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HomeMy WebLinkAboutSW1220301_Stormwater Management Report_20220622STORMWATER MANAGEMENT REPORT FOR ASHEVILLE REGIONAL AIRPORT TERMINAL EXPANSION - CONTRACTOR STAGING AREA FLETCHER, NORTH CAROLINA INITIAL SUBMITTAL: MARCH 2O22 REVISION 1: JUNE 2022 STORMWATER ENGINEER: AULICK ENGINEERING, LLC DAVID A. SKURKY, P.E. 600 PARK OFFICES DRIVE, SUITE 300 DURHAM, NC 27709 SEAL 040195 %Oq . 4CIN0�''.��,�, v-- u'm �A AULICK ENGINEERING LLC 0 it HYDRAULICS & HYDROLOGY I EROSION CONTROL AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION TABLE OF CONTENTS Section 1 PROJECT OVERVIEW 1.1 Narrative..............................................................................................................................3 1.2 Introduction and Site Description......................................................................................3 1.3 Construction Sequence and Cost........................................................................................3 Section 2 HYDROLOGY 2.1 Project Methodology...........................................................................................................4 2.2 Drainage and Erosion Control Design..................................................................................6 2.3 Operation and Maintenance Manual.................................................................................6 2.4 Design Software and Manuals............................................................................................6 Appendices REFERENCE MATERIAL Appendix A - Vicinity, Soil Survey, FEMA Maps and NOAA Rainfall Data Appendix B - Airport Layout Plan (ALP) Appendix C - Stormwater Sheets & Details, Erosion Control Sheets & Details Appendix D - Operation and Maintenance Manual Appendix E - Supplemental EZ Storm Appendix F - BUA Exhibit Appendix G - Water of the U.S. Delineation Report Section 1 PROJECT OVERVIEW 1.1 Narrative The Asheville Regional Airport Terminal Expansion — Contractor Staging Area project includes the construction of a new parking lot, staging areas, and associated grading, drainage, landscaping and erosion control. This report includes the computations that show compliance with the NCDEQ High Density Project. A Primary SCM (Bioretention cell ) will be used to treat the stormwater runoff from the proposed site. 1.2 Introduction and Site Description The site is located at Asheville Regional Airport in Fletcher, NC, south of Asheville, North Carolina near Airport Road (3S° 26' 17.43" N. 82° 32' 13.40"Wl. The area that includes airport related operations encompasses approximately 580 acres. For a larger vicinity map, see Appendix A. The Asheville Regional Airport Terminal Expansion — Contractor Staging Area project site is located on an existing pad graded area in the eastern portion of the airport, located along Airport Road. For hydrologic planning purposes, the site is comprised of Hydrologic Soil Group (HSG) B soils. Appendix A contains the NRCS Soil Survey Maps for the parking lot. The existing land use of the project a<� Asheville Regional Airport 0 is grass, gravel, forest, and impervious. The proposed land use will impervious (parking lot) with a small amount of grass for landscaping and bioretention. As shown in the FEMA FIRM 3700964300K (January 6, 2010) in Appendix A, the disturbance is not located within 200ft of a FEMA floodplain. 1.3 Construction Sequence and Cost As explained later in the report, a bioretention cell is proposed as a primary stormwater conveyance measure (SCM). The rough outline of the permanent bioretention area will occur during the grading phase of the project and a portion of it will be used as a temporary sediment trap to protect downstream receiving stormwater systems from construction activity. After the site is stabilized, the sediment trap will be cleaned out and re -graded to final bioretention design grades. No mechanical stabilization will occur. The cost of the bioretention area is unknown at this time and will be finalized during bidding. The Asheville Regional Airport will be the end -user and responsible for annual inspection, maintenance and repairs of the system. Section 2.3 discusses the operation and maintenance of the cell. 3 AVL TERMINAL EXPANSION -CONTRACTOR STAGING AREA INITIAL SUBMITTAL: MARCH 2O22 STORMWATER MANAGEMENT REPORT Section 2 HYDROLOGY 2.1 Project Methodology In order to qualify for a primary Stormwater Conveyance Measure (SCM) for a Bioretention, several minimum design criteria (MDC) must be met. The recommendations will also be met to maximum extent practical. MDC 1 Separation from the SHWT Boring logs for the parking lot did not observe water levels at 10ft depths so the season high water table is assumed to be deeper than 10ft below ground. Therefore, the lowest point of the bioretention cell will be a minimum of two feet above the SHWT. MDC 2 Maximum Ponding Depth for Design Volume The maximum ponding depth for the bioretention cell is 12 inches. MDC 3 Peak Attenuation Volume The maximum depth of the entire cell is 18 inches for peak attenuation. See plans with spillways at the 12 inch depth and the overall dam height of 18 inches. MDC 4 Underdrain An underdrain with internal water storage is designed. See plan view on SW-01 and details on SW-02 and SW-03 showing the underdrain location and details. MDC 5 Media Depth The media depth is 36 inches, see detail on SW-02 showing media depth. MDC 6 Media Mix The media shall be a homogeneous soil mix engineered media blend with approximate volumes of: (a) 75 to 85 percent medium to coarse washed sand (ASTM C33, AASHTO M 6/M 80, ASTM C330, AASHTO M195, or the equivalent) (b) 8 to 15 percent fines (silt and clay); and (c) 5 to 10 percent organic matter (such as pine bark fines). See detail on SW-02 showing media mix. MDC 7 Media P-Index The phosphorus index (P-index) for the media shall not exceed 30 in NSW waters as defined in 15A NCAC 02B .0202 and shall not exceed 50 elsewhere. MDC 8 No Mechanical Compaction The media shall not be mechanically compacted. It is recommended to either water it or walk on it as it is placed. This note is on the detail, sheet SW-02. AVL TERMINAL EXPANSION -CONTRACTOR STAGING AREA INITIAL SUBMITTAL: MARCH 2O22 STORMWATER MANAGEMENT REPORT MDC 9 Maintenance of Media The bioretention cell shall be maintained in a manner that results in a drawdown of at least one inch per hour at the planting surface. This is accomplished by not installing until the end of the project phase, installing the correct soil type as outlined above, and not mechanically compacting. MDC 10 Planting Plan Not applicable due to sod. MDC 11 Mulch Water will enter the bioretention at less than 3 fps (see Recommendation 1 narrative below). Therefore, sod is proposed in the bioretention area. MDC 12 Clean -Out Pipes A minimum of one clean -out pipe shall be provided on each underdrain line. Clean out pipes shall be capped. As seen on plan and details, sheets SW-01 through SW-04, a cleanout is provided in the bioretention cell. Recommendation 1 Dispersed Flow or Energy Dissipation The parking lot runoff will enter the bioretention via pipe flow from the parking lot into a proposed forebay. The forebay spillway is spread over 40ft at 6inches depth, resulting in an outlet velocity into the bioretention of less than 3 fps. Recommendation 2 Pretreatment The parking lot runoff will enter the bioretention via pipe flow from the parking lot into a proposed forebay. The forebay will be 24 inches deep. The Rational Method was used for the parking lot design on the development. The Intensity Duration Frequency (IDF) curve for Fletcher, NC below was used for the calculations: ■■■■■■■■■■■■ . ■■■■■■■■■■■■ �■■■■■■■■■■■ ■.�■■■■■■■■■■ . ■ow= 5 AVL TERMINAL EXPANSION -CONTRACTOR STAGING AREA INITIAL SUBMITTAL: MARCH 2O22 STORMWATER MANAGEMENT REPORT The following runoff coefficients were also used for hydraulic (storm inlet, pipe) analysis of this project: c = 0.30 (Grass, HSG B) c = 0.95 (Impervious area) Design Volume The design volume for a bioretention cell is equivalent to the volume that is contained above the planting surface to the invert of the bypass mechanism for the design storm. See below for volume calculations: Design Volume - Required Drainage Impervious IA Rv Rp (Design Design Volume Basin Area Area (Impervious (0.05 * 0.9 Storm Depth) (3630 * Rp * Rv * A) (ac) (ac) Fraction) * W (in) (cf) Bioretention 1 1.69 1.36 0.80 0.77 1.0 4,750 Design Volume - Provided Design Volume Surface Area Depth Design Volume Basin Required Provided Provided Provided cf sf ft (cf) Bioretention 1 4,750 5,332 1.0 5,812 2.2 Drainage & Erosion Control Design 15" and 18" RCP are proposed along the curb and gutter of on the west and east sides of the parking lot. Both lines collect water via curb inlets and travel south. At the southern edge of the parking lot, the eastern line turns west to tie into the western line. From there, an 18" RCP sends all of this parking lot drainage to a proposed forebay which will then spill into the bioretention area. Additionally, an 18" RCP is proposed from the bioretention outlet control structure. This 18" RCP will tie into an existing inlet. These pipes have been designed to safely convey the 25-year storm. Pipe capacity computations can be found on sheet SW-02 of the stormwater plans (Appendix Q. 2.3 Operation and Maintenance Manual The bioretention area requires maintenance in order to work properly. An O&M plan has been developed and can be found in Appendix D. 2.4 Design Software and Manuals The following design software programs were used in analysis and development of the stormwater and documents: • Hydraflow Hydrographs for AutoCAD Civil 3D 2021 • AutoCAD Civil 3D 2021 • Microsoft Office 2021 The following design manuals and literature were used in analysis and development of the stormwater documents: • NCDEQ Storm water Design Manual — 2017 Edition 6 AVL TERMINAL EXPANSION —CONTRACTOR STAGING AREA INITIAL SUBMITTAL: MARCH 2O22 STORMWATER MANAGEMENT REPORT APPENDIX A VICINITY MAP, SOILS SURVEY, FEMA MAPS & NOAA RAINFALL DATA a m Woodside rV Hills is Enka Village Candler �' Btltmore 8 Forest 0 F Bern Creek x5 Seaverdam Royal Pines • Avery Creek Arden �Asheville RegioAirport Regional Fletcher '31 rp Naples River Mountain Home VICINITY MAP NTS Goodlwk Swannanoa Op x1 CT Fairview Fruitland OIGtR Mautttai Garton 0 7a Edneyville Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina N N 360380 360420 360460 360500 360540 36W80 35° 26' 23" N o I Utz M >� NJG�C 0 R � 1 IMM If, i a+I 35° 26' 10" N� 360340 360380 360420 360460 360500 360540 3605W 3 m N Map Scale: 1:1,850 if printed on A portrait (8.5" x 11") sheet. Meters N 0 25 50 100 150 Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: L TM Zone 17N WGS84 UsDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey N N 360 20 35° 26' 23" N 0 Ry Y b 1 n ff y i 35° 26' 10" N 360620 3 M 3/3/2022 Page 1 of 5 Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 A/D 0 B 0 B/D 0 C C/D 0 D 0 Not rated or not available Soil Rating Lines r r A r r A/D w4e B ~ B/D r .r C rwr C/D D Not rated or not available Soil Rating Points 0 A 0 A/D 0 B 0 B/D o C C/D D 0 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways r US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at scales ranging from 1:12,000 to 1:20,000. 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: Buncombe County, North Carolina Survey Area Data: Version 19, Jan 21, 2022 Soil Survey Area: Henderson County, North Carolina Survey Area Data: Version 22, Jan 21, 2022 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 3, 2020—May 7, 2020 USDA Natural Resources Web Soil Survey 3/3/2022 Conservation Service National Cooperative Soil Survey Page 2 of 5 Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina MAP LEGEND MAP INFORMATION 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 shiftina of mao unit boundaries may be evident. U� Natural Resources Web Soil Survey 3/3/2022 � Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CuC Clifton -Urban land complex, 8 to 15 percent slopes B 2.0 11.7% 0.5% Ud Udorthents, loamy C 0.1 UhE Udorthents-Urban land complex, 2 to 50 percent slopes A 9.3 54.1% Ux Urban land 3.3 19.4% Subtotals for Soil Survey Area 14.7 85.6% Totals for Area of Interest 17.1 100.0% Map unit symbol F Map unit name Rating Acres in AOI F Percent of AOI HyC Hayesville loam, 7 to 15 percent slopes C 2.5 14.4% Subtotals for Soil Survey Area 2.5 14.4% Totals for Area of Interest 17.1 100.0% USDA Natural Resources Web Soil Survey 3/3/2022 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher usDA Natural Resources Web Soil Survey 3/3/2022 Conservation Service National Cooperative Soil Survey Page 5 of 5 STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM �JUTIERIII T-1— DATUM INFORMATION NIu — re —*,F—IJ Dift.— d—, IIIWIE R Dd WRN _. I FFM Al meR are .1 S.= 'F'. E­ F- Fld�. % I.IRA --nr6lned I' III = NWC N M N, 1 1. 11 RN.dNR Riu RM ..=D eR N ...... I— Z —y ad 1-1 N' 121 NRI.gl NO E-1 "N—dd 1111*11 11-1 TIN, 11- -Doan did =P.111 -ur d.. FLOOD HI DATA TABLE .dPA1EET -NIET T —7 E A 7E � � �- ��-Ug ZONE. -INS . ZONE AE F,_F 7 'NO UFFFI�l FF= RN.' C Fl3'2CND P111. TFIE—R1 1,R) ZONE Z X ZONE. ZONE X ZONE AS ..HE' 1-�- AF,a, 3700,1 �, ZONE X n��,. �, I ZONE X ZONEAE Ny 7003-1 BUNCOMBE COUNTY HINICISCI COU— A` Ap —141 ZONE. sna ZONE x �ZOIE /ZONE BD x 17 111 —A R.— "IF 370625 anz ZONE X ZONEAE ZONI AN Oil PT T A—, 371R)3, 1 —PEFT 'Y uj Hi,- F —U, BUNCOMET COUNTY uj 2111 HE1111CON 11UNT1 170115 I A A ZONE ;V '0 ZONE "MI HE AB YA 7115FR v A 1—Z 2132 ZONE A —ARP NFIR— COLN, U— "1 1, 16 N ZONEO 37003 211, 1 2 211— A- 2­ 0 Lity f L Po 37 IS, Y- R K17 C E_ X, I.EL ---R— � , IINEN—N,Temm .wa —.i9. d1-1—MB.. .'A N. Flaw-- IFICCINE IATE OF —01 RISIRANCE RATE MAP PANEL P—d IF. acro F-d ODI-- EFFECTNE DATEN) OF PI TO THE PANEL F==­ B—Pi, df SA— IV== " IF el lne —.-d. I... euniene 'IN. I Ni,B d 1AN.AR—R' 1.1— p UH.. .1 R.11 C.:- 11 M7 !rll�%n.11-11 A—MAII 11111111111-11"111.1 ...d. d. A, .11 1--A . T7 ­1— TI. NN.luelaf F_ —.n. F.. = =-z' h T.1— I Lo:N) :.N — I d'RI FIR. _RM FI'R i'n'l., =T`7=1 d l. R N—I I—M. P_— j.. —I.. R-dpidl. III A =.=— P mrIvIm.ndloodmaps.com —.wn ewrws —M A. -FEMAIN.—IMC—N. NCD1d—E.­1.­ N-1—In—.".. Is,e LEGEND F- SPECIAL FLODD HAZARD AREAE NEFHAR SUBJECT TO HIIA. —R Al 2N� Zlll v 11 AN ME — P—ei R-d U, A` FLOOD— AREAS IN ZONE AE A THEIR FLOOD ARS xOOOTHER xee .11. a,a an:1. AREAS COASTAL BARRIER REBOURCES SYSTEM (CBRE) AREAS OTHERWISE PROTECTED AREAS (OPAQ 1111. M- N IEFT N. BM5510e —NI.- -HR, F—A. IdI tae :CALE V =,:N (I : 0.d001I. "BIT PANEL 961 FIRM FLOOD INSURANCE RATE MAP NORTH CAROLINA 0 PANEL 9643 REE—RD.—R.I.—F-11F. M MAP REVISED MAPNUMBER JANUARY6,2010 3700964300K SRI .17N.� C-1- � FMd B— MRFNPdFMNAgF.Ly 6/20/2019 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Fletcher, North Carolina, USA* Latitude: 35.4347°, Longitude:-82.53740 Elevation: 2145.24 ft** * source: ESRI Maps m y� ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.38 5.22 6.25 7.04 8.08 8.86 9.65 10.4 11.5 12.3 (3.95-4.87) (4.72-5.80) (5.64-6.95) 1 (6.32-7.81) 1 (7.20-8.94) 1 (7.86-9.79) 1 (8.52-10.7) 1 (9.16-11.6) 1 (9.92-12.8) 1 (10.5-13.8) 10-min 3.50 4.17 5.01 5.63 6.43 7.06 7.67 8.27 9.07 9.68 (3.16-3.89) (3.77-4.63) (4.51-5.57) 1 (5.06-6.24) 1 (5.74-7.12) 1 (6.26-7.80) 1 (6.77-8.50) 1 (7.25-9.19) 11 (7.85-10.1) 1 (8.30-10.9) 15-min 2.92 3.50 4.22 4.75 5.44 (2.63-3.24) 1 (3.16-3.88) 1 (3.80-4.70) 1 (4.27-5.26) 1 (4.85-6.02) 30-min 2.00 2.41 3.00 3.44 4.03 (1.80-2.22) 1 (2.18-2.68) 1 (2.70-3.34) 1 (3.09-3.81) 1 (3.59-4.46) 5.