Park Place Commons at Franklin Park - Lot 4 - 17-0065_Storm Calculations

Table of Contents
 Cover Page
 Table of Contents
 Narrative and Calculations
o Project Description
 Introduction and Project Summary
 Existing Hydrologic Situation
 Proposed Stormwater Management
 Stormwater Quality
 Stormwater Quantity
o Peak Flow Calculations
o Analysis Description
 Appendix A: Calculations
o Peak Flow Calculations
o Impervious Surface Calculations
o Wetland Calculations
o Stormwater Wetland Supplement & O&M Form
o Nutrient Calculations (Tar-Pamlico Nutrient Accounting Tool)
o Supporting Documents
 FEMA DFIRM Map
 Runoff Curve Numbers
 Manning’s Roughness Coefficient
 Property Deed
 Appendix B: Soils/USGS Maps
 Appendix C: Aerial Photos
 Appendix D: Drainage Maps

Narrative and Calculations

PROJECT DESCRIPTION:

Introduction and Project Summary:
The proposed project includes the construction of a new 9,000 SF flex-space building and
two 3,000 SF self-storage buildings along with associated parking and loading areas on a
5.6 AC tract of land. The project is located in Youngsville, NC just south of the
intersection between Park Avenue and Franklin Park and is anticipated to begin
construction in October, 2017.

The proposed project will contain approximately 68,171 SF of impervious area.

Existing Hydrologic Situation:
The site is located in Franklin County, in the Tar-Pamlico River Basin and is subject to
such rules that are implemented by the NCDEQ as the delegating authorities. The
proposed site is located in Ca, Cecil sandy loam, (a HSG B Soil). Soil Map attached as
APPENDIX B.

Onsite topography generally drains east to northeast towards an existing roadside ditch
and 18” storm pipe that crosses under Park Avenue and eventually drains to Brandy
Creek and to the Tar-Pamlico River. See Drainage Maps in APPENDIX D.

Onsite land cover conditions are predominantly woods (CN = 55). See Aerial Photos in
APPENDIX C.

Proposed Stormwater Management:
The proposed building site has been graded so that the majority of the stormwater runoff
from the parking lot, drive aisles, landscaped areas and building (approx. 66,929 SF of
impervious; POST – DA #1) is conveyed to the constructed wetland. This is done
through the use of sheet flow, vegetated swales, and storm pipes. The remainder of the
stormwater runoff bypasses the constructed wetland and enters the roadside ditch along
Park Avenue (1,242 SF of impervious; POST – DA #2).

 Stormwater Quality:
Analysis of stormwater quality was performed in the Tar-Pamlico Nutrient
Accounting Tool. The proposed site increases the nutrient loading from the
existing condition, which consists of 5.6 acres of un-disturbed forest. The pre-
development nitrogen and phosphorous loading is 0.43 lbs./ac./yr. and 0.06
lbs./ac./yr., respectively. The post development, untreated nitrogen and
phosphorous loading is 4.77 lbs./ac./yr. and 0.70 lbs./ac./yr., respectively.
Through the use of the constructed wetland stormwater control measure, the
resulting nitrogen and phosphorous loading is 3.43 lbs./ac./yr. and 0.44
lbs./ac./yr., respectively.

Per 15A NCAC 02B.0258 of the Tar-Pamlico River Basin Requirements, the site
must have a nitrogen export at, or below, 4.0 lbs./ac/yr. and a phosphorous export
at, or below 0.4 lbs./ac./yr. Therefore, the proposed site will meet the nitrogen
export requirements through on-site treatment. Off-site credits will be purchased
to reduce the phosphorus loading rate to 0.4 lbs./ac./yr. The proposed constructed

wetland will have sufficient volume to retain on-site runoff from the first 1.0
inches of rainfall and be designed to provide treatment for 85% TSS. See
Nitrogen Loading Calculations to follow as part of APPENDIX A.

 Stormwater Quantity: Per 15A NCAC 02B .0258 of the Tar-Pamlico River Basin
Requirements, the site has been designed so that there is either no net increase in
the peak flow for the 1-year, 24-hour, storm event. See Peak Flow Calculations
below and the calculations to follow as APPENDIX A.

PEAK FLOW CALCULATIONS

1-YEAR STORM

Pre Dev. (cfs) Post Dev. (cfs) Difference (cfs) Percent Difference
0.231 0.196 -0.035 -15.2%

Analysis Description:
Hydraflow Extensions for AutoCAD Civil 3D 2017 programs were used in conjunction
w/ AutoCAD Civil 3D to analyze hydrographs for the components of the proposed storm
system. Area measurements were made using AutoCAD. Ground cover and topographic
assessments were based on site visits, Existing Conditions and Field Location Surveys by
Cawthorne, Moss & Panciera, and aerial photography from GIS and Google.
Precipitation frequencies and intensities were determined using data provided by the
NOAA National Weather Service, Precipitation Frequency Data Server

