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Home My WebLink About20150417 Ver 1 _Storm Calculations Report _20150717STORMWATER BMP CALCULATIONS FoR ECo-ENERGY - SELMA7 NC INTERMODAL FACILITY FOR ece- energy iUFLING SULUiIUNi ECO-ENERGY, LLC 61 00 TOWER CIRCLE, SUITE 500 FRANKLIN, TN 37067 PAN" rr iwri Chambers Engineering, PA 129 North First St., Albemarle, NC 28001 704- 984 -6427 NCBELS Firm License No. C -1660 G /N2G.0 �'Q 4 RA N NSEa� J� + + +,. t� Table of Contents Narrative............................................................. ............................... 1 Project Area Rainfall Data ........................................ ............................... 2 Hydraflow Rainfall Report ..................... Hydraflow OF Curves - Smithfield, NC 2 7 Calculations for Structural BMPs ................................ ............................... 8 SandFilter "A" .................................. ............................... SandFilter "B" .................................. ............................... Stormwater Wetland - Determination of Areas & Plantings Stormwater Wetland - Flow Hydrographs .......................... .8 10 12 13 Appendix "A" - Vicinity Map ...................................... .............................19 Appendix "B" - USGS Topographic Map ......................... .............................20 Appendix "C" - Soils Map .......................................... .............................21 Appendix "D" - Stormwater Map - Post Construction ....... .............................22 Proiect Stormwater Narrative The Eco- Energy — Selma NC project involves the construction of an intermodal facility to facilitate the transmission of liquid ethanol from railroad traffic to offsite bulk storage tanks via a transfer pipeline. The project site is located in the Selma Township of Johnston County on a 58.38 acre site zoned for industrial use. The site consists of gently rolling to rolling slopes draining to an unnamed tributary of the Neuse River. Limited off -site drainage is received primarily from Buffalo Road but bypasses BMP measures. The existing site does not include any impervious areas. The project will disturb 8.60 acres during the construction phase and will result in a total built upon area post- construction to 4.47 acres. For the purposes of this project, stormwater BMP's have been implemented to satisfy the 401/404 Water Quality requirements due to the existing wetlands on -site. These BMP's will permit the addition of 1.46 acres of new impervious area to be added without requiring the implementation of further stormwater controls. The BMP's for this site do not receive any additional offsite flow. Structural BMP's include a wetland and sand filter system treating flows from 4.00 acres and 0.55 acres, respectively. The wetland is located south of the railyard. The sand filter system is located north of the entrance driveway. The measures have been designed to meet or exceed the NC DENR requirements for discharge into the wetland. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 2 Parcel 1 - Post Const. Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.920 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 2.90 in Distribution Storm duration = 24 hrs Shape factor " Composite (Area /CN) = [(0.920 x 60) + (1.400 x 98)] / 3.920 Parcel 1 - Post Const. Q (cfs) Hyd. No. 2 -- 1 Year 18.00 15.00 12.00 • IX MOM 3.00 Saturday, 06 / 20 / 2015 = 15.30 cfs = 11.93 hrs = 35,601 cuft = 98* = 0 ft = 5.00 min = Type II = 484 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 Hyd No. 2 2 Q (cfs) 18.00 15.00 12.00 • IX . IX 3.00 0.00 20.0 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.2 Hyd. No. 2 Parcel 1 - Post Const. Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 3.920 ac Basin Slope = 0.0% Tc method = User Total precip. = 3.50 in Storm duration = 24 hrs " Composite (Area /CN) = [(0.920 x 60) + (1.400 x 98)] / 3.920 Q (cfs) 21.00 18.00 15.00 12.00 . 11 . 11 3.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Parcel 1 - Post Const. Hyd. No. 2 -- 2 Year Saturday, 06 / 20 / 2015 18.55 cfs 11.93 hrs 43,576 cuft 98* 0 ft 5.00 min Type II 484 Q (cfs) 21.00 18.00 15.00 12.00 . 11 More 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 2 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.2 Hyd. No. 2 Parcel 1 - Post Const. Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 3.920 ac Basin Slope = 0.0% Tc method = User Total precip. = 5.10 in Storm duration = 24 hrs " Composite (Area /CN) = [(0.920 x 60) + (1.400 x 98)] / 3.920 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Parcel 1 - Post Const. Saturday, 06 / 20 / 2015 27.18 cfs 11.93 hrs 64,874 cuft 98* 0 ft 5.00 min Type II 484 Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 16.00 12.00 11 4.00 0.00 0.0 2.0 Hyd No. 2 4.0 fflrl : 1 20.00 16.00 12.00 F-WIT11 4.00 0.00 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.2 Hyd. No. 2 Parcel 1 - Post Const. Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 3.920 ac Basin Slope = 0.0% Tc method = User Total precip. = 6.80 in Storm duration = 24 hrs " Composite (Area /CN) = [(0.920 x 60) + (1.400 x 98)] / 3.920 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Saturday, 06 / 20 / 2015 36.31 cfs 11.93 hrs 87,526 cuft 98* 0 ft 5.00 min Type II 484 Parcel 1 - Post Const. Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 2 Time (hrs) 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.2 Hyd. No. 2 Parcel 1 - Post Const. Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 3.920 ac Basin Slope = 0.0% Tc method = User Total precip. = 7.60 in Storm duration = 24 hrs " Composite (Area /CN) = [(0.920 x 60) + (1.400 x 98)] / 3.920 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor Parcel 1 - Post Const. Saturday, 06 / 20 / 2015 40.61 cfs 11.93 hrs 98,190 cuft 98* 0 ft 5.00 min Type II 484 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 10.00 0.00 0.0 2.0 Hyd No. 2 4.0 6.0 8.0 20.00 10.00 0.00 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) 6 Hydraflow OF Curves Intensity (in /hr) 14.00 12.00 10.00 11 M 4.00 2.00 OF file: Selma Rainfall.IDF 14.00 100 -Yr 12.00 10.00 25 -Yr 8.00 10 -Yr 6.00 2.00 0.00 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) 5 -Yr 2 -Yr Hydrographs 7 Stormwater BMP Calculations Intermodal Facility Eco- Energy, Selma, NC SAND FILTER "A" Total Area Draining to Pond/ Sand Filter 0.37 AC Percentage