- 6 6.46 6.96 7.61 8.10 (5.28-6.58) 1 (5.70-7.16) 11 (6.10-7.73) 1 (6.59-8.50) 1 (6.94-9.10) 4.48 4.5 5.42 6.05 6.56 (3.98-4.96) 1 (4.37-5.48) 1 (4.75-6.02) 1 (5.24-6.77) 1 (5.62-7.37) 60-min 1.25 1.51 1.92 2.24 2.68 3.04 3.41 3.80 F 4.34 F 4.79 (1.12-1.39) 1 (1.37-1.68) 1 (1.73-2.14) 1 (2.01-2.48) 1 (2.39-2.97) (2.69-3.36) (3.01-3.78) 11 (3.33-4.22) (3.76-4.85) 11 (4.10-5.38) 2-hr 0.729 0.885 1.12 1.30 1.56 1.77 2.00 2.23 2.56 2.83 (0.655-0.809) (0.796-0.980) (1.00-1.24) 1 (1.16-1.44) 1 (1.39-1.73) (1.56-1.97) (1.75-2.22) 11 (1.94-2.48) (2.20-2.86) (2.40-3.18) 3-hr 0.520 0.626 0.786 0.916 1.11 1.26 1.43 1.62 1.88 2.10 (0.469-0.581) ( 0.564-0.698) ( 0.706-0.873) (0.820-1.02) (0.982-1.23) (1.11-1.41) 1 (1.25-1.60) 1 (1.40-1.80) 1 (1.60-2.11) 1 (1.76-2.37) 6-hr 0.325 0.387 0.477 0.554 0.666 0.761 0.864 0.976 1.14 1.27 (0.297-0.358) (0.353-0.425) (0.435-0.524) (0.503-0.609) (0.600-0.732) (0.680-0.835) (0.764-0.951) (0.853-1.08) (0.978-1.26) 1 (1.08-1.42) 12-hr 0.204 0.243 0.298 0.342 0.404 0.454 I 0.506 0.560 0.635 0.694 (0.188-0.223) (0.223-0.265) (0.274-0.325) (0.314-0.373) (0.368-0.440) (0.412-0.496) (0.457-0.553) (0.502-0.614) (0.563-0.702) (0.609-0.773) 24-hr 0.121 0.145 0.179 .2 006 .2 043 0.273 0.303 0.335 0.380 0.415 (0.112-0.131) ( 0.135-0.158) ( 0.166-0.194) ( 0.190-0.223) ( 0.223-0.262) (0.250-0.295) (0.277-0.328) (0.305-0.362) (0.342-0.411) (0.371-0.450) 2-day 0.072 0.086 0.105 0.120 0.140 0.157 I 0.174 0.192 0.216 ) 0.235 (0.067-0.078) (0.080-0.093) (0.097-0.113) (0.111-0.129) (0.130-0.151) F(O.145-0.169 ( 0.160-0.188) (0.175-0.207) (0.196-0.234 ( 0.212-0.255) 3-day 0.051 0.061 0.074 (0.048-0.055) (0.057-0.066) (0.069-0.079) 4-day 0.041 0.049 0.058 (0.038-0.044) (0.045-0.052) (0.054-0.062) 0.084 0.098 0.109 0.120 0.131 0.147 F 0.159 (0.078-0.090) (0.091-0.105) (0.100-0.117) (0.110-0.129) (0.120-0.141) (0.133-0.158) (0.144-0.172) 0.066 0.076 0.084 0.093 0.101 0.112 0.121 (0.061-0.071) (0.071-0.082) (0.078-0.090) (0.085-0.099) (0.093-0.108) (0.102-0.120) (0.110-0.130) 7-day 0.027 0.032 0.039 0.044 0.051 (0.025-0.029) (0.030-0.035) (0.036-0.041) (0.041-0.047) (0.047-0.054) 10-day F F0.022 0.026 0.031 0.034 0.040 (0.021-0.023) (0.024-0.027) (0.029-0.033) (0.032-0.037) (0.037-0.042) 0.056 F 0.062 0.067 0.075 0.081 (0.052-0.060) (0.057-0.066) (0.062-0.072) (0.069-0.081) (0.074-0.088) 0.044 0.048 0.052 0.057 0.0 22 (0.041-0.046) (0.044-0.051) (0.048-0.055) (0.053-0.061) (0.057-0.066) 20-day 0.015 0.017 0.020 0.022 0.025 0.027 0.030 0.032 0.034 0.036 (0.014-0.016) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.026-0.029) (0.028-0.031) (0.030-0.033) (0.032-0.036) (0.034-0.038) P�-�day]F 0.012 0.014 0.016 (0.011-0.013) (0.013-0.015) (0.015-0.017) [Wd7ay 0.010 0.012 0.014 (0.010-0.011) (0.011-0.013) (0.013-0.014) 0.018 0.020 0.021 0.023 0.024 0.025 0.027 (0.017-0.019) (0.019-0.021) (0.020-0.022) (0.021-0.024) (0.022-0.025) (0.024-0.027) (0.025-0.028) 0.015 0.016 0.017 0.018 0.019 0.020 0.020 (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.018-0.021) (0.019-0.021) 60-day 0.009 0,011 0.012 0.013 0.014 0.015 0.015 0,016 0.017 0.017 (0.009-0.010) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.016-0.01 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a ven 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 iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 1/4 6/20/2019 Precipitation Frequency Data Server 100.000 PDS-based intensity -duration -frequency (IDF) curves Latitude: 35.43471, Longitude:-82.53741 ---------- ............. --------- ------------- 0.001 C C C C C L L L }, }, }, }y }, }, }, 71 }. L L L L L rp rq r4 M r4 r4 rp r9 ru O O O N A4b H A 4 V � O O O U' O i r I m [a ry rn v n Duration 100.000 t 10.000 C ZI C 1.000 C e 0.100 a 0.010 0 001 i I i I I I I I I i 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NDAAAtlas 14, Volume 2, Version 3 Created {GMT}: Thu Jun 20 13:16:24 2019 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) — 1 2 — 1Q 25 50 100 200 500 1000 Duration — "in — 2-day — I D-min — 3-day I5-min — 4-day — 30�-min — 7-day — 60-min — 10-eay — 2-nr — 20-day — 3-hr — 34-day — 6-hr — 45-day — 12-hr — 6o-eay — 24-hr https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 2/4 6/20/2019 Precipitation Frequency Data Server VIIIUa WR.— Fletcher. Fanlll �� AF MILLS .,. KIYO9 ;' 3km soff— 2mi N' Nbvles Large scale terrain Kingsport' Bristol r Johnson Ci—" 1�1 Winston-Salel- Knoxvllle'i. • ,E�� k G .. r-'1I Mitd7a11 rvlt ll `, —1 e�ille N 0 R T H C � Chark Greenville SOUTH l SOUTH CARO M& V Large scale map Kir,<jJ..-p 1 Ir.l•:;I Johnson Gi$r FSnox':lile Imo.---- . � 100km 60mi Large scale aerial https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 3/4 6/20/2019 Precipitation Frequency Data Server 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 https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 4/4 6/20/2019 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Fletcher, North Carolina, USA* Latitude: 35.4347°, Longitude:-82.53740 Elevation: 2145.24 ft** * source: ESRI Maps m y� ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration ����� 1 2 5 10 25 50 100 200 500 1000 0.365 0.435 0.521 0.587 0.673 0.738 0.804 0.870 0.955 1.02 5-min (0.329-0.406) (0.393-0.483) (0.470-0.579) (0.527-0.651) (0.600-0.745) (0.655-0.816) (0.710-0.891) (0.763-0.966) (0.827-1.07) (0.878-1.15) F--O.-58-4-71 0.695 0.835 0.939 1.07 1.18 1.28 1.38 1.51 1.61 10-min (0.526-0.649) (0.628-0.772) (0.752-0.928) (0.843-1.04) (0.956-1.19) 1 (1.04-1.30) 1 (1.13-1.42) 1 (1.21-1.53) (1.31-1.69) (1.38-1.81) 0.729 0.874 1.06 1.19 1.36 1.49 1.62 1.74 1.90 2.02 15-min (0.657-0.811) (0.789-0.971) (0.951-1.17) 1 (1.07-1.32) 1 (1.21-1.50) 11 (1.32-1.65) 1 (1.43-1.79) (1.53-1.93) (1.65-2.13) (1.74-2.28) 1.00 1.21 1.50 1.72 2.01 2.24 2.47 2.71 3.03 3.28 30-min (0.901-1.11) (1.09-1.34) (1.35-1.67) (1.55-1.91) (1.80-2.23) 1 (1.99-2.48) (2.18-2.74) (2.37-3.01) (2.62-3.38) (2.81-3.69) 60-min 1.25 1.51 1.92 2.24 2.68 3.04 3.41 3.80 4.34 4.79 (1.12-1.39) (1.37-1.68) (1.73-2.14) 11 (2.01-2.48) 1 (2.39-2.97) 11 (2.69-3.36) 1 (3.01-3.78) (3.33-4.22) (3.76-4.85) (4.10-5.38) 1.46 1.77 2.24 2.60 3.13 3.55 3.99 4.47 5.13 5.67 2-hr (1.31-1.62) (1.59-1.96) (2.00-2.47) (2.33-2.88) (2.77-3.47) (3.13-3.93) 1 (3.49-4.43) (3.88-4.96) (4.39-5.73) (4.81-6.37) 1.56 1.88 2.36 2.75 3.33 3.80 4.31 4.86 5.65 6.30 3-hr (1.41-1.75) (1.70-2.10) (2.12-2.62) (2.46-3.06) (2.95-3.70) (3.35-4.23) (3.76-4.79) (4.19-5.41) ( 4.80-6.34) (5.29-7.11) 6-hr 1.95 2.32 2.86 3.32 3.99 4.56 5.18 5- 6.82 7.64 (1.78-2.14) (2.11-2.55) (2.60-3.14) (3.01-3.65) (3.59-4.38) 1 (4.07-5.00) 11 (4.57-5.69) 1 (5.11-6.44) (5.86-7.56) (6.48-8.52) 2.46 2.93 3.59 4.12 4.87 5.47 6.09 6.74 7.65 8.36 12-hr (2.26-2.68) (2.69-3.20) 1 (3.30-3.92) 1 (3.78-4.50) 1 (4.44-5.31) 1 (4.97-5.97) 1 (5.50-6.66) 1 (6.05-7.40) (6.78-8.45) (7.34-9.31) 2.91 3.49 4.29 4.94 5.82 6.54 7.28 8.05 9.12 9.97 24-hr (2.69-3.15) 1 (3.24-3.79) 1 (3.97-4.66) 1 (4.56-5.34) 1 (5.36-6.30) 1 (6.00-7.07) 1 (6.65-7.86) 1 (7.31-8.70) (8.21-9.87) (8.90-10.8) 2-day 3.46 4.13 5.03 5.75 6.74 7.54 8.36 9.20 10.4 11.3 (3.22-3.73) 1 (3.84-4.45) 1 (4.67-5.42) 1 (5.33-6.19) 1 (6.23-7.25) 11 (6.94-8.11) 1 (7.67-9.00) 1 (8.40-9.93) (9.39-11.2) (10.2-12.2) 3.69 4.39 5.32 6.04 7.03 7.82 8.62 9.44 10.6 F-1-1.-4 3-day 1 (3.44-3.96) 1 (4.10-4.72) 1 (4.95-5.71) 1 (5.62-6.48) 1 (6.52-7.54) 1 (7.22-8.39) (7.93-9.27) (8.65-10.2) (9.60-11.4) (10.3-12.4) 3.92 4.67 5.60 6.34 7.33 8.10 8.89 9.68 10.7 11.6 4-day (3.66-4.19) (4.35-5.00) (5.22-5.99) (5.90-6.78) (6.80-7.84) 1 (7.50-8.67) (8.20-9.53) (8.90-10.4) (9.81-11.6) ( 10.5-12.5) 4.57 5.42 6.50 7.36 8.52 9.44 10.4 11.3 12.6 13.7 7-day (4.27-4.89) (5.07-5.82) (6.07-6.97) (6.86-7.88) (7.92-9.11) (8.75-10.1) (9.59-11.1) (10.4-12.1) (11.5-13.6) (12.4-14.7) 5.23 6.19 7.34 8.25 F 9.49 F 10.5 11.4 12.4 13.8 14.8 10-day (4.93-5.56) (5.83-6.58) (6.92-7.81) (7.77-8.77) (8.90-10.1) (9.79-11.1) (10.7-12.2) (11.6-13.2) (12.7-14.7) (13.6-15.9) 20-day 7.11 8.36 9.71 ) ( 10.8 12.1 13.2 14.2 ) ( 15.1 16.4 ) ( 17.4 ) (6.72-7.51) (7.91-8.84) (9.18-10.3 10.2-11.4) (11.4-12.8) (12.4-13.9) (13.3-15.0 14.2-16.0) (15.3-17.4 16.1-18.5 8.72 10.2 11.7 12.8 14.2 15.3 16.2 17.2 18.3 19.1 30-day (8.28-9.20) (9.72-10.8) (11.1-12.3) (12.2-13.5) (13.5-15.0) (14.4-16.1) (15.3-17.1) (16.2-18.1) (17.2-19.4) (17.9-20.3) 11.1 13.0 14.6 15.8 F 18.3 1 F-19-2---20.1iF-21.1 21.8 45-day (10.6-11.6) (12.3-13.6) (13.9-15.3) (15.0-16.6) (16.4-18.1) (17.4-19.2) 1 (18.2-20.2) 1 (19.0-21.1) (20.0-22.2) (20.6-23.0) 60-day 13.3 15.5 17.3 18.6 20.2 21.3 22.3 23.2 24.2 24.9 (12 7-14.0) (14.8-16.3) (16.5-18.2) (17.8-19.6) (19.2-21.3) (20.2-22.4) J (22.9-25.6) J (23.5-26.3) 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 PF graphical https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.4347&Ion=-82.5374&data=depth&units=engIish&series=pds 1/4 6/20/2019 Precipitation Frequency Data Server PDS-based depth -duration -frequency (DDF) curves Latitude: 35.43471, Longitude:-82.5374 25 4 L L L L L ry ry �4 N �4 r4 � N� O O O N A4/3 r 4 A V 4 � O O O U' O -I H m [ar-I ry rn v Ln ❑uration 25 20 t C 15 e 0 2- Ld 2 iL 0 I 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NDAAAtlas 14, Volume 2, Version 3 Created {GMT}: Thu Jun 20 13:13:29 2019 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) — 1 2 — 5 — 1Q 25 50 100 200 500 1000 Duration — "in — 2-day — 16-min — 3-day 15-min — 4-day — 30�-min — 7-day — 60-min — 10�-eay — 2-nr — 20-day — 3-hr — 30-day — 6-hr — 45-tlay — 12-hr — 6o-eay — 24-hr https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.4347&Ion=-82.5374&data=depth&units=engIish&series=pds 2/4 6/20/2019 Precipitation Frequency Data Server JRuyn� r���ca Ar de rid. ASNFVRLE '' . r t R 7.NL Li AJ.RPD.R:i , � E -Ror i Fletcher'. .Fan njIZP MJLLS KIYO9 3km 2mi Large scale terrain s � Kingsport' Bristol JOln11 50�Ity� 1�1 Winston-Salel- Knoxville �'i. • E� k G .. k-•lt 1-'litG7a11 rvlt ll `, —1 e�ille NORTH C � Chark Greenville lookm*- SOUTH CAR() 60mi Large scale map _. KingFpert Bri,k•:•I Jahnson City K YYD?S':Ille I� 100km 60mi Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 3/4 6/20/2019 Precipitation Frequency Data Server 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 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 4/4 APPENDIX B AIRPORT LAYOUT PLAN (ALP) APPENDIX C STORMWATER SHEETS & DETAILS O O U) H U w 3 0 ry IL z O Q i 0 5t (D z ry w w z cD z w Y U_ J g Y U_ J BIORETENTION STAGE/STORAGE = EI t Storage ( t:l I ft I,CUftl 0.00 0.10 �1GG.G0 .533 0.20 21GG.70 1,1)G6 0.30 21.E0 0.40 2166.90 2.133 0.50 2167.D1D 2.666 0,GG0 21G7,10 3,1F� 0.70 21G7.2-0 3,732 0.90 21G7.30 4,2&5 Im 2167.41) 4.739 1.DD 2167.50 5.331 1.05 2167.55 5.635 1.10 21G7,Gr0 5,93B 1.15 21G7.95 G,241 1.20 21G7.70 G,5v 1.25 2197.75 S.wl 1.w 2167.30 7.1.51 1.35 2167.35 7,45L 1.40 21G}7,90 7,757 1.45 21G7.95 2,C60 1.50 21G8.00 2,3G3 PER THE'REPORT FOR PRELIMINARY WETLAND ASSESSMENT' BY S&ME, INC. DATED FEBRUARY 23, 2022, NO JURISDICTIONAL WETLANDS OF THE U.S. WERE IDENTIFED IN THE SUBJECT PROPERTY. APPENDIX G OF THE STORMWATER REPORT INCLUDES THE 2022 ASSESSMENT. IDENTITY AND QUALIFICATIONS OF THE DETERMINATORS CAN BE FOUND IN THIS REPORT. O� �a �? m •♦ `n N \ z�•�� NOTES: 1. CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION ACTIVITY. UTILITY LOCATIONS PROVIDED HEREIN ARE FOR PLANNING PURPOSES ONLY. 2. CONTRACTOR SHALL MAINTAIN AND PROTECT ALL EXISTING SIGNS, LIGHTS, EXISTING UTILITIES AND CIRCUITS UNLESS OTHERWISE NOTED ON THE PLANS OR UNTIL REQUIRED TO BE REMOVED. 3. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES IN THE PLANS AND SHALL NOT PROCEED UNTIL CLARIFICATION IS PROVIDED. 4. THE CONTOUR INTERVAL ON THE PLAN SHEET IS 1.0 FT. 5. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING SUITABILITY OF TIE-INS TO EXISTING STRUCTURES. 6. NON -EROSIVE FLOWS ARE LEAVING THE SITE. DROP INLET GRATE ELEV.=2168.30' 18" INV.IN=2160.9' SS MANHOLE RIM ELEV.=2170.38' INV.=2157.6' 0' 15' 30' 60' 90, ill =30' OHE OBE OHS OHE� OHE- OHE 1 ► N �\ BIORETENTION AREA, SEE DETAILS SW-02 & SW-03 X 2175 2166 1 y S_ 2168 1 `` ►' .- 4 x/ 217 \ 2168 / e 2166.5 / 2173 \ \ \ 4" PERFORATED UNDERDRAIN @0.5% ` O TPED \ / PRE-TREATMENT FOREBAY x 2172 \\ \ \ IN,BELL SOUTH r X UNDERGROUND FIBER OPTIC X g ABLE MARKER e' // OCS - / INVERT 162.0, RIM 2167.25. SEE DETAIL 04 \ \ ADA r - TDP S k � 2169 ('1 ^/ 2165_ � � / TPED \ \ELECTRICA� \ S1 S L PFIIFSTAL 1 I S-3 2168 45LF@10.0% , � CURB INLET 0 PHALT J�^PEDESTAt ELECTRICAL _ MULCHED x ELEV.=2165.25' U ` TRANS _ _ _ PATCH S AREAS INV.=2165.9' J---------17 \ - _�� `--J�---r�71 \p_ PROOFJ �S- - - - - - - - - - - - - - --- C-tE$TI Per--��-----�--------- c-� \ FOR'ENCI OSU G _ - - - - TEA FOR�'E•�CH \ X ALK iFi ;T .•E %'..:. : . ' • • . e . DESTAC-' ' : ' ' v • . i . • .. d CROSSWALK . \ A 15" RCP ~ , '' .• SS` TDP WRIGHT BROTHERS WAY ELECTRIC/ Qn CURB INLET ----- - SS MANHOLE I RIM ELEV.=2166.99' J INV.=2157.0 INV. OUT=2154.9' CURB INLET GRATE ELEV.=2163.82' INV. I N=2152.70" RIM ELEV.=2163.22' INV. IN=2154.7' INV. IN=2154.13' INV. OUT=2153.85' >too,. sheville REGIONAL AIRPORT 1 AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION �``��� C A Rol . a° �4FE's's�o� SEAL - - 040195 - gNGINE�`� .y DAVID A. SKURKY, P.E. NC SEAL #040195 ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA O 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA STORMWATER PLAN ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: 1" = 30' AS NOTED REVISIONS: NO. DATE BY DESCRIPTION 1 06/01/22 NCDELM COMMENTS DESIGNED BY: W.M.M. DRAWN BY: W.M.M. CHECKED BY: D.A.S. APPROVED BY: D.A.S. DATE: MARCH 2O22 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 g sw-01 0 0 W i— U Lu 0 z 0 a CD i c� z ry w Lu z 0 z w V _0 J g Y _U J Q U S-6 TOP OF DAM ELEV. 2168.0 INLET PIPE RIP RAP FOREBAY, BOTTOM ELEV.: 2165.0 GEOTEXTILE FABRIC 4" UNDERDRAIN PERFORATED PIPE @ 0.5% SLOPE, WRAPPED IN #57 STONE WITH FILTER FABRIC SPILLWAY INTO BIORETENTION, ELEV.: 2167.5 CLEANOUT PEAK ATTENUATION VOLUME =°II,IIL, ■ ill._..._. SEE MEDIA MIX SPECS BELOW OUTLET CONTROL STRUCTURE, SEE DETAIL SW-04. RISER CREST ELEV.:2167.25 POND BOTTOM (PLANTING SURFACE) ELEV.: 2166.5 DESIGN VOLUME 36" wNE1IL■I _.■. ... :: ill._..._.. NO MECHANICAL COMPACTION DO NOT MECHANICALLY COMPACT THE MEDIA. WATER OR WALK ON IT AS IT IS PLACED. Simple Method for Runoff Volume - Required Drainage Impervious ]A Rv RD, Design Design Volume Basin Area Area �imperviou 10.05 0.9 storm Depth) (3630 * R6 * Rv * A) lac" lac, s Fraction), i3J (in) (Cf) Bioretention 1 '-.6 .36 0.80 0.77 1.0 4,750 SOD TOP OF DAM ELEVATION 2168.0 EMERGENCY SPILLWAY ONLY WHERE SHOWN ON THE PLANS. SEE DETAILS 2167.5 • i i • • �1 VJv � VJV � v� INV OUT: 2162.0 TIE TO EXISTING CURB INLET. INV IN. 2157.5 45 LF OUTLET PIPE. 18" RCP, 10.0% SLOPE Bloretention Cell - Provided Design Volume Surface Area Depth Design Volume Basics Required Provided Provided Provided (Cf) (sf) (ft) (Cf) Bioretention 1 4,750 5,332 1.0 5,812 BIORETENTION SECTION VIEW A -A N.T.S. BIORETENTION MAINTANENCE: • WATERING: PLANTS SHOULD BE SELECTED TO BE TOLERANT OF THE BIORETENTION FACILITY'S PARTICULAR CONDITIONS. WATERING MAY BE REQUIRED TO INITIALLY ESTABLISH THE VEGETATION. WATERING SHOULD NOT BE REQUIRED AFTER ESTABLISHMENT (ABOUT 2 TO 3 YEARS). HOWEVER, WATERING MAY BE REQUIRED DURING PROLONGED DRY PERIODS AFTER PLANTS ARE ESTABLISHED. • EROSION CONTROL: INSPECT FLOW ENTRANCES, PONDING AREA, AND SURFACE OVERFLOW AREAS PERIODICALLY. REPLACE SOIL, PLANT MATERIAL, AND/OR MULCH IN AREAS WHERE EROSION HAS OCCURRED. EROSION PROBLEMS SHOULD NOT OCCUR WITH PROPER DESIGN EXCEPT DURING EXTREME WEATHER EVENTS. IF EROSION PROBLEMS DO OCCUR, THE FOLLOWING ISSUES SHOULD BE RE —ASSESSED: FLOW VOLUMES FROM THE CONTRIBUTING DRAINAGE AREA AND BIORETENTION SIZE; FLOW VELOCITIES AND GRADIENTS WITHIN THE BIORETENTION FACILITY; FLOW DISSIPATION AND EROSION PROTECTION METHODS IN THE PRETREATMENT AND IN —FLOW AREAS. IF SEDIMENT IS DEPOSITED IN THE BIORETENTION FACILITY, IMMEDIATELY DETERMINE THE SOURCE, REMOVE EXCESS DEPOSITS, AND CORRECT THE PROBLEM. • PLANT MATERIAL: DEPENDING ON PLANTS SELECTED AND AESTHETIC REQUIREMENTS, OCCASIONAL PRUNING AND REMOVAL OF DEAD PLANT MATERIAL MAY BE NECESSARY. BE CAREFUL TO PRUNE TREES AND SHRUBS TO MAINTAIN LINES OF SIGHT IN PARKING LOTS AND ALONG ROADWAYS. NCDOT STATES: "SHRUBS MUST BE KEPT LOW, AND TREES AND LARGE SHRUBS UNDER —TRIMMED SUFFICIENTLY TO PERMIT CLEAR SIGHT IN THE AREA BETWEEN 2 FEET AND 6 FEET ABOVE ROADWAY ELEVATIONS. REPLACE ALL DEAD PLANTS. HOWEVER, IF SPECIFIC PLANTS CONSISTENTLY HAVE A HIGH MORTALITY RATE, ASSESS THE CAUSE AND REPLACE WITH APPROPRIATE SPECIES. PERIODIC WEEDING IS NECESSARY UNTIL GROUNDCOVER PLANTS ARE ESTABLISHED. WEEDING SHOULD BECOME LESS FREQUENT IF AN APPROPRIATE PLANT DENSITY HAS BEEN ESTABLISHED. • NUTRIENTS AND PESTICIDES: THE SOIL MEDIA AND PLANT MATERIAL SHOULD HAVE BEEN SELECTED FOR OPTIMUM FERTILITY, PLANT ESTABLISHMENT, AND GROWTH WITHIN THE PARTICULAR CONDITIONS OF EACH BIORETENTION FACILITY. NUTRIENT AND PESTICIDE INPUTS SHOULD NOT BE REQUIRED AND WILL DEGRADE THE POLLUTANT PROCESSING CAPABILITY OF THE BIORETENTION FACILITY, AS WELL AS CONTRIBUTE TO ADDITIONAL POLLUTANT LOADING TO RECEIVING WATERS. BY DESIGN, BIORETENTION FACILITIES ARE TYPICALLY SPECIFIED IN WATERSHEDS WHERE PHOSPHOROUS AND NITROGEN LEVELS ARE OFTEN ELEVATED. THEREFORE, THESE SHOULD NOT BE LIMITING NUTRIENTS WITH REGARD TO PLANT HEALTH. IF IN QUESTION, HAVE THE SOIL ANALYZED FOR FERTILITY. ADDITION OF COMMERCIAL FERTILIZER OR COMPOST TO BIORETENTION WILL LIKELY RESULT IN NUTRIENT EXPORT FROM THE BED. • MULCH: REPLACE MULCH ANNUALLY IN BIORETENTION FACILITIES WHERE HEAVY METAL DEPOSITION IS LIKELY (E.G., DRAINAGE AREAS THAT INCLUDE COMMERCIAL/INDUSTRIAL USES, PARKING LOTS, OR ROADS). METAL 'HOT SPOTS' OCCUR WHERE WATER ENTERS THE BED. IN RESIDENTIAL OR OTHER SETTINGS WHERE METAL DEPOSITION IS NOT A CONCERN, REPLACE OR ADD MULCH AS NEEDED TO MAINTAIN A 2 TO 4—INCH DEPTH. • FILTERING CAPACITY: WHEN THE FILTERING CAPACITY DIMINISHES SUBSTANTIALLY (E.G., WHEN WATER PONDS ON THE SURFACE FOR MORE THAN 12 HOURS), REMEDIAL ACTIONS MUST BE TAKEN. IF THE WATER STILL PONDS FOR MORE THAN 12 HOURS, THE TOP FEW INCHES OF MATERIAL SHOULD BE REMOVED AND REPLACED WITH FRESH MATERIAL. THE REMOVED SEDIMENTS SHOULD BE DISPOSED OF IN AN ACCEPTABLE MANNER (E.G., LANDFILL) OR LAND APPLICATION. IF THAT DOES NOT SOLVE THE PROBLEM, MORE EXTENSIVE REBUILDING IS REQUIRED. IF THE BED HAS FILTER FABRIC INSTALLED UNDER THE MEDIA AND ABOVE THE WASHED ROCK, THE FILTER FABRIC MAY BE CLOGGED WITH SEDIMENT. IF CLOGGED FILTER FABRIC IS PRESENT, THE BED WILL NEED TO BE REBUILT. BIORETENTION SOIL/PLANTING REQUIREMENTS: MINIMUM MEDIA DEPTH THE MINIMUM DEPTH OF THE MEDIA DEPENDS ON THE DESIGN OF THE CELL AS FOLLOWS: (A) ALL CELLS WITH TREES AND SHRUBS: 36 INCHES; (B) CELLS WITHOUT TREES AND SHRUBS: (II) WITH INTERNAL WATER STORAGE: 30 INCHES. MEDIA MIX THE MEDIA SHALL BE HOMOGENOUS SOIL MIX ENGINEERED MEDIA BLEND WITH APPROXIMATE VOLUMES OF: (A) 75 TO 85 PERCENT MEDIUM TO COARSE WASHED SAND (ASTM C33, AASHTO M 6/M 80, ASTM C330, AASHTO M 195, OR THE EQUIVALENT); (B) 8 TO 15 PERCENT FINES (SILT AND CLAY); AND (C) 5 TO 10 PERCENT ORGANIC MATTER (SUCH AS PINE BARK FINES) MEDIA P-INDEX 1. THE PHOSPHORUS INDEX (P—INDEX) FOR THE MEDIA SHALL NOT EXCEED 30 IN NSW WATERS AS DEFINED IN 15A NCAC 02B .0202 AND SHALL NOT EXCEED 50 ELSEWHERE. OTHER MEDIA NOTES 1. THE MEDIA SHALL NOT BE MECHANICALLY COMPACTED. IT IS RECOMMENDED TO EITHER WATER IT OR WALK ON IT AS IT IS PLACED. 2. THE BIORETENTION CELL SHALL BE MAINTAINED IN A MANNER THAT RESULTS IN A DRAWDOWN OF AT LEAST ONE INCH PER HOUR AT THE PLANTING SURFACE. PLANTING PLAN 1. FOR BIORETENTION CELLS WITH VEGETATION OTHER THAN SOD, THE PLANTING PLAN SHALL BE DESIGNED TO ACHIEVE A MINIMUM OF 75 PERCENT PLANT COVERAGE AT FIVE YEARS AFTER PLANTING. THE MAXIMUM COVERAGE WITH TREE OR SHRUB CANOPY SHALL BE 50 PERCENT AT FIVE YEARS AFTER PLANTING. IF SOD IS USED, THEN IT SHALL BE A NON —CLUMPING, DEEP—ROOTED SPECIES. 