) Wetted Perimeter, Pw Hydraulic Radius, Rh Mannings "n" Channel Design Additional Flow Q10 Total, Qdesign Channel Bottom Width, b Drainage Area Project: Location: Project Number: Date: Designed:DW Checked:WES Outlet ID: Pipe diameter=15 inches Pipe slope=1.945 % Roughness Coef.=0.013 Full Flow Capacity=9.91 cfs Full flow velocity=8.08 ft/sec o Zone 2 Is grade of apron 10% or more:N Y/N 2 Length =7.5 ft. Outlet pipe diameter=15 in.Width at Outlet =3.8 ft. Outlet flowrate=9.9 cfs Width at end of Pad=12.4 ft. Outlet velocity=8.08 ft/sec Stone diameter =8 in. Material =Class B Thickness =12 in. Zone Material Diameter Thickness Length 1 Class A 4 6 4 x D(o) 2 Class B 8 12 6 x D(o) 3 Class I 10 15 8 x D(o) 4 Class I 10 15 8 x D(o) 5 Class II 14 21 10 x D(o) 6 Class II 14 21 10 x D(o) 7 Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual Special study required Mar-12-2024 Basin 1 Inlcudes 1.1 Factor of Safety Zone used = NCB230257 Riprap Outlet Protection Design Market St Wilmington, NC 8.1 ft/sec 0 5 10 15 20 25 0 1 2 3 4 5 6 7 8 9 10 Ve l o c i t y ( f t / s e c ) Pipe diameter (ft) Figure 8.06.b.1 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 6 Zone 7 Market street, Wilmington, NC NCB230257 Channel Location: Estimate 10-yr Peak Runoff: 0.72 9.67 0.35 ac 2.44 cfs 0.00 cfs 2.44 cfs Channel Information: 0.5 ft/ft 3.0 0.018 ft/ft 1.50 ft Selected Channel Lining: Selected Channel Lining 6 Permissible Shear Stress {tp} (psf)2.00 Calculations: 4.5 ft 4.7 ft 2:1 side slopes 9.5 ft 7.50 sq ft 9.99 ft 0.75 ft 0.069 Calculated Flow Rate, Qcalc 17.95 cfs 2.39 fps 1.68 psf Q calc ≥ Q design?yes V calc £ V max?yes t calc £ t p?yes Calculated Velocity, Vcalc Channel Area, A Intensity (in/hr) Rational C Q10 Side Slope (x:1) Channel Slope, S Calculated Shear Stress, tcalc Flow Depth, d Maximum Permissible Velocity {Vmax} (fps) e Side Slope Length, m Top Width, T 6-inch D50 Wetted Perimeter, Pw Hydraulic Radius, Rh Mannings "n" Channel Design Additional Flow Q10 Total, Qdesign Channel Bottom Width, b Drainage Area Swale along left side of site Project: Location: Project Number: Date: Designed:DW Checked:WES Outlet ID: Pipe diameter=9 inches Pipe slope=1 % Roughness Coef.=0.013 Full Flow Capacity=1.82 cfs Full flow velocity=4.12 ft/sec o Zone 2 Is grade of apron 10% or more:N Y/N 2 Length =4.5 ft. Outlet pipe diameter=9 in.Width at Outlet =2.3 ft. Outlet flowrate=1.8 cfs Width at end of Pad=7.4 ft. Outlet velocity=4.12 ft/sec Stone diameter =8 in. Material =Class B Thickness =12 in. Zone Material Diameter Thickness Length 1 Class A 4 6 4 x D(o) 2 Class B 8 12 6 x D(o) 3 Class I 10 15 8 x D(o) 4 Class I 10 15 8 x D(o) 5 Class II 14 21 10 x D(o) 6 Class II 14 21 10 x D(o) 7 Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual Special study required Mar-12-2024 Basin 1 Inlcudes 1.1 Factor of Safety Zone used = Riprap Inlet - Left Side Market St Wilmington, NC NCB230257 4.1 ft/sec 0 5 10 15 20 25 0 1 2 3 4 5 6 7 8 9 10 Ve l o c i t y ( f t / s e c ) Pipe diameter (ft) Figure 8.06.b.1 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 6 Zone 7 Market street, Wilmington, NC NCB230257 Channel Location:Swale along right side of site Estimate 10-yr Peak Runoff: 0.72 9.67 0.47 ac 3.27 cfs 0.00 cfs 3.27 cfs Channel Information: 0.5 ft/ft 3.0 0.018 ft/ft 1.50 ft Selected Channel Lining: Selected Channel Lining 6 Permissible Shear Stress {tp} (psf)2.00 Calculations: 4.5 ft 4.7 ft 2:1 side slopes 9.5 ft 7.50 sq ft 9.99 ft 0.75 ft 0.069 Calculated Flow Rate, Qcalc 17.95 cfs 2.39 fps 1.68 psf Q calc ≥ Q design?yes V calc £ V max?yes t calc £ t p?yes Channel Design Additional Flow Q10 Total, Qdesign Channel Bottom Width, b Drainage Area Calculated Shear Stress, tcalc Flow Depth, d Maximum Permissible Velocity {Vmax} (fps) e Side Slope Length, m Top Width, T 6-inch D50 Wetted Perimeter, Pw Hydraulic Radius, Rh Mannings "n" Calculated Velocity, Vcalc Channel Area, A Intensity (in/hr) Rational C Q10 Side Slope (x:1) Channel Slope, S Project: Location: Project Number: Date: Designed:DW Checked:WES Outlet ID: Pipe diameter=9 inches Pipe slope=1 % Roughness Coef.=0.013 Full Flow Capacity=1.82 cfs Full flow velocity=4.12 ft/sec o Zone 2 Is grade of apron 10% or more:N Y/N 2 Length =4.5 ft. Outlet pipe diameter=9 in.Width at Outlet =2.3 ft. Outlet flowrate=1.8 cfs Width at end of Pad=7.4 ft. Outlet velocity=4.12 ft/sec Stone diameter =8 in. Material =Class B Thickness =12 in. Zone Material Diameter Thickness Length 1 Class A 4 6 4 x D(o) 2 Class B 8 12 6 x D(o) 3 Class I 10 15 8 x D(o) 4 Class I 10 15 8 x D(o) 5 Class II 14 21 10 x D(o) 6 Class II 14 21 10 x D(o) 7 Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual Special study required Mar-12-2024 Basin 1 Inlcudes 1.1 Factor of Safety Zone used = Riprap Inlet Left side Market St Wilmington, NC NCB230257 4.1 ft/sec 0 5 10 15 20 25 0 1 2 3 4 5 6 7 8 9 10 Ve l o c i t y ( f t / s e c ) Pipe diameter (ft) Figure 8.06.b.1 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 6 Zone 7