SWA000224_Design Calculations_20230929

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DESIGN AND ENGINEERING SERVICES
STORMWATER
1
IMPACT ANALYSIS
SIA
DOLLAR GENERAL
DEVELOPMENT
22-0298
HENDERS ON, NC
FOR APPROVAL-FIRST ISSUED JULY 2023
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OWNER/APPLICANT: ENGINEER/CONSULTANT:
John Parker Matt Hastings, PE
Rhetson Companies, LLC Summit Design and Engineering
2075 Juniper Lake Road 606 Broad Street, Suite C
West End,NC 27376 South Boston, VA 24592
P(910)944-0881 P [phone]/F(434)575-0617
matt.hast in}ci sum m i tde.net

TABLE OF CONTENTS
1. Stormwater Impact Analysis (SIA)
2. Aerial Map & GIS Map
3. Stormwater Pre & Post Drainage Area Map
4. Nutrient Calculations
5. Pre/Post Runoff Calculations (VIA Hydraflow)
6. Miscellaneous
2 of 5

SITE PLAN SUBMITTAL STORMWATER IMPACT ANALYSIS (SIA)
PROJECT #-NAME: 22-0298-Dollar General Sutherland
PROPOSED USE: Retail Store
PROJECT LOCATION: Henderson,NC
PROJECT DESCRIPTION:
Introduction:
This project involves the development of a retail Dollar General Store on a 2.41-acre parcel
in Henderson,NC. This project for stormwater purposes is being considered a new
development because the existing property use is undeveloped land. There will be 2.23
acres of the property disturbed by development which includes work in the utility
easement and work in the NCDOT right of way. There is no pre-existing impervious
footprint inside the limits of disturbance. The proposed development will be building,
parking lot, and lawn area. The final surface characteristics breakdown is listed below
under proposed conditions.
Design Criteria:
The proposed development is in Henderson,NC and will therefore meet their zoning and
design criteria. It must also meet the rules and regulations adopted by NCDEQ and
NCDOT. The is in the HQW watershed and must comply with rule 15A NCAC
02H.1003. The proposed development is considered high density and it will increase
impervious surface, therefore increasing runoff rates. For this reason, a wet detention
basin will be used to reduce runoff and attenuate the post development 10-year storm
runoff to less than the pre-development 10-year storm runoff and treat the first flush 1"
storm. See the attached calculations.
Existing Hydrologic Situation:
As previously mentioned, the site is in Henderson which flows to the headwaters of
Sandy Creek which discharges into the Tar-Pamlico River Basin. The 2.41-acre property
is undeveloped and currently a grass field.
The site is comprised generally of 2 drainage areas DA1 & DA2. DA1 sheet flows west
across a grass field and DA2 flows east and into the roadside ditch. From here it all
eventually flows downstream into Sandy Creek.
3 of 5

Proposed Development:
As previously mentioned above there will be a new Dollar General Store and Parking Lot
built on the 2.41-acre property. The disturbance area is 2.23 acres and the ground surface
will change from 0 acres impervious surface to 1.06 acres impervious surface and 1.35
acres lawn/landscaping area. The entire property will be 44% impervious. The
impervious surface consists of:
- Building Roof
- Driveway
- Parking Lot
- Sidewalks
The proposed construction will alter the drainage area very little and the overall discharge
points will remain the same. As mentioned before there are 2 drainage areas (DA1 &
DA2). DA 1 was divided into two drainage areas for post development. One of the new
drainage areas was DA 1B which sheetflows offsite. The other post development
drainage area, DA 1A, flows into the wet detention pond which eventually discharges
into the same grass field as DA 1B on the west side of the property. DA 2 is reduced in
size and volume but the discharge location remains the same.
Again, this dry detention basin is being installed to reduce the overall runoff rate thus
protecting the neighbor's property to the west.
4 of 5

ANALYSIS:
Description:
The SCS method, was used to generate hydrographs for the pre and post development
runoff calculations. The CN-factors were calculated based on the soil classification and
land surface characteristics. Hydraflow Extensions for AutoCAD Civil 3D 2020
programs were used in conjunction w/AutoCAD Civil 3D to analyze the hydrographs
and the time of concentration was calculated using overland flow, shallow concentrated
flow and channel flow tables. Area measurements were made using AutoCAD. Ground
cover and topographic assessments were based on site visits, field location surveys
provided by our surveyor and aerial photography from Henderson/Vance County GIS and
Google. Precipitation frequencies and intensities were based on data provided by NOAA.
As mentioned above post development flows and volume are now less than the pre-
development. Below are stormwater discharge characteristics without accounting for
infiltration which make these numbers conservative.
Pre-Development Post-Development
DA 1 Q1 DISCHARGE(CFS) 0.417 0.061
DA 2 Q1 DISCHARGE(CFS) 0.273 0.261
DA 1 Q10 DISCHARGE(CFS) 3.22 0.871
DA 2 Q10 DISCHARGE(CFS) 2.404 1.812
5 of 5

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EXISTING CONDTIONS/SURVEY NOTES:
1. TOPOGRAPHIC SURVEY,DATA AND LOCATIONS BY MARVIN L.CRUTCHFIELD INC,(SEE .
COVER SHEET).
2. ALL MEASUREMENTS ARE HORIZONTAL GROUND DISTANCES AND AREAS HAVE BEEN w
CALCULATED BY COORDINATE METHOD. Q
3. THE LOCATION OF UNDERGROUND UTILITIES ARE SHOWN BASED ON VISIBLE EVIDENCE
AND DRAWINGS PROVIDED TO THE SURVEYOR.EXACT LOCATION OF UNDERGROUND
UTILITIES AND STRUCTURES MAY VARY FROM THAT SHOWN AND ADDITIONAL BURIED
UTILITIES MAY EXIST.CONTACT THE APPROPRIATE UTILITY COMPANIES FOR INFORMATION
REGARDING BURIED UTILITIES.SPECIAL CARE SHALL BE EXERCISED DURING ANY
SUBGRADE WORK OR DEMOLITION TO PREVENT UNINTENDED LOSS OF SERVICE TO
SURROUNDING PROPERTIES.
4. THIS PROPERTY IS NOT LOCATED WITHIN A FLOOD HAZARD ZONE.
5. THIS PROPERTY IS WITHIN THE TAR-PAMLICO RIVER BASIN.
DEMOLITION NOTES:
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1. ALL DEMOLITION,TRANSPORT,AND DISPOSAL OF WASTE MATERIALS SHALL BE IN Z
ACCORDANCE WITH ALL APPLICABLE TOWN,COUNTY,STATE AND FEDERAL
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3. THE LOCATIONS OF ALL EXISTING FEATURES SHOWN ON THIS SHEET WERE PROVIDED AS — — — — _ — I
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PART OF THE SURVEY REFERENCED ON THIS SHEET.OTHER UNIDENTIFIED UTILITIES OR \ -- - - - PRE-DEVELOPMENT DA 1 \ \ i i= _—— —_� — / i
SITE FEATURES MAY EXIST AND SPECIAL CARE SHALL BE EXERCISED DURING ANY AREA-1.46 AC _— _� \ / / /
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RIGHTS OF WAY.ANY DAMAGED INFRASTRUCTURE IN THE RIGHTS-OF-WAY CAUSED BY - —� — / ----
CONSTRUCTION / \ _- —_ / N 7 M N
ACTIVITIES MUST BE REPAIRED TO NCDOT STANDARDS.THIS INCLUDES, - /
BUT IS NOT LIMITED TO UTILITIES,CURB&GUTTER,PAVEMENT,SIGNS AND ROADSIDE -� - - OVERLAND-100' 2.8% _ _ \ /Tom. LL w°w y
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/ OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
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CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF"NC811".REPORT
Know what's~ 1inCh= 30 Ft.eiOW. ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. -^
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Project Information
Project Name: Dollar General Henderson Vicksboro Rd
Submission Date: 09/25/2023
Project Area(ft2): 104,980 ft2
Disturbed Area(ft2): 97,138 ft2
Development Land Use Type: Commercial
Development Activity Type: Development-New
Designated Downtown Area? no
Project Location/Address: Intersection of Vicksboro Rd&Rock Mill Rd
County: Vance
Local Jurisdiction: Henderson
Yellow cells require data for Project Latitude Coordinates: 36.315304 N
PROJECT AREA RUNOFF and Project Longitude Coordinates: 78.362736 W
NUTRIENT TREATMENT Precipitation Station: Henderson
calculations
Physiographic Region: Piedmont
Green cells require data for Nutrient Management Watershed: Tar-Pamlico
NUTRIENT TARGETS, Subwatershed: Tar-Pamlico-03020101
BUYDOWN,&CREDIT/DEBIT Phosphorus Delivery Zone: Tar-Pamlico River
calculations —
Nitrogen Delivery Zone: Tar-Pamlico River
Project Designer and Contact Phone Matt Hastings [phone]
Number/Email:
Part of Common Development Plan? no
Project Owner Type: Private
Project Description: Commercial Building on 2.41 AC Lot