2. FOR BIORETENTION CELLS WITH VEGETATION OTHER THAN SOD, TRIPLE SHREDDED HARDWOOD MULCH SHALL BE USED FOR THE PORTION OF THE CELL THAT WILL BE INUNDATED. MULCH SHALL BE UNIFORMLY PLACED TWO TO FOUR INCHES DEEP. (A) MULCH TO BE PERIODICALLY RENEWED TO MAINTAIN A TWO TO FOUR INCH DEPTH. THE IDEAL TIME TO REAPPLY MULCH IS IN THE LATE SPRING AFTER THE SOIL HAS WARMED. EVERY FEW YEARS, MULCH SHOULD BE REMOVED AND REPLACED. ■ s evi e REGIONAL AIRPORT ri AVC1`40N AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION CARO SEAL _ 040195 - DAVID A. SKURKY, P.E. NC SEAL #040195 ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA ,.........,..,. 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA STORMWATER DETAILS NO. 1 ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: N.T.S. AS NOTED REVISIONS: NO. DATE BY DESCRIPTION 1 06/01/22 NCDELM COMMENTS DESIGNED BY: W.M.M. DRAWN BY: W.M.M. CHECKED BY: D.A.S. APPROVED BY: D.A.S. DATE: MARCH 2O22 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SW-02 CLEAN -OUT PIPE. PVC PIPES WITH GLUED CLEAN -OUT FITTINGS WITH SCREW TYPE CAPS THAT EXTEND AT LEAST 2FT ABOVE THE SURFACE OF THE BED SEE SOIL/PLANTING -- REQUIREMENTS FOR FILTER Z�� 1 MEDIA ON SHEET SW-02 N\ PRE-TREATMENT FOREBAY BOTTOM ELEV. 2165.0 TOP ELEV. 2168.0 RIPRAP SPILLWAY FROM FOREBAY, 40FT WIDE, ELEV. 2167.5 15" RCP 0 Q U Lu 0 z 0 Q i CD C7 z ry Lu Lu z z LU Y _U J Q Y _U J D Q U SOD BIORETENTION BOTTOM AND SIDE SLOPES BIORETENTION PLAN VIEW N.T.S. -4" PERFORATED UNDERDRAIN @0.5% A EMERGENCY SPILLWAY, ELEVATION 2167.5 OCS INVERT OUT 2162.0, RIM 2167.25. SEE DETAIL SW-04 u s ELECTRICAL PFnFRTAL 45 LF @ 10.0% ELECTRICAL PEDESTAL s R( s El s\ F( TIE INTO EXISTING ss _ STRUCTURE, p v v ° p INVERT IN: 2157.5 s V ° � S �7 / cc;" 0 \ _ Ssi Ste' 0' 15' 30' 60' 90' 1 " = 30' >too. sheville REGIONAL AIRPORT ri AVC40N AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION �< . SEAL 040195 - DAVID A. SKURKY, P.E. NC SEAL #040195 ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA STORMWATER DETAILS NO. 2 ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: 1" = 10' AS NOTED REVISIONS: DESIGNED BY: W.M.M. DRAWN BY: W.M.M. CHECKED BY: D.A.S. APPROVED BY: D.A.S. DATE: MARCH 2O22 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SW-03 TRASH RACK REQUIRED ON TOP OF STRUCTURE. TRASH RACK SHALL BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION. SEE THIS SHEET FOR DETAILS. 8" 36„ 8" 8" 36„ 8" #4 @ 8" VERT. E.F. d e e d e d a 4 ee • a 2" CLR. .d (TYP.) •; ° .:. #4 @ 8" VERT. E.F. .d d MANHOLE STEPS @ 1'-2" CTS d • d . 4" UNDERDRAIN a e e ` CONNECTION WITH IWS, SEE DETAIL �a TYP. SW-02 °e ROUNDED ENTRANCE • FLOW STONE BEDDING r 12„ „ 12" J 6 TOP OF STRUCTURE HIGH DENSITY POLYETHYLENE STRUCTURAL P LASTI C mimisiolmimini Now ii 01 No A TOP VIEW TRASH RACK MANUFACTURED BY PLASTIC SOLUTIONS INC. 877-877-5727 OR APPROVED EQUAL. TRASH RACK SHALL HAVE A REMOVABLE ACCES HATCH AND SHALL BE BOLTED TO THE CONCRETE STRUCTURES PER MANUFACTURER'S INSTRUCTIONS. / CONCRETE RISER OUTLET PIPE ° 4 :e A. SECTION X-X N.T.S. TRASH RACK SPACING SET BY PLASTIC SOLUTIONS INC. /1 ELEV. A OUTLET PIPE #5 @ 8" E.W. TOP & BOTTOM TRASH RACK ASSEMBLY C mmmm mmmm TOP VIEW 5.25' 12" J 6„ STONE BEDDING SECTION Y-Y OUTLET CONTROL STRUCTURE N.T.S. Leaving Structure Q10 Q10 N.T.S. Leaving Structure Q25 Q25 DA 1 S-1 3.91 3.91 4.49 4.49 SYSTEM DA 2 S-2 1.21 5.11 1.38 5.87 DA 3 S-3 0.58 9.22 0.67 10.58 1 DA4 S-4 1.19 1.19 1 1.36 1.36 DA 5 S-5 2.34 3.52 r 2.68 4.04 PRE -CAST CONCRETE STRUCTURE OR AN APPROVED EQUAL IS ACCEPTABLE. ALL ORIFICE AND WEIR ELEVATIONS SHALL BE MAINTAINED. 2167.25 #4 @ 8" VERT. E.F. #4 @ 8" VERT. E.F. 4" UNDERDRAIN CONNECTION WITH IWS, SEE DETAIL SW-02 2162.0 N #5 @ 8" E.W. TOP & BOTTOM STRUCTUR E NUMBER STRUCTURE Gate Elevevation (Single) S-1 15" 1 nv Out S-2 Grate Elevation (Single) 15" Inv In 18" 1 nv Out S-3 Grate Elevation (Single) 18"1nvIn 18" 1 nv Out S-4 IGrate Elevation (Single) 15" 1 nv Out S-5 Grate Elevation (Single) 15" Inv In 15" 1 nv Out 69.4 65.99 68.98 65.53 65.43 68.10 65.20 65.10 7198 66.25 69.24 65.80 65.70 PIPE STRUCTURE NUMBER S-1 TO S-2 15" RCP Class V 93 LF n=0.013 4.49 Q25 0.50% Slope capacity_ 4.57 OK S-2 TO S-3 18" RCP Class V 45 LF n=0.013 5.87 Q25 0.50% Slope capacity_ 7.43 OK S-3 TO S-5 24" RCP Class V 19 LF n=0.013 10.58 Q25 0.50% Slope capacity: 15.99 OK S-4 TO S-5 15" RCP Class V 90 LF n=0.013 1.36 Q25 0.50% Slope capacity: 4.57 OK -5 TO -3 15" RCP Class V 100 LF n=0.013 4.04 025 0.50% Slope ca acl _ 4.57 OK ULTIMATE CONDITION - HYDRAULIC GRADE LINE COMPUTATIONS Proiect AVL -Contractor Staoino Area INLET STATION (1) UPSTREAM INLET Outlet Water Surface Elev. (2) Do in (3) Qo cfs (4) Lo ft (5) Sfo % (6) Hf It (7) JUNCTION LOSS Ht (16) 1.3 Ht (17) 0.5 Ht (18) FINAL H (1-9) Inlet Water Surface Elev. (20) RIM ELEV. (21) Vo (8) Ho (g) Qi (10) Vi (11) Qivi (12) 2 Vi 12g Hi (13) Angle (14) Hd (15) EX-01 Starting Elevation 2153.90 2163.62 EX-02 2153,90 18.00 25.53 37.24 5.88 2.19 3.04 0.04 0.21 0,43 0.68 0.88 0.44 2.63 2156,53 2165.76 EX-03 15.00 3.05 6.29 19.21 0.61 90.00 EX-03 2156.63 15.00 3.05 233.19 0.22 0.52 6.29 0.15 0.23 0.00 0.38 0.50 0.25 0.77 2157.30 2165.76 EX-04 15.00 2.84 6.49 18.44 0.65 0.00 EX-04 2157,90 15.00 2.84 176.87 0.19 0.34 6.49 0.16 0.08 0,01 0.25 0.33 0.16 0.50 2158,40 2165.81 EX-05 15.00 2.53 3.83 9.70 0.23 5.00 EX-05 2161.30 15.00 2.53 104.90 0.15 0.16 3.83 0.06 0.06 0.01 0.12 0.15 0.08 0.24 2161.54 2165.90 EX-06 15.00 1.30 3.21 4.18 0.16 5.00 EX-06 2161,90 15.00 1,30 47.67 0.04 0.02 3.21 0.04 0.00 0.00 0.04 0.05 0.03 1 0,05 2161,95 2165.97 0 1.30 0.00 a.00 0.00 0.00 >V001. _", sheville 00 REGIONAL AIRPORT AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.aveoninc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ClA1RrO . Z. SEAL 040195 �!!!lIlI11l1i4Y1`�l` DAVID A. SKURKY, P.E. NC SEAL #040195 ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA STORMWATER DETAILS NO. 3 ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: N.T.S. AS NOTED REVISIONS: NO. DATE BY DESCRIPTION 1 06/01/22 WMM NCDELM COMMENTS DESIGNED BY: W.M.M. DRAWN BY: W.M.M. CHECKED BY: D.A.S. APPROVED BY: D.A.S. DATE: MARCH 2O22 STATE LICENSE # N.C. C-2450 TRASH RACK DRAINAGE CALCULATIONS PROJECT NO. 2021.0076.01 N.T.S. SW-04 R!VIINAL EXPANSION PROS ONTRACTOR STAGING AS z � T _ JO r w• �. G� - \� •T LOCATION R-r ' Tk p. SMARL .. ioogle Earth SY., .d �• 3 p �, .. • i � C)� �6i � Ova L,�d'!• (. . M h . •� Bran y j ,�,-, .'. ♦ .'�.'��r � `� .. ,..� . �`111 } r FPS! ®� �'® REP N N O N N N N 0 r) W w O z H z w 0 w U) 0 z Q z O U) O ry w N cm 0 O N O N 0 Q U z ry w w z z w N co ti O O N O N w U z Q H U) W Q O z w ry J Q z 7- ry Lu H I J al n 2 N co O O N O N N O N_ d NOTE ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. [15A NCAC 4B .0110] MAINTENANCE PLAN 1. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EACH RAINFALL EVENT AND/OR NO LESS THAN ONCE EVERY WEEK. 2. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO ENSURE CONTINUED FUNCTION OF ALL PRACTICES AS DESIGNED. 3. ALL SEEDED AREAS SHALL BE RE -SEEDED, FERTILIZED, AND MULCHED AS NECESSARY TO ESTABLISH SUITABLE GROUND COVER, ACCORDING TO THE SEEDING AND MULCHING SPECIFICATIONS. 4. SEDIMENT SHALL BE REMOVED FROM ALL TRAPS AND/OR BASINS ONCE ONE HALF OF THE STORAGE VOLUME HAS BEEN USED. 5. THE ROCK WEIRS SHALL BE CLEANED AND/OR REPLACED WITH CLEAN ROCK ONCE SEDIMENT BUILD UP PREVENTS PROPER DRAINAGE FROM THE TRAP. 6. CONTRACTOR TO PERFORM ROUTINE REVIEW OF THE SILT FENCES TO ENSURE PROPER FUNCTION. FENCES TO BE CLEANED ONCE SEDIMENT DEPTH REACHES 6". 7. ADDITIONAL MAINTENANCE, AS REQUIRED BY NCDEQ AND THE ENGINEER, SHALL BE COMPLETED AS DIRECTED. MATTING NOTES 1. ALL DISTURBED AREAS WITHIN THE PROJECT LIMITS SHALL BE SEEDED PER THE PLANS AND SPECIFICATIONS. 2. ALL DISTURBED AREAS WITHIN THE PROJECT LIMITS SHALL BE MULCHED PER THE PLANS AND SPECIFICATIONS EXCEPT THE AREAS THAT SHALL BE MATTED. 3. THE FOLLOWING AREAS SHALL BE MATTED: A. ALL DEFINED DITCHES AS INDICATED IN THE PLANS AND DETAILS; B. ALL BERMS AND SIDE SLOPES OF SEDIMENT BASINS; C. ANY SLOPE EQUAL TO OR GREATER THAN A 3:1 SLOPE; D. ANY BERM ABOVE A SLOPE EQUAL TO OR GREATER THAN A 3:1 SLOPE; E. ANY AREA REQUIRED BY THE OWNER OR ENGINEER. 4. MATTING SHALL BE CURLEX II OR APPROVED EQUAL. NCDEQ COMMENTS 1. THE DEVELOPER IS RESPONSIBLE FOR THE CONTROL OF SEDIMENT ON -SITE. IF THE APPROVED EROSION AND SEDIMENTATION CONTROL MEASURES PROVE INSUFFICIENT, THE DEVELOPER MUST TAKE ADDITIONAL STEPS NECESSARY TO STOP SEDIMENT FROM LEAVING THIS SITE (NCGS 113A-57(3)). EACH SEDIMENT STORAGE DEVICE MUST BE INSPECTED AFTER EACH STORM EVENT (NCGS 113A-54.1 (e)). MAINTENANCE AND/OR CLEAN OUT IS NECESSARY ANYTIME THE DEVICE IS AT 50% CAPACITY. ALL SEDIMENT STORAGE MEASURES WILL REMAIN ON SITE AND FUNCTIONAL UNTIL ALL GRADING AND FINAL LANDSCAPING OF THE PROJECT IS COMPLETE (15A NCAC 04B .0113). 2. ALL EXISTING DITCHES ON THIS PROJECT SITE ARE ASSUMED TO BE LEFT UNDISTURBED BY THE PROPOSED DEVELOPMENT UNLESS OTHERWISE NOTED. THE REMOVAL OF VEGETATION WITHIN ANY EXISTING DITCH OR CHANNEL IS PROHIBITED UNLESS THE DITCH OR CHANNEL IS TO BE REGRADED WITH SIDE SLOPES OF 2 HORIZONTAL TO 1 VERTICAL OR LESS STEEP (15A NCAC 04B .0124 (d)). BANK SLOPES MAY BE MOWED, BUT STRIPPING OF VEGETATION IS CONSIDERED NEW EARTH WORK AND IS SUBJECT TO THE SAME EROSION CONTROL REQUIREMENTS AS NEW DITCHES (NCGS 113A-52(6)). 3. THE DEVELOPER IS RESPONSIBLE FOR OBTAINING ALL PERMITS AND APPROVALS NECESSARY FOR THE DEVELOPMENT OF THIS PROJECT PRIOR TO THE COMMENCEMENT OF THIS LAND DISTURBING ACTIVITY. THIS COULD INCLUDE OUR AGENCY'S STORMWATER REGULATIONS AND THE DIVISION OF WATER RESOURCES' ENFORCEMENT REQUIREMENTS WITHIN SECTION 401 OF THE CLEAN WATER ACT, THE U.S. ARMY CORPS OF ENGINEERS' JURISDICTION OF SECTION 404 OF THE CLEAN WATER ACT, THE DIVISION OF COASTAL MANAGEMENT'S CAMA REQUIREMENTS, THE DIVISION OF SOLID WASTE MANAGEMENT'S LANDFILL REGULATIONS, THE ENVIRONMENTAL PROTECTION AGENCY AND/OR THE U.S. ARMY CORPS OF ENGINEERS JURISDICTION OF THE CLEAN WATER ACT, LOCAL COUNTY OR MUNICIPALITIES' ORDINANCES, OR OTHERS THAT MAY BE REQUIRED. THIS APPROVAL CANNOT SUPERSEDE ANY OTHER PERMIT OR APPROVAL. 4. ADEQUATE AND APPROPRIATE MEASURES MUST BE PROPERLY INSTALLED DOWNSTREAM, WITHIN THE LIMITS OF DISTURBANCE, OF ANY LAND DISTURBING ACTIVITY TO PREVENT SEDIMENT FROM LEAVING LIMITS OF DISTURBANCE, ENTERING EXISTING DRAINAGE SYSTEMS, IMPACTING AN ON -SITE NATURAL WATERCOURSE OR ADJOINING PROPERTY. (NCGS 113A-57) TEMPORARY SEEDING SCHEDULE - SUMMER MIXTURE SEEDING MIXTURE SPECIES RATE (LB/ACRE) LESPEDEZA 40 IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUDANGRASS MAY BE SUBSTITUTED AT A RATE OF 50 LBS/ACRE. SEEDING DATES MOUNTAINS: MAY 15 - AUG. 15 PIEDMONT: MAY 1 -AUG. 1 SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS, OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL. MAINTENANCE REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. TEMPORARY SEEDING SCHEDULE - FALL MIXTURE SEEDING MIXTURE SPECIES RYE GRAIN RATE (LB/ACRE) 120 SEEDING DATES MOUNTAINS: AUG. 15 - DEC. 15 PIEDMONT: AUG. 15 - DEC. 30 SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS, OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL. MAINTENANCE REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LBS/ACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LBS/ACRE KOREAN (MOUNTAINS) LESPEDEZA OR KOBE (PIEDMONT AND COASTAL PLAIN) IN LATE FEBRUARY OR EARLY MARCH. TEMPORARY SEEDING SCHEDULE LATE WINTER / EARLY SPRING MIXTURE SEEDING MIXTURE SPECIES RATE (LB/ACRE) RYE (GRAIN) 120 ANNUAL LESPEDEZA 50 (KOBE IN 50 PIEDMONT AND COASTAL PLAIN, KOREAN IN MOUNTAINS) OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND BEYOND JUNE. SEEDING DATES MOUNTAINS ABOVE 2,500 FEET: FEB 15 - MAY 15 MOUNTAINS BELOW 2,500 FEET: FEB 1 - MAY 1 PIEDMONT: JAN 1 - MAY 1 COASTAL PLAIN: DEC. 1 -APR. 15 SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS, OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL. MAINTENANCE REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. EROSION AND SEDIMENT CONTROL NOTES 1. THE CONTRACTOR SHALL PROVIDE SILT FENCE AND OTHER EROSION AND SEDIMENT CONTROL DEVICES TO CONTROL SOIL EROSION DURING CONSTRUCTION. ALL DISTURBED AREAS SHALL BE CLEANED, GRADED AND STABILIZED WITH GRASSING IMMEDIATELY AFTER CONSTRUCTION. 2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICAL (NO MORE THAT 14 DAYS) IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED. 3. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 21 DAYS FROM WHEN ACTIVITIES CEASED, THEN STABILIZATION MEASURES DO NOT HAVE TO BE INITIATED ON THAT PORTION OF THE SITE BY THE 14TH DAY AFTER CONSTRUCTION ACTIVITY HAS CEASED. 4. CONTRACTOR'S TEMPORARY EROSION CONTROL - TEMPORARY DRAINS, SILT FENCING, AND DRAINAGE DITCHES, ETC., NOT SHOWN ON THE PLANS, OR NOTED HEREIN, SHALL BE INSTALLED BY THE CONTRACTOR TO INTERCEPT OR DIVERT SURFACE WATER RUNOFF WHICH MAY AFFECT THE WORK AREAS. THESE DRAINS AND DITCHES SHALL BE MAINTAINED BY THE CONTRACTOR THROUGHOUT THE DURATION OF THE CONTRACT. UPON COMPLETION, THE CONTRACTOR SHALL RESTORE THE SITE TO ITS ORIGINAL CONDITION. 5. SPECIFICATIONS ARE PROVIDED AS OUTLINE REQUIREMENTS FOR THE CONTRACTOR TO APPLY WATER, CHEMICALS, VEGETATION OR OTHER MATERIALS TO PREVENT THE OCCURRENCE OF DUST WHICH WILL BE OBJECTIONABLE TO THE OPERATIONS/USERS OF THE AIRPORT. CONTRACTOR SHALL ALSO BE OBLIGATED TO DISCONTINUE OPERATIONS WHICH VIOLATE EXISTING LAWS AND REGULATIONS. 6. THE CONTRACTOR SHALL LIMIT AREAS OF DISTURBANCE AS MUCH AS POSSIBLE DURING THE COURSE OF THE PROJECT, AND STABILIZE AREAS AS WORK IS COMPLETED. NO SEPARATE MEASUREMENT WILL BE MADE FOR PAYMENT FOR AREAS REQUIRING SEEDING AND MULCHING OUTSIDE OF THE LIMITS OF CONSTRUCTION, THIS WORK SHALL BE CONSIDERED INCIDENTAL TO THE CONTRACT. 7. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED BY THE CONTRACTOR EVERY SEVEN (7) DAYS OR AFTER EACH RAINFALL OCCURRENCE THAT EXCEEDS ONE-HALF (1/2) INCH. DAMAGED OR INEFFECTIVE DEVICES SHALL BE REPAIRED OR REPLACED AS NECESSARY BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 8. ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED. 9. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO THE PAVED ROADWAY CONSTRUCTION AREAS. THE CONTRACTOR SHALL DAILY REMOVE MUD, SOIL OR ANY DEBRIS FROM THE PAVEMENT. >too. ihev le REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA o -�o 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL NOTES (SHEET 1 OF 3) ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: J.C.W. DRAWN BY: J.C.W. CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-01 N N 0 N N N N 0 0 W W 0 Z W 0 W U) 0 Z Q Z 0 U) 0 ry W I N 0 0 N 0 N 0 a U Z_ ry W W Z Z W N co ti 0 0 N 0 N LU 0 Z U) CO W Q 0 Z W J Q Z 7- W JI Q I i N co 0 0 N 0 N N 0 N d GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH THE NCGOl CONSTRUCTION GENERAL PERMIT Implementing the details and specifications on this plan sheet will result in the construction activity being considered compliant with the Ground Stabilization and Materials Handling sections of the NCG01 Construction General Permit (Sections E and F, respectively). The permittee shall comply with the Erosion and Sediment Control plan approved by the delegated authority having jurisdiction. All details and specifications shown on this sheet may not apply depending on site conditions and the delegated authority having jurisdiction. SECTION E: GROUND STABILIZATION REQUIRED GROUND STABILIZATION TIMEFRAMES STABILIZE WITHIN THIS SITE AREA DESCRIPTION MANY CALENDAR DAYS TIMEFRAME VARIATIONS AFTER CEASING LAND (a) PERIMETER DIKES, SWALES, DITCHES, ANE 7 NONE PERIMETER SLOPES (b) HIGH QUALITY WATER 7 NONE (HQW) ZONES (c) SLOPES STEEPER IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE THAN 3:1 7 NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED -7 DAYS FOR SLOPES GREATER THAN WIN LENGTH AND WITH SLOPES STEEPER THAN 4:1 (d) SLOPES 3:1 TO 4:1 14 -7 DAYS FOR PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND HQW ZONES -10 DAYS FOR FALLS LAKE WATERSHED -7 DAYS FOR PERIMETER DIKES, SWALES, (e) AREAS WITH SLOPES DITCHES, PERIMETER SLOPES AND HQW ZONES FLATTER THAN 4:1 14 -10 DAYS FOR FALLS LAKE WATERSHED UNLESS THERE IS ZERO SLOPE NOTE: AFTER THE PERMANENT CESSATION OF CONSTRUCTION ACTIVITIES, ANY AREAS WITH TEMPORARY GROUND STABILIZATION SHALL BE CONVERTED TO PERMANENT GROUND STABILIZATION AS SOON AS PRACTICABLE BUT IN NO CASE LONGER THAN 90 CALENDAR DAYS AFTER THE LAST LAND DISTURBING ACTIVITY. TEMPORARY GROUND STABILIZATION SHALL BE MAINTAINED IN A MANNER TO RENDER THE SURFACE STABLE AGAINST ACCELERATED EROSION UNTIL PERMANENT GROUND GROUND STABILIZATION SPECIFICATION STABILIZE THE GROUND SUFFICIENTLY SO THAT RAIN WILL NOT DISLODGE THE SOIL. USE ONE OF THE TECHNIQUES IN THE TABLE BELOW: Temporary Stabilization Permanent Stabilization • Temporary grass seed covered with straw or • Permanent grass seed covered with straw or other mulches and tackifiers other mulches and tackifiers • Hydroseeding • Geotextile fabrics such as permanent soil • Rolled erosion control products with or reinforcement matting without temporary grass seed • Hydroseeding • Appropriately applied straw or other mulch • Shrubs or other permanent plantings covered • Plastic sheeting with mulch • Uniform and evenly distributed ground cover sufficient to restrain erosion • Structural methods such as concrete, asphalt or retaining walls • Rolled erosion control products with grass seed POLYACRYLAMIDES (PAMS) AND FLOCCULANTS 1. SELECT FLOCCULANTS THAT ARE APPROPRIATE FOR THE SOILS BEING EXPOSED DURING CONSTRUCTION, SELECTING FROM THE NC DWR LIST OFAPPROVED PAMS/FLOCCULANTS. 