Appendix A – Calculations
PEAK FLOW CALCULATIONS
1 - PRE - DA #1 2 - POST - DA #1 (TO WETLAND)
3 - WETLAND ROUTED
4 - POST - DA#2 (BY-PASS)
5 - POST-COMBINED
1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Project: 17-0065_PRE-POST.gpw Friday, 08 / 18 / 2017
Hyd.Origin Description
Legend
1 SCS Runoff PRE - DA #1
2 SCS Runoff POST - DA #1 (TO WETLAND)
3 Reservoir WETLAND ROUTED
4 SCS Runoff POST - DA#2 (BY-PASS)
5 Combine POST-COMBINED
Hydrograph Return Period Recap
2
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type hyd(s)Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ 0.231 ------- ------- ------- 4.513 ------- ------- ------- PRE - DA #1
2 SCS Runoff ------ 5.827 ------- ------- ------- 14.45 -------------- ------- POST - DA #1 (TO WETLAND)
3 Reservoir 2 0.083 ------- ------- ------- 3.000 ------- ------- ------- WETLAND ROUTED
4 SCS Runoff ------ 0.159 ------- ------- ------- 2.556 ------- ------- ------- POST - DA#2 (BY-PASS)
5 Combine 3, 4 0.196 ------- ------- ------- 5.402 ------- ------- ------- POST-COMBINED
Proj. file: 17-0065_PRE-POST.gpw Friday, 08 / 18 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.231 1 745 3,286 ------ ------ ------ PRE - DA #1
2 SCS Runoff 5.827 1 718 11,701 ------ ------ ------ POST - DA #1 (TO WETLAND)
3 Reservoir 0.083 1 1172 6,675 2 422.70 8,822 WETLAND ROUTED
4 SCS Runoff 0.159 1 741 1,938 ------ ------ ------ POST - DA#2 (BY-PASS)
5 Combine 0.196 1 741 8,614 3, 4 ------ ------ POST-COMBINED
17-0065_PRE-POST.gpw Return Period: 1 Year Friday, 08 / 18 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 1
PRE - DA #1
Hydrograph type = SCS Runoff Peak discharge = 0.231 cfs
Storm frequency = 1 yrs Time to peak = 745 min
Time interval = 1 min Hyd. volume = 3,286 cuft
Drainage area = 5.600 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.20 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
PRE - DA #1
Hyd. No. 1 -- 1 Year
Hyd No. 1
TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
PRE - DA #1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 109.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 8.30 0.00 0.00
Travel Time (min) = 21.77 + 0.00 + 0.00 = 21.77
Shallow Concentrated Flow
Flow length (ft) = 116.00 133.00 0.00
Watercourse slope (%) = 4.30 4.50 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =3.35 3.42 0.00
Travel Time (min) = 0.58 + 0.65 + 0.00 = 1.23
Channel Flow
X sectional flow area (sqft) = 9.00 0.00 0.00
Wetted perimeter (ft) = 18.10 0.00 0.00
Channel slope (%) = 2.90 0.00 0.00
Manning's n-value = 0.035 0.015 0.015
Velocity (ft/s) =4.54
0.00
0.00
Flow length (ft) ({0})340.0 0.0 0.0
Travel Time (min) = 1.25 + 0.00 + 0.00 = 1.25
Total Travel Time, Tc ..............................................................................24.20 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 2
POST - DA #1 (TO WETLAND)
Hydrograph type = SCS Runoff Peak discharge = 5.827 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 11,701 cuft
Drainage area = 2.710 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.190 x 98) + (0.350 x 85) + (1.170 x 61)] / 2.710
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
POST - DA #1 (TO WETLAND)
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 3
WETLAND ROUTED
Hydrograph type = Reservoir Peak discharge = 0.083 cfs
Storm frequency = 1 yrs Time to peak = 1172 min
Time interval = 1 min Hyd. volume = 6,675 cuft
Inflow hyd. No. = 2 - POST - DA #1 (TO WETLAND)Max. Elevation = 422.70 ft
Reservoir name = Wetland #1 Max. Storage = 8,822 cuft
Storage Indication method used.
7
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
WETLAND ROUTED
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 8,822 cuft
Pond Report 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Pond No. 1 - Wetland #1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 419.25 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 419.25 304 0 0
0.75 420.00 592 330 330
1.50 420.75 1,255 677 1,007
2.00 421.25 3,630 1,170 2,177
2.75 422.00 4,714 3,120 5,297
3.25 422.50 5,135 2,461 7,758
3.75 423.00 5,774 2,725 10,483
4.75 424.00 7,111 6,430 16,914
5.75 425.00 8,726 7,904 24,818
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 12.00 1.25 2.00 0.00
Span (in)= 12.00 1.25 2.00 0.00
No. Barrels = 1 110
Invert El. (ft)= 421.15 421.25 422.50 0.00
Length (ft)= 57.00 0.00 0.00 0.00
Slope (%)= 10.97 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 12.00 0.00 0.00 0.00
Crest El. (ft)= 423.50 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes NoNoNo
Exfil.(in/hr)= 0.000 (by Wet area)
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).
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (ft)
0.00 419.25
1.00 420.25
2.00 421.25
3.00 422.25
4.00 423.25
5.00 424.25
6.00 425.25
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 4
POST - DA#2 (BY-PASS)
Hydrograph type = SCS Runoff Peak discharge = 0.159 cfs
Storm frequency = 1 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 1,938 cuft
Drainage area = 2.900 ac Curve number = 56*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.030 x 98) + (0.200 x 61) + (2.670 x 55)] / 2.900
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
POST - DA#2 (BY-PASS)
Hyd. No. 4 -- 1 Year
Hyd No. 4
TR55 Tc Worksheet 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
POST - DA#2 (BY-PASS)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 109.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 8.30 0.00 0.00
Travel Time (min) = 21.77 + 0.00 + 0.00 = 21.77
Shallow Concentrated Flow
Flow length (ft) = 116.00 0.00 0.00
Watercourse slope (%) = 4.30 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.35 0.00 0.00
Travel Time (min) = 0.58 + 0.00 + 0.00 = 0.58
Channel Flow
X sectional flow area (sqft) = 9.00 1.23 9.00
Wetted perimeter (ft) = 18.10 3.93 18.10
Channel slope (%) = 2.20 1.00 2.60
Manning's n-value = 0.035 0.013 0.035
Velocity (ft/s) =3.95
5.25
4.30
Flow length (ft) ({0})338.0 80.0 137.0
Travel Time (min) = 1.42 + 0.25 + 0.53 = 2.21
Total Travel Time, Tc ..............................................................................24.60 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 5
POST-COMBINED
Hydrograph type = Combine Peak discharge = 0.196 cfs
Storm frequency = 1 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 8,614 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 2.900 ac
11
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
POST-COMBINED
Hyd. No. 5 -- 1 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Summary Report
12
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 4.513 1 730 20,225 ------ ------ ------ PRE - DA #1
2 SCS Runoff 14.45 1 718 29,613 ------ ------ ------ POST - DA #1 (TO WETLAND)
3 Reservoir 3.000 1 726 23,147 2 423.67 14,782 WETLAND ROUTED
4 SCS Runoff 2.556 1 730 11,128 ------ ------ ------ POST - DA#2 (BY-PASS)
5 Combine 5.402 1 727 34,275 3, 4 ------ ------ POST-COMBINED
17-0065_PRE-POST.gpw Return Period: 10 Year Friday, 08 / 18 / 2017
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 1
PRE - DA #1
Hydrograph type = SCS Runoff Peak discharge = 4.513 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 20,225 cuft
Drainage area = 5.600 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.20 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
13
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
PRE - DA #1
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 2
POST - DA #1 (TO WETLAND)
Hydrograph type = SCS Runoff Peak discharge = 14.45 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 29,613 cuft
Drainage area = 2.710 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.190 x 98) + (0.350 x 85) + (1.170 x 61)] / 2.710
14
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
POST - DA #1 (TO WETLAND)
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 3
WETLAND ROUTED
Hydrograph type = Reservoir Peak discharge = 3.000 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 23,147 cuft
Inflow hyd. No. = 2 - POST - DA #1 (TO WETLAND)Max. Elevation = 423.67 ft
Reservoir name = Wetland #1 Max. Storage = 14,782 cuft
Storage Indication method used.
15
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (min)
WETLAND ROUTED
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 14,782 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 4
POST - DA#2 (BY-PASS)
Hydrograph type = SCS Runoff Peak discharge = 2.556 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 11,128 cuft
Drainage area = 2.900 ac Curve number = 56*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 24.60 min
Total precip. = 5.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.030 x 98) + (0.200 x 61) + (2.670 x 55)] / 2.900
16
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
POST - DA#2 (BY-PASS)
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Hyd. No. 5
POST-COMBINED
Hydrograph type = Combine Peak discharge = 5.402 cfs
Storm frequency = 10 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 34,275 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 2.900 ac
17
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
POST-COMBINED
Hyd. No. 5 -- 10 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydraflow Table of Contents 17-0065_PRE-POST.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 08 / 18 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, PRE - DA #1......................................................................... 4
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, POST - DA #1 (TO WETLAND)............................................ 6
Hydrograph No. 3, Reservoir, WETLAND ROUTED................................................................ 7
Pond Report - Wetland #1................................................................................................... 8
Hydrograph No. 4, SCS Runoff, POST - DA#2 (BY-PASS)..................................................... 9
TR-55 Tc Worksheet.......................................................................................................... 10
Hydrograph No. 5, Combine, POST-COMBINED.................................................................. 11
10 - Year
Summary Report....................................................................................................................... 12
Hydrograph Reports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, PRE - DA #1....................................................................... 13
Hydrograph No. 2, SCS Runoff, POST - DA #1 (TO WETLAND).......................................... 14
Hydrograph No. 3, Reservoir, WETLAND ROUTED.............................................................. 15
Hydrograph No. 4, SCS Runoff, POST - DA#2 (BY-PASS)................................................... 16
Hydrograph No. 5, Combine, POST-COMBINED.................................................................. 17
WETLAND CALCULATIONS
2.71 1.541.5" VWQ1" VWQ9837.3 Where :8284.575523.05 RD =1RV =0.5614391D = 15"6627.6500.75 5.8171 -0.28771.5 6.9360 0.40552 7.7114 0.69312.75 8.5827 1.01163.25 8.9619 1.17873.75 9.2618 1.32184.75 9.7392 1.55815.75 10.1222 1.749210 1510.01 OK5155.26 OK35 4544.99 OK30 4530.57 OKTOTAL:2,727.256,442.5010,527.7516,970.257,800.502,462.25Intermediate Contour (ft):424423Intermediate Contour (ft):5774422.5Top of Shallow Land (ft) TPE:71115135336.00 336.00SF SF SFShallow Land1,540.50 2310.751570.004,108.00 6162.004,664.00Shallow Water1,797.25 2310.752310.00Forebay 513.50 770.25514.00Non-Forebay 256.75 770.25270.00Provided Surface Area (SF)RatingWETLAND ZONE BREAKDOWNDeep PoolZone Min %Min. Surface Area Required (SF)Max %Max. Surface Area Required (SF)Provided %24,888.757,918.508726425Top of Dam Elev (ft):Intermediate Contour (ft):422 4714 3,104.63 5,338.25Bottom Shallow Land/Top of Shallow Water (ft) PPE:421.25 3565 1,205.00 2,233.63Bottom of Shallow Water (ft):420.75 1255 692.63 1,028.63Intermediate Contour (ft):0.000.00Bottom Elevation (ft.) :420 592419.25 304ln ZZ estStorageContour Area (SF)Incremental Volume (CF)S-Accum. Volume (CF)Z-Stage (FT)ln SRough Required SA Calc (SF)RD = Rainfall Depth of Design Storm (Usually 1" or 1.5")Water Quality Vol (cf) :RV= Runoff Coefficient (0.05+.9*IA) Where IA = % Impervious in DAApprox. Min. Area Required VWQ=1.0" (sf) D = 18"5523.05WETLAND #1 PARK PLACE COMMONSDrainage Area (Ac.) Impervious Area (Ac.)VWQ = 3630 * RD * RV * A8/17/2017 4:14 PMK:\2017\17-0065\CIVIL\Design\Stormwater\17-0065_Storm Wetland 1 Design.xls
422.5 ft 1.25 ft421.25 ft 0.42 ft5,523.05cf5,566.88cfOrifice size for 2-day drawdown time= 0.032 cfs = 0.013 cfs= 0.010ft2= 0.004ft2= 0.114 ft (dia) = 0.072 ft (dia)= 1.373 in (dia) = 0.868 in (dia)Select orifice size between 2 and 5 day size=1.25in (dia)Actual Drawdown TimeVolume = 5,566.88 cfPipe Size = 1.25 in (dia)Area = 0.009ft2Flow Rate = 0.026 cfsDrawdown Time = 2.43 days 58.38 hoursOrifice SizeActual Volume =Dewatering Elevation (PPE) =Storage Depth =Driving Head (H/3)=Required Volume =WETLAND #1 DEWATERING ORIFICEWater Quality Elevation (TPE) =Q = CD * A * (2 * g * h) ^ (1/2) Orifice size for 5-day drawdown timeFlow Rate (Q) = Volume (cf) / Time (sec)Orifice Equation - solve for A (area)Orifice SizeFlow Rate (Q) = Volume (cf) / Time (sec)Orifice Equation - solve for A (area)
STORMWATER WETLAND
SUPPLEMENT AND O&M FORMS
STORMWATER WETLAND1 Drainage area number1 Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)38103 sfTotal surface water area (sq ft) sf - Sidewalk (sq ft)2157 sfTotal drainage area (sq ft)117834 sf - Roof (sq ft)14995 sfBUA associated with existing development (sq ft) sf - Roadway (sq ft)Proposed new BUA (sq ft)68171 sf - Other, please specify in the comment box below (sq ft) Percent BUA of drainage area28%Total BUA (sq ft)Design rainfall depth (in)1.0 inMinimum volume required (cu ft)5523 cfDesign volume of SCM (cu ft)5567 cf#1 Is the SCM sized to treat the SW from all surfaces at build-out? Yes#7 If applicable, with the SCM be cleaned out after construction?Yes#2 Is the SCM located on or near contaminated soils? No#8 Does the mainetenance access comply with General MDC (8)?Yes#3 What are the side slopes of the SCM (H:V)?3:1#9 Does the drainage easement comply with General MDC (9)?Yes#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes#11 Is there an O&M Agreement that complies with General MDC (11)?Yes#5 Is there a a bypass for flows in excess of the design flow? Yes#12 Is there an O&M Plan that complies with General MDC (12)?Yes#6 What is the method for dewatering the SCM for maintenance?Pump (preferred)#13 Was the SCM designed by an NC licensed professional?Yes #1 Permanent pool elevation (fmsl) 421.25#8 Total surface area of the shallow water zone at temporary pool (square feet) 2310 sf#1 Temporary pool elevation (fmsl) 422.50#8 SW wetland surface area comprised of shallow water zone at temporary pool (%) 45%#1 Ponding depth (inches)15 in#8 Depth of the shallow water zone below permanent pool (inches) 6 in#2 Is the SW wetland designed for peak attenuation? Yes #8 Elevation of bottom of the shallow water zone (fmsl) 420.75#2 If so, peak attenuation depth (inches) 12.0 in #9 Total surface area of the temporary inundation zone at temporary pool (square feet) 1570 sf#3 Surface area of SW wetland at temporary pool (square feet) 5135 sf #9 SW wetland surface area comprised of temp inundation zone at temp pool (%) 31%#4 Depth of soil amendment (inches) 12 in #9 Height of the temporary inundation zone above permanent pool (inches) 12 in#4 Describe how the soil is being amended to promote plant growth: #9 Elevation of bottom of the temporary inundation zone (fmsl) 421 ft#10 Drawdown time for the temporary pool (hours)58 hrs#10 Does the orifice drawdown from below the top surface of the permanent pool?Yes#11 Does the pond minimize impacts to the receiving channel from the 1-yr, 24-hr storm? Yes#6 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?Yes#12 Has a landscaping plan that meets SW Wetland MDC (12) been provided?Yes#13 Number of plants per 200 square feet (#) in the shallow water zone: 50#6 Surface area of the forebay at temporary pool (square feet) 514 sf#6 Overall SW wetland surface area comprised of forebay at temporary pool (%) 10%#6 Depth of forebay below permanent pool (inches)24 in#14 Does planting for the temporary inundation zone comply with SW Wetland MDC (14)?Yes#6 Elevation of bottom of forebay (fmsl) 419.25#14 Describe the planting plan for the temporary inundation zone:#6 Will the forebay be cleaned out when depth is reduced to 15 inches or less? Yes#7 Total surface area of the non-forebay deep pools at temporary pool (square feet) 270 sf#7 SW wetland surface area comprised of non-forebay deep pools at temporary pool (%) 5%#15 Are the dam structure and temporary fill slopes planted in non-clumping turfgrass? Yes#7 Depth of non-forebay deep pools below permanent pool (inches) 24 in#16 Will cattails be planted in the wetland? No#7 Elevation of bottom of non-forebay deep pools (fmsl) 419.25#17 Is a trash rack or other device provided to protect the outlet system? YesTHE DRAINAGE AREASTORMWATER WETLAND MDC FROM 02H .1054The soil mix must be uniform and free of stones, stumps, roots, or other similar material greater than 2 inches in diameter. The pH should be between 4.5 & 7.0. If the pH falls outside this range, contractor shall follow recommendations of soil test results for appropriate application rates. All top soils to be used with the wetland shall be analyzed at a soil testing lab, and contractor shall follow recommendations of soil test results#6 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:Wetland is graded such that the short-circuiting is avoided.#13 Describe the planting plan for the shallow water zone:The following wetland species will be planted in the shallow water zone: Pickerelweed, Lizard's Tail, Sweetflag, Soft Rush, Duck Potato, Wool GrassGENERAL MDC FROM 02H .1050Break down of BUA in the drainage area (both new and existing):COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAMStormwater program(s) that apply (please specify):The following wetland species will be planted in the shallow land zone: Swamp Milk Weed, Cardinal Flower, Joe Pye Weed, Scarlet Rose Mallow, & Seashore Mallow.ADDITIONAL INFORMATIONPlease use this space to provide any information about this stormwater wetland that you think is relevant to the review:All sideslopes of the wetland are 3:1 except for internal sideslopes below the temporary pool elevation where they are 2:1 to provide sufficient surface area and treatment volume. Steeper slopes were required due to site constraints on the size of the wetland footprint. All slopes within the wetland will be sufficiently vegetated for stability, and riprap will be provided at the inlet forebay areas where erosive velocities may occur.Park Place Commons at Franklin Park - Lot 4Wetland24:17 PM 8/17/2017
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After the stormwater wetland is established, it shall be inspected monthly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). 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.
Vegetation is too short or too
long.
Maintain vegetation at a height of approximately six inches.
Forebay Sediment has accumulated in
the forebay to a depth that
inhibits the forebay from
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Remove the weeds, preferably by hand. If a pesticide is used, wipe it
on the plants rather than spraying.
BMP element: Potential problem: How I will remediate the problem:
The perimeter of the BMP Areas of bare soil and/or
erosive gullies have formed.
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.
Entire BMP Trash/debris is present. Remove the trash/debris.
Remove sediment and replace with clean stone.
Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
The inlet device The pipe is clogged.
Erosion is occurring in the
swale.
Regrade the swale if necessary to smooth it over and provide erosion
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
covered in sediment (if
applicable).
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
otherwise damaged.
Replace the pipe.
Stormwater Wetland Maintenance Requirements
Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wetland.
Immediately following construction of the stormwater wetland, bi-weekly inspections will be conducted and
wetland plants will be watered bi-weekly until vegetation becomes established (commonly six weeks).
No portion of the stormwater wetland will be fertilized after the first initial fertilization that is required to establish
the wetland plants.
Once a year, a dam safety expert should inspect the embankment.
Important maintenance procedures:
STORM-EZ
Version 1.4 O&M Manual
8/15/2017
Page 2 of 3
Consult a professional to remove and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the deep pool and shallow
Remove invasives by physical removal or by wiping them with
pesticide (do not spray) – consult a professional.
Shallow land remains flooded
more than 5 days after a
storm event.
Unclog the outlet device immediately.
Plants are dead, diseased or
dying.
Determine the source of the problem: soils, hydrology, disease, etc.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if necessary.
Prune according to best professional practices.
Sediment has accumulated
and reduced the depth to 75%
of the original design depth of
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Best professional practices
show that pruning is needed
to maintain optimal plant
Stormwater Wetland Maintenance Requirements (Continued)
Deep pool, shallow water
and shallow land areas
Algal growth covers over 50%
of the deep pool and shallow
water areas.
Evidence of muskrat or
beaver activity is present.
Make all needed repairs.
A tree has started to grow on
the embankment.
Consult a dam safety specialist to remove the tree.
An annual inspection by
appropriate professional
shows that the embankment
Consult a professional to remove muskrats or beavers.
The outlet device is damaged Repair or replace the outlet device.
Micropool Sediment has accumulated
and reduced the depth to 75%
of the original design depth.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site.
Embankment
The receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the local NC Department of Environment and Natural
Resources Regional Office.
STORM-EZ
Version 1.4 O&M Manual
8/15/2017
Page 3 of 3
NUTRIENT CALCULATIONS
(TAR-PAMLICO NUTRIENT
ACCOUNTING TOOL)
Tar-Pamlico Stormwater Rule 15A NCAC 2B .0258 Last Modified 8/17/2017
Piedmont of the Tar-Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name:Crabtree Electric at Franlin Park - Lot 4
Date:8/17/2017
By:Chris Oliver, PE Checked By:
Directions (same for pre-development and post-development tables):
Pre-development:
(2)(3)(4)(5)(6)(7)
Area
(acres)
S.M. Formula
(0.46 + 8.3I)
Average EMC
of TN (mg/L)
Column
(2)* (3)* (4)
Average EMC
of TP (mg/L)
Column
(2)* (3)* (6)
0.46 2.60 0.00 0.19 0.00
0.46 1.95 0.00 0.11 0.00
0.46 1.42 0.00 0.28 0.00
0.46 4.23 0.00 1.23 0.00
0.46 2.04 0.00 0.62 0.00
5.60 0.46 0.94 2.42 0.14 0.36
0.00 TN Loading
(lb/yr) =2.42 TP Loading
(lb/yr) =0.36
5.60 TN Exp. Coeff.
(lb/ac/yr) =0.43 TP Exp. Coeff.
(lb/ac/yr) =0.06
Post-development:
(2)(3)(4)(5)(6)(7)
Area
(acres)
S.M. Formula
(0.46 + 8.3I)
Average EMC
of TN (mg/L)
Column
(2)* (3)* (4)
Average EMC
of TP (mg/L)
Column
(2)* (3)* (6)
1.23 2.79 2.60 8.92 0.19 0.65
0.34 2.79 1.95 1.85 0.11 0.10
4.03 2.79 1.42 15.96 0.28 3.15
2.79 0.95 0.00 0.14 0.00
0.28 TN Loading
(lb/yr) =26.74 TP Loading
(lb/yr) =3.90
5.60 TN Exp. Coeff.
(lb/ac/yr) =4.77 TP Exp. Coeff.
(lb/ac/yr) =0.70
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post-development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post-development TN and TP loadings after BMPs are installed.
Transportation impervious
Total Area of Development =
Transportation impervious
Managed pervious
(lawn/landscaped)
Wooded pervious
Total Area of Development =
Wooded pervious
Managed pervious
Roof impervious
Managed pervious
(cropland)
Managed pervious
(pasture)
Fraction Impervious (I) =
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must be
included in the acreage values and treated.
(1)
Type of Land Cover
Roof impervious
Fraction Impervious (I) =
(1)
Type of Land Cover
Tar-Pamlico Stormwater Rule 15A NCAC 2B .0258 Last Modified 5/23/03
Piedmont of the Tar-Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
BMP Removal Calculation Worksheet (Automated)
Project Name:Crabtree Electric at Franlin Park - Lot 4
Date:8/17/2017
By:Chris Oliver, PE Checked By:
Directions:
TN TP Design Standard
BMP 25 40
NC BMP Manual
Nutrient 40 35
NC BMP Manual
Removal 35 45
NC BMP Manual
Rates 35 45
NC BMP Manual
20 20
NC BMP Manual
20 35
NC BMP Manual
10 10
NC BMP Manual
Catchment 1:
Total acreage of catchment 1 =2.71 ac
First BMP's TN removal rate =40 % First BMP's TP removal rate =35 %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =40 % TOTAL TP REMOVAL RATE =35 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
1.20 5.18 2.60 16.17 0.19 1.18
0.34 5.18 1.95 3.44 0.11 0.19
1.17 5.18 1.42 8.61 0.28 1.70
5.18 0.94 0.00 0.14 0.00
5.18 1.95 0.00 0.11 0.00
0.57 Pre-BMP TN
Load (lb/yr) =28.21 Pre-BMP TP
Load (lb/yr) =3.07
2.71 Pre-BMP TN
Export (lb/ac/yr) =10.41 Pre-BMP TP
Export (lb/ac/yr) =1.13
Post-BMP TN
Load (lb/yr) =16.93 Post-BMP TP
Load (lb/yr) =2.00
Post-BMP TN
Export (lb/ac/yr) =6.25 Post-BMP TP
Export (lb/ac/yr) =0.74
Vegetated Filter Strip w/
Level Spreader
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless runoff flowing
onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post-development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ac/yr TN and 0.4 lb/ac/yr TP, select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If more than one BMP is to be
used in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre-BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
Sand Filter
Wet Detention Pond
Stormwater Wetland