Project Area Land Cover Characteristics
TN TP Pre- Post-
PROJECT AREA LAND COVERS EMC EMC Project Project
(mg/L) (mg/L) I Area (ft2) Area (ft2)
Roof 1.18 0.11 10,640
Roadway 1.64 0.34
Parking/Driveway/Sidewalk 1.42 0.18 35,677
Protected Forest 0.97 0.03
Other Pervious/Landscaping 2.48 1.07 104,980 48,666
CUSTOM LAND COVER 1 I 3.06 0.59
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 1.18 0.11 9,997
LAND COVER AREA CHECK
Net Change of Land Covers(ft2): 56,314
Total Project Area Entered (ft2): 104,980
Total Pre-Project Calculated Area (ft2): 104,980
Total Post-Project Calculated Area (ft2): 104,980

3.SCM Characteristics
Catchment ID 1 1 1
SCM ID i 101 102 103 ,
Type of SCM Wet Pond per MDC
Predominant hydrologic soil
group at SCM location B
SCM Description Wet Pond per MDC
Design Storm Size(inches/24hrs) 1.00
Percent of Full Size I 100%
Hydrologic Value-Percent , 68%
Annual Effluent
Hydrologic Value-Percent
Annual Overflow 16%
Hydrologic Value-Percent
Annual ET/Infiltrated 17%
SCM Effluent TP EMC(mg/L) J 0.15
SCM Effluent TN EMC(mg/L) 1.22
SCM Land Cover TP EMC(mg/L) 0.11
SCM Land Cover TN EMC(mg/L) 1.18
Drains to SCM ID 0
Catchment Routing
Catchments Draining to Catchments Draining to Catchments Draining to
(Source Catchment) SCM 101 SCM 102 SCM 103
Catchment 1
Catchment 2
Catchment 3
Catchment 4

3.SCM Characteristics
SCM ID: 101 dil.. 102 103
Area Draining Directly to Area Draining Directly to Area Draining Directly to Total Land Use Area Allowable Total Land Use
SCM Drainage Area Land Covers 2 I Area to be Treated Based
SCM 101(ft2) SCM 102(ft2) SCM 103(ft2) Treated By All SCMs(ft) Z
on Post-Proiect Areas(ft 1
Roof 10,640 10,640 10,640
Roadway 0 0
Parking/Driveway/Sidewalk 32,484 32,484 35,677
Protected Forest 0 0
Other Pervious/Landscaping 17,446 17,446 48,666
CUSTOM LAND COVER 1 0 0
CUSTOM LAND COVER 2 0 0
CUSTOM LAND COVER 3 0 0
LAND TAKEN UP BY SCM 9,997 9,997 9,997
TOTAL AREA DRAINING TO SCM
70,567 0 0 70,567 104,980
(ft):
CATCHMENT AREA(ft2): 70,567

Project Summary
Project Name: Dollar General Henderson Vicksboro Rd
Project Area(ft2): 104,980 ft2 2.4100 acres Submission Date:
Disturbed Area (ft2): 97,138 ft2 2.2300 acres September 25, 2023
County: Vance Local Jurisdiction: Henderson
Development Land Use Type: Commercial Owner Type: Private
Development Activity Type: Development- New Designated Downtown Area? no
Nutrient Management Watershed: Tar-Pamlico Subwatershed: Tar-Pamlico-03020101
Phosphorus Delivery Zone: Tar- Pamlico River Nitrogen Delivery Zone: Tar- Pamlico River
Phosphorus Delivery Factor(%): 100% Nitrogen Delivery Factor(%): 100%
Phosphorus Loading Rate Target(Ib/ac/yr): 0.40 Nitrogen Loading Rate Target(Ib/ac/yr): 4.00
Phosphorus Load Target at Site(Ib/yr): 0.96 _ _ Nitrogen Load Target at Site(Ib/yr): 9.64
Phosphorus Load Leaving Site w/SCMs(Ib/yr): 1.84 Nitrogen Load Leaving Site w/SCMs(Ib/yr): 12.87
P Offsite Buy-Down Threshold Loading Rate(Ib/ac/yr): 0.76 N Offsite Buy-Down Threshold Loading Rate 10.00
Total P Load Reduction Needed (Ib/yr): 1.31 Total N Load Reduction Needed (Ib/yr): 6.62
P Load Treatment Balance at Site(Ib/yr): 0.87 N Load Treatment Balance at Site(Ib/yr): 3.23
P Load Treatment Balance at Lake(Ib/yr): 0.87 N Load Treatment Balance at Lake(Ib/yr): 3.23
Pre-Project Post-Project I Post-Project I Post-Project
Nutrient Export SummaryWhole Site Whole Site Whole Site with SCM-Treated Post Project
P Untreated Area
Conditions without SCMs SCMs Area
Percent Impervious(for runoff calculation)(%) 0.0% _ 53.6% 53.6% 75.3% 9.3% 1
Percent Built-Upon Area (BUA) (%) 0.0% 44.1% 44.1% 61.1% 9.3%
Annual Runoff Volume(ft3/yr) 17,550 188,679 159,416 144,054 15,361
Annual Runoff%Change(relative to pre-D) 0% 975% 808%
Total Nitrogen EMC(mg/L) 2.48 1.38 1.30 1.24 1.78
Total Nitrogen Load Leaving Site(Ib/yr) 2.72 16.26 12.87 11.16 1.71
Total Nitrogen Loading Rate(Ib/ac/yr) 1.13 6.75 5.34 6.89 2.16
Total Nitrogen%Change(relative to pre-D) 0% 498% 373%
Total Phosphorus EMC(mg/L) 1.07 0.19 0.19 0.15 0.48
Total Phosphorus Load Leaving Site(Ib/yr) 1.17 2.28 1.84 1.38 0.46
Total Phosphorus Loading Rate(Ib/ac/yr) 0.49 0.95 0.76 0.85 0.59
Total Phosphorus%Change(relative to pre-D) 0% 94% 57%