2. APPLY FLOCCULANTS AT OR BEFORE THE INLETS TO EROSION AND SEDIMENT CONTROL MEASURES. 3. APPLY FLOCCULANTS AT THE CONCENTRATIONS SPECIFIED IN THE NC DWR LIST OFAPPROVED PAMS/FLOCCULANTS AND IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 4. PROVIDE PONDING AREA FOR CONTAINMENT OF TREATED STORMWATER BEFORE DISCHARGING OFFSITE. 5. STORE FLOCCULANTS IN LEAK -PROOF CONTAINERS THAT ARE KEPT UNDER STORM -RESISTANT COVER OR SURROUNDED BY SECONDARY CONTAINMENT STRUCTURES. EQUIPMENT AND VEHICLE MAINTENANCE 1. MAINTAIN VEHICLES AND EQUIPMENT TO PREVENT DISCHARGE OF FLUIDS. 2. PROVIDE DRIP PANS UNDER ANY STORED EQUIPMENT. 3. IDENTIFY LEAKS AND REPAIR AS SOON AS FEASIBLE, OR REMOVE LEAKING EQUIPMENT FROM THE PROJECT. 4. COLLECT ALL SPENT FLUIDS, STORE IN SEPARATE CONTAINERS AND PROPERLY DISPOSE AS HAZARDOUS WASTE (RECYCLE WHEN POSSIBLE). 5. REMOVE LEAKING VEHICLES AND CONSTRUCTION EQUIPMENT FROM SERVICE UNTIL THE PROBLEM HAS BEEN CORRECTED. 6. BRING USED FUELS, LUBRICANTS, COOLANTS, HYDRAULIC FLUIDS AND OTHER PETROLEUM PRODUCTS TO A RECYCLING OR DISPOSAL CENTER THAT HANDLES THESE MATERIALS. LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE 1. NEVER BURY OR BURN WASTE. PLACE LITTER AND DEBRIS IN APPROVED WASTE CONTAINERS. 2. PROVIDE A SUFFICIENT NUMBER AND SIZE OF WASTE CONTAINERS (E.G DUMPSTER, TRASH RECEPTACLE) ON SITE TO CONTAIN CONSTRUCTION AND DOMESTIC WASTES. 3. LOCATE WASTE CONTAINERS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND SURFACE WATERS UNLESS NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. 4. LOCATE WASTE CONTAINERS ON AREAS THAT DO NOT RECEIVE SUBSTANTIAL AMOUNTS OF RUNOFF FROM UPLAND AREAS AND DOES NOT DRAIN DIRECTLY TO A STORM DRAIN, STREAM OR WETLAND. 5. COVER WASTE CONTAINERS AT THE END OF EACH WORKDAY AND BEFORE STORM EVENTS OR PROVIDE SECONDARY CONTAINMENT. REPAIR OR REPLACE DAMAGED WASTE CONTAINERS. 6. ANCHOR ALL LIGHTWEIGHT ITEMS IN WASTE CONTAINERS DURING TIMES OF HIGH WINDS. 7. EMPTY WASTE CONTAINERS AS NEEDED TO PREVENT OVERFLOW. CLEAN UP IMMEDIATELY IF CONTAINERS OVERFLOW. 8. DISPOSE WASTE OFF -SITE AT AN APPROVED DISPOSAL FACILITY. 9. ON BUSINESS DAYS, CLEAN UP AND DISPOSE OF WASTE IN DESIGNATED WASTE CONTAINERS. PAINT AND OTHER LIQUID WASTE 1. DO NOT DUMP PAINT AND OTHER LIQUID WASTE INTO STORM DRAINS, STREAMS OR WETLANDS. 2. LOCATE PAINT WASHOUTS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND SURFACE WATERS UNLESS NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. 3. CONTAIN LIQUID WASTES IN A CONTROLLED AREA. 4. CONTAINMENT MUST BE LABELED, SIZED AND PLACED APPROPRIATELY FOR THE NEEDS OF SITE. 5. PREVENT THE DISCHARGE OF SOAPS, SOLVENTS, DETERGENTS AND OTHER LIQUID WASTES FROM CONSTRUCTION SITES. PORTABLE TOILETS 1. INSTALL PORTABLE TOILETS ON LEVEL GROUND, AT LEAST 50 FEET AWAY FROM STORM DRAINS, STREAMS OR WETLANDS UNLESS THERE IS NO ALTERNATIVE REASONABLY AVAILABLE. IF 50 FOOT OFFSET IS NOT ATTAINABLE, PROVIDE RELOCATION OF PORTABLE TOILET BEHIND SILT FENCE OR PLACE ON A GRAVEL PAD AND SURROUND WITH SAND BAGS. 2. PROVIDE STAKING OR ANCHORING OF PORTABLE TOILETS DURING PERIODS OF HIGH WINDS OR IN HIGH FOOT TRAFFIC AREAS. 3. MONITOR PORTABLE TOILETS FOR LEAKING AND PROPERLY DISPOSE OF ANY LEAKED MATERIAL. UTILIZE A LICENSED SANITARY WASTE HAULER TO REMOVE LEAKING PORTABLE TOILETS AND REPLACE WITH PROPERLY OPERATING UNIT. EARTHEN STOCKPILE MANAGEMENT 1. SHOW STOCKPILE LOCATIONS ON PLANS. LOCATE EARTHEN -MATERIAL STOCKPILE AREAS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS, SEDIMENT BASINS, PERIMETER SEDIMENT CONTROLS AND SURFACE WATERS UNLESS IT CAN BE SHOWN NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. 2. PROTECT STOCKPILE WITH SILT FENCE INSTALLED ALONG TOE OF SLOPE WITH A MINIMUM OFFSET OF FIVE FEET FROM THE TOE OF STOCKPILE. 3. PROVIDE STABLE STONE ACCESS POINT WHEN FEASIBLE. 4. STABILIZE STOCKPILE WITHIN THE TIMEFRAMES PROVIDED ON THIS SHEET AND IN ACCORDANCE WITH THE APPROVED PLAN AND ANY ADDITIONAL REQUIREMENTS. SOIL STABILIZATION IS DEFINED AS VEGETATIVE, PHYSICAL OR CHEMICAL COVERAGE TECHNIQUES THAT WILL RESTRAIN ACCELERATED EROSION ON DISTURBED SOILS FOR TEMPORARY OR PERMANENT CONTROL NEEDS. NCGO I GROUND STABILIZATION AND MATERIALS HANDLING (TYP.) S ONSITE CONCRETE WASHOUT STRUCTURE WITH LINER PS 11SANDBAGS (TYP.) SIDE OR STAPLES (TYP. CLEARLY MARKED SIGNAGE SECTION A -A CONCRETE NOTING DEVICE (18"X24" MIN.) WASHOUT NOTES: 1. ACTUAL LOCATION DETERMINED IN FIELD 2. THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES 75% OF THE STRUCTURES CAPACITY. PLAN &CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED WITH SIGNAGE NOTING DEVICE. BELOW GRADE WASHOUT STRUCTURE NOT TO SCALE .,,,AGS (TYP.) OR STAPLES CLEARLY MARKED SIGNAGE CONCRETE NOTING DEVICE (18"X24" MIN.) WASHOUT PLAN SANDBAGS(TYP.) OR STAPLES 0 MIL HIGH COHESIVE 8 PLASTIC LINING LOW FILTRATION -1:1 SIDE SLOPE SOIL BERM I (TYP.) SECTION B-B NOTES: 1. ACTUAL LOCATION DETERMINED IN FIELD 2. THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES 75% OF THE STRUCTURES CAPACITY TO PROVIDE ADEQUATE HOLDING CAPACITY WITH A MINIMUM 12 INCHES OF FREEBOARD. 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED WITH SIGNAGE NOTING DEVICE. ABOVE GRADE WASHOUT STRUCTURE NOT TO SCALE CONCRETE WASHOUTS 1. DO NOT DISCHARGE CONCRETE OR CEMENT SLURRY FROM THE SITE. 2. DISPOSE OF, OR RECYCLE SETTLED, HARDENED CONCRETE RESIDUE IN ACCORDANCE WITH LOCAL AND STATE SOLID WASTE REGULATIONS AND AT AN APPROVED FACILITY. 3. MANAGE WASHOUT FROM MORTAR MIXERS IN ACCORDANCE WITH THE ABOVE ITEM AND IN ADDITION PLACE THE MIXER AND ASSOCIATED MATERIALS ON IMPERVIOUS BARRIER AND WITHIN LOT PERIMETER SILT FENCE. 4. INSTALL TEMPORARY CONCRETE WASHOUTS PER LOCAL REQUIREMENTS, WHERE APPLICABLE. IF AN ALTERNATE METHOD OR PRODUCT IS TO BE USED, CONTACT YOUR APPROVAL AUTHORITY FOR REVIEW AND APPROVAL. IF LOCAL STANDARD DETAILS ARE NOT AVAILABLE, USE ONE OF THE TWO TYPES OF TEMPORARY CONCRETE WASHOUTS PROVIDED ON THIS DETAIL. 5. DO NOT USE CONCRETE WASHOUTS FOR DEWATERING OR STORING DEFECTIVE CURB OR SIDEWALK SECTIONS. STORMWATER ACCUMULATED WITHIN THE WASHOUT MAY NOT BE PUMPED INTO OR DISCHARGED TO THE STORM DRAIN SYSTEM OR RECEIVING SURFACE WATERS. LIQUID WASTE MUST BE PUMPED OUT AND REMOVED FROM PROJECT. 6. LOCATE WASHOUTS AT LEAST 50 FEET FROM STORM DRAIN INLETS AND SURFACE WATERS UNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. AT A MINIMUM, INSTALL PROTECTION OF STORM DRAIN INLET(S) CLOSEST TO THE WASHOUT WHICH COULD RECEIVE SPILLS OR OVERFLOW. 7. LOCATE WASHOUTS IN AN EASILY ACCESSIBLE AREA, ON LEVEL GROUND AND INSTALL A STONE ENTRANCE PAD IN FRONT OF THE WASHOUT. ADDITIONAL CONTROLS MAY BE REQUIRED BY THE APPROVING AUTHORITY. 8. INSTALL AT LEAST ONE SIGN DIRECTING CONCRETE TRUCKS TO THE WASHOUT WITHIN THE PROJECT LIMITS. POST SIGNAGE ON THE WASHOUT ITSELF TO IDENTIFY THIS LOCATION. 9. REMOVE LEAVINGS FROM THE WASHOUT WHEN AT APPROXIMATELY 75% CAPACITY TO LIMIT OVERFLOW EVENTS. REPLACE THE TARP, SAND BAGS OR OTHER TEMPORARY STRUCTURAL COMPONENTS WHEN NO LONGER FUNCTIONAL. WHEN UTILIZING ALTERNATIVE OR PROPRIETARY PRODUCTS, FOLLOW MANUFACTURER'S INSTRUCTIONS. 10. AT THE COMPLETION OF THE CONCRETE WORK, REMOVE REMAINING LEAVINGS AND DISPOSE OF IN AN APPROVED DISPOSAL FACILITY. FILL PIT, IF APPLICABLE, AND STABILIZE ANY DISTURBANCE CAUSED BY REMOVAL OF WASHOUT. HERBICIDES, PESTICIDES AND RODENTICIDES 1. STORE AND APPLY HERBICIDES, PESTICIDES AND RODENTICIDES IN ACCORDANCE WITH LABEL RESTRICTIONS. 2. STORE HERBICIDES, PESTICIDES AND RODENTICIDES IN THEIR ORIGINAL CONTAINERS WITH THE LABEL, WHICH LISTS DIRECTIONS FOR USE, INGREDIENTS AND FIRST AID STEPS IN CASE OF ACCIDENTAL POISONING. 3. DO NOT STORE HERBICIDES, PESTICIDES AND RODENTICIDES IN AREAS WHERE FLOODING IS POSSIBLE OR WHERE THEY MAY SPILL OR LEAK INTO WELLS, STORMWATER DRAINS, GROUND WATER OR SURFACE WATER. IF A SPILL OCCURS, CLEAN AREA IMMEDIATELY. 4. DO NOT STOCKPILE THESE MATERIALS ONSITE. HAZARDOUS AND TOXIC WASTE 1. CREATE DESIGNATED HAZARDOUS WASTE COLLECTION AREAS ON -SITE. 2. PLACE HAZARDOUS WASTE CONTAINERS UNDER COVER OR IN SECONDARY CONTAINMENT. 3. DO NOT STORE HAZARDOUS CHEMICALS, DRUMS OR BAGGED MATERIALS DIRECTLY ON THE GROUND. EFFECTIVE: 04/01 / 19 >too. sheville REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA -�o 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL NOTES (SHEET 2 OF 3) ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: J.C.W. DRAWN BY: J.C.W. CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-02 N N 0 N N N N 0 W O Z Z W 0 W rn 0 Z Q Z O U) O ry W N 0 0 N 0 N 0 Q U Z_ ry W W Z_ Z W N co ti 0 0 N 0 N_ W 0 Z U) CO Q O W ry J Q Z W JI Q i N co 0 0 N CD N N 0 N n PART III SELF -INSPECTION, RECORDKEEPING AND REPORTING SECTION A: SELF -INSPECTION SELF -INSPECTIONS ARE REQUIRED DURING NORMAL BUSINESS HOURS IN ACCORDANCE WITH THE TABLE BELOW. WHEN ADVERSE WEATHER OR SITE CONDITIONS WOULD CAUSE THE SAFETY OF THE INSPECTION PERSONNEL TO BE IN JEOPARDY, THE INSPECTION MAY BE DELAYED UNTIL THE NEXT BUSINESS DAY ON WHICH IT IS SAFE TO PERFORM THE INSPECTION. IN ADDITION, WHEN A STORM EVENT OF EQUAL TO OR GREATER THAN 1.0 INCH OCCURS OUTSIDE OF NORMAL BUSINESS HOURS, THE SELF -INSPECTION SHALL BE PERFORMED UPON THE COMMENCEMENT OF THE NEXT BUSINESS DAY. ANYTIME WHEN INSPECTIONS WERE DELAYED SHALL BE NOTED IN THE INSPECTION RECORD. Frequency Inspect (during normal Inspection records must include: business hours) (1) Rain gauge Daily Daily rainfall amounts. maintained in If no daily rain gauge observations are made during weekend or good working holiday periods, and no individual -day rainfall information is order available, record the cumulative rain measurement for those un- attended days (and this will determine if a site inspection is needed). Days on which no rainfall occurred shall be recorded as "zero." The permittee may use another rain -monitoring device approved by the Division. (2) E&SC At least once per 1. Identification of the measures inspected, Measures 7 calendar days 2. Date and time of the inspection, and within 24 3. Name of the person performing the inspection, hours of a rain 4. Indication of whether the measures were operating event > 1.0 inch in properly, 24 hours 5. Description of maintenance needs for the measure, 6. Description, evidence, and date of corrective actions taken. (3) Stormwater At least once per 1. Identification of the discharge outfalls inspected, discharge 7 calendar days 2. Date and time of the inspection, outfalls (SDOs) and within 24 3. Name of the person performing the inspection, hours of a rain 4. Evidence of indicators of stormwater pollution such as oil event > 1.0 inch in sheen, floating or suspended solids or discoloration, 24 hours 5. Indication of visible sediment leaving the site, 6. Description, evidence, and date of corrective actions taken. (4) Perimeter of At least once per If visible sedimentation is found outside site limits, then a record site 7 calendar days of the following shall be made: and within 24 1. Actions taken to clean up or stabilize the sediment that has left hours of a rain the site limits, event > 1.0 inch in 2. Description, evidence, and date of corrective actions taken, and 24 hours 3. An explanation as to the actions taken to control future releases. (5) Streams or At least once per If the stream or wetland has increased visible sedimentation or a wetlands onsite 7 calendar days stream has visible increased turbidity from the construction or offsite and within 24 activity, then a record of the following shall be made: (where hours of a rain 1. Description, evidence and date of corrective actions taken, and accessible) event > 1.0 inch in 2. Records of the required reports to the appropriate Division 24 hours Regional Office per Part III, Section C, Item (2)(a) of this permit. (6) Ground After each phase 1. The phase of grading (installation of perimeter E&SC stabilization of grading measures, clearing and grubbing, installation of storm measures drainage facilities, completion of all land -disturbing activity, construction or redevelopment, permanent ground cover). 2. Documentation that the required ground stabilization measures have been provided within the required timeframe or an assurance that they will be provided as soon as possible. NOTE: THE RAIN INSPECTION RESETS THE REQUIRED 7 CALENDAR DAY INSPECTION REQUIREMENT. PART III SELF -INSPECTION, RECORDKEEPING AND REPORTING SECTION B: RECORDKEEPING 1. E&SC PLAN DOCUMENTATION THE APPROVED E&SC PLAN AS WELL AS ANY APPROVED DEVIATION SHALL BE KEPT ON THE SITE. THE APPROVED E&SC PLAN MUST BE KEPT UP-TO-DATE THROUGHOUT THE COVERAGE UNDER THIS PERMIT. THE FOLLOWING ITEMS PERTAINING TO THE E&SC PLAN SHALL BE KEPT ON SITE AND AVAILABLE FOR INSPECTION AT ALL TIMES DURING NORMAL BUSINESS HOURS. Item to Document Documentation Requirements (a) Each E&SC measure has been installed Initial and date each E&SC measure on a copy and does not significantly deviate from the of the approved E&SC plan or complete, date locations, dimensions and relative elevations and sign an inspection report that lists each shown on the approved E&SC plan. E&SC measure shown on the approved E&SC plan. This documentation is required upon the initial installation of the E&SC measures or if the E&SC measures are modified after initial installation. (b) A phase of grading has been completed. Initial and date a copy of the approved E&SC plan or complete, date and sign an inspection report to indicate completion of the construction phase. (c) Ground cover is located and installed Initial and date a copy of the approved E&SC in accordance with the approved E&SC plan or complete, date and sign an inspection plan. report to indicate compliance with approved ground cover specifications. (d) The maintenance and repair Complete, date and sign an inspection report. requirements for all E&SC measures have been performed. (e) Corrective actions have been taken Initial and date a copy of the approved E&SC to E&SC measures. plan or complete, date and sign an inspection report to indicate the completion of the corrective action. 2. ADDITIONAL DOCUMENTATION TO BE KEPT ON SITE IN ADDITION TO THE E&SC PLAN DOCUMENTS ABOVE, THE FOLLOWING ITEMS SHALL BE KEPT ON THE SITE AND AVAILABLE FOR INSPECTORS AT ALL TIMES DURING NORMAL BUSINESS HOURS, UNLESS THE DIVISION PROVIDES A SITE -SPECIFIC EXEMPTION BASED ON UNIQUE SITE CONDITIONS THAT MAKE THIS REQUIREMENT NOT PRACTICAL: (a) THIS GENERAL PERMIT AS WELL AS THE CERTIFICATE OF COVERAGE, AFTER IT IS RECEIVED. (b) RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS TWELVE MONTHS. THE PERMITTEE SHALL RECORD THE REQUIRED OBSERVATIONS ON THE INSPECTION RECORD FORM PROVIDED BY THE DIVISION OR A SIMILAR INSPECTION FORM THAT INCLUDES ALL THE REQUIRED ELEMENTS. USE OF ELECTRONICALLY -AVAILABLE RECORDS IN LIEU OF THE REQUIRED PAPER COPIES WILL BE ALLOWED IF SHOWN TO PROVIDE EQUAL ACCESS AND UTILITY AS THE HARD -COPY RECORDS. 3. DOCUMENTATION TO BE RETAINED FOR THREE YEARS ALL DATA USED TO COMPLETE THE E-NOI AND ALL INSPECTION RECORDS SHALL BE MAINTAINED FOR A PERIOD OF THREE YEARS AFTER PROJECT COMPLETION AND MADE AVAILABLE UPON REQUEST. [40 CFR 122.411 PART II, SECTION G, ITEM (4) DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT SEDIMENT BASINS AND TRAPS THAT RECEIVE RUNOFF FROM DRAINAGE AREAS OF ONE ACRE OR MORE SHALL USE OUTLET STRUCTURES THAT WITHDRAW WATER FROM THE SURFACE WHEN THESE DEVICES NEED TO BE DRAWN DOWN FOR MAINTENANCE OR CLOSE OUT UNLESS THIS IS INFEASIBLE. THE CIRCUMSTANCES IN WHICH IT IS NOT FEASIBLE TO WITHDRAW WATER FROM THE SURFACE SHALL BE RARE (FOR EXAMPLE, TIMES WITH EXTENDED COLD WEATHER). NON -SURFACE WITHDRAWALS FROM SEDIMENT BASINS SHALL BE ALLOWED ONLY WHEN ALL OF THE FOLLOWING CRITERIA HAVE BEEN MET: (a) THE E&SC PLAN AUTHORITY HAS BEEN PROVIDED WITH DOCUMENTATION OF THE NON -SURFACE WITHDRAWAL AND THE SPECIFIC TIME PERIODS OR CONDITIONS IN WHICH IT WILL OCCUR. THE NON -SURFACE WITHDRAWAL SHALL NOT COMMENCE UNTIL THE E&SC PLAN AUTHORITY HAS APPROVED THESE ITEMS, (b) THE NON -SURFACE WITHDRAWAL HAS BEEN REPORTED AS AN ANTICIPATED BYPASS IN ACCORDANCE WITH PART III, SECTION C, ITEM (2)(C) AND (D) OF THIS PERMIT, (c) DEWATERING DISCHARGES ARE TREATED WITH CONTROLS TO MINIMIZE DISCHARGES OF POLLUTANTS FROM STORMWATER THAT IS REMOVED FROM THE SEDIMENT BASIN. EXAMPLES OF APPROPRIATE CONTROLS INCLUDE PROPERLY SITED, DESIGNED AND MAINTAINED DEWATERING TANKS, WEIR TANKS, AND FILTRATION SYSTEMS, (d) VEGETATED, UPLAND AREAS OF THE SITES OR A PROPERLY DESIGNED STONE PAD IS USED TO THE EXTENT FEASIBLE AT THE OUTLET OF THE DEWATERING TREATMENT DEVICES DESCRIBED IN ITEM (C) ABOVE, (e) VELOCITY DISSIPATION DEVICES SUCH AS CHECK DAMS, SEDIMENT TRAPS, AND RIPRAP ARE PROVIDED AT THE DISCHARGE POINTS OF ALL DEWATERING DEVICES, AND (f) SEDIMENT REMOVED FROM THE DEWATERING TREATMENT DEVICES DESCRIBED IN ITEM (C) ABOVE IS DISPOSED OF IN A MANNER THAT DOES NOT CAUSE DEPOSITION OF SEDIMENT INTO WATERS OF THE UNITED STATES. NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING PART III SELF -INSPECTION, RECORDKEEPING AND REPORTING SECTION C: REPORTING 1. OCCURRENCES THAT MUST BE REPORTED PERMITTEES SHALL REPORT THE FOLLOWING OCCURRENCES: (a) VISIBLE SEDIMENT DEPOSITION IN A STREAM OR WETLAND. (b) OIL SPILLS IF: • THEY ARE 25 GALLONS OR MORE, • THEY ARE LESS THAN 25 GALLONS BUT CANNOT BE CLEANED UP WITHIN 24 HOURS, • THEY CAUSE SHEEN ON SURFACE WATERS (REGARDLESS OF VOLUME), OR • THEY ARE WITHIN 100 FEET OF SURFACE WATERS (REGARDLESS OF VOLUME). (C) RELEASES OF HAZARDOUS SUBSTANCES IN EXCESS OF REPORTABLE QUANTITIES UNDER SECTION 311 OF THE CLEAN WATER ACT (REF: 40 CFR 110.3 AND 40 CFR 117.3) OR SECTION 102 OF CERCLA (REF: 40 CFR 302.4) OR G.S. 143-215.85. (d) ANTICIPATED BYPASSES AND UNANTICIPATED BYPASSES. (e) NONCOMPLIANCE WITH THE CONDITIONS OF THIS PERMIT THAT MAY ENDANGER HEALTH OR THE ENVIRONMENT. 