Dry Detention
Bioretention
Managed pervious
Wooded pervious
(1)
Type of Land Cover
Transportation impervious
Grass Swale
Fraction Impervious (I) =
Total Area of Development =
Roof impervious
Area taken up by BMP
Tar-Pamlico Stormwater Rule 15A NCAC 2B .0258 Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 =2.89 ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =0 % TOTAL TP REMOVAL RATE =0 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
0.03 0.55 2.60 0.04 0.19 0.00
0.55 1.95 0.00 0.11 0.00
2.86 0.55 1.42 2.22 0.28 0.44
0.55 0.94 0.00 0.14 0.00
0.55 1.95 0.00 0.11 0.00
0.01 Pre-BMP TN
Load (lb/yr) =2.26 Pre-BMP TP
Load (lb/yr) =0.44
2.89 Pre-BMP TN Export
(lb/ac/yr) =0.78 Pre-BMP TP Export
(lb/ac/yr) =0.15
Post-BMP TN
Load (lb/yr) =2.26 Post-BMP TP
Load (lb/yr) =0.44
Post-BMP TN
Export (lb/ac/yr) =0.78 Post-BMP TP Export
(lb/ac/yr) =0.15
Catchment 3:
Total acreage of catchment 3 = ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE =0 % TOTAL TP REMOVAL RATE =0 %
(2)(3)(4)(5)(6)(7)
Catchment
Acreage
S.M. Formula
(0.46 + 8.3I)
Average EMC of
TN (mg/L)
Column
(2) * (3) * (4)
Average EMC of
TP (mg/L)
Column
(2) * (3) * (6)
2.60 0.19
1.95 0.11
1.42 0.28
0.94 0.14
1.95 0.11
Pre-BMP TN
Load (lb/yr) =
Pre-BMP TP
Load (lb/yr) =
Pre-BMP TN Export
(lb/ac/yr) =
Pre-BMP TP Export
(lb/ac/yr) =
Post-BMP TN
Load (lb/yr) =
Post-BMP TP
Load (lb/yr) =
Post-BMP TN
Export (lb/ac/yr) =
Post-BMP TP Export
(lb/ac/yr) =
Roof impervious
Managed pervious
Wooded pervious
Area taken up by BMP
Fraction Impervious (I) =
Total Area of Development =
Fraction Impervious (I) =
Total Area of Development =
(1)
Type of Land Cover
Transportation impervious
Type of Land Cover
Transportation impervious
Roof impervious
Managed pervious
Wooded pervious
Area taken up by BMP
(1)
Tar-Pamlico Stormwater Rule 15A NCAC 2B .0258 Last Modified 5/23/03
Weighted Average of Nutrient Loadings from the Catchments:
Catchment
Acreage
Post-BMP
TN Loading
(lb/ac/yr)
Post-BMP
TP Loading
(lb/ac/yr)
2.71 6.25 0.74
2.89 0.78 0.15
0.00 0.00 0.00
5.60 3.43 0.44
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post-development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.
Catchment 2
Catchment 3
TOTAL FOR DEVELOPMENT