CATCHMENT 1, SCM 101
Supporting Calculations
Type of SCM: Wet Pond per MDC
Rv= 0.05+(0.009 *I), Area Treated by SCM (ft2): 70,567
where I =percent impervious(%) Percent Impervious of Contributing Watershed (%): 75%
V= Pi* Rv*A* (P/12), Runoff Coefficient, Rv: 0.73
where A=area of catchment(ft2) Inflow Volume (ft3): 173,317
P=average annual rainfall depth (in) Incoming Total Nitrogen Concentration (mg/L): 1.34
Annual Incoming Total Nitrogen Load (Ibs): 14.55
* * * * Incoming Total Phosphorus Concentration (mg/L): 0.17
*
L=((P P R�)_(12 )) (C A 2.72)
where L=annual pollutant loading(Ibs) Annual Incoming Total Phosphorus Load (Ibs): 1.82
P�=fraction of rain events that produce runoff(dec) Total Volume Leaving SCM (ft3): 144,054
C= event mean concentration of pollutant(mg/L)
Outgoing Total Nitrogen Concentration (mg/L): 1.24
Annual Outgoing Total Nitrogen Load (Ibs): 11.16
Vout=V;,,* (1-Red) Outgoing Total Phosphorus Concentration (mg/L): 0.15
where V;n=inflow volume(ft3) Annual Outgoing Total Phosphorus Load (Ibs): 1.38
Red=volume reduction by SCM (%) 3
Annual Volume Reduction by SCM (ft3): 29,263
Annual Volume Reduction by SCM (%): 17%
Annual Total Nitrogen Reduction by SCM (%): 23.31%
Lout=Vout* EMCout* 6.243E-5 Annual Total Nitrogen Reduction by SCM (Ib): 3.39
where Vout=outflow volume(ft3), Annual Total Phosphorus Reduction by SCM (%): 24.22%
EMCo t=effluent median concentration (mg/L) Annual Total Phosphorus Reduction by SCM (Ib): 0.44

Supporting Calculations CATCHMENT 1
R„= 0.05+(0.009 *I), Cumulative Catchment Area (ft2): 70,567
where I =percent impervious(%) Composite Catchment Impervious Surface (%):
V= Pi* Rv*A* (P/12), Composite Runoff Coefficient, Rv:
where A=area of catchment(ft2) Cumulative Runoff Volume (ft3): 173,317
P=average annual rainfall depth (in) Composite Total Nitrogen Runoff Concentration (mg/L): 1.34
Annual Total Nitrogen Runoff Load (Ibs): 14.55
* * * * Composite Total Phosphorus Runoff Concentration (mg/L): 0.17
*
L=((P P Rv)+(12 )) (C A 2.72)where L=annual pollutant loading(Ibs) Annual Total Phosphorus Runoff Load (Ibs): 1.82
P�=fraction of rain events that produce runoff(dec) Total Volume Leaving Catchment (ft3): 144,054
C= event mean concentration of pollutant(mg/L)
Outgoing Total Nitrogen Concentration (mg/L): 1.24
Annual Outgoing Total Nitrogen Load (Ibs): 11.16
Vont=V;n* (1-Red) Outgoing Total Phosphorus Concentration (mg/L): 0.15
where V;n=inflow volume(ft3) Annual Outgoing Total Phosphorus Load (Ibs): 1.38
Red=volume reduction by SCM (%) 3
Annual Volume Reduction by Catchment (ft3): 29,263
Annual Volume Reduction by Catchment (%): 17%
Annual Total Nitrogen Reduction by Catchment (%): 23.31%
Lout=Vout* EMC° t* 6.243E-5 Annual Total Nitrogen Reduction by Catchment(Ib): 3.39
where V°ut=outflow volume(ft3), Annual Total Phosphorus Reduction by Catchment(%): 24.22%
EMC° t=effluent median concentration (mg/L) Annual Total Phosphorus Reduction by Catchment(Ib): 0.44

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
http://deq.nc.gov/about/divisions/water-resources/planning/nonpoint-source-management/nutrient-offset-
information
PROJECT INFORMATION
Applicant Name:IRhetson Companies,LLC I
Project Name: Dollar General Henderson Vicksboro Rd
Project Address: Intersection of Vicksboro Rd&Rock Mill Rd
Date: (mm/dd/yyyy)I 9/25/20231 Development Land Use Type: Commercial
County: Vance Development Activity Type: Development-New
Pre-Project Built-Upon Area%: 0.00% Project Latitude: 36.315304
Post-Project Built-Upon Area%: 44.12% Project Longitude: 78.362736
WATERSHED INFORMATION
Nutrient Management Watershed: Tar-Pamlico N Offsite Threshold Rate(Ib/ac/yr): 10.00
Subwatershed: Tar-Pamlico-03020101 P Offsite Threshold Rate(Ib/ac/yr): 0.76
Nitrogen Delivery Zone: Tar-Pamlico River Nitrogen Delivery Factor: 100%
Phosphorus Delivery Zone: Tar-Pamlico River Phosphorus Delivery Factor: 100%
NUTRIENT OFFSET REQUEST
Nitrogen Load Offset Needs
(L)(Where
(A) (B) (C) (D) (E) (F) (G) (H) Applicable)
Untreated Treated Loading Rate Reduction State Buy Local Gov't
Loading Rate Loading Rate Target Need Project Size Offset Delivery Down Amount Buy Down
(Ibs/ac/yr) (Ibs/ac/yr) (lbs/ac/yr) (lbs/ac/yr) (ac) Duration(yrs) Factor(%) (Ibs) Amount(Ibs)
B-C D*E*F*G
6.75 5.34 4.00 1.34 2.4100 30 100% 96.76 I I
Phosphorus Load Offset Needs
(A) (B) (C) (D) (E) (F) (G) (H) (L)(Where
Applicable)
Untreated Treated Load Loading Rate Reduction State Buy Local Gov't
Load Rate Rate Target Need Project Size Offset Delivery Down Amount Buy Down
(Ibs/ac/yr) (lbs/ac/yr) (lbs/ac/yr) (Ibs/ac/yr) (ac) Duration(yrs) Factor(%) (Ibs) Amount(Ibs)
B-C D*E*F*G
0.95 0.76 0.40 0.36 2.4100 30 100% 26.24 I
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name: Henderson
Staff Name: Phone:
Staff Email: Date:
II
Local Government Authorizing Signature:

STORMWATER
RUNOFF
CALCULATIONS
QI , Q2 , Q10 , Q100

It SUIIMIT
DESIGN AND ENGINEERING SERVICES
WET POND WATER QUALITY VOLUME
Drainage Area(Ac.) 1.62 Impervious Area(Ac.) 0.99 Vwct=3630 *R D *RV *A
/u Impervious 61.111111
1"Vw„ SA Required(Table 1 of BMP Man.) 1510.1 Where: RD=Rainfall Depth of Design Storm
Water Quality Vol(cf): 3528.36 RD= 1 (Usually 1"or 1.5")
Rv= 0.6 Rv=Runoff Coefficient(0.05+.9*IA)Where
Approx.Min.Area Required D=12" IA=%Impervious in DA
VWQ=1"(sf) 3528.36
Incremental Volume Z-Stage
Storage Contour Area(SF) (CF) S-Accum.Volume(CF) (FT) In S In Z Zest
Bottom of Wet Pond(ft.): 455 501.0 0.00 0.00 0 0.0000 0.0000 0.00
Intermediate Contour(ft.): 456 1228.0 864.50 864.50 1 6.7622 0.0000 1.27
Intermediate Contour(ft.): 457 2034.0 1,631.00 2,495.50 2 7.8222 0.6931 2.17
Intermediate Contour(ft.): 458 2919.0 2,476.50 4,972.00 3 8.5116 1.0986 3.09
Intermediate Contour(ft.): 459 3883.0 3,401.00 8,373.00 4 9.0328 1.3863 4.03
Intermediate Contour(ft.): 460 4927.0 4,405.00 12,778.00 5 9.4555 1.6094 5.00
Intermediate Contour(ft.): 461 6052.0 5,489.50 18,267.50 6 9.8129 1.7918 6.00
Bottom of Planting Shelf(ft.): 461.5 6649.0 3,175.25 21,442.75 6.5 9.9731 1.8718 6.51
Dewatering Orifice(ft): 462 7924.0 3,643.25 25,086.00 7 10.1301 1.9459 7.05
Top of Planting Shelf(ft.): 462.5 9290.0 4,303.50 29,389.50 7.5 10.2884 2.0149 7.65
Larger Dewatering Orifice(ft): 463 9997.0 4,821.75 34,211.25 8 10.4403 2.0794 8.26
Spillway Elev(ft): 463.5 10722.0 5,179.75 39,391.00 8.5 10.5813 2.1401 8.88
Intermediate Contour(ft.): 464 13041.0 5,940.75 45,331.75 9 10.7218 2.1972 9.54
Top of Dam(ft): 465 17827 15,434.00 60,765.75 10 11.0148 2.3026 11.08
WET POND ZONE BREAKDOWN
Zone Surface Area Required (SF) Required Provided Surface Area Provided Volume (CF)
Depth(FT) (SF) Depth(FT)
Forebay 226.52 2.50 1144.00 5.00 2714.50
Permanent Pool Water Surface 1,510.14 3.00 7924.00 3 25086.00
Water Quality Area&Volume NA 1.00 9997.00 1.00 9125.25
Additional Volume Before Spillway NA 0.80 10722.00 5179.75
Planting Shelf NA 1.00 2641.00 7946.75
FOREBAY BREAKDOWN
Stoage Contour Area(SF) Incremental Volume S-Accum.Volume(CF) Z-Staqe
r
(CF) (FT)
Bottom of Forebay(ft.): 458 83.0 0.00 0.00 0
Intermediate Contour(ft.): 459 218.0 150.50 150.50 1
Intermediate Contour(ft.): 460 401.0 309.50 460.00 2
Intermediate Contour(ft.): 461 617.0 509.00 969.00 3
Intermediate Contour(ft.): 462 865.0 741.00 1,710.00 4
Top of Forebay(ft): 463 1144.0 1,004.50 2,714.50 5
9/19/2023 8:42 PM N:\2022\22-0298.V70 Dollar General Henderson,NC(Vicksboro Rd)\Civil\Design\Stormwater\Wet Pond

Pond No. 1 - Pond Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Top of pond
—12.00 4iI 465.00
6.0 x 12.0 in or '���
CuIvC-Inv.463.00
u.ou in ormce
CulvB-Inv.462.00
12.00 ft Riser
—10.00 WeirA-Elev.463.50
10.00 ft Broad crested weir u
WeirB-Elev.463.50
—8.00 a
—6.00
35.0 _F of 15.0 in @ 1.00%
CJIvA-Inv.461.00
—4.00
—2.00
Stage(ft) �*�*�* \ Bottom of pond
Elev.454.00
100-yr
Front View 10-yr
NTS - Looking Downstream 1-yr
Inflow hydrograph=3.SCS Runoff-Post DA1A
Project: Pre Post.gpw Friday, 09/22/2023

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504 Meadowland Drive CALCULATED 9Y !///1T( 11 ST/�few DATE��
Hillsborough,NC 27278
Ph: 919-732-3883 Fax: [phone] CHECKED BY DATE
www.summitde.net
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WET POND PLANTING CHART
Total Planting Area, SF = 1380
SHALLOW LAND PLANTS
Shallow Land Planting Area, SF 1380
Total Plants Required 350
SCIENTIFIC NAME COMMON NAME QTY. PCT. OF QTY.
ASCLEPIAS INCARNATA SWAMP MILK WEED 70 20%
LOBELIA CARDINALIS CARDINAL FLOWER 70 20%
EUPATORIADELPHUS FISTULOSUS JOE PYE WEED 70 20%
HIBISCUS COCCINEUS 'SCARLET ROSE MALLOW 70 20%
KOSTELETZKYA VIRGIN ICA SEASHORE MALLOW 70 20%
SUB TOTAL: 350 100%
**The contractor must use at least 3 and if so they need to total 350 plants.

Hydraflow Table of Contents PrePost.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre DA1 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Pre DA2 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, SCS Runoff, Post DA1A 8
TR-55 Tc Worksheet 9
Hydrograph No. 4, SCS Runoff, Post DA1B 10
Hydrograph No. 5, SCS Runoff, Post DA2 11
TR-55 Tc Worksheet 12
Hydrograph No. 6, Reservoir, DA1A thru Pond 13
Pond Report - Pond 14
10 - Year
Summary Report 17
Hydrograph Reports 18
Hydrograph No. 1, SCS Runoff, Pre DA1 18
Hydrograph No. 2, SCS Runoff, Pre DA2 19
Hydrograph No. 3, SCS Runoff, Post DA1A 20
Hydrograph No. 4, SCS Runoff, Post DA1B 21
Hydrograph No. 5, SCS Runoff, Post DA2 22
Hydrograph No. 6, Reservoir, DA1A thru Pond 23
100 - Year
Summary Report 24
Hydrograph Reports 25
Hydrograph No. 1, SCS Runoff, Pre DA1 25
Hydrograph No. 2, SCS Runoff, Pre DA2 26
Hydrograph No. 3, SCS Runoff, Post DA1A 27
Hydrograph No. 4, SCS Runoff, Post DA1 B 28
Hydrograph No. 5, SCS Runoff, Post DA2 29
Hydrograph No. 6, Reservoir, DA1A thru Pond 30

Pond No. 1 - Pond Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Top of pond
—12.00 4iI 465.00
6.0 x 12.0 in or '���
CuIvC-Inv.463.00
u.ou in ormce
CulvB-Inv.462.00
12.00 ft Riser
—10.00 WeirA-Elev.463.50
10.00 ft Broad crested weir u
WeirB-Elev.463.50
—8.00 a
—6.00
35.0 _F of 15.0 in @ 1.00%
CJIvA-Inv.461.00
—4.00
—2.00
Stage(ft) �*�*�* \ Bottom of pond
Elev.454.00
100-yr
Front View 10-yr
NTS - Looking Downstream 1-yr
Inflow hydrograph=3.SCS Runoff-Post DA1A
Project: Pre Post.gpw Friday, 09/22/2023