2. REPORTING TIMEFRAMES AND OTHER REQUIREMENTS AFTER A PERMITTEE BECOMES AWARE OF AN OCCURRENCE THAT MUST BE REPORTED, HE SHALL CONTACT THE APPROPRIATE DIVISION REGIONAL OFFICE WITHIN THE TIMEFRAMES AND IN ACCORDANCE WITH THE OTHER REQUIREMENTS LISTED BELOW. OCCURRENCES OUTSIDE NORMAL BUSINESS HOURS MAY ALSO BE REPORTED TO THE DEPARTMENT'S ENVIRONMENTAL EMERGENCY CENTER PERSONNEL AT (800) 858-0368. Occurrence Reporting Timeframes (After Discovery) and Other Requirements (a) Visible sediment o Within 24 hours, an oral or electronic notification. deposition in a . Within 7 calendar days, a report that contains a description of the stream or wetland sediment and actions taken to address the cause of the deposition. Division staff may waive the requirement for a written report on a case -by -case basis. • If the stream is named on the NC 303(d) list as impaired for sediment - related causes, the permittee may be required to perform additional monitoring, inspections or apply more stringent practices if staff determine that additional requirements are needed to assure compliance with the federal or state impaired -waters conditions. (b) Oil spills and Within 24 hours, an oral or electronic notification. The notification release of shall include information about the date, time, nature, volume and hazardous location of the spill or release. substances per Item 1(b)-(c) above (c) Anticipated o A report at least ten days before the date of the bypass, if possible. bypasses [40 CFR The report shall include an evaluation of the anticipated quality and 122.41(m)(3)] effect of the bypass. (d) Unanticipated o Within 24 hours, an oral or electronic notification. bypasses [40 CFR o Within 7 calendar days, a report that includes an evaluation of the 122.41(m)(3)] quality and effect of the bypass. (e) Noncompliance . Within 24 hours, an oral or electronic notification. with the conditions o Within 7 calendar days, a report that contains a description of the of this permit that noncompliance, and its causes; the period of noncompliance, may endanger including exact dates and times, and if the noncompliance has not health or the been corrected, the anticipated time noncompliance is expected to environment[40 continue; and steps taken or planned to reduce, eliminate, and CFR 122.41(I)(7)] prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6). • Division staff may waive the requirement for a written report on a case -by -case basis. EFFECTIVE: 04/01/19 >too. sheville REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA -�o Awl 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL NOTES (SHEET 3 OF 3) ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: J.C.W. DRAWN BY: J.C.W. CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-03 >too. sheville REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA -�o 0 p KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL PLAN - PHASE 1 ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: J.C.W. DRAWN BY: J.C.W. CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-04 N N 0 N N N N 0 N w Q a z J J O ry H z O H z w 0 w 0 z z O ry w co ti 0 _o N 0 N 0 Q U Z_ w w w z z w N CO ti 0 0 N 0 N w U z Q H U) U) U) Q O z w J Q z ry w ~I J al a N r` 0 0 N O N N 0 N d ♦� oy� \ o�. \ ijycq�� p\ \ \ \ 4S�,T \ \ PROPOSED PROJECT / LIMITS / 5 ' 2178 I i I S,4 a Q � —, I � HE— O Or'uE OHE' OHE z2z 217 I I \ \ \ \ \ \ �\� • 1 o I\ APPROXIMATELY 5� F SILT FENCE 2175 I \ \ \ \\ / / /2174 \ \ _--------- \ / �� / 2173 -217s- / — 2172 \ \ \ \p�/ - __--------------------- I \ \ 1\\ \ 2170 � gg / S-2 F _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Jr- - - - - - - - - - - - - - - - - - - - V . , p• / 15" RCP APPROXIMATELY 357' is°RCP \ CONTRACTOR TO WORK AROUND SS OF SILT FENCE EXISTING MONITORING WELL SS— SS— SS—_ / � - \ — — — S�LLtAfA-Y � 00. T _LNZEWITi'f- ° RIP RA , SB- - \\ PROPOSED\ EDI NT/ STORMWAT�R BA- 1 \ -16 1 \ PROPOSED RISE TRUC R / - \ s�'\ SEE DETAIL ON SHE - MULCHED S AREAS — — — -- \ \\ \\ �• — S— S LL — SS— SS--0--- PROJECT OVERALL LIMITS OF DISTURBANCE: 1.84 AC LEGEND PROPOSED TEMPORARY SILT FENCE LIMITS OF CONSTRUCTION SF NORTH 0 15' 30' 60' SCALE: 1" = 30' >too. Asheville REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL PLAN - PHASE 2 ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: J.C.W. DRAWN BY: J.C.W. CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-05 N 0 0 0 N 0 N 0 Q U C� z ry LLJ LLJ z (D z LLJ N co r` 0 0 N 0 N w U z Q O z LLJ J Q z_ 2 ry LLJ JI Q I 2 N co ti 0 0 N 0 N N 0 N n RIP RAP -CLASS B, o FACED WITH # 57 c%) 4' MAX FILTER STONE 1. SILT FENCE STONE OUTLET SHALL BE INSTALLED ALONG PERIMETER OF THE GRADING LIMITS AT 100 FOOT INTERVALS, LOW SPOTS AND AS ORDERED BY THE ENGINEER. OUTLETS SHOULD ALSO BE INSTALLED AT OUTFALLS FOR TEMPORARY SLOPE DRAINS OR COMBINATION OF OUTFALLS. DRAINAGE AREAS OF OUTLETS SHOULD BE MINIMIZED AS PRACTICAL. 2. THE COST OF STONE SHALL BE INCIDENTAL TO SILT FENCE. 3. THIS METHOD IS TO BE USED ON BOTH SILT FENCE AND SPECIAL SEDIMENT CONTROL FENCE. SILT FENCE STONE OUTLET DETAIL NOT TO SCALE PUBLIC STREET / EXISTING PAVEMENT do 50' MINIMUM Mon 6" MINIMUM THICKNESS \ FILTER FABRIC UNDER STONE EXISTING GROUND 50' MINIMUM PUBLIC STREET /EXISTING PAVEMENT 1. A STABILIZED PAD OF RAILROAD BALLAST SHALL BE LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE A CONSTRUCTION SITE ON TO A PUBLIC STREET. 2. STONE TO BE 2" - 3" STONE. 3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT. STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 4. ALL SEDIMENT SPILLED, DROPPED WASHED OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY. 5. WHEN NECESSARY, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN. 6. FILTER FABRIC SHALL BE MIRAFI 500 OR EQUAL. STABILIZED CONSTRUCTION ENTRANCE DETAIL NOT TO SCALE 18" STEEL POST WIRE MESH FILTER FABRIC p _ EXISTING co Ili FvII I I- GROUND N =III_ II I LINE 4" ANCHOR FABRIC AS SHOWN AND COMPACT BACKFILL ABOVE IT �C/%TIr%kI 8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE 6' MAX. TRA STRENGTH FABRIC WITHOUT WIRE FENCE ANCHOR FABRIC TO WIRE SEE NOTES REGARDING - MESH WITH PLASTIC TIES MESH AND FABRIC MIDWAY BETWEEN POSTS ATTACHMENT TO POSTS MAX. WIRE � FABRIC MESH OPENING SIZE = 36 SQ. IN. FILTER FABRIC 6" (SEE NOTE 2) ELEVATION 1 I" 1 "1 % ­11 IN" SECTION A -A PIPE OUTLET TO FLAT AREA -NO WELL-DEFINED CHANNEL r L/�IV ""„'T"'" ""'� r""T'"JG TO CENTER OF 41 o w cn N U SILT FENCE NOTES: 1. SEDIMENT ACCUMULATIONS SHALL BE REMOVED WHEN THE DEPOSITS REACH APPROXIMATELY HALF THE HEIGHT OF THE FABRIC. SHOULD THE FILTER FABRIC COLLAPSE, TEAR, DECOMPOSE, DETERIORATE OR BECOME INEFFECTIVE, IT SHALL BE REPLACED IMMEDIATELY. 2. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER CONFORMING TO ASTM D 6461 AND SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0° F TO 102° F. 3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE MIN. 14 GAUGE WIRE FENCE WITH MAX. MESH SPACING OF 6 INCHES. 4. IF EXTRA STRENGTH FABRIC IS UTILIZED (ASTM D 4641), WIRE MESH IS OPTIONAL. 5. POSTS SHALL BE 1.33 LB/LF STEEL WITH MIN. LENGTH OF 5 FEET AND PROJECTIONS TO FACILITATE FASTENING THE FABRIC. 6. ATTACH WIRE MESH TO POST WITH MIN. 4 WIRE OR PLASTIC TIES. 7. ATTACH FILTER FABRIC TO EACH POST WITH MIN. 3 WIRE OR PLASTIC TIES WITHIN THE TOP 8 INCHES OF THE FABRIC. 8. CONSTRUCT FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER FABRIC ONLY TO A SUPPORT POST WITH 4 FEET MIN. OVERLAP TO THE NEXT POST. 9. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. 10. THE USE OF SILT FENCE TO ENCOMPASS OR ENCIRCLE DRAINAGE INLETS AND STRUCTURES IS PROHIBITED. ANY DAMAGED CAUSED BY THE USE OF SILT FENCE NOT SPECIFICALLY ALLOWED SHALL BE REPAIRED BY THE CONTRACTOR AT NO COST TO THE OWNER. 11. AT NO TIME SHALL SILT FENCE BE PLACED WITHIN CONCENTRATED FLOW, EXISTING OR PROPOSED DITCHES, OR TEMPORARY DITCHES AND CONVEYANCE MEASURES. TEMPORARY SILT FENCE NOT TO SCALE SECTION A -A PIPE OUTLET TO WELL-DEFINED CHANNEL KET 1. La IS THE LENGTH OF THE RIPRAP APRON. 2. D = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6". 3. IN A WELL DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE BANK, WHICHEVER IS LESS. 4. A FILTER BLANKET, OR FILTER FABRIC, SHOULD BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. RIPRAP OUTLET PROTECTION NOT TO SCALE RIPRAP CHART STR. NO. OUTLET DESCRIPTION PIPE SIZE (IN) RIPRAP CLASS RIPRAP DEPTH (D) (IN) La FT W FT S-6 OUTLET PROTECTION 18" CLASS B 8.1" 9 10.5 S-7 OUTLET PROTECTION 15" CLASS B 8.1" 8.0 9.25 RIPRAP OUTLET PROTECTION CONSTRUCTION SPECIFICATIONS 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS. 2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS. 3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH. 4. RIPRAP MAY BE PLACED BY EQUIPMENT. CARE SHOULD BE TAKEN TO AVOID DAMAGING THE FILTER FABRIC. 5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER. 6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED. 7. CONSTRUCT THE APRON GRADE AS SHOWN ON PLAN WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT. 8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON. 9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. MAINTENANCE INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. 10. EXISTING FLARED END SECTIONS SHOWN ON THE PLANS SHALL HAVE THE EXISTING OUTLET OR INLET PROTECTION MAINTAINED THROUGHOUT THE ENTIRE DURATION OF THE PROJECT. AT THE BEGINNING OF THE PROJECT, IF THE EXISTING OUTLET OR INLET PROTECTION IS IN SATISFACTORY CONDITION, THE OUTLET AND INLET PROTECTION SHALL BE MONITORED. IF THE EXISTING OUTLET OR INLET PROTECTION IS NOT IN SATISFACTORY CONDITION OR NEEDS TO BE ADDRESSED TO MEET NCDEQ REQUIREMENTS, THE CONTRACTOR SHALL ADD THE REQUIRED RIPRAP TO MEET THE REQUIREMENTS. 11. ALL RIPRAP SHALL BE CONSIDERED INCIDENTAL TO THE COST OF THE SKIMMER BASIN. 00 >f 010 e e REGIONAL AIRPORTT e i AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSV[LLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL DETAILS (SHEET 1 OF 3) ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: J.C.W. DRAWN BY: J.C.W. CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-06 N co 0 0 N 0 N 0 Q U z Of w w z (D z w N ti 0 0 N 0 N w U z H U) U) Q O z w J z of w ~I Q al 2 N 0 I- 0 0 N CD N i N CD N d I I=1vl r SEDIMEN' SEDIMEN' NOTES: DEWATERING CONCRETE BLOCK �-- 2:1 SLOPE, GRAVEL FILTER lAirnr cInnrrni 16" METAL P BAFFLE DETAIL TOP OF BAFFLE SHOULD BE 6" HIGHER THAN THE BOTTOM OF THE EMERGENCY SPILLWAY "HOG WIRE" TO BE A MIN. OF 6" X 6" SQUARE MESH NOTES 1. DRIVE STEEL FENCE POST AT LEAST 18" INTO THE GROUND. 2. WOOD POSTS ARE NOT ACCEPTABLE. 3. USE STAPLES 1' APART TO ATTACH FABRIC TO "HOG WIRE". 4. BAFFLE SPACED AS PER PLAN (BAFFLES TO BE SPACED AT A MINIMUM OF 10' APART). 5. DIVERSION SWALES SHALL ENTER THE BASIN SO THAT THE FLOW IS DIRECTED THROUGH AT LEAST TWO LENGTHS OF BAFFLES. 6. BAFFLES SHALL BE CONSIDERED INCIDENTAL TO THE COST OF THE SKIMMER BASIN. 4' MAX. BETWEEN POSTS BAFFLE TO CONSIST OF A COMBINATION OF SOIL AND COCONUT FIBRE WEAVE BLOCK AND GRAVEL INLET PROTECTION " " ., ,.. NOT TO SCALE BOTTOM OF BAFFLE PLACED IN �\,0 + +', ,'.'.`. A 6" DEEP TRENCH AND THEN FILLED SOIL AND COMPACTED 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE ON THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCH BELOW THE CREST OF THE STORM DRAIN. PLACE THE BOTTOM ROW OF THE BLOCK AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2x4 WOOD STUDS THROUGH BLOCK OPENINGS. 2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2-INCH OPENING OVER ALL BLOCK OPENING TO HOLD GRAVEL IN PLACE. 3. USE CLEAN GRAVEL, 3/4-TO 1/2-INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED. BAFFLE DETAIL FOR USE IN BASINS NOT TO SCALE COMPACTED BERM SEED AND MULCH AFTER CONSTRUCTION 2'-0" MIN. NATURAL 2 GROUND FLOW — LINE 12" MIN. \ \ \ \ \ \ 2 — — — — \/�\/��/�\/��\//�\//�\//i\/\ SEED AND MULCH CHANNEL /\\%\\ / \\�\/ 6-0" (TYP.) AFTER DIGGING TEMPORARY DIVERSION DITCH NOT TO SCALE sheville 00 REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL DETAILS (SHEET 2 OF 3) ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: DRAWN BY: CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-07 N CO 0 0 N 0 N 0 Q U_ C� Z_ Of w w Z Z w N ti 0 0 N 0 N ww U Z Q H U) U) Q O w J Q Z_ of w ~I J al a N ti 0 0 N CD N i N CD N d "'"TER ENTRY UNIT "C" ENCLOSURE PVC END CAP PERSPECTIVE VIEW PVC VENT PIPE SCHEDULE 40 PVC PIPE ---\ /-- SCHEDULE 40 PVC PIPE 000 00 WATER SURFACE PVC END CAP PVC PIPE 1/2 " DIA. PVC TEE HOLES IN UNDERSIDE FLEXIBLE HOSE M10191R11XTIT1 BOTTOM SURFACE SKIMMER DETAIL NOT TO SCALE ORIFICE PLATE PVC TEE SKIMMER BY W. FAIRCLOTH OR APPROVED EQUAL FRONT VIEW SKIMMER CHART BASIN ID DRAINAGE AREA (ACRES) DISTURBED AREA BASIN SIZE* SKIMMER SIZE ORIFICE SIZE (ACRES) VOLUME (CF) (IN) (IN) NOA 1.69 1.69 7,555 2 1.25 SEDIMENT CLEAN OUT ELEVATION _WATER_ELEVA_TLON25�-Y]R EVENL2165_32 WATER ELEVATION 10-YR EVENT: 2165.20' — — — — — — — — — — — — — — — — — — INSTALL BAFFLES (SEE BAFFLE DETAIL) IN BASIN AND LOCATE PER PLAN LAYOUT TOP OF DAM ELEV.: 2168' SPILLWAY CREST ELEV: 2167' Y I CLEAN OUT STAKE BOTTOM OF BASIN —J CINDER BLOCK FOR SKIMMER TO REST ON SKIMMER (SEE DETAIL) `YNAIIk 12" T REMOVABLE TRASH RACK IS OPTIONAL FOR EASE IN MAINTENANCE. TRASH RACK WELDED TO RISER 6" ORIFICE INVERT ELEV. 2164' - CONCRETE ANCHOR(S) TEMPORARY SKIMMER BASIN NO. 1 NOT TO SCALE 3 15" OUTFALL RCP (SEE CHART) ANTI -SEEP COLLARS SIZE, QUANTITY AND SPACING VARIES INVERT ELEV. A 36" DIAMETER REINFORCED CONCRETE RISER TOP WIDTH VARIES (SEE PLANS) 3 11 INVERT ELEV. B SKI TO BE REN AFTER CONVE 6" ORIFICE NOW OPEN AFTER n/>nn /rmclIllKI RISER STRUCTURE PLAN VIEW BASIN DATA BLOCK BASIN ID RISER SIZE OUTFALL PIPE OUTFALL PIPE OUTFALL PIPE Y H Z TOP ELEV. SPILLWAY ELEV. SPILLWAY WIDTH BOTTOM ELEV. REQUIRED VOLUME PROVIDED REQUIRED SURFACE AREA PROVIDED SURFACE AREA PIPE INVERT PIPE INVERT SEDIMENT BASIN DIAMETER LENGTH SLOPE (CF) VOLUME (CF) (SF) (SF) ELEV. A ELEV. B TOP WIDTH (FT) NO.1 36" 15" 54.79' 2.72% 5' 4' 3' 2168' 2167' 12' 2164' 3,042 7,555 3,078 3,902 2164' 2162.51' 44.0' >too," sheville 00 REGIONAL AIRPORT e AVCON, INC. ENGINEERS & PLANNERS 10115 KINCEY AVENUE, SUITE 140 HUNTERSVILLE, NC 28078 OFFICE: (704) 954-9008 www.avconinc.com 100% SUBMITTAL NOT RELEASED FOR CONSTRUCTION ASHEVILLE REGIONAL AIRPORT FLETCHER NORTH CAROLINA --moo 0 0 KEY PLAN TERMINAL EXPANSION PROJECT CONTRACTOR STAGING AREA EROSION AND SEDIMENT CONTROL DETAILS (SHEET 3 OF 3) kii— ATTENTION: THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC., FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE. WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN WHOLE OR IN PART, IS STRICTLY PROHIBITED SCALE: AS NOTED REVISIONS: DESIGNED BY: DRAWN BY: CHECKED BY: J.M.M. APPROVED BY: J.M.M. DATE: FEBRUARY 2022 STATE LICENSE # N.C. C-2450 PROJECT NO. 2021.0076.01 SHEET NUMBER EC-08 APPENDIX D OPERATION AND MAINTENANCE MANUAL NCDEQ Stormwater Desiqn Manual Nc- Environmental Quality A-7. SCM Operation & Maintenance • Access & Maintenance Easements • Inspection & Maintenance Agreements • Inspection & Maintenance Record Keeping • Maintenance Responsibilities • Providing for Maintenance Expenses • Emergency Maintenance • Debris & Litter Removal • Sediment Removal & Disposal • Stability & Erosion Control • Maintenance of Mechanical Components • Vegetation Maintenance • Maintenance of the Aquatic Environment • Insect Control • Maintenance of Other Project Features SCMs are crucial in protecting water quality from the impacts of development. However, no matter how well they are designed and constructed, SCMs will not function correctly nor remain attractive unless they are properly operated and maintained. Maintenance problems with SCMs are also less costly to correct when they are caught early. Regular inspection and maintenance is an ongoing regulatory responsibility for most required SCMs— These responsibilities typically include regular inspections throughout the year, maintaining inspection records, and often annual inspections and reporting. A qualified professional should conduct SCM inspections. NC State University offers a SCM Inspection and Maintenance Certification Program: http://www.bae.ncsu.edu/topic/bmp-im/ There are also many companies in NC that specialize specifically in SCM inspection and maintenance. This chapter will discuss the logistical issues associated with SCM operation and maintenance as well as provide an overview of some of the typical tasks associated with maintaining most SCMs. Each of the individual SCM chapters in this manual also include a table explaining specific inspection and maintenance activities required for a particular SCM to ensure its proper functioning. A-7. SCM Operation & Maintenance 1 Revised: 2-11-2018 Environmental NCDEQ Stormwater Design Manual 1C. Quality Access and Maintenance Easements SCMs on private property should have access and maintenance easements to provide the legal authority for inspections and maintenance activities. The location and configuration of easements should be established during the design phase and be clearly shown on the design drawings. The entire footprint of the SCM system should be included in the access and maintenance easement, plus an additional ten or more feet around the SCM to provide enough room for the equipment and activities necessary to complete maintenance tasks. This SCM system includes