Catchment 1
SUPPORTING DOCUMENTS
FLOOD HAZARD INFORMATION
SPECIAL FLOODHAZARD AREAS
OTHER AREAS OFFLOOD HAZARD
OTHERAREAS
GENERALSTRUCTURES
Without Base Flood Elevation (BFE)
With BFE or Depth
Regulatory Floodway
Areas Determined to be Outside the 0.2% Annual Chance Floodplain
Non-accredited Levee, Dike, or Floodwall
Zone A,V, A99 Zone AE, AO, AH, VE, AR
Zone X
HTTP://FRIS.NC.GOV/FRIS
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
FLOOD INSURANCE RATE MAPNORTH CAROLINA
PANEL
MAP NUMBER
MAP REVISED
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
Cross Sections with 1% Annual ChanceWater Surface Elevation (BFE)
Coastal Transect
OTHERFEATURES
Profile Baseline
Hydrographic Feature
Limit of Study
Limit of Moderate Wave Action (LiMWA)
Jurisdiction Boundary
Accredited or Provisionally AccreditedLevee, Dike, or Floodwall
Coastal Transect Baseline
SCALE
1 inch = 500 feet
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
PANEL LOCATOR
LOGO LOGO
NOTES TO USERS
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com,
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de-accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
Channel, Culvert, or Storm Sewer
0.2% Annual Chance Flood Hazard, Areas of 1% Annual Chance Flood with Average Depth Less Than One Foot or With Drainage Areas of Less Than One Square MileFuture Conditions 1% Annual Chance Flood HazardArea with Reduced Flood Risk due to LeveeSee Notes
Zone X
Zone X
Zone X