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Legend
Hyd. Origin Description
1 SCS Runoff Pre DA1
2 SCS Runoff Pre DA2
3 SCS Runoff Post DA1A
4 SCS Runoff Post DA1B
5 SCS Runoff Post DA2
6 Reservoir DA1A thru Pond
Project: Pre Post.gpw Friday, 09/22/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 0.417 3.222 9.137 Pre DA1
2 SCS Runoff 0.273 2.404 6.988 Pre DA2
3 SCS Runoff 3.499 9.018 17.70 Post DA1A
4 SCS Runoff 0.055 0.485 1.384 Post DA1B
5 SCS Runoff 0.261 1.812 5.022 Post DA2
6 Reservoir 3 0.006 0.386 8.555 DA1Athru Pond
Proj. file: Pre Post.gpw Friday, 09/22/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1 SCS Runoff 0.417 2 724 1,739 Pre DA1
2 SCS Runoff 0.273 2 724 1,244 Pre DA2
3 SCS Runoff 3.499 2 718 7,063 Post DA1A
4 SCS Runoff 0.055 2 720 178 Post DA1B
5 SCS Runoff 0.261 2 724 1,016 Post DA2
6 Reservoir 0.006 2 1446 1,619 3 462.76 32,003 DAM thru Pond
Pre Post.gpw Return Period: 1 Year Friday, 09/22/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 1
Pre DA1
Hydrograph type = SCS Runoff Peak discharge = 0.417 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,739 cuft
Drainage area = 1.460 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 2.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.390 x 61)+(0.070 x 98)]/1.460
Pre DA1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 - 0.20
0.15 0.15
0.10 - 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Hyd. No. 1
Pre DA1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 2.80 0.00 0.00
Travel Time (min) = 11.98 + 0.00 + 0.00 = 11.98
Shallow Concentrated Flow
Flow length (ft) = 226.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.79 0.00 0.00
Travel Time (min) = 1.35 + 0.00 + 0.00 = 1.35
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 13.30 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 2
Pre DA2
Hydrograph type = SCS Runoff Peak discharge = 0.273 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,244 cuft
Drainage area = 1.150 ac Curve number = 62*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 2.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(1.130 x 61)+(0.020 x 98)]/1.150
Pre DA2
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 - 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Hyd. No. 2
Pre DA2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 2.50 0.00 0.00
Travel Time (min) = 12.53 + 0.00 + 0.00 = 12.53
Shallow Concentrated Flow
Flow length (ft) = 106.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.28 0.00 0.00
Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 13.30 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 3
Post DA1A
Hydrograph type = SCS Runoff Peak discharge = 3.499 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 7,063 cuft
Drainage area = 1.620 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.20 min
Total precip. = 2.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.630 x 61)+(0.990 x 98)]/1.620
Post DA1A
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - ' - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Hyd. No. 3
Post DA1A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.150 0.011 0.011
Flow length (ft) = 65.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 3.80 0.00 0.00
Travel Time (min) = 5.16 + 0.00 + 0.00 = 5.16
Shallow Concentrated Flow
Flow length (ft) = 126.00 0.00 0.00
Watercourse slope (%) = 1.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.98 0.00 0.00
Travel Time (min) = 1.06 + 0.00 + 0.00 = 1.06
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 6.20 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 4
Post DA1B
Hydrograph type = SCS Runoff Peak discharge = 0.055 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 178 cuft
Drainage area = 0.200 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA1 B
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 i 0.02
I
0.01 0.01
0.00 — 1 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 5
Post DA2
Hydrograph type = SCS Runoff Peak discharge = 0.261 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,016 cuft
Drainage area = 0.780 ac Curve number = 64*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.20 min
Total precip. = 2.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.710 x 61)+(0.070 x 98)]/0.780
Post DA2
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
I
0.20 0.20
0.15 0.15
0.10 0.10
0.05 j 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Time (hrs)

12
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020
Hyd. No. 5
Post DA2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 3.50 0.00 0.00
Travel Time (min) = 10.96 + 0.00 + 0.00 = 10.96
Shallow Concentrated Flow
Flow length (ft) = 36.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.28 0.00 0.00
Travel Time (min) = 0.26 + 0.00 + 0.00 = 0.26
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 11.20 min

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 6
DA1A thru Pond
Hydrograph type = Reservoir Peak discharge = 0.006 cfs
Storm frequency = 1 yrs Time to peak = 24.10 hrs
Time interval = 2 min Hyd. volume = 1,619 cuft
Inflow hyd. No. = 3 - Post DA1A Max. Elevation = 462.76 ft
Reservoir name = Pond Max. Storage = 32,003 cuft
Storage Indication method used. Wet pond routing start elevation=462.00 ft.
DA1A thru Pond
0 (cfs) Hyd. No. 6 -- 1 Year 0 (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 11111amm 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 6 Hyd No. 3 II I I I I H Total storage used = 32,003 cuft

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Pond No. 1 - Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=454.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 454.00 03 0 0
1.00 455.00 501 181 181
2.00 456.00 1,228 838 1,019
3.00 457.00 2,034 1,614 2,633
4.00 458.00 2,919 2,463 5,096
5.00 459.00 3,883 3,389 8,485
6.00 460.00 4,927 4,394 12,879
7.00 461.00 6,052 5,479 18,358
7.50 461.50 6,649 3,174 21,532
8.00 462.00 7,924 3,638 25,170
8.50 462.50 9,290 4,299 29,469
9.00 463.00 9,997 4,820 34,289
10.00 464.00 13,041 11,484 45,773
11.00 465.00 17,827 15,370 61,143
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 0.50 6.00 0.00 Crest Len(ft) = 12.00 10.00 0.00 0.00
Span(in) = 15.00 0.50 12.00 0.00 Crest El.(ft) = 463.50 463.50 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 461.00 462.00 463.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 35.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.00 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 Yes Yes 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 454.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.10 18 454.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.20 36 454.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.30 54 454.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.40 72 454.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 90 454.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.60 109 454.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.70 127 454.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.80 145 454.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.90 163 454.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 181 455.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.10 265 455.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.20 348 455.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.30 432 455.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.40 516 455.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.50 600 455.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.60 684 455.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.70 767 455.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.80 851 455.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.90 935 455.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 1,019 456.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.10 1,180 456.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.20 1,341 456.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.30 1,503 456.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.40 1,664 456.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.50 1,826 456.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.60 1,987 456.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.70 2,148 456.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.80 2,310 456.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...

15
Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.90 2,471 456.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
3.00 2,633 457.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.10 2,879 457.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.20 3,125 457.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
3.30 3,371 457.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.40 3,618 457.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.50 3,864 457.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.60 4,110 457.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.70 4,357 457.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.80 4,603 457.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.90 4,849 457.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.00 5,096 458.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
4.10 5,434 458.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.20 5,773 458.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
4.30 6,112 458.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
4.40 6,451 458.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.50 6,790 458.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.60 7,129 458.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.70 7,468 458.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.80 7,807 458.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.90 8,146 458.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.00 8,485 459.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.10 8,924 459.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.20 9,364 459.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.30 9,803 459.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
5.40 10,242 459.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.50 10,682 459.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.60 11,121 459.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.70 11,561 459.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.80 12,000 459.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.90 12,440 459.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.00 12,879 460.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.10 13,427 460.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.20 13,975 460.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.30 14,523 460.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
6.40 15,071 460.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.50 15,619 460.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.60 16,167 460.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.70 16,715 460.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.80 17,262 460.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.90 17,810 460.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.00 18,358 461.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.05 18,676 461.05 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.10 18,993 461.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.15 19,310 461.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.20 19,628 461.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.25 19,945 461.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.30 20,263 461.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.35 20,580 461.35 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.40 20,897 461.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.45 21,215 461.45 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.50 21,532 461.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.55 21,896 461.55 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.60 22,260 461.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.65 22,624 461.65 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.70 22,987 461.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.75 23,351 461.75 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.80 23,715 461.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.85 24,079 461.85 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.90 24,443 461.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.95 24,806 461.95 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.00 25,170 462.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.05 25,600 462.05 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.001
8.10 26,030 462.10 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.002
8.15 26,460 462.15 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.002
8.20 26,890 462.20 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.003
8.25 27,320 462.25 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.003
8.30 27,749 462.30 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.003
8.35 28,179 462.35 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004
8.40 28,609 462.40 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004
8.45 29,039 462.45 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004
8.50 29,469 462.50 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005
Continues on next page...