components such as the side slopes, forebay, riser structure, SCM device, and basin outlet, dam embankment, outlet, and emergency spillway. Access and maintenance easements should be designed and constructed considering the maintenance tasks that may be needed. If heavy equipment will be necessary to perform maintenance tasks (such as for devices with a forebay that will require sediment clean -out), typically a roadway with a minimum width of ten feet to the SCM needs to be available. Easements are usually held by the person responsible for the SCM facility, whether an individual, a corporation, or a government. Easements for SCMs that are not publicly maintained require provisions that allow the permitting entity access for inspection and maintenance. Inspection & Maintenance Agreements SCM facilities are typically built, owned and maintained by non -governmental entities. To insure proper long-term maintenance, an Inspection and Maintenance Agreement should be part of the design plans for any SCM. For regulatory purposes, authorities may require that these agreements be signed and notarized. An Inspection and Maintenance Agreement will typically include the following: • The frequency of inspections that are needed (based on the type of SCM proposed). • The components of the SCM that need to be inspected. • The types of problems that may be observed with each SCM component. • The appropriate remedy for any problems that may occur. Sample Inspection and Maintenance Agreement provisions are included at the end of each SCM chapter. The most effective Inspection and Maintenance Agreements are site- specific for the SCM components that are used on the site as well as any conditions that are unique to the site (for example, the presence of steep slopes that should be inspected for soil stability). A-7. SCM Operation & Maintenance 2 Revised: 2-11-2018 Environmental NCDEQ Stormwater Design Manual KC Quality Table 1: Required Inspection Frequency for SCMs Monthly and within 24 hours after every water quality storm (greater than 1.5 inches in Coastal Counties and greater than 1.0 inch elsewhere) Quarterly and within 24 hours after every water quality storm (greater than 1.5 inches in Coastal Counties and greater than 1.0 inch elsewhere) Stormwater Wetlands Wet Detention Basins Bioretention Cells Level Spreaders Infiltration Devices Sand Filters Extended Dry Detention Basins Permeable Pavement Rooftop Runoff Management Filter Strips * Grassed Swales Restored Riparian Buffers *Although these devices require quarterly inspection, mowing will usually be done at more frequent intervals during the growing season. To summarize Table 1, devices that include vegetation in a highly engineered system require inspection monthly and after large storm events to catch any problems with flow conveyance or vegetative health before they become serious. All other SCMs should be inspected at least quarterly and after large storm events. When required, signed and notarized Inspection and Maintenance Agreements should be recorded with the appropriate Register of Deeds. The responsible party should keep a copy of the Inspection and Maintenance Agreement along with a current set of SCM plans at a known set location. It is also crucial that these documents be passed on when responsibility for maintenance is transferred to a different party. Inspection & Maintenance Record Keeping All inspection and maintenance activities should be recorded. One easy way to do this is to create an Inspection and Maintenance checklist based on the Inspection and Maintenance Agreement. The checklist, at a minimum, should include the following: • Date of inspection. • Condition of each of the SCM elements. • Any maintenance work that was performed (as well as who performed the work). • Any issues noted for future maintenance (sediment accumulating, vegetation needing pruning or replacement, etc.). A-7. SCM Operation & Maintenance 3 Revised: 2-11-2018 Environmental NCDEQ Stormwater Design Manual KC Quality Each SCM should have its own maintenance record. Records should be kept in a log in a known set location. Any deficient SCM elements noted in the inspection should be corrected, repaired or replaced in a timely manner. Some deficiencies can affect the integrity of structures, safety of the public, and the function of the SCM. Major repairs or maintenance work should include the same level of inspection and documentation as original installations. Inspection checklists and record logs should be kept in a known set location. Maintenance Responsibilities As stated in the section above, maintenance is usually the responsibility of the owner, which in most cases is a private individual, corporation, or home owner's association. Simple maintenance items such as minor landscaping tasks, litter removal, and mowing can be done by the owner, or can be incorporated in conventional grounds maintenance contracts for the overall property. Although a non-professional can undertake many maintenance tasks effectively, a professional should be consulted periodically to ensure that all needs of the SCM facility are met. Some elements that would benefit from professional judgment include structures, outlets, embankments, and dams by a professional engineer, as well as plant system health by an appropriate plant professional. Some developing problems may not be obvious to the untrained eye. In addition, it is advisable to have professionals do the more difficult or specialized work. Filling eroded areas and soil -disturbing activities, such as re -sodding or replanting vegetation, are tasks that are best assigned to a professional landscaping firm. If the work is not done properly the first time, not only will the effort have been wasted, but also the facility may have been damaged by excessive erosion. Grading and sediment removal are best left to professional contractors. Appropriate professionals (e.g. SCM maintenance specialists, professional engineers, aquatic plant specialists, etc.) should be hired for specialized tasks such as inspections of vegetation and structures. Providing for Maintenance Expenses The expenses associated with maintaining a SCM are highly dependent on the SCM type and design. However, the most important factor that determines the cost of SCM maintenance is the condition of the drainage area upstream of the SCM. If a drainage area conveys a high load of sediment and other pollutants to a SCM, the cost of maintaining the SCM will increase dramatically. Preventing pollution in the drainage area as much as possible will reduce the cost of SCM maintenance. A funding mechanism should be created and maintained at a level that provides adequate funding to pay for the maintenance expenses over the lifetime of the SCM. One option is to A-7. SCM Operation & Maintenance 4 Revised: 2-11-2018 Environmenm! NCDEQ Stormwater Design Manual Quality establish an escrow account, which can be spent solely for sediment removal, structural, biological or vegetative replacement, major repair, or reconstruction of the SCMs. In the case of a residential subdivision, the escrow account could be funded by a combination of an initial payment by the developer and regular contributions by the homeowners' association. For an example of how to legally structure such an account, please see the Phase 11 model stormwater ordinance at the Stormwater Program web site. Routine maintenance costs may be relatively easy to estimate, and include the expenses associated with the following activities: • Conducting SCM inspections at the intervals shown in Table 1. • Maintaining site safety, including any perimeter fences and other access inhibitors (trash racks or pipe grates). • Removing trash. • Removing sediment that has accumulated in any components of the SCM. • For infiltration -type systems, maintaining the filtering media and cleaning or replacing it when necessary. • Restoring soils to assure performance. • Mowing turf grasses or maintaining other types of ground covers • Controlling weeds and other invasive plants • Pruning woody vegetation. • Thinning desired vegetation • Replacing dead vegetation. • Stabilizing any eroding side slopes. • Repairing damaged or eroded outlet devices and conveyance systems. • Repairing embankments, dams, and channels due to erosion or rodents. Emergency maintenance costs are more difficult to estimate. They depend on the frequency of occurrence and the nature of the problem, which could vary from storm erosion repairs to complete failure of a structure. Emergency Maintenance Maintenance after floods and other emergencies requires immediate mobilization. It can include replanting and repairs to structures. Living systems are likely to need at least minor repairs after emergencies. Following an emergency such as a flood, standing water may pose health risks because of mosquitoes. Mosquito control should be considered if this becomes a problem. For all installations, obstructions and debris deposited during storm events should be removed immediately. Exceptions include debris that provides habitat and does not damage vegetation or divert currents to, from, or in the SCM. In fact, because of the high quality habitat that can be found in woody debris, careful re -positioning rather than complete removal may be desirable. There may be instances where debris is even added. Such locations should be noted so that this debris is not accidentally removed. Educating adjacent property owners about the habitat benefits of debris and vegetation can decrease requests for removal. A-7. SCM Operation & Maintenance 5 Revised: 2-11-2018 Environmenm! NCDEQ Stormwater Design Manual Quality Debris & Litter Removal Regularly removing debris and litter is well worth the effort and can be expected to help in the following ways: • Reduce the chance of clogging in outlet structures, trash racks, and other facility components. • Prevent damage to vegetated areas. • Reduce mosquito breeding habitats. • Maintain facility appearance. • Reduce conditions for excessive surface algae. • Reduce the likelihood of stagnant pool formation. Special attention should be given to removing floating debris, which can clog outlet devices and risers. Sediment Removal & Disposal Sediment gradually accumulates in many SCMs. For most SCMs, accumulated sediment must eventually be removed. However, removal intervals vary so dramatically among facilities that no "rules of thumb" are applicable. The specific setting of a SCM is important in determining how often sediment must be removed. Important factors that determine rates of sedimentation include the current and future land uses upstream and the presence of other sediment -trapping SCMs upstream. Before installing a SCM, designers should estimate the lifetime sediment accumulation that the SCM will have to handle. Several time periods may be considered, representing expected changes in land use in the watershed. To estimate sediment accumulation, first, an estimate of the long term sediment load from upstream is needed, then an estimate of SCM sediment removal efficiency (see Sections 3.0 and 4.0). The analysis of watershed sediment loss and SCM efficiency can be expedited by using a sediment delivery computer model. The frequency of sediment removal is then based on the sediment accumulation rate described above versus the amount of sediment storage volume that is inherently provided in the SCM without affecting treatment efficiency or stormwater storage volume. Again, the frequency of sediment removal is SCM and site specific, and could be as frequent as every couple years, or longer than 15-25 years. The volume of sediment needing to be removed and disposed of per dredging cycle is the volume calculated above multiplied by any density or dewatering factors, as appropriate. Wet sediment is more difficult and expensive to remove than dry sediment. Ideally, the entire facility can be drained and allowed to dry sufficiently so that heavy equipment can operate on the bottom. Provisions for draining permanent pools should be incorporated in the design of water impoundments where feasible. Also, low flow channels and outlets should be included in all SCMs to bypass stormwater flow during maintenance. However, in many impoundments, periodic rainfall keeps the sediment soft, preventing access by heavy equipment. In these A-7. SCM Operation & Maintenance 6 Revised: 2-11-2018 NCDEQ Stormwater Desiqn Manual Environmenm! Quality cases, sediment may have to be removed from the shoreline by using backhoes, grade-alls, or similar equipment. Proper disposal of the sediment removed from a SCM must be considered. It is least expensive if an onsite area or a nearby site has been set aside for the sediment. This area should be located outside of the floodplain to prevent migration of the sediment if flooding occurs prior to stabilization. If such a disposal area is not set aside, transportation and landfill tipping fees can greatly increase the cost of maintaining the SCM, especially where disposal of wet sediment is not allowed in the local landfill., Often, the material must be dewatered before disposal, which again adds more cost and requires land area where wet material can be temporarily placed to d ry. Sediment removal is usually the largest single cost of maintaining a SCM facility so the necessary funds should be allocated in advance. Since sediment removal costs are so site specific and dependent on disposal plans, it is difficult to provide good estimates. Actual estimates should be obtained during the design phase of the SCM from sediment removal contractors based on the planned situation. The estimates should include: mobilization expenses, sediment removal expenses, material transport expenses (if applicable), and disposal expenses (if applicable). Stability & Erosion Control The best way to promote soil stability and erosion control is to maintain a healthy ground cover in and around SCMs. Areas of bare soil quickly erode, potentially clogging the facility with sediment and threatening its integrity. Therefore, bare areas must be re- stabilized as quickly as possible. Newly seeded areas should be protected with mulch and/or an erosion mat that is securely staked. For SCM's that rely on filtration, such as bioretention facilities, it is critical that adjacent soils do not contaminate the selected media during or after construction. If the site is not permanently stabilized with vegetation when the filter media is installed, the best design practice is to specify sod or other robust erosion control practices for all slopes in and immediately around the SCM. Erosion more often occurs in or around the inlet and outlet of SCM facilities and should be repaired as soon as possible. The roots of woody growth such as young trees and bushes in embankments are destabilizing and may result in premature failure if unchecked. Consistent mowing of the embankment controls stray seedlings that take root. Woody growth, such as trees and bushes, further away from the embankment should not pose a threat to the stability of the embankment and can provide important runoff filtering benefits. Trees and bushes may be planted outside maintenance and access areas. Animal burrows also diminish the structural integrity of an embankment. Muskrats, in particular, burrow tunnels up to 6 inches in diameter. Efforts should be made to control animal burrowing. Burrows should be filled as soon as possible. A-7. SCM Operation & Maintenance 7 Revised: 2-11-2018 Environmental NCDEQ Stormwater Design Manual K C Quality Maintenance of Mechanical Components SCMs may incorporate mechanical components that need periodic attention. For example, valves, sluice gates, fence gates, locks, and access hatches should be functional at all times. The routine inspection, exercising, and preventive maintenance on such mechanical components should be included on a routine inspection and maintenance checklist. Vegetation Maintenance Vegetation maintenance is an important component of any maintenance program. The grasses and plants in all SCMs, but particularly in vegetative SCMs such as filter strips, grass swales, restored riparian buffers, bioretention facilities, and stormwater wetlands, require regular attention. The development of distressed vegetation, bare spots, and rills indicates that a SCM is not functioning properly. Problems can have many sources, such as: • Excessive sediment accumulation, which clogs the soil pores and produces anaerobic conditions. • Nutrient deficiencies or imbalances, including pH and potassium. • Water-logged conditions caused by reduced soil drainage or high seasonal water table. • Competition from invasive weeds. • Animal grazing The soil in vegetated areas should be tested every other year and adjustments made to sustain vigorous plant growth with deep, well -developed root systems. Aeration of soils is recommended for filter strips and grassed swales where sediment accumulation rates are high. Ideally, vegetative covers should be mown infrequently, allowing them to develop thick stands of tall grass and other plant vegetation. Also, trampling from pedestrian traffic should be prevented. Areas immediately up and downstream of some SCM plant installations are more likely to experience increased erosion. Properly designed, located, and transitioned installations experience may reduce accelerated erosion. All erosion should be repaired immediately to prevent spreading. Table 2 below describes some typical vegetation maintenance. It is important to note that specific requirements related to some management practices, such as those performed within buffers, must be followed. In