18531:6,000
%,012 18.2
!(8
2150000 FEET
830000 FEET
2150000 FEET
840000 FEET
2160000 FEET
840000 FEET
2160000 FEET
830000 FEET
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
NATIONAL FLOOD INSURANCE PROGRAM
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78°29'0"W
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36°3'0"N
36°3'0"N
36°2'30"N 36°2'30"N
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WARREN COUNTY
VANCE COUNTY
NASH COUNTYWAKE COUNTY
1980 2900 2920 2940 2960
1879 1888 2808 2828 2848 2868 28881848185818681878
1826 1847 1857 1867 1877 1887 1897 2807 2817 2826 2846 2866 288618461856186618761886189628062816
1824 1844 1864 1884 2805 2815 2824 2844 286428042814
1833 1843 1853 1862 1882 2803 2813 2823 2833 2842 28621832184218522802281228222832
1851 1861 1871 1880 2800 2821 2831 28401860187028202830
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0 150 30075
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BM5510 ?
BM5510z
National Geodetic Survey bench markContractor Est. NCFMP Survey bench mark
Panel Contains:
COMMUNITY CID PANEL SUFFIX
1853FRANKLIN COUNTY 370377 J
1853YOUNGSVILLE, TOWN OF 370494 J
3720185300J
4/16/2013
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
Stormwater Management and Calculations 3-9 July 2007
The type of ground cover at a given site greatly affects the volume of runoff.
Undisturbed natural areas, such as woods and brush, have high infiltration potentials
whereas impervious surfaces, such as parking lots and roofs, will not infiltrate runoff at
all. The ground surface can vary extensively, particularly in urban areas, and Table 3-5
lists appropriate curve numbers for most urban land use types according to hydrologic
soil group. Land use maps, site plans, and field reconnaissance are all effective methods
for determining the ground cover.

Table 3-5
Runoff curve numbers in urban areas for the SCS method (SCS, 1986)

Cover Description Curve Numbers for
Hydrologic Soil Group
Fully developed urban areas A B C D
Open Space (lawns, parks, golf courses, etc.)
Poor condition (< 50% grass cover) 68 79 86 89
Fair condition (50% to 75% grass cover) 49 69 79 84
Good condition (> 75% grass cover) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc. 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers 98 98 98 98
Paved; open ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88

Developing urban areas
Newly graded areas 77 86 91 94
Pasture (< 50% ground cover or heavily grazed) 68 79 86 89
Pasture (50% to 75% ground cover or not heavily grazed) 49 69 79 84
Pasture (>75% ground cover or lightly grazed) 39 61 74 80
Meadow – continuous grass, protected from grazing and
generally mowed for hay
30 58 71 78
Brush (< 50% ground cover) 48 67 77 83
Brush (50% to 75% ground cover) 35 56 70 77
Brush (>75% ground cover) 30 48 65 73
Woods (Forest litter, small trees, and brush destroyed by
heavy grazing or regular burning)
45 66 77 83
Woods (Woods are grazed but not burned, and some forest
litter covers the soil)
36 60 73 79
Woods (Woods are protected from grazing, and litter and
brush adequately cover the soil)
30 55 70 77

Most drainage areas include a combination of land uses. The SCS Curve Number Model
should be applied separately: once for areas where impervious cover is directly
connected to surface water via a swale or pipe and a second time for the remainder of
the site. The runoff volumes computed from each of these computations should be
added to determine the runoff volume for the entire site.

For the portion of the site that is NOT directly connected impervious surface, a
composite curve number can be determined to apply in the SCS Curve Number Model.
The composite curve number must be area-weighted based on the distribution of land
uses at the site. Runoff from impervious areas that is allowed to flow over pervious
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
Stormwater Management and Calculations 3-16 July 2007

The Manning roughness coefficient is an experimentally determined value that is a
function of the nature of the channel lining.