Impervious 100.00 % Total Proposed Impervious Surface Area Draining to Pond 0.37 * AC WQv= A (sq ft) *Rd (ft) WQV= 1,343.10 ft3 WQVAdj= 1,343.10 X.75 WQVAdj= 1,007.33 ft' Rv = 0.95 2 Rd= 1.00 inch Find hMaxFilter WQVAdj / (As +Af) Assume As= 244 SF Assume Af= 244 SF hMaxFilter 2.06 ft hA= 1.03 Determine Head/ Area Combinations hMaxFilter (ft) WQVAdj (cf) As + Af (sf) 0.5 1,007 2,015 1 1,007 1,007 1.5 1,007 672 2 1,007 504 2.5 1,007 403 3 1,007 336 3.5 1,007 288 4 1,007 252 4.5 1,007 224 Find As= (240 *Rv *Ap) *Rp Min. As= 84 SF Verify Volume: () ( V Cf = s+ f )MaxFilter Provided V (cf)= 1007.325 >/= 1,007.33 Cf Sand Filter Medium = 15'L x 3.25'W x 1.5'D (Per Box, 5 Boxes Total) Area Provided 244 SF Determine Underdrain and Overflow Svstem Minimum Underdrain Size = 4" Dia. Flow Rate Through Soil Media @ 3.5 Ft per Day: _ (As * 3.5)/ 86,400 s/d 8 Stormwater BMP Calculations Intermodal Facility Eco- Energy, Selma, NC Area: 244.00 SF Infiltration Rate 3.50 Ft/ Day Flow Rate = 0.01 cfs Safety Factor = 10 Adjusted Flow Rate: 10 (0.01 cfs) = 0.1 cfs. Diameter of Pipe (D) = 16 [ (Q *n) / (S 110.5) ] 11(3/8) Q= 0.10 cfs n= 0.011 S= 0.005 ft /ft D= 4.1 Inch 4.1" -- 4 "; Use f4" pipes in underdrain. Anti - Floatation Calculations: ANTI - FLOATATION BLOCK VOLUME OF WEIGHT OF FILTER WEIGHT OF WATER SAFETY FACTOR Vol of THEREFORE USE STRUCTURE NAME WATER DISPL. Vo *62.4 Ib /cf (Ibs) Weight* 1.1 (Ibs) Concrete (150 Vol of Sand Total FOOTING DIMENSIONS (cu ft. PER UNIT) (150 Ibs /cu ft) Weight Ibs /cu ft) Filter weight Exceeds Sand Filter A 640.00 39936.00 43930 312.00 73.00 57750 Buoyancy Force + Safety Factor, No Footing A 0.00 0.00 0 0.00 0 0 Required Weight of this filter and sand medium exceed weight of displaced water including safety factor for depth of buried portion of filter; no anti - floatation block required. i Stormwater BMP Calculations Intermodal Facility Eco- Energy, Selma, NC SAND FILTER "B" Total Area Draining to Pond/ Sand Filter 0.17 AC Percentage Impervious 100.00 % Total Proposed Impervious Surface Area Draining to Pond 0.17 * AC WQv= A (sq ft) *Rd (ft) WQv= 617.10 ft' WQvAdj= 617.10 X.75 WQv Adj = 462.83 ft' Rv = 0.95 Rd= 1.00 inch Find hMaxFilter WQVAdj / (As +Af) Assume As= 195 SF Assume Af= 195 SF hMaxFilter 1.19 ft hA= 0.59 Determine Head/ Area Combinations hMaxFilter (ft) WQvAdj (cf) As + Af (sf) 0.5 463 926 1 463 463 1.5 463 309 2 463 231 2.5 463 185 3 463 154 3.5 463 132 4 463 116 4.5 463 103 Find As= (240 *Rv *Ap) *Rp Min. As= 39 SF Verify Volume: () ( V Cf = s+ f )MaxFilter Provided V (cf)= 780 >/= 462.83 Cf Sand Filter Medium = 15'L x 3.25'W x 1.5'D (Per Box, 4 Boxes Total) Area Provided 195 SF Determine Underdrain and Overflow Svstem Minimum Underdrain Size = 4" Dia. Flow Rate Through Soil Media @ 3.5 Ft per Day: _ (As * 3.5)/ 86,400 s/d I Stormwater BMP Calculations Intermodal Facility Eco- Energy, Selma, NC Area: 195.00 SF Infiltration Rate 3.50 Ft/ Day Flow Rate = 0.01 cfs Safety Factor = 10 Adjusted Flow Rate: 10 (0.01 cfs) = 0.1 cfs. Diameter of Pipe (D) = 16 [ (Q *n) / (S 110.5) ] 11(3/8) Q= 0.10 cfs n= 0.011 S= 0.005 ft /ft D= 4.1 Inch 4.1" -- 4 "; Use f4" pipes in underdrain. Anti - Floatation Calculations: ANTI - FLOATATION BLOCK