16
Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
8.55 29,951 462.55 0.01 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005
8.60 30,433 462.60 0.01 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005
8.65 30,915 462.65 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005
8.70 31,397 462.70 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- 0.005
8.75 31,879 462.75 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006
8.80 32,361 462.80 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006
8.85 32,843 462.85 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006
8.90 33,325 462.90 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006
8.95 33,807 462.95 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006
9.00 34,289 463.00 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006
9.10 35,437 463.10 0.12 is 0.01 is 0.11 is --- 0.00 0.00 --- --- --- --- 0.114
9.20 36,586 463.20 0.31 is 0.01 is 0.30 is --- 0.00 0.00 --- --- --- --- 0.312
9.30 37,734 463.30 0.59 is 0.01 is 0.56 is --- 0.00 0.00 --- --- --- --- 0.567
9.40 38,883 463.40 0.87 is 0.01 is 0.86 is --- 0.00 0.00 --- --- --- --- 0.869
9.50 40,031 463.50 1.21 is 0.01 is 1.20 is --- 0.00 0.00 --- --- --- --- 1.212
9.60 41,180 463.60 3.53 oc 0.01 is 1.42 is --- 1.26 0.82 --- --- --- --- 3.520
9.70 42,328 463.70 7.52 is 0.00 is 1.62 is --- 3.58 2.33 --- --- --- --- 7.521
9.80 43,476 463.80 8.53 is 0.00 is 0.73 is --- 4.72 s 3.07 s --- --- --- --- 8.526
9.90 44,625 463.90 8.82 is 0.00 is 0.51 is --- 5.03 s 3.28 s --- --- --- --- 8.820
10.00 45,773 464.00 9.06 is 0.00 is 0.39 is --- 5.25 s 3.42 s --- --- --- --- 9.053
10.10 47,310 464.10 9.26 is 0.00 is 0.31 is --- 5.42 s 3.52 s --- --- --- --- 9.249
10.20 48,847 464.20 9.46 is 0.00 is 0.25 is --- 5.56 s 3.62 s --- --- --- --- 9.432
10.30 50,384 464.30 9.65 is 0.00 is 0.22 is --- 5.70 s 3.71 s --- --- --- --- 9.628
10.40 51,921 464.40 9.83 is 0.00 is 0.19 is --- 5.83 s 3.79 s --- --- --- --- 9.806
10.50 53,458 464.50 10.01 is 0.00 is 0.16 is --- 5.92 s 3.85 s --- --- --- --- 9.939
10.60 54,995 464.60 10.18 is 0.00 is 0.15 is --- 6.06 s 3.94 s --- --- --- --- 10.15
10.70 56,532 464.70 10.36 is 0.00 is 0.13 is --- 6.17 s 4.02 s --- --- --- --- 10.32
10.80 58,069 464.80 10.52 is 0.00 is 0.12 is --- 6.30 s 4.10 s --- --- --- --- 10.52
10.90 59,606 464.90 10.69 is 0.00 is 0.11 is --- 6.29 s 4.09 s --- --- --- --- 10.50
11.00 61,143 465.00 10.85 is 0.00 is 0.10 is --- 6.45 s 4.20 s --- --- --- --- 10.75
...End

17
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1 SCS Runoff 3.222 2 722 8,665 Pre DA1
2 SCS Runoff 2.404 2 722 6,513 Pre DA2
3 SCS Runoff 9.018 2 716 18,636 Post DA1A
4 SCS Runoff 0.485 2 718 981 Post DA1B
5 SCS Runoff 1.812 2 722 4,844 Post DA2
6 Reservoir 0.386 2 794 10,956 3 463.23 36,921 DA1Athru Pond
Pre Post.gpw Return Period: 10 Year Friday, 09/22/2023

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 1
Pre DA1
Hydrograph type = SCS Runoff Peak discharge = 3.222 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 8,665 cuft
Drainage area = 1.460 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(1.390 x 61)+(0.070 x 98)]/1.460
Pre DA1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (his)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 2
Pre DA2
Hydrograph type = SCS Runoff Peak discharge = 2.404 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 6,513 cuft
Drainage area = 1.150 ac Curve number = 62*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(1.130 x 61)+(0.020 x 98)]/1.150
Pre DA2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (his)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 3
Post DA1A
Hydrograph type = SCS Runoff Peak discharge = 9.018 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 18,636 cuft
Drainage area = 1.620 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.20 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.630 x 61)+(0.990 x 98)]/1.620
Post DA1A
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
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 22.0
Hyd No. 3 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 4
Post DA1B
Hydrograph type = SCS Runoff Peak discharge = 0.485 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 981 cuft
Drainage area = 0.200 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA1 B
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 - 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - I - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (his)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 5
Post DA2
Hydrograph type = SCS Runoff Peak discharge = 1.812 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 4,844 cuft
Drainage area = 0.780 ac Curve number = 64*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.20 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.710 x 61)+(0.070 x 98)]/0.780
Post DA2
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — ‘ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Time (his)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 6
DA1A thru Pond
Hydrograph type = Reservoir Peak discharge = 0.386 cfs
Storm frequency = 10 yrs Time to peak = 13.23 hrs
Time interval = 2 min Hyd. volume = 10,956 cuft
Inflow hyd. No. = 3 - Post DA1A Max. Elevation = 463.23 ft
Reservoir name = Pond Max. Storage = 36,921 cuft
Storage Indication method used. Wet pond routing start elevation=462.00 ft.
DA1A thru Pond
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 6 Hyd No. 3 1111111 Total storage used = 36,921 cuft

24
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1 SCS Runoff 9.137 2 720 23,721 Pre DA1
2 SCS Runoff 6.988 2 720 18,160 Pre DA2
3 SCS Runoff 17.70 2 716 38,064 Post DA1A
4 SCS Runoff 1.384 2 718 2,789 Post DA1B
5 SCS Runoff 5.022 2 720 13,028 Post DA2
6 Reservoir 8.555 2 722 30,360 3 463.81 43,589 DA1Athru Pond
Pre Post.gpw Return Period: 100 Year Friday, 09/22/2023

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 1
Pre DA1
Hydrograph type = SCS Runoff Peak discharge = 9.137 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 23,721 cuft
Drainage area = 1.460 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 8.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(1.390 x 61)+(0.070 x 98)]/1.460
Pre DA1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 f 6.00
4.00 4.00
2.00 2.00
0.00 — N_ -- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 2
Pre DA2
Hydrograph type = SCS Runoff Peak discharge = 6.988 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 18,160 cuft
Drainage area = 1.150 ac Curve number = 62*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.30 min
Total precip. = 8.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(1.130 x 61)+(0.020 x 98)]/1.150
Pre DA2
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (his)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 3
Post DA1A
Hydrograph type = SCS Runoff Peak discharge = 17.70 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 38,064 cuft
Drainage area = 1.620 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.20 min
Total precip. = 8.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.630 x 61)+(0.990 x 98)]/1.620
Post DA1A
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
18.00 I 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 ..... ('-•-• 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. 3 Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 4
Post DA1B
Hydrograph type = SCS Runoff Peak discharge = 1.384 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 2,789 cuft
Drainage area = 0.200 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA1 B
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
2.00 2.00
1.00 1 1.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (his)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 5
Post DA2
Hydrograph type = SCS Runoff Peak discharge = 5.022 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 13,028 cuft
Drainage area = 0.780 ac Curve number = 64*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 11.20 min
Total precip. = 8.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.710 x 61)+(0.070 x 98)]/0.780
Post DA2
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 1 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 '. - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Time (his)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023
Hyd. No. 6
DA1A thru Pond
Hydrograph type = Reservoir Peak discharge = 8.555 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 30,360 cuft
Inflow hyd. No. = 3 - Post DA1A Max. Elevation = 463.81 ft
Reservoir name = Pond Max. Storage = 43,589 cuft
Storage Indication method used. Wet pond routing start elevation=462.00 ft.
DA1A thru Pond
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 6 Hyd No. 3 1111111 Total storage used =43,589 cuft