Table 3-9
Rational runoff coefficients (adopted from Munson, et al., 1990 and Chow et al., 1988)

Channel lining Manning roughness coefficient, n
Asphalt 0.016
Concrete, finished 0.012
Concrete, unfinished 0.014
Grass 0.035
Gravel bottom with riprap sides 0.033
Weeds 0.040

The cross-sectional area of flow, A, can be determined by the following equation:

A = By + My2

The wetted perimeter, P, is the distance along the cross section against which the water
is flowing. It does not include the free water surface. P can be determined by the
following equation:

P = B + 2y (1 + M2)0.5

The hydraulic radius, R, can be determined by the following equation:

R =

For the three equations above, the variables have the following meanings (also refer to
Figure 3-4):

A = Cross-sectional area of flow (sq ft)
B = Bottom width of the channel (ft)
M = Side slope ratio (ft horizontal/ft vertical) (determined by channel
side slope requirements)
P = Wetted perimeter (ft)
R = Hydraulic radius (ft)
y = Depth of flow (ft)

A
P
Source: Soil Conservation Service TR-55
Manning’s n-Values
Pipes Manning's n
Reinforced concrete 0.013
Vitrified clay pipe 0.013
Smooth welded pipe 0.011
Corrugated metal pipe 0.023
Polyvinyl chloride (PVC)0.010
Natural Channels
Gravel beds, Straight 0.025
Gravel beds, large boulders 0.040
Earth, straight, some grass 0.026
Earth, winding, no vegetation 0.030
Earth, winding 0.050
Overland Flow
Smooth surfaces (concrete, asphalt, bare
soil)
0.011
Fallow (no residue)0.05
Cultivated soils, residue <=20%0.06
Cultivated soils, residue >20%0.17
Short grass 0.15
Dense grass 0.24
Bermuda grass 0.41
Light underbrush woods 0.40
Dense underbrush woods 0.80
Page 1 of 1Manning’s n-Values
8/18/2017mk:@MSITStore:C:\Program%20Files\Autodesk\AutoCAD%202017\C3D\HHApps\Hydr...
Appendix B – Soil/USGS Maps
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Franklin County,
North Carolina
16-0065 - Crabtree Electric
Natural
Resources
Conservation
Service
April 26, 2017
9
Custom Soil Resource Report
Soil Map (17-0065 - Crabtree Electric)3990800399090039910003991100399120039913003991400399150039908003990900399100039911003991200399130039914003991500725900 726000 726100 726200 726300 726400 726500 726600 726700 726800 726900
725900 726000 726100 726200 726300 726400 726500 726600 726700 726800 726900 727000
36° 2' 31'' N 78° 29' 35'' W36° 2' 31'' N78° 28' 49'' W36° 2' 6'' N
78° 29' 35'' W36° 2' 6'' N
78° 28' 49'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:5,260 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
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: Franklin County, North Carolina
Survey Area Data: Version 17, Sep 19, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend (17-0065 - Crabtree
Electric)
Franklin County, North Carolina (NC069)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CaB Cecil sandy loam, 2 to 6
percent slopes
45.5 40.7%
CaC Cecil sandy loam, 6 to 10
percent slopes
42.5 38.1%
ChA Chewacla and Wehadkee soils,
0 to 3 percent slopes,
frequently flooded
0.5 0.5%
PaD2 Pacolet clay loam, 10 to 15
percent slopes, moderately
eroded
7.1 6.3%
PuC Pacolet-Urban land complex, 2
to 10 percent slopes
16.1 14.4%
Totals for Area of Interest 111.8 100.0%
Map Unit Descriptions (17-0065 - Crabtree
Electric)
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
Custom Soil Resource Report
11
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Franklin County, North Carolina
CaB—Cecil sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2spnw
Elevation: 200 to 1,400 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost-free period: 200 to 250 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or saprolite derived
from schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 42 inches: clay
BC - 42 to 50 inches: clay loam
C - 50 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Pacolet, moderately eroded
Percent of map unit: 5 percent
Landform: Interfluves
Custom Soil Resource Report
13
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
CaC—Cecil sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 2spnx
Elevation: 200 to 1,400 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost-free period: 200 to 250 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cecil and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or saprolite derived
from schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 42 inches: clay
BC - 42 to 50 inches: clay loam
C - 50 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Custom Soil Resource Report
14
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Pacolet, moderately eroded
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Spartanburg
Percent of map unit: 2 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
ChA—Chewacla and Wehadkee soils, 0 to 3 percent slopes, frequently
flooded
Map Unit Setting
National map unit symbol: 3s4w
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 60 percent
Wehadkee, undrained, and similar soils: 31 percent
Wehadkee, drained, and similar soils: 5 percent
Minor components: 4 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Custom Soil Resource Report
15
Typical profile
A - 0 to 4 inches: loam
Bw1 - 4 to 26 inches: silty clay loam
Bw2 - 26 to 38 inches: loam
Bw3 - 38 to 60 inches: clay loam
C - 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B/D
Hydric soil rating: No
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Custom Soil Resource Report
16
Description of Wehadkee, Drained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Minor Components
Congaree
Percent of map unit: 4 percent
Landform: Flood plains
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
PaD2—Pacolet clay loam, 10 to 15 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 3s5b
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Custom Soil Resource Report
17
Farmland classification: Farmland of statewide importance
Map Unit Composition
Pacolet, moderately eroded, and similar soils: 85 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A - 0 to 7 inches: sandy clay loam
B - 7 to 28 inches: clay
B - 28 to 44 inches: sandy clay loam
C - 44 to 80 inches: sandy loam
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Madison, moderately eroded
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Spartanburg, moderately eroded
Percent of map unit: 3 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Custom Soil Resource Report
18
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
PuC—Pacolet-Urban land complex, 2 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s5c
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Pacolet and similar soils: 55 percent
Urban land: 35 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 27 inches: clay
BC - 27 to 35 inches: clay loam
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Custom Soil Resource Report
19
Hydric soil rating: No
Description of Urban Land
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
Custom Soil Resource Report
20
NCDENR Stormwater BMP Manual Chapter Revised 06-16-09
Stormwater Management and Calculations 3-8 July 2007

Table 3-4
Hydrologic soil groups for soil types found in North Carolina (Malcom, 1989)

Alaga A Dragston D/C Louisa B Ridgeland C
Alamance B Dunbar D/B Louisburg B Rimini C
Albany C/A Duplin C/B Lucy A Roanoke D
Altavista C/B Durham B Lumbee D/C Rosman B
Americus A Dykes B Lynchburg C/B Rumford B
Appling B Edneyville B Lynn Haven D/C Ruston B
Ashe B Elbert D Madison B Ruttege D/B
Augusta C Elioak B Magnolia B Saluda C/B
Avery B Elsinboro B Mantachie C/B Scranton D/B
Aycock B Enon C Manteo D Seneca C/B
Barclay C Eustis A Marlboro B Starr B
Barth C Exum C/B Masada B State B
Bayboro D/C Faceville B Maxton B Suncook A
Bertie C/B Fannin B Mayodan B Surry B
Bibb D/B Fletcher B McColl D/C Talladega C
Bladen D/C Fuquay B Mecklenburg C Tallepoosa C
Blaney B Georgeville B Meggett D/C Tate B
Blanton A Gilead C Molena A Taturn B
Bowie B Goldsboro C/B Musella B Thurmont B
Braddock B Goldston C Myatt D/C Toccoa B
Bradley B Granville B Nahunta C/B Toisnot C/B
Brandywine B Grover B Nason C Torhuna C/A
Brevard B Guin A Nixonton B Toxaway D
Bucks B Gwinnett B Norfolk B Transylvania B
Buncombe A Hartsells B Ochlockonee B Troup A
Burton B Hatboro D/C Ocilla C/B Tuckerman D/C
Byars D Hayesville B Olustee D/C Tusquitee B
Cahaba B Haywood B Onslow B Unison B
Cape Fear D/B Helena C Orange D Vance C
Caroline C Herndon B Orangeburg B Varina C
Cartecay C Hiwassee B Osier D Vaucluse C
Cataula C Hoffman C Pacolet B Wadesboro B
Cecil B Hulett B Pactolus C/A Wagram A
Chandler B Hyde D/C Pamlico D/C Wahee D/C
Chastain D Invershiel C Pantego D/C Wake D
Chester B Iredell D Pasquotank D/B Watauga B
Chesterfield B Iuka C Pelham D/C Wedowee B
Chewacla C Izagora C Pender D
Chipley C/A Johnston D/B Penn C/B
Clifton B Johus C/B Pinkston C
Codurus C Kalmia B Plummer D/B
Colfax C Kenansville A Pocalla A
Comus B Kershaw A Pocomoke D/B
Congaree B Kinston D/C Pomello C/A
Cowarts C Lakeland A Ponzer D/C
Coxville D/C Leaf D/C Porters B
Craven C Lenoir D/B Portsmouth D/C
Davidson B Leon C/B Rabun B
Delanco C Liddell D/C Rains D/B
Dorovan D Lloyd B Ramsey D
Dothan B Lockhart B Ranger C
Imagery................................................NAIP, January 2010Roads..............................................©2006-2010 Tele AtlasNames...............................................................GNIS, 2010Hydrography.................National Hydrography Dataset, 2010Contours............................National Elevation Dataset, 2010
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TORRINGTON AVEBEECHWOOD RDVOLKS WAY
PERRYS CHAPEL CHURCH RDBURKE DRHOBSON PLHART RDJEANS LNBIBBY
RD
BARNFORD MILL RDROLLING ACRES RDN WHITE ST EXDRICHARD WRIG
HT RD
RIGGANS WAY
W MASON ST
PADDY L
N
G
R
E
G
O
R
Y MANORAM B E RGATE DR
CEDAR CREEK RDAUTUMN DRABBEY WAY
APPLE G ATE DR W RIVER RDAYSCUE WAY
DEER RUN DRHI
GH ROCK DRC ARDEN WAYTHOMERSON
L
NPLANTATION DR
WEATHERS STPOCOMOKE RD
MATERIALS
DRGREEN HILL RDFRA
N
K
L
I
N