VOLUME OF WEIGHT OF FILTER WEIGHT OF WATER SAFETY FACTOR Vol of THEREFORE USE STRUCTURE NAME WATER DISPL. Vo *62.4 Ib /cf (Ibs) Weight* 1.1 (Ibs) Concrete (150 Vol of Sand Total FOOTING DIMENSIONS (cu ft. PER UNIT) (150 Ibs /cu ft) Weight Ibs /cu ft) Filter weight txceeos Sand Filter A 640.00 39936.00 43930 312.00 73.00 57750 Buoyancy Force + Safety Factor, No Footing A 0.00 0.00 0 0.00 0 0 Required Weight of this filter and sand medium exceed weight of displaced water including safety factor for depth of buried portion of filter; no anti - floatation block required. I Stormwater BMP Calculations Intermodal Facility Eco- Energy, Selma, NC Stormwater Wetland - Rail Yard Total Area Draining to Wetland Percentage Impervious Total Proposed Impervious Surface Area Draining to Wetland WQv= A (sq ft) *Rd (ft) WQv= 14,520.00 ft' Prop. Depth= 1.00 ft Surface Area= 14,520.00 Sf Volume Provided = 14,545 cf Area Provided @ Perm. Pool = 18,900 sf 100% Area Provided @ WQV Elev = 10,190 sf 4.00 AC 100.00 % 4.00 * AC Shallow Land Area = 8,700 sf 46% Shallow Water Area = 5,360 sf 28% Total Deep Pool Area (Non Forebay)= 3,320 sf 18% Forebay Pool Area = 1,510 sf 8% Total 100% *Additional Deep Pool area provided to protect the full length of the wetland during dry periods. PLANT SCHEDULE: Shallow Water: 50 Plants per 200 SF Total Plantings = (A/200) *50 Total Plantings = 0 Each Plants per Species = (Total Plantings / 5 Species) Plants per Species = 0 Each (Soft Rush, Lizards Tail, Blue Flag, Waterpod, Giant Cutgrass Shallow Land: 50 Plants per 200 SF Total Plantings = (A/200) *50 Total Plantings = 2175 Each Plants per Species = (Total Plantings / 5 Species) Plants per Species = 435 Each (Swamp Milkweed, Quil Sedge, Cardinal Flower, Narrow Plumegrass, Sweet Pepperbush) a Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Saturday, 06 / 20 / 2015 Pond No. 1 - Shallow Land Volume Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 151.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 151.00 10,200 0 0 1.00 152.00 18,902 14,328 14,328 1.50 152.50 19,950 9,711 24,039 2.00 153.00 22,064 10,498 34,537 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 15.00 3.00 Inactive 0.00 Crest Len (ft) = 16.00 20.00 Inactive Inactive Span (in) = 15.00 3.00 0.00 0.00 Crest El. (ft) = 152.00 152.00 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 150.00 151.00 0.00 0.00 Weir Type = 1 Broad - -- - -- Length (ft) = 65.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope ( %) = 0.08 0.00 0.00 n/a N -Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 0.000 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage (ft) 2.00 1.80 1.60 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.00 8.00 Total Q Stage / Discharge 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 13 Elev (ft) 153.00 152.80 152.60 152.40 152.20 152.00 151.80 151.60 151.40 151.20 151.00 80.00 Discharge (cfs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 3 Parcel 1 - Wet Basin Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Parcel 1 - Post Const. Max. Elevation Reservoir name = Shallow Land Volume Max. Storage Storage Indication method used. Q (cfs) 18.00 15.00 12.00 • IX . OR 3.00 0.00 0 4 Hyd No. 3 