Appendices
OirriE Tko-rectoAl oiNJ,D
0 V1'i`
?)?t
3D,
' I. IM •
Outlet w = Do + La i I" .,(i rl
diameter(Do) 1 t::`.,; ' •'' 11i�'ii' f . �,
La —� 90 t lam •1I,0,111
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it
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of Q 60 I iir ,11. 1E_Dmi
el:III did 4'• `n111n
4nl.1 all l li I gti`P 11� ;_ !I; ei I.;ul.. mnif,Vel‘ 1I•Iwo 54I , n 1 I I - 1, . i1�i■ �)11A iN��d I►niiiiI Itu
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4 a A OF
nnulIun.l w:�a•A
i •-- mar 'mil nnnuu iP I wml 4
till
I h r /1�1 11lillitilmorglalfilnill
ma� riliir
_ �i f 1I•r•��'��.�i 11 30
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1Ail
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1111 V 3 ..i !tom
u 1 1 i�: avow `Pn
�1 1~ _ o ir/IA��i►�� illf f'�(i1/,/1L{�'ll�I• IIII N
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a • ii IUI t- -,,..-20 1 ' `l r.,5110 ,! IA IdllC''(ifi`''` �!ill lI III iii tiiill!iiIHIii
•-4,i ', 11 '..y 15- 1 15 .� ��I 1 1 [tf 11 ,111111111 IIII�IIt1 1 Z3
I 1. .it.f :, II ter. ��Iit
. . �•ti , v_1v'_I a�/"� —rnr'
' _5 1 0
10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
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P I I : �$ 8.06.3

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78° 21' 45.8496" W

NATIONAL Vicksboro, NC USGS 7.5' Map Series O2
GEOGRAPHIC
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Post-Construction Stormwater Permitting Map NC DEQ Stormwater Program
Identifies stormwater permitting authorities for development projects in NC.Use the SEARCH button to find a location or address,and then click on the map for guidance.NOTE: DEQ L Please contact DEQ staff to determine if a property is within a watershed or area that requires special considerations(SA,HOW,ORW,Special Management Strategies).
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Post-Construction Stormwater Permitting Information
County VANCE
Where am I? VANCE CO
Permitting State
Type High Quality or
Outstanding Waters
Bass ORW Special
Management Strategy
Area Watershed
Notes State Stormwater
Perm ttmg Program
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En_l__:7NC Surface Water Classifications
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S Clearview Dr Park 10-Digit Name: Sandy Creek
slew Dr Cresent 10-Digit Code: 0302010107
Park Vicksboro Rd 8-Digit Code: 03020101
Garland SI r !
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't1Gr 12 Digit Area(ac): 21,475.02
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7/11/23,9:20 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
" "': Location name: Henderson,North Carolina,USA* � '°`°
Latitude:36.3144°,Longitude: -78.3631° " none
iir Elevation:466 ft** pi
source:ESRI Maps a y.
a"�bOF "source:USGS `""
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 200 500 1000
5-min 0.389 0.450 0.512 0.581 0.648 0.704 0.753 0.796 0.845 0.890
(0.352-0.430) (0.408-0.497) (0.464-0.565) (0.525-0.641) (0.583-0.715) (0.630-0.776) (0.670-0.829) (0.706-0.879) (0.743-0.935) (0.776-0.985)
10-min 0.621 0.720 0.820 0.929 1.03 1.12 1.20 1.26 1.34 1.40
(0.563-0.687) (0.653-0.795) (0.743-0.905) (0.840-1.03) (0.930-1.14) (1.00-1.24) (1.06-1.32) (1.12-1.39) (1.18-1.48) (1.22-1.55)
15-min 0.776 0.905 1.04 1.18 1.31 1.42 1.51 1.59 1.68 1.76
(0.703-0.858) (0.820-0.999) (0.939-1.14) (1.06-1.30) (1.18-1.44) (1.27-1.56) (1.35-1.66) (1.41-1.76) (1.48-1.86) (1.54-1.95)
30-min 1.06 1.25 1.47 1.70 1.94 2.14 2.32 2.48 2.68 2.85
(0.964-1.18) (1.13-1.38) (1.34-1.63) (1.54-1.88) (1.74-2.14) (1.91-2.36) (2.06-2.55) (2.20-2.74) (2.36-2.96) (2.48-3.15)
60-min 1.33 1.57 1.89 2.22 ' 2.58 2.90 3.19 3.48 3.84 4.16
(1.20-1.47) (1.42-1.73) (1.71-2.08) (2.00-2.45)J (2.32-2.85) (2.59-3.19) (2.84-3.51) (3.08-3.84) (3.38-4.25) (3.63-4.60)
2-hr 1.55 1.83 2.23 2.65 3.13 3.57 3.98 4.42 4.98 5.48
(1.40-1.72) (1.65-2.03) (2.00-2.47) (2.38-2.93)_ (2.79-3.46) (3.16-3.94) (3.51-4.40) (3.87-4.88) (4.32-5.50) (4.71-6.07)
3-hr 1.65 1.95 2.38 2.84 3.38 3.87 4.36 4.87 5.54 6.16
(1.48-1.84) (1.76-2.18) (2.14-2.65) (2.54-3.16) (3.01-3.75) (3.43-4.30) (3.83-4.84) (4.25-5.39) (4.78-6.14) (5.26-6.84)
6-hr 1.99 2.35 2.87 3.43 4.10 1 4.74 5.37 6.03 6.93 7.77
(1.79-2.22) (2.12-2.62) (2.58-3.19) (3.08-3.81) , (3.66-4.55) (4.20-5.24) (4.71-5.93) (5.25-6.65) (5.96-7.64) (6.59-8.58)
12-hr 2.36 2.79 3.42 4.11 4.97 5.78 6.60 7.48 8.71 9.87
(2.15-2.61) (2.54-3.09) (3.11-3.78) (3.72-4.54) (4.47-5.46) (5.16-6.33) (5.83-7.21) (6.54-8.17) (7.49-9.51) (8.36-10.8)
24-hr 2.80 3.38 4.25 4.92 5.86 6.61 7.39 1 8.19 9.31 10.2
(2.63-3.00) (3.17-3.63) (3.97-4.55) (4.59-5.27) (5.45-6.26) (6.12-7.07) (6.81-7.91) (7.51-8.79) (8.48-10.0) (9.23-11.0)
2-day 3.26 3.93 4.88 5.62 6.63 7.44 8.25 9.10 10.3 11.2
(3.07-3.47) (3.70-4.19) (4.59-5.19) (5.28-5.99) I (6.20-7.07) (6.92-7.93) (7.65-8.81) (8.40-9.74) (9.39-11.0) (10.2-12.0)
3-day 3.45 4.15 5.14 5.92 6.98 7.82 8.69 9.58 10.8 11.8
(3.24-3.68) (3.90-4.42) (4.83-5.47) (5.55-6.30) (6.51-7.44) (7.28-8.35) (8.04-9.28) (8.82-10.3) (9.88-11.6) (10.7-12.7)
4-day 3.64 4.38 5.41 6.22 7.32 8.21 9.12 10.1 11.3 12.4
(3.42-3.88) (4.11-4.66) (5.07-5.76) (5.82-6.62) (6.83-7.81) (7.62-8.76) (8.43-9.75) (9.25-10.8) (10.4-12.2) (11.2-13.3)
7-day 4.24 5.06 6.17 7.05 8.25 9.22 10.2 11.2 12.6 13.7
(3.99-4.51) (4.76-5.38) (5.80-6.56) (6.61-7.50) (7.70-8.79) (8.57-9.82) (9.46-10.9) (10.4-12.0) (11.6-13.6) (12.5-14.8)_
10-day 4.81 5.73 6.90 7.83 9.09 10.1 11.1 12.1 13.6 14.7
(4.53-5.11) (5.40-6.08)_ (6.50-7.33) (7.36-8.32) (8.51-9.66) (9.41-10.7) (10.3-11.8) (11.2-13.0) (12.5-14.5) (13.4-15.8)
20-day 6.48 7.66 9.08 10.2 11.8 13.0 14.2 15.5 17.2 18.5
(6.13-6.86) (7.24-8.11) (8.59-9.62) (9.65-10.8) (11.1-12.5) (12.2-13.8) (13.3-15.1) (14.4-16.5) (15.9-18.4) (17.0-19.9)
30-day 8.02 9.44 11.0 12.2 13.8 15.0 16.2 17.5 19.1 20.3
(7.62-8.45) (8.98-9.94)_ (10.4-11.6) (11.6-12.9) (13.0-14.6) (14.2-15.9) (15.3-17.2) (16.4-18.5) (17.8-20.3) (18.8-21.6)
45-day 10.1 11.9 13.7 15.0 16.8 18.2 19.6 20.9 22.6 23.9
(9.68-10.7) (11.3-12.5) (13.0-14.3) (14.3-15.8) (16.0-17.7) (17.2-19.2) (18.4-20.6) (19.6-22.0) (21.2-24.0) (22.3-25.4)
60-day 12.2 14.3 16.2 17.6 19.5 20.9 22.2 23.5 25.2 26.4
(11.7-12.8) (13.6-14.9) (15.4-16.9) (16.8-18.4) (18.6-20.4) (19.9-21.9) I (21.1-23.3) (22.3-24.7) (23.8-26.5) (24.9-27.9)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=36.3144&Ion=-78.3631&data=depth&units=english&series=pds 1/4