addition, any vegetation that poses threats to human safety, buildings, fences, and other important structures should be addressed. Finally, vegetation maintenance activities typically change as the project ages. A-7. SCM Operation & Maintenance 8 Revised: 2-11-2018 Environmental NCDEQ Stormwater Design Manual KC Quality Table 2: Vegetation Maintenance for SCMs Replacement All dead plants should be removed and disposed of. Before vegetation that of Dead has failed on a large scale is replaced, the cause of such failure should be Plants investigated. If the cause can be determined, it should be eliminated before any reinstallation. The objective of fertilizing at a SCM is to secure optimum vegetative growth rather than yield (often the objective with other activities such as farming). Fertilization Infertile soils should be amended before installation and then fertilized periodically thereafter. Fertilizer can be composed of minerals, organic matter (manure), compost, green crops, or other materials. Watering of the vegetation can often be required during the germination and establishment of the vegetation, as well as occasionally to preserve the Irrigation/ vegetation through drought conditions. This can typically be accomplished Watering by pumping water retained in the SCM or from the stream, installing a permanent irrigation system or frost -proof hose bib, or using portable water trucks. Mulching should be used to maintain soil temperature and moisture, as Mulching well as site aesthetics. A half -inch layer is typically adequate. Ideally, mulch should be removed before winter to prevent an infestation of rodents. Weeding is often necessary in the first growing season, particularly if herbaceous grasses are out -competing the young woody vegetation growth. The need for weeding may be largely eliminated by minimizing the amount Weeding of seed used for temporary erosion control. Weeding may also be required if, over time, invasive or undesirable species are entering the site and out - competing plants that are specifically involved in the treatment of the stormwater. Cultivating/ Hoeing is often required to loosen overly compacted soil and eliminate Hoeing weeds that compete with the desirable vegetation. Pruning Pruning is used to trim to shape and remove dead wood. It can force single - shoot shrubs and trees to assume a bushier configuration. A-7. SCM Operation & Maintenance 9 Revised: 2-11-2018 NCDEQ Stormwater Desiqn Manual Environmental Quality Thinning dense vegetation may be necessary to thrive, to maintain open areas of water as well as aesthetics, increase the vigor of individual specimens, to reduce Thinning flow obstructions, and to increase the ability of maintenance staff to access the entire SCM. Tall maturing trees, for the most part, have no place in a SCM (except for buffers) and should be removed as soon as possible. Saplings of tall trees planted in or near the SCM may require staking. Care Staking should be taken not to damage the tree's roots with stakes. Stakes should be kept in place for 6 to 18 months, and the condition of stakes and ties should be checked periodically. Wound The wounds on any trees found broken off or damaged should be dressed Dressing following recommendations from a trained arborist. Disease Based on monitoring observations, either insecticides or (preferably) organic means Control of pest and fungal control should be used. Fencing and signage should be installed to warn pedestrians and to prevent damage due to trampling. These measures are often most necessary during early Protection phases of installation but may be required at any time. Measures for controlling from Animal human foot traffic include signs, fencing, floating log barriers, impenetrable bushes, & Human ditches, paths, and piled brush. Wildlife damage is caused by the animals browsing, Foot Traffic grazing, and rubbing the plants. The use of chemical wildlife repellents should be avoided. Fences and meshes can be used to deter entry to the SCM. Tree tubes can be used to prevent damage to individual specimens. Mowing of perennial herbaceous grasses and wildflowers, especially once seed heads have set, promotes redistribution of seed for this self-sustaining system. Mowing Mowing should be carefully controlled, however, especially when performed for aesthetics. As adjacent property owners and customers in general learn more about SCMs, their vision of what is aesthetically pleasing can change. Grasses, in healthy herbaceous stands, should never be mown more than once per year. Maintenance of the Aquatic Environment An important yet often overlooked aspect of SCMs that maintain a permanent pool is the need to regularly monitor and manage conditions to promote a healthy aquatic environment. An indicator of excess nutrients (a common problem) is excessive algae growth in the permanent pool of water. Often, these problems can be addressed by encouraging the growth of more desirable aquatic and semi -aquatic vegetation in and around the permanent pool. The plants selected should be tolerant of varying water levels and have a high capacity to incorporate the specific nutrients associated with the problem. Unchecked algae growth may result in aesthetic and odor problems and algae -laden water can be washed downstream during rain contributing to nuisance odors and stresses in downstream aquatic habitat. A-7. SCM Operation & Maintenance 10 Revised: 2-11-2018 NCDEQ Stormwater Desiqn Manual Environmental Quality Insect Control Under the right conditions, ponded water can become a breeding ground for mosquitoes. Many mosquito problems can be minimized through proper design and maintenance. The best control technique for SCMs that maintain a permanent pool of water is to ensure that the design discourages mosquito breeding habitat and encourages mosquito predators. Research at NC State University has shown that Mosquitofish (Gambusia holbrooki) can be effective in the control of mosquito populations in SCMs. This may include establishing combinations of deep and shallow areas that encourage Mosquitofish as well as avoiding overhanging trees and other vegetation that creates shade conducive to mosquito breeding and discourages dragonflies, birds, bats, and other desirable predators. In larger basins, fish, which feed on mosquito larvae, can be stocked. Additionally, splash aerators can be employed to prevent stagnant water, however, this requires electricity at the site, increases maintenance costs and must be properly designed so as to not decrease the settling efficiency of the SCM. Where feasible, SCMs may incorporate a source of steady dry weather flow to reduce stagnant water. Maintenance of Other Project Features All other devices and features associated with the SCM should be monitored and maintained appropriately. These additional items could affect the safety or aesthetics of the facility, which can be as important if not more important than the operational efficiency of the facility. Such items could include: • Fences • Access roads • Trails • Lighting • Signage (e.g. no trespassing, emergency notification contact information, etc.) • Nest boxes • Platforms • Watering system A-7. SCM Operation & Maintenance 11 Revised: 2-11-2018 NCDEQ Stormwater Design Manual Env[ronmenra! Quaf4y Maintenance Bioretention maintenance requirements are typical landscape care procedures and include: • Watering: Plants should be selected to be tolerant of the bioretention facility's particular conditions. Watering may be required to initially establish the vegetation. Watering should not be required after establishment (about 2 to 3 years). However, watering may be required during prolonged dry periods after plants are established. Erosion Control: Inspect flow entrances, ponding area, and surface overflow areas periodically. Replace soil, plant material, and/or mulch in areas where erosion has occurred. Erosion problems should not occur with proper design except during extreme weather events. If erosion problems do occur, the following issues should be re- assessed: flow volumes from the contributing drainage area and bioretention size; flow velocities and gradients within the bioretention facility; flow dissipation and erosion protection methods in the pretreatment and in -flow areas. If sediment is deposited in the bioretention facility, immediately determine the source, remove excess deposits, and correct the problem. Plant Material: Depending on plants selected and aesthetic requirements, occasional pruning and removal of dead plant material may be necessary. Be careful to prune trees and shrubs to maintain lines of sight in parking lots and along roadways. NCDOT states: "Shrubs must be kept low, and trees and large shrubs under -trimmed sufficiently to permit clear sight in the area between 2 feet and 6 feet above roadway elevations. Replace all dead plants. However, if specific plants consistently have a high mortality rate, assess the cause and replace with appropriate species. Periodic weeding is necessary until groundcover plants are established. Weeding should become less frequent if an appropriate plant density has been established. Nutrients and Pesticides: The soil media and plant material should have been selected for optimum fertility, plant establishment, and growth within the particular conditions of each bioretention facility. Nutrient and pesticide inputs should NOT be required and will degrade the pollutant processing capability of the bioretention facility, as well as contribute to additional pollutant loading to receiving waters. By design, bioretention facilities are typically specified in watersheds where phosphorous and nitrogen levels are often elevated. Therefore, these should not be limiting nutrients with regard to plant health. If in question, have the soil analyzed for fertility. Addition of commercial fertilizer or compost to bioretention will likely result in nutrient export from the bed. • Mulch: Replace mulch annually in bioretention facilities where heavy metal deposition is likely (e.g., drainage areas that include commercial/industrial uses, parking lots, or roads). Metal `hot spots' occur where water enters the bed. In residential or other settings where metal deposition is not a concern, replace or add mulch as needed to maintain a 2 to 4-inch depth. Filtering Capacity: When the filtering capacity diminishes substantially (e.g., when water ponds on the surface for more than 12 hours), remedial actions must be taken. If the water still ponds for more than 12 hours, the top few inches of material should be removed and replaced with fresh material. The removed sediments should be disposed of in an acceptable manner (e.g., landfill) or land application. If that does not solve the C-2. Bioretention Cell 17 Revised: 1-19-2018 NCDEQ Stormwater Design Manual Environmental Qualify problem, more extensive rebuilding is required. If the bed has filter fabric installed under the media and above the washed rock, the filter fabric may be clogged with sediment. If clogged filter fabric is present, the bed will need to be rebuilt. Figure 5: Soil Probe Showing a Profile of Bioretention Cell Media Figure 6: Examples of When to Perform Maintenance Replace gravel when it has become clogged with sediment Replace mulch when it becomes thin or is taken over by grass. Manually or mechanically remove grass — do not spray herbicide! C-2. Bioretention Cell 18 Revised: 1-19-2018 NCDEQ Stormwater Design Manual Env[ronmenra! Quaf4y Sample Operation and Maintenance Provisions Important operation and maintenance procedures: • Immediately after the bioretention cell is established, the plants will be watered twice weekly if needed until the plants become established (commonly six weeks). • Snow, mulch or any other material will NEVER be piled on the surface of the bioretention cell. • Heavy equipment will NEVER be driven over the bioretention cell. • Special care will be taken to prevent sediment from entering the bioretention cell. • Once a year, a soil test of the soil media will be conducted. • After the bioretention cell is established, Inspect it once a quarter. Records of operation and maintenance will be kept in a known set location and will be available upon request. • Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. • Remove top layer of fill media when the pool does not drain quickly. Based on the media specification, the pool should drain within 24 hours. Table 6: Sample Operation and Maintenance Provisions for Bioretention Cells The entire bioretention cell Trash/debris is present. Remove the trash/debris. The perimeter of the bioretention cell The inlet Areas of bare soil and/or erosive gullies have formed Blocking/Clogging? The pipe is cracked or otherwise damaged (if applicable). Erosion is occurring in the swale (if applicable). Regrade the soil if necessary to remove the gully, and then plant a ground cover and water until it is established. Provide lime and a one-time fertilizer application. Unclog the pipe. Dispose of the sediment off -site. Replace or repair the pipe. Regrade the swale if necessary and provide erosion control devices such as reinforced turf matting or riprap to avoid future problems with erosion. C-2. Bioretention Cell 19 Revised: 1-19-2018 NCDEQ Stormwater Design Manual Env[ronmenra! Quaf4y Stone verge is clogged or Remove sediment and clogged covered in sediment (if stone and replace with clean applicable). stone. Flow is bypassing pretreatment Regrade if necessary to route all area and/or gullies have flow to the pretreatment area. formed. Restabilize the area after grading. Sediment has accumulated to a Search for the source of the depth greater than three inches. sediment and remedy the problem if possible. Remove the sediment and restabilize the pretreatment The pretreatment system area. Plant material Erosion has occurred Weeds are present. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Remove the weeds, preferably by hand. Best professional practices Prune according to best show that pruning is needed to professional practices maintain optimal plant health. Maintain lines of sight between 2'- 6'. Plants are dead, diseased or dying. Weeds are present. Best professional practices show that pruning is needed to maintain optimal plant health. Determine the source of the problem: soils, hydrology, disease, etc. Remedy the problem and replace plants. Provide a one- time fertilizer or lime application to establish the ground cover if a soil test indicates it is necessary. Remove the weeds, preferably by hand. If an herbicide is used, wipe it on the plants rather than spraying. Prune according to best professional practices. Maintain lines of sight Bioretention cell vegetation Plants are dead, diseased or Determine the source of the dying. problem: soils, hydrology, disease, etc. Remedy the problem and replace plants. Provide a one- time fertilizer application to C-2. Bioretention Cell 20 Revised: 1-19-2018 NCDEQ Stormwater Design Manual Env[ronmenra! Quaf4y Bioretention cell mulch and media The underdrain, filter fabric element, and outlet system The receiving water Tree stakes/wires are present six months after planting. Mulch is breaking down or has floated away. Soils and/or mulch are clogged with sediment. establish the ground cover if a soil test indicates it is necessary. If sod was used, check to see that it was not grown on clay or impermeable soils. Replace sod if necessary. Remove tree stake/wires (which can kill the tree if not removed). Spot mulch if there are only random void areas. Replace whole mulch layer if necessary. Remove the remaining much and replace with triple shredded hard wood mulch at a maximum depth of four inches. Determine the extent of the clogging - remove and replace either just the top layers or the entire media as needed. Dispose of the spoil in an appropriate off - site location. Use triple shredded hard wood mulch at a maximum depth of four inches. Search for the source of the sediment and remedy the problem if possible. An annual soil test shows that Dolomitic lime shall be applied as pH has dropped or heavy recommended per the soil test and metals have accumulated in the toxic soils shall be removed, soil media. disposed of properly and replaced with new planting media. Clogging has occurred Clogging has occurred The drop inlet is damaged Erosion or other signs of damage have occurred at the outlet. Wash out the underdrain system. Clean out the drop inlet. Dispose of the sediment off -site. Repair or replace the drop inlet. Contact the NC Division of Water Resources. C-2. Bioretention Cell 21 Revised: 1-19-2018 APPENDIX E SUPPLEMENTAL EZ STORM SUPPLEMENT-EZ COVER PAGE FORMS LOADED PROJECT INFORMATION 1 Project Name 2 Project Area (ac) 3 Coastal Wetland Area 4 Surface Water Area (< Terminal Expansion Project - Contractor Staging Area 1.85 5 Ils this project High or Low Density? High 6 1 Does this Droiect use an off -site SCM? No COMPLIANCE WITH 02H .1003(4) 7 Width of vegetated setbacks provided (feet) N/A 8 Will the vegetated setback remain vegetated? N/A 9 If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)? N/A 10 Is streambank stabilization proposed on this project? No NUMBER AND TYPE OF SCMs: 11 Infiltration System 12 Bioretention Cell 1 13 Wet Pond 14 Stormwater Wetland 15 Permeable Pavement 16 1 Sand Filter 17 Rainwater Harvesting (RWH) 18 Green Roof 19 Level Spreader -Filter Strip (LS-FS) 20 Disconnected Impervious Surface (DIS) 21 Treatment Swale 22 Dry Pond 23 StormFilter 24 Silva Cell 25 Bayfilter 26 1 Filterra FORMS LOADED DESIGNER CERTIFICATION 27 Name and Title: Dave Skurky, Chief Stormwater Engineer 28 Organization: Aulick Engineering, LLC 29 Street address: 600 Park Offices Dr. 30 City, State, Zip: Durham, NC, 27709 31 Phone number(s): 919-819-4242 32 Email: dskurky@aulickengineering.com Certification Statement: I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here. Signature of Designer Date DRAINAGE AREAS 1 Is this a high density project? Yes 2 If so, number of drainage areas/SCMs 1 3 Does this project have low density areas? No 4 If so, number of low density drainage areas 0 5 Is all/part of this project subject to previous rule versions? No FORMS LOADED DRAINAGE AREA INFORMATION Entire Site 1 4 Type of SCM Bioretention Bioretention 5 Total drainage area (sq ft 74052 74052 6 Onsite drainage area (sq ft) 74052 74052 7 Offsite drainage area (sq ft 0 0 8 Total BUA in project (sq ft) 59548 sf 59548 sf 9permitting) New BUA on subdivided lots (subject to s ft 10 New BUA not on subdivided lots (subject to permitting) (sf) 59548 sf 59548 sf 11 Offsite BUA (sq ft 12 Breakdown of new BUA not on subdivided lots: Parking (sq ft 59548 sf 59548 sf Sidewalk (sq ft) Roof (sq ft Roadway (sq ft) Future (sq ft Other, please specify in the comment box below (sq ft) 13 New infiltrating permeable pavement on subdivided lots (sq ft 14 New infiltrating permeable pavement not on subdivided lots (sq ft) 15 Existing BUA that will remain (not subject to ermitting) (sq ft 16 Existing BUA that is already permitted (sq ft) 17 Existing BUA that will be removed (sq ft 18 Percent BUA 80% 80% 19 Design storm inches 1.0 in 1.0 in 20 Design volume of SCM (cu ft) 5812 cf 5812 cf 21 Calculation method for design volume Simple Method Simple Method ADDITIONAL INFORMATION 22 Please use this space to provide any additional information about the drainage area(s): This project is within Asheville Regional Airport property, which has a property area of 900ac. For the purposes of our calculations, the limits of our construction, 1.85 acres, was used when determining built upon area values. BIORETENTION CELL area n 2 1Minimum required treatment volume GENERAL MDC FROM 02H .1050 3 Is the SCM sized to treat the SW from all surfaces at build -out? Yes 4 Is the SCM located away from contaminated soils? Yes 5 What are the side slopes of the SCM (H:V)? 