Parcel 1 - Wet Basin Hyd. No. 3 -- 1 Year Saturday, 06 / 20 / 2015 = 8.886 cfs = 12.03 hrs = 35,415 cuft = 152.18 ft = 17,675 cuft 8 12 16 20 24 28 32 36 Hyd No. 2 M —] Total storage used = 17,675 cuft 14 Q (cfs) 18.00 15.00 12.00 • e . IX 3.00 - 0.00 40 44 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 3 Parcel 1 - Wet Basin Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Parcel 1 - Post Const. Max. Elevation Reservoir name = Shallow Land Volume Max. Storage Storage Indication method used Q (cfs) 21.00 18.00 15.00 12.00 • 11 . 11 3.00 Parcel 1 - Wet Basin Hyd. No. 3 -- 2 Year 0.00 ` 0 4 8 12 Hyd No. 3 Hyd No. 2 Saturday, 06 / 20 / 2015 = 13.79 cfs = 12.00 hrs = 43,382 cuft = 152.25 ft = 19,094 cuft 16 20 24 28 32 11111111 Total storage used = 19,094 cuft 15 Q (cfs) 21.00 18.00 15.00 12.00 . 11 . 1R 3.00 0.00 36 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 3 Parcel 1 - Wet Basin Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Parcel 1 - Post Const. Max. Elevation Reservoir name = Shallow Land Volume Max. Storage Storage Indication method used Parcel 1 - Wet Basin Q (cfs) Hyd. No. 3 -- 10 Year 28.00 .I 24.00 20.00 16.00 12.00 11 4.00 0.00 -- 0 2 4 Hyd No. 3 i' Saturday, 06 / 20 / 2015 = 22.07 cfs = 12.00 hrs = 64,667 cuft = 152.39 ft = 21,741 cuft Q (cfs) 28.00 24.00 20.00 16.00 12.00 F-WIT11 4.00 0.00 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 M —] Total storage used = 21,741 cuft Time (hrs) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Saturday, 06 / 20 / 2015 Hyd. No. 3 Parcel 1 - Wet Basin Hydrograph type = Reservoir Peak discharge = 29.98 cfs Storm frequency = 50 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 87,319 cuft Inflow hyd. No. = 2 - Parcel 1 - Post Const. Max. Elevation = 152.51 ft Reservoir name = Shallow Land Volume Max. Storage = 23,963 cuft Storage Indication method used Parcel 1 - Wet Basin Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs) 40.00 40.00 1 30.00 r 30.00 20.00 20.00 10.00 1 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 3 -1 Hyd No. 2 1�� Total storage used = 23,963 cuft Time (hrs) 17 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Saturday, 06 / 20 / 2015 Hyd. No. 3 Parcel 1 - Wet Basin Hydrograph type = Reservoir Peak discharge = 33.60 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 97,983 cuft Inflow hyd. No. = 2 - Parcel 1 - Post Const. Max. Elevation = 152.55 ft Reservoir name = Shallow Land Volume Max. Storage = 24,973 cuft Storage Indication method used Parcel 1 - Wet Basin Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - • — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 3 -1 Hyd No. 2 1�� Total storage used = 24,973 cuft Time (hrs) 18 4 N 431 RA�1� � PROPOSED PROJECT AREA -S - ru'ina — , f; ,,,•M1 301 L ' � Fit',•,, ti `` -•- - , - R l 1 4 r � 4• w iy Wirt +� l '4 Ff.ayjx'rt -, f -,tlu , lir'i111i'�i � 3 t ,1[]llIIiS7'SA 'i t �y,tt1�` Skcr�h y N co < ` Ill f h SCALE: N/A VICINITY MAP APPENDIX DATE: 19 June 15 ECO Energy Charnb�rs Enginc�gerin Intermodal Ethanol Transfer Facility DRAWN BY: �'�` JRM 12674o4hr,s,St,AJbemarre NC2800170d -mot Johnston County, North Carolina /� NCBELS Firm Uwe se No. C -1680 A CHECKED BY: AGD PROJECT NO: 2013 -791 / 19 r r `80 - f ` Gravel ✓ i A � 1 A Gtavea ,so_ -r. ;sand and Grere, P., N. Sk * J' 1 1 �•. ` •x.44,. 