P
A
R
K
COL
L
EGE
S
TOAKCREST DRHILLSBOROUGH STE COLLEGE ST
S CHAVIS STPEACH ST MITCHELL AVED E LTERRA DR WIGGINS RDMAYS CROSSROADS RDKING DR
HILLCREST RD PINE RIDGE DRP
A
R
K

A
V
E E GREEN S TN MAIN STYOUNGSVILLE BLVD SMAIN STW GREEN ST
WAKE

C
O
FRA
N
K
L
I
N

C
O
FRAN
K
L
I
N

C
O
FRA
N
K
L
I
N

C
O
WAKE CO
ThomasLake
FranklintonReservoir NumberTwo
Cedar
C
r
Buffalo Cr
Richland CrBrandy Cr Taylors CrMcGee CrBillys CrRichland CrB u ffa lo C r
L
i
t
t
l
e

R
i
v
e
r
Buffalo Cr
Brandy Cr
C e d a r C r
C
e
d
a
r Cr
Smith CrCrooked CrCamping CrCrooked Cr
WillowhavenLake Number Two
FranklintonReservoir
EvergreenCem
FairView Cem
WAKEFOREST
Franklinton
Youngsville Youngsville
MitchinersCrossroads
Needmore
GreensBridge
WinstonBridge
40
39
39
99
30'
150 FEET
000mE
28
7
30"
730
36000m
88
90
39
00
00000m
78°
89
91
39
7
7
25'
7
34 180 FEET
3989
39
91
2'
39
39
95
39
5'
FEET
000
30"
00'
07'
FEET
94
95
27'
7 7
33 735
7
92
94
96
39
39
5'
30"
88
39
39
39
7 30 732 22'
36°
93
97
860
N
78°
2'
3987
93
96
97
27 28
27'
7
36
39
98
QV
36°
30'
39
39
000
726 7
31
31
25'
733
30"
39
40
QA
00'
36°
30"
QA
000
92
39
98
7
30"
29 32
34
7 2
7 E 78°
39
30"
30"
07'
830
QV
39
39
N
2 27 7
000
78°22'
39
99
36°
000m
NORTH CAROLINA
QUADRANGLE LOCATION
FRANKLINTON QUADRANGLENORTH CAROLINA7.5-MINUTE SERIES
FRANKLINTON, NC
2016
Expressway Local Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Local Road
Interstate Route State RouteUS RouteWX./H
FRANKLINTON, NC
2016
ROAD CLASSIFICATION
Check with local Forest Service unitfor current travel conditions and restrictions.
FS Primary Route FS High Clearance RouteFS PassengerRouteª«­▬Interstate Route State RouteUS RouteWX./H
Expressway Local Connector
Ramp 4WD
Secondary Hwy Local Road
U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY

1 Wilton
8 Bunn West
2 Kittrell3 Ingleside4 Grissom5 Louisburg6 Wake Forest7 Rolesville
ADJOINING QUADRANGLES
1 2 3
4 5
6 7 8
This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011.A metadata file associated with this product is draft version 0.6.19
CONTOUR INTERVAL 10 FEETNORTH AMERICAN VERTICAL DATUM OF 1988
SCALE 1:24 000
1000 500 0 METERS 1000 2000
21KILOMETERS00.51
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
Imagery..................................................NAIP, June 2014Roads................................ U.S. Census Bureau, 2015 - 2016Names..........................................................GNIS, 2016Hydrography....................National Hydrography Dataset, 2014Contours............................National Elevation Dataset, 2008Boundaries............Multiple sources; see metadata file 1972 - 2016
Wetlands.........FWS National Wetlands Inventory 1977 - 2014
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid: Universal Transverse Mercator, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may begeneralized for this map scale. Private lands within governmentreservations may not be shown. Obtain permission beforeentering private lands.
Imagery<IMG_LEADER><IMG_CITATION>Roads<TRANS_LEADER> U.S. Census Bureau, 2015 - 2016Roads within US Forest Service Lands.............FSTopo Data with limited Forest Service updates, 2012 - 2016Names...............................................................GNIS, 2016Hydrography<HYDRO_LEADER>National Hydrography Dataset, <HYDRO_DATE>Contours<HYPSO_LEADER><HYPSO_CITATION>Boundaries............Multiple sources; see metadata file 1972 - 2016<OPTIONAL_CITATIONS>Wetlands.........FWS National Wetlands Inventory 1977 - 2014
U.S. National Grid
100,000-m Square ID
Grid Zone Designation
QA
QV 40 00
17S
^
ØMN
GN
UTM GRID AND 2016 MAGNETIC NORTHDECLINATION AT CENTER OF SHEET
1° 30´27 MILS
9° 22´166 MILS
*7643016378753*NSN.7643016378753NGA REF NO.USGSX24K16270
Appendix C – Aerial Photos