3:1 6 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No 7 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes 8 Is there an overflow or bypass for inflow volume in excess of the design volume? Yes g lWhat is the method for dewatering the SCM for maintenance? Drawdown Orifice 10 If applicable, will the SCM be cleaned out after construction? Yes 11 Does the maintenance access comply with General MDC (8)? Yes 12 Does the drainage easement comply with General MDC (9)? Yes 13 If the SCM is on a single family lot, does (will?) the plat comply with General MDC (10)? N/A 14 Is there an O&M Agreement that complies with General MDC (11)? Yes 15 Is there an O&M Plan that complies with General MDC (12)? Yes 16 Does the SCM follow the device specific MDC? Yes 17 Was the SCM designed by an NC licensed professional? Yes BIORETENTION CELL MDC FROM 02H .1 552 18 SHWT elevation (fmsl) <2160.4 19 Bottom of the bioretention cell (fmsl) 2162.50 20 Ponding depth of the design storm (inches) 5 in 21 Surface area of the bioretention cell (square feet) 4861 sf 22 Design volume of SCM cu ft 5812 cf 23 Is the bioretention cell used for peak attenuation? Yes 24 Depth of peak attenuation over planting surface (in) 18 in 25 Height of peak attenuation outlet above the planting surface (in) 12 in 26 Infiltration rate of the in situ soil (inch/hour) N/A 27 Diameter of the underdrain pipes (if applicable) 4 in 28 Does the design include Internal Water Storage (IWS)? Yes 29 if so, elevation of the top of the IWS (fmsl) 2165 30 Elevation of the planting surface (fmsl) 2166.5 31 What type of vegetation will be planted? (grass, trees/shrubs, other)? Grass 32 Media depth (inches) 36 in 33 Percentage of medium to coarse washed sand by volume 75-85% 34 Percentage of fines (silt and clay) by volume 8-15% 35 Percentage of organic matter by volume 5-10% 36 Type of organic material Pine Bark Fines 37 Phosphorus Index (P-Index) of media (unitless) <30 38 Will compaction be avoided during construction? Yes 39 Will cell be maintained to a one inch/hour standard? Yes 40 Depth of mulch, if applicable (inches) Sod 41 IType of mulch, if applicable Sod 42 How many clean out pipes are being installed? 1 43 1 ype ot pretreatment that will be use ore ay ADDITIONAL INFORMATION 44 Please use this space to provide any additional information about the bioretention cell(s): (9) The method of dewatering the bioretention area is the outlet control structure. Bioretention 2 9:26 AM 6/6/2022 APPENDIX F 11_\ *:/:I I:1 k EGIONAL AIRPORT PROPERTY, WHICH HAS ROPERTY AREA OF 900AC. FOR THE PURPOSE F OUR CALCULATIONS, THE LIMITS OF OU ONSTRUCTION (1.85AC) WERE USED WHE ETERMINING BUILT UPON AREA VALUES. 1� ; f✓ r /- PROPOSED ON -SITE PARKING: 59,548 SF 0 o IMPERVIOUS SURFACE AREA CALCULATIONS ON -SITE PARKING (SF): 59,548 EXISTING BUA (SF): 0 TOTAL IMPERVIOUS AREA (SF): 59,548 TOTAL IMPERVIOUS AREA (AC): 1.36 TOTAL PROJECT AREA (AC): 1.85 (SEE NOTE 1) PROJECT PERCENT OF IMPERVIOUS AREA: (TOTAL IMPERVIOUS AREA / TOTAL PROJECT AREA) X 100 1.36 AC / 1.85 AC X 100 =%i R *7 *1 Zl� N�IZ �s � ss �t ss, SS-O-- - - - - - - - \ PROJECT AREA: 1.85AC I r *AIRFIELD LICK ENGINEERING LLC BUILT -UPON -AREA MAP 60' 0' 60' 120' TORMWATER I HYDRAULICS I EROSION CONTROL FOR & CIVIL SITE I CONSTRUCTION SERVICES ASHEVILLE REGIONAL AIRPORT 1" = 60' TERMINAL EXPANSION PROJECT - CONTRACTOR STAGING AREA APPENDIX G WATERS OF THE U.S. DELINEATION REPORT =0 February 23, 2022 Hensel Phelps 61 Terminal Drive, Suite 1 Fletcher, North Carolina 28732 Attention: Mr. Tanner McLellan Reference: Report for Preliminary Wetland Assessment AVL Parking Lot B Site Fletcher, Buncombe County, North Carolina S&ME Project No. 22410026 Dear Mr. McLellan: S&ME, Inc. (S&ME) has conducted a preliminary wetland assessment on the requested site. These services were performed in general accordance with S&ME Proposal 22410026 dated February 15, 2022. Background Information We understand that a newly planned parking lot (Lot B) will be used by Hensel Phelps as a construction staging/laydown area during the terminal project. The site for Lot B is bordered by Wright Brothers Way to the west, Aviation Way to the north, Terminal Drive to the south, and a wooded strip to the east. The site is currently a gravel parking lot being used primarily for construction equipment. A preliminary wetland assessment was requested as part of the development process. The subject property is depicted on the attached United States Department of Agriculture (USDA) Soil Conservation Service (SCS) Buncombe County soil survey map (Figure 1), United States Geologic Service (USGS) Topographic Exhibit (Figure 2), 2017 Color Aerial and Topographic Exhibit (Figure 3), LIDAR Exhibit (Figure 5), National Wetland Inventory Exhibit (Figure 6), National Hydrography Dataset Exhibit (Figure 7), and FEMA Floodplain Exhibit (Figure 8). Scope of Services Preliminary Jurisdictional Wetland Assessment The preliminary jurisdictional wetland assessment consisted of reviewing the attached Figures 1 through 3 and 5 through 8 for potential wetlands or streams and then traversing the site to assess soils, vegetation, and hydrology in search of areas that meet the minimum criteria for jurisdictional wetlands as described by the procedures set forth in the United States Army Corps of Engineers (USACE) "Wetlands Delineation Manual" (January 1987 — Final Report). Proof of wetland hydrology would be the existence of hydric soils with oxidized root channels in the upper 12 inches of the soil profile, water borne deposits, S&ME, Inc. 13201 Spring Forest Road I Raleigh, NC 276161 p 919.872.2660 1 f 919.876.39581 www.smeinc.com Report for Preliminary Wetland Assessment AVL Parking Lot B Site Fletcher, Buncombe County, North Carolina S&ME Project No. 22410026 =0 drift lines, scour marks, drainage patterns, regional indicators of soil saturation, etc. It is important to note that wetlands are also classified as waters of the US and regulated by the USACE under authority of the Clean Water Act (33 USC 1344). On February 21, 2021, multiple hand auger borings to assess the soil conditions for evidence of hydric soil indicators and for wetland hydrology were performed in drainage areas and topographically concave areas within the project boundary. In addition, a USACE data form was completed documenting the plant, soil and hydrology findings which is included in Appendix I. The area where the data form was recorded is shown on the attached Feature Exhibit Figure 4 labeled as DP-1. Findings According to the attached Figures 1 through 8, there are no hydric soils, streams, wetlands or floodplains identified on the property. No wetlands or streams were identified within the subject property during our site visit and therefore, it is our opinion that the entire site contains uplands. Site photographs documenting the conditions on -site are included in Appendix II. Recommendations In order to receive regulatory confirmation of our findings, a Jurisdictional Determination (JD) request would need to be submitted to the USACE after which a site meeting may need to be conducted. S&ME can provide these services if requested. February 23, 2022 2 Report for Preliminary Wetland Assessment AVL Parking Lot B Site Fletcher, Buncombe County, North Carolina 111 S&ME Project No. 22410026 E Closing S&ME appreciates the opportunity to provide natural resource services for this project. If you have any questions please contact Walter Cole at 919-872-2660 or wcole@smeinc.com. Sincerely, S&ME, Inc. Walter Cole, LSS, REHS Thomas P. Raymond, PE Senior Project Manager Senior Reviewer Enclosed: Figure 1: USDA-SCS Buncombe County Soil Survey Exhibit Figure 2: USGS Topographic Quadrangle Exhibit Figure 3: 2017 Color Aerial and Topographic Exhibit Figure 4: Feature Exhibit Figure 5: LIDAR Exhibit Figure 6: National Wetland Inventory Exhibit Figure 7: National Hydrography Dataset Exhibit Figure 8: FEMA Floodplain Exhibit Appendix I: USACE Data Point Appendix II: Site Photographs (1 through 8) February 23, 2022 3 Figures �.'s. ' r o 0 1 4 4 a n,� a 0 Project Site Wetlandsk WETLANDS ® Estuarine and Marine Deepwater 0 Estuarine and Marine Wetland' Freshwater Emergent Wetland Q ' Freshwater Forested/Shrub Wetland" Freshwater Pond _R y: o Lake 0 N Other N Riverine 5 REFERENCE: GIS BASE LAYERS WERE OBTAINED FROM THE 2019 NCONEMAP AERIAL ORTHOIMAGERY m� ~ LAYER AND THE USFWS NATIONAL WETLANDS INVENTORY REST SERVICE. THIS MAP IS a FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE f 0 500 1,000 F:. APPROXIMATED. THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION, UNLESS STATED OTHERWISE. (FEET) 0Mom SCALE: FIGURE NO. NATIONAL WETLAND INVENTORY EXHIBIT 1 " = 500 ' DATE: III E AVL PARKING LOT B 2-22-22 6 ASHEVILLE REGIONAL AIRPORT PROJECT NUMBER FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410026 I z REFERENCE: GIS BASE LAYERS WERE OBTAINED FROM THE 2019 NCONEMAP AERIAL ORTHOIMAGERY Y LAYER AND THE USGS NATIONAL HYDROLOGY DATASET. THIS MAP IS FOR NHD Waterbody a INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED AREAAPPROXIMATED. THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION, UNLESS STATED +_ r Project Site OTHERWISE. 0 SCALE: FIGURE NO. NATIONAL HYDROGRAPHY DATASET EXHIBIT 1 " = 1,000 ' DATE: III E AVL PARKING LOT B 2-22-22 7 ASHEVILLE REGIONAL AIRPORT PROJECT NUMBER FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410026 Appendix I U.S. Army Corps of Engineers OMB Control #: 0710-xxxx, Exp: Pending WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT. See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R (Authority. AR 335-15, paragraph 5-2a) Project/Site: AVL Parking Lot B City/County: Asheville/Buncombe Sampling Date: 2/21/2022 Applicant/Owner: Asheville Regional Airport State: NC Sampling Point: DP-1 Investigator(s): W. Cole Section, Township, Range: Landform (hillside, terrace, etc.): hillslope Local relief (concave, convex, none): none Slope (%): Subregion (LRR or MLRA): LRR N, MLRA 130B Lat: 35.43792 Long:-82.53689 Datum: NAD83 Soil Map Unit Name: Clifton -Urban land complex, 8-15% slopes NWI classification: N/A Are climatic / hydrologic conditions on the site typical for this time of year? Yes X No (If no, explain in Remarks.) Are Vegetation Soil or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes X No Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No X Is the Sampled Area Hydric Soil Present? Yes No X within a Wetland? Yes No X Wetland Hydrology Present? Yes No X Remarks: HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) _Surface Soil Cracks (136) _Surface Water (Al) _True Aquatic Plants (614) _Sparsely Vegetated Concave Surface (138) _ High Water Table (A2) —Hydrogen Sulfide Odor (C1) —Drainage Patterns (1310) _Saturation (A3) _Oxidized Rhizospheres on Living Roots (C3) _Moss Trim Lines (1316) —Water Marks (131) —Presence of Reduced Iron (C4) _ Dry -Season Water Table (C2) _Sediment Deposits (132) _Recent Iron Reduction in Tilled Soils (C6) _Crayfish Burrows (C8) _Drift Deposits (133) _Thin Muck Surface (C7) _Saturation Visible on Aerial Imagery (C9) _Algal Mat or Crust (134) _Other (Explain in Remarks) _Stunted or Stressed Plants (D1) _ Iron Deposits (135) —Geomorphic Position (D2) _ Inundation Visible on Aerial Imagery (137) —Shallow Aquitard (D3) —Water-Stained Leaves (139) Microtopographic Relief (D4) Aquatic Fauna (1313) FAC-Neutral Test (D5) Field Observations: Surface Water Present? Yes No X Depth (inches): Water Table Present? Yes No X Depth (inches): Saturation Present? Yes No X Depth (inches): Wetland Hydrology Present? Yes No X (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont — Version 2.0 VEGETATION (Four Strata) - Use scientific names of plants. Sampling Point: DP-1 Absolute Dominant Indicatc Tree Stratum (Plot size: 50*50 ) % Cover Species? Status 1. Pinus echinata 40 Yes UPL 2. Quercus alba 30 Yes FACU 3. Quercus rubra 20 Yes FACU 4. Oxydendrum arboreum 10 No UPL 5. 6. 7. 100 =Total Cover 50% of total cover: 50 20% of total cover: 20 Sapling/Shrub Stratum (Plot size: 50*50 ) 1. Rhododendron catawbiense 20 Yes FACU 2. Ilex opaca 10 Yes FACU 3. 4. 5. 6. 7. 8. 9. 50% of total cover: 15 Herb Stratum (Plot size: 10*10 ) 1. Polystichum acrostichoides 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 50% of total cover: 10 Woody Vine Stratum (Plot size: 10*10 ) 1. Smilax rotundifolia 2. 3. 4. 5. 30 =Total Cover 20% of total cover: 6 20 Yes FACU 20 =Total Cover 20% of total cover: 4 5 Yes FAC 5 =Total Cover 50% of total cover: 3 20% of total cover: 1 Remarks: (Include photo numbers here or on a separate sheet.) Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 1 (A) Total Number of Dominant Species Across All Strata: 7 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 14.3% (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: _ 1 - Rapid Test for Hydrophytic Vegetation _2 - Dominance Test is >50% 3 - Prevalence Index is :53.0' 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Four Vegetation Strata: Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/Shrub - Woody plants, excluding vines, less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Herb - All herbaceous (non -woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody Vine - All woody vines greater than 3.28 ft in height. Hydrophytic Vegetation Present? Yes No X ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont - Version 2.0 SOIL Sampling Point: DP-1 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type' Loc2 Texture Remarks 0-6 7.5YR 4/3 100 Loamy/Clayey 6-12 2.5YR 6/4 100 Loamy/Clayey 12-18 2.5YR 5/6 100 Loamy/Clayey 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. Hydric Soil Indicators: _ Histosol (Al) _ Histic Epipedon (A2) —Black Histic (A3) —Hydrogen Sulfide (A4) —Stratified Layers (A5) _ 2 cm Muck (A10) (LRR N) —Depleted Below Dark Surface (A11) _Thick Dark Surface (Al2) _Sandy Mucky Mineral (S1) —Sandy Gleyed Matrix (S4) —Sandy Redox (S5) —Stripped Matrix (S6) Dark Surface (S7) Restrictive Layer (if observed): Type: Depth (inches): Remarks: _ Polyvalue Below Surface (S8) (MLRA 147, 148) _Thin Dark Surface (S9) (MLRA 147, 148) —Loamy Mucky Mineral (F1) (MLRA 136) _ Loamy Gleyed Matrix (F2) _ Depleted Matrix (F3) _ Redox Dark Surface (F6) —Depleted Dark Surface (F7) _ Redox Depressions (F8) _ Iron -Manganese Masses (F12) (LRR N, MLRA 136) _ Umbric Surface (F13) (MLRA 122, 136) —Piedmont Floodplain Soils (F19) (MLRA 148) Red Parent Material (F21) (MLRA 127, 147, 148) 2Location: PL=Pore Lining, M=Matrix Indicators for Problematic Hydric Soils3: _ 2 cm Muck (A10) (MLRA 147) —Coast Prairie Redox (A16) (MLRA 147, 148) —Piedmont Floodplain Soils (F19) (MLRA 136, 147) —Red Parent Material (F21) (outside MLRA 127, 147, 148) —Very Shallow Dark Surface (F22) Other (Explain in Remarks) 31ndicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Hydric Soil Present? Yes No X ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont — Version 2.0 Appendix II w- � a�'I � i�T` � ✓'G'"-� R �u �. -7a. {;{ ,f�%„ i r •�� view of the site looking north towards gravel parking view of the site looking east from the intersection of erminal Drive and New Airport Road. nother view of the site looking north towards gravel arking area. 8 view of the site looking north of the intersection of Terminal Drive and New Airport Road. AVL Parking Lot B Site Photographs SWE Project No. 22410026 III E Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 02/21/22 2