1rr t . • cyn . � ` i 10 1 We J � rlrir3vpl lb ' i ; 51 - mood �i '� ,� ''+±+, { - w� 1'!•. PROPOSED PROJECT AREA �.-• r, •��!` Ch Selma firsaosal rC� �"J �'ir •. ~• Memor al • Ce 9 J ° ' -r�P, } Graver SrlmB' :.Pct ahte j mor;at Gatcli�sy F.0 'acNerpas k .,., s Substation Z / u -.i o *� ^'. i _ y,0 .ems° 2,000�'� 4,000.. �If �� + � tare ' `'.. ��. j a / - Feet hea t QP SCALE: 1" = 2000' U S G S TOPOGRAPHIC MAP APPENDIX DATE: 19 June 15 ECO Energy CF �mt�,r �r,g�n� rye Intermodal Ethanol Transfer Facility DRAWN BY: JRM Johnston County, North Carolina p S "e9 Nnr1hh'S1 51 A16ernar3e NC 28fJ01 7(14 - 926 -G4�7 v NCBELS Firm license No. C -4660 CHECKED BY: AGD PROJECT NO: 2013 -791 / 20 F blot" . BY: AGD DATE: 6/15 DWG. NO.: SOIL SURVEY.DWG 1 " = 3000' Johnston County, North Carolina (NC101) NOTE: INFORMATION SHOWN ON THIS MAP PROVIDED BY USGS WEB SOIL SURVEY. 1.4 ACCURACY OF OF SOILS INFORMATION Map Unit Symbol SHALL BE CONSIDERED APPROXIMATE AND Coc FOR ILLUSTRATIVE PURPOSES ONLY. Norfolk loamy sand, 0 to 2 GoA percent slopes NoA Norfolk loamy sand, 2 to 6 NoB / Ra Rains sandy loam, 0 to 2 Ud percent slopes Wt Udorthents, loamy 6.9 Wehadkee loam, 0 to 2 percent Totals for Area of Interest F blot" . BY: AGD DATE: 6/15 DWG. NO.: SOIL SURVEY.DWG 1 " = 3000' Johnston County, North Carolina (NC101) Map Unit Name Acres in AOI Cowarts loamy sand, 6 to 10 1.4 percent slopes Goldsboro sandy loam, 0 to 2 16.4 percent slopes Norfolk loamy sand, 0 to 2 7.3 percent slopes Norfolk loamy sand, 2 to 6 28.2 percent slopes Rains sandy loam, 0 to 2 11.0 percent slopes Udorthents, loamy 6.9 Wehadkee loam, 0 to 2 percent 11.9 slopes, frequently flooded 83.2 \`7fL PROJECT SITE PROPOSED STORMWATER WETLAND Percent of AOI 1.7% 19.8% 8.8% 33.9% 13.2% 8.3% 14.3% 100.0% ' 'O h'171 go Chambers Engineering, PA 129 North First St., Albemarle, NC 28001 704 - 984 -6427 NCBELS Firm License No. C -1660 ECO ENERGY - SELMA, NC I SOILS MAP 21 NoB M APPENDIX C II/ i DRAINAGE AREA FOR STORMWATER WETLAND /. AREA: 4.00 AC / Z-,- _ ` \ 100% IMPERVIOUS \ %f EX. JURISD IONIC WETLAN \ \. , / STORMWATER WETLAND: ! �/ / �\j WQV VOLUME: 14,520 CF DRAWN BY: AGD � DATE: 6/15 Chambers E _ ineering, PA DWG. NO.: STORMWATER MAPS.DWG 129 North First St., Albemarle, NC 28001 704- 984 -6427 NCBELS Firm License No. C -1660 1" = 200' ECO ENERGY - SELMA, NC I STORMWATER MAP - POST CONSTRUCTION I APPENDIX D a "B" SAND FILTER SAND FILTER "A" WQV ADJUST: 463 CF \ \ '%%� \ \ \\ WQV ADJUST: 1,007 CF DRAINAGE AREA FOR SAND FILTER "A" DRAINAGE A E FOR "A" AREA: 0.17 AC 100% IMPERVIOUS SAND FILTER o AREA: 0.37 AC 100% IMPERVIOUS OFFICE BUILDING & / EX. JURISDICTIONAL PARKING �\ \'!� WETLAND \ \ II/ i DRAINAGE AREA FOR STORMWATER WETLAND /. AREA: 4.00 AC / Z-,- _ ` \ 100% IMPERVIOUS \ %f EX. JURISD IONIC WETLAN \ \. , / STORMWATER WETLAND: ! �/ / �\j WQV VOLUME: 14,520 CF DRAWN BY: AGD � DATE: 6/15 Chambers E _ ineering, PA DWG. NO.: STORMWATER MAPS.DWG 129 North First St., Albemarle, NC 28001 704- 984 -6427 NCBELS Firm License No. C -1660 1" = 200' ECO ENERGY - SELMA, NC I STORMWATER MAP - POST CONSTRUCTION I APPENDIX D a