Appendix D – Drainage Maps

4324334
4
5
443
4
4
4
446447448444
420 420425430435421
422422422
423
424426427428429431432433434436437438420
420420420420
4254254254304304304304214354
3
0
435
435
435440
435440426421421421422423422424
4
2
3
4244274244264264
2
6
4274284274294
2
7
428428 4294
2
8
429
429
4314314
2
9
43143143
2
431
432432433 432432
432432436
4
3
3
433
433434
433
434
4344334344364
3
4436
436437436437437
436
437 438438437438439438438 439439
442 441420418419439
439441434435434
436
437*Know what's below.
before you dig.Call
R
1 inch = ft.
GRAPHIC SCALE
( IN FEET )
30 BYDATEREVISIONS132456PROJECT NO.
SHEET NO.DRAWING ALTERATIONIT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS ACTING UNDER THE DIRECTION OFLICENSED ARCHITECT, PROFESSIONALENGINEER, LANDSCAPE ARCHITECT, ORLAND SURVEYOR TO ALTER ANY ITEM ONTHIS DOCUMENT IN ANY WAY. ANY LICENSEEWHO ALTERS THIS DOCUMENT IS REQUIREDBY LAW TO AFFIX HIS OR HER SEAL AND THENOTATION "ALTERED BY" FOLLOWED BY HISOR HER SIGNATURE AND SPECIFICDESCRIPTION OF THE ALTERATIONS.PROJECT ENGINEER/ARCHITECTPROJECT MANAGERDRAWN BY7DRAWING NAME:COPYRIGHT 2016SUMMIT DESIGN ANDENGINEERING SERVICESCAG ([e-mail])RH ([e-mail])17-0065PARK PLACE COMMONS PARK AVENUE YOUNGSVILLE, N.C. 27596SITE DEVELOPMENT PLANSCreatively Inspired - Technically ExecutedLicense #: P-0339504 Meadowland DriveHillsborough, NC 27278-8551Voice: [phone] Fax: [phone]www.summitde.netFIRST ISSUE DATEMWP ([e-mail])05-02-2017AT FRANKLIN PARK-LOT 417-0065_PRE-POST
C-2A PRE-DEVELOPMENTDRAINAGE AREA MAPR=3789.32'L=364.74PARK AVENUE/US HWY 1-A(60' PUBLIC R/W)
PROP. DROP INLET
RIM = 419.22
INV IN = 415.00
INV OUT = 413.62
PRE-DEVELOPMENT
DRAINAGE AREAS
PRE DA SF AC % IMPERVIOUS
IMPERVIOUS 0 0.00 0.0
PERVIOUS 244,126 5.60
TOTAL PRE DA 244,126 5.60 0.0
POST DEVELOPMENT
DRAINAGE AREAS
POST DA #1 (TO WETLAND)SF AC % IMPERVIOUS
IMPERVIOUS 66,929 1.54 56.8
PERVIOUS 50,905 1.17
TOTAL 117,834 2.71
POST DA #2 (BY-PASS)
IMPERVIOUS 1,242 0.03 1.0
PERVIOUS 125,050 2.87
TOTAL 126,292 2.90
TOTAL POST DA 244,126 5.60 27.9
IMPERVIOUS AREAS
IMPERVIOUS MATERIAL SF AC
BUILDING 14,995 0.34
ASPHALT 35,946 0.83
GRAVEL 15,073 0.35
CONCRETE 2,157 0.05
TOTAL 68,171 1.56
ANALYSIS
POINT #1
PRE DA #1
244,126 SF (5.60 AC)
0 SF IMPERVIOUS
SHEET FLOW
DENSE UNDERBRUSH WOODS (n = 0.80)
109 LF @ 8.3%
SHALLOW CONCENTRATED FLOW
UNPAVED
116 LF @ 4.3%
SHALLOW CONCENTRATED FLOW
UNPAVED
133 LF @ 4.5%
CHANNEL FLOW
GRASS (n = 0.035)
340 LF @ 2.9%K:\2017\17-0065\CIVIL\Current Drawings\17-0065_PRE-POST.dwg, C-2A - PRE-DEVELOPMENT DRAINAGE AREA MAP, 8/18/2017 11:14:46 AM, chris.oliver, 1:1
20' WATER & SEWER
LINE PERPETUAL
EASEMENT
PER D.B. 1144, PG. 432
30' WATER & SEWER
LINE CONSTRUCTION
EASEMENT
PER D.B. 1144, PG. 432
30' UTILITY
EASEMENT
B.M. 1999, PG. 442
OHEOHEOHEOHEOHEOHEOHEOHEOHEOHE43243314+5015+0015+5016+0016+5017+0017+5017+964
4
5
443
4
4
4
446447448444
420 420425430435421
422422422
423
424426427428429431432433434436437438420
420420420420
4254254254304304304304214354
3
0
435
435
435440
435440426421421421422423422424
4
2
3
4244274244264264
2
6
4274284274294
2
7
428428 4294
2
8
429
429
4314314
2
9
43143143
2
431
432432433 432432
432432436
4
3
3
433
433434
433
434
4344334344364
3
4436
436437436437437
436
437 438438437438439438438 439439
442 441420418419439
439441434435434
436
437LDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLDLD
LD
LD
LD
LD
LD
LD
LD
LD
LD
LD LD*430431 433435
437
43844
0432433 43243143
0
430
429428
427 428427
42
7
428429430428429432
433434436438428426
430428427429
429
433432 432426 4254254244234224214204254
2
8 423424422421420Know what's below.
before you dig.Call
R
1 inch = ft.
GRAPHIC SCALE
( IN FEET )
30 BYDATEREVISIONS132456PROJECT NO.
SHEET NO.DRAWING ALTERATIONIT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS ACTING UNDER THE DIRECTION OFLICENSED ARCHITECT, PROFESSIONALENGINEER, LANDSCAPE ARCHITECT, ORLAND SURVEYOR TO ALTER ANY ITEM ONTHIS DOCUMENT IN ANY WAY. ANY LICENSEEWHO ALTERS THIS DOCUMENT IS REQUIREDBY LAW TO AFFIX HIS OR HER SEAL AND THENOTATION "ALTERED BY" FOLLOWED BY HISOR HER SIGNATURE AND SPECIFICDESCRIPTION OF THE ALTERATIONS.PROJECT ENGINEER/ARCHITECTPROJECT MANAGERDRAWN BY7DRAWING NAME:COPYRIGHT 2016SUMMIT DESIGN ANDENGINEERING SERVICESCAG ([e-mail])RH ([e-mail])17-0065PARK PLACE COMMONS PARK AVENUE YOUNGSVILLE, N.C. 27596SITE DEVELOPMENT PLANSCreatively Inspired - Technically ExecutedLicense #: P-0339504 Meadowland DriveHillsborough, NC 27278-8551Voice: [phone] Fax: [phone]www.summitde.netFIRST ISSUE DATEMWP ([e-mail])05-02-2017AT FRANKLIN PARK-LOT 417-0065_PRE-POST
C-5A POST-DEVELOPMENTDRAINAGE AREA MAPR=3789.32'L=364.749000 SF
FLEX-SPACE
BUILDING
DIVIDED INTO
6 UNITS
150' X 20'
SELF STORAGE
BUILDING
50' BLDG REARSETBACK16' BUFFER YARD
PARK AVENUE/US HWY 1-A(60' PUBLIC R/W)
80 LF 15" STORM PIPE
@1% (MIN)
FES INV IN=423.50
FES INV OUT=422.70
PROP. DROP INLET
RIM = 419.22
INV IN = 415.00
INV OUT = 413.62
FFE=430.25
FFE= 432.25
FFE=433.25
PROP. 3' X 3' RISER
W/ TRASH RACK
57 LF 12" STORM PIPE
@10.97%
INV IN=421.25
FES INV OUT=415.00
68 LF 15" STORM PIPE
@ 6.96%
FES INV IN=426.00
FES INV OUT=421.25
5'W X 5'L X 22"TH RIPRAP
OUTLET PROTECTION
5'W X 10'L X 22"TH RIPRAP
OUTLET PROTECTION
WETLAND SCMSEE PARK AVENUE
WIDENING PLANS PREPARED
BY SUMMIT DESIGN & ENGINEERING
SERVICES FOR SPECIFIC INFORMATION
(UNDER SEPARATE COVER)
25' BLD
G

S
I
D
E
SETBA
C
K
50' BLDGFRONT SETBACK25' BLDG SIDE
SETBACK (TYP)
PRE-DEVELOPMENT
DRAINAGE AREAS
PRE DA SF AC % IMPERVIOUS
IMPERVIOUS 0 0.00 0.0
PERVIOUS 244,126 5.60
TOTAL PRE DA 244,126 5.60 0.0
POST DEVELOPMENT
DRAINAGE AREAS
POST DA #1 (TO WETLAND)SF AC % IMPERVIOUS
IMPERVIOUS 66,929 1.54 56.8
PERVIOUS 50,905 1.17
TOTAL 117,834 2.71
POST DA #2 (BY-PASS)
IMPERVIOUS 1,242 0.03 1.0
PERVIOUS 125,050 2.87
TOTAL 126,292 2.90
TOTAL POST DA 244,126 5.60 27.9
IMPERVIOUS AREAS
IMPERVIOUS MATERIAL SF AC
BUILDING 14,995 0.34
ASPHALT 35,946 0.83
GRAVEL 15,073 0.35
CONCRETE 2,157 0.05
TOTAL 68,171 1.56
ANALYSIS
POINT #1
POST DA #1
(TO WETLAND)
117,834 SF (2.71 AC)
66,929 SF (1.54 AC) IMPERVIOUS
POST DA #2 (BY-PASS)
126,292 SF (2.90 AC)
1,242 SF (0.03 AC) IMPERVIOUS
SHEET FLOW
DENSE UNDERBRUSH WOODS (n = 0.80)
109 LF @ 8.3%
SHALLOW CONCENTRATED FLOW
UNPAVED
116 LF @ 4.3%
CHANNEL FLOW
GRASS (n = 0.035)
338 LF @ 2.2%
CHANNEL FLOW
GRASS (n = 0.035)
137 LF @ 2.6%K:\2017\17-0065\CIVIL\Current Drawings\17-0065_PRE-POST.dwg, C-5A - POST DEVELOPMENT DRAINAGE AREA MAP, 8/18/2017 11:15:11 AM, chris.oliver, 1:1