7/11/23,9:21 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
":%"° Location name: Henderson,North Carolina,USA* " '°`°
Latitude:36.3144°,Longitude: -78.3631° " norm
iir Elevation:466 ft** pi
"source:ESRI Maps a y.
a"nbOF ""source:USGS `""
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 - 200 500 1000
5-min 4.67 5.40 6.14 6.97 7.78 8.45 9.04 9.55 10.1 10.7
(4.22-5.16) (4.90-5.96) (5.57-6.78) (6.30-7.69) (7.00-8.58) (7.56-9.31) (8.04-9.95) (8.47-10.5) (8.92-11.2) (9.31-11.8)
10-min 3.73 4.32 4.92 5.57 6.20 6.73 7.18 7.58 8.02 8.41
(3.38-4.12) (3.92-4.77) (4.46-5.43) (5.04-6.16) (5.58-6.83) (6.02-7.41) (6.39-7.90) (6.71-8.36) (7.06-8.87) (7.34-9.31)
15-min 3.10 3.62 4.15 4.70 5.24 5.68 6.05 6.37 6.73 7.04
(2.81-3.43) (3.28-4.00) (3.76-4.58) (4.25-5.19) (4.71-5.77) (5.08-6.26) (5.38-6.66) (5.64-7.03) (5.92-7.44) (6.14-7.79)
30-min 2.13 2.50 2.95 3.41 3.88 4.27 4.63 4.96 5.36 5.70
(1.93-2.35) (2.27-2.76) (2.67-3.25) (3.08-3.76) (3.49-4.28) (3.83-4.71) (4.12-5.10) (4.39-5.47) (4.71-5.92) (4.97-6.31)
60-min 1.33 1.57 1.89 2.22 2.58 2.90 3.19 3.48 3.84 4.16
(1.20-1.47) (1.42-1.73) (1.71-2.08) (2.00-2.45) (2.32-2.85) (2.59-3.19) (2.84-3.51) (3.08-3.84) (3.38-4.25) (3.63-4.60)
2-hr 0.775 0.915 1.11 1.32 1.56 1.78 1.99 2.21 2.49 2.74
(0.698-0.860) (0.825-1.02) (1.00-1.24) (1.19-1.47) (1.40-1.73) (1.58-1.97) (1.76-2.20) (1.93-2.44) (2.16-2.75) (2.36-3.03)
3-hr 0.548 0.649 0.790 0.944 1.12 1.29 1.45 1.62 1.84 2.05
(0.493-0.612) (0.585-0.724) (0.711-0.883) (0.846-1.05) (1.00-1.25) (1.14-1.43) (1.28-1.61) (1.41-1.80) (1.59-2.04) (1.75-2.28)
6-hr 0.331 0.392 r 0.478 0.572 0.685 1 0.791 0.896 1.01 1.16 1.30
(0.299-0.369) (0.354-0.437)1(0.430-0.533) (0.513-0.636) (0.611-0.759)1(0.700-0.875) (0.787-0.989) (0.876-1.11) (0.994-1.28) (1.10-1.43)
12-hr 0.195 0.231 0.283 0.341 0.412 0.479 0.547 0.621 0.722 0.819
(0.178-0.216) (0.211-0.256) (0.257-0.313) (0.309-0.376) (0.370-0.453) (0.428-0.525) (0.483-0.598) (0.542-0.678) (0.621-0.788) (0.693-0.894)
24-hr 0.116 0.140 0.176 0.205 0.244 0.275 0.307 0.341 0.388 0.424
(0.109-0.125) (0.132-0.151) (0.165-0.189) (0.191-0.219) (0.226-0.260) (0.255-0.294) (0.283-0.329) (0.313-0.366) (0.353-0.416) (0.384-0.457)
2-day 0.067 0.081 0.101 0.117 0.138 0.154 0.171 0.189 0.213 0.232
(0.063-0.072) (0.077-0.087) (0.095-0.108) (0.109-0.124) (0.129-0.147) (0.144-0.165) (0.159-0.183)1(0.174-0.202) (0.195-0.229) (0.211-0.249)
3-day 0.047 0.057 0.071 0.082 0.096 0.108 0.120 0.133 0.150 0.163
(0.045-0.051) (0.054-0.061) (0.067-0.076) (0.077-0.087) (0.090-0.103) (0.101-0.115) (0.111-0.128) (0.122-0.142) (0.137-0.160) (0.148-0.175)
4-day 0.037 0.045 0.056 0.064 0.076 0.085 0.095 0.104 0.118 0.128
(0.035-0.040) (0.042-0.048) (0.052-0.059) (0.060-0.068) (0.071-0.081) (0.079-0.091) (0.087-0.101) (0.096-0.112) (0.107-0.126) (0.116-0.138)
7-day 0.025 0.030 0.036 0.041 0.049 0.054 0.060 0.066 0.075 0.081
(0.023-0.026) (0.028-0.032) (0.034-0.039) (0.039-0.044) (0.045-0.052) (0.051-0.058) (0.056-0.064) (0.061-0.071) (0.068-0.080) (0.074-0.087)
10-day 0.020 0.023 0.028 0.032 0.037 0.042 0.046 0.050 0.056 0.061
(0.018-0.021) (0.022-0.025) (0.027-0.030) (0.030-0.034) (0.035-0.040) (0.039-0.044) (0.043-0.049) (0.046-0.054) (0.051-0.060) (0.055-0.065)
20-day 0.013 0.015 0.018 0.021 0.024 0.027 0.029 0.032 I 0.035 0.038
(0.012-0.014) (0.015-0.016) (0.017-0.020) (0.020-0.022) (0.023-0.025) (0.025-0.028) (0.027-0.031) (0.029-0.034) (0.033-0.038) (0.035-0.041)
30-day 0.011 0.013 0.015 0.016 0.019 0.020 0.022 0.024 0.026 0.028
(0.010-0.011) (0.012-0.013) (0.014-0.016) (0.016-0.017) (0.018-0.020) (0.019-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.028) (0.026-0.029)
45-day 0.009 0.011 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022
(0.008-0.009),(0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.023)
60-day 0.008 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(0.008-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). 1
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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7/11/23,9:21 AM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude- 36.3144°, Longitude: -78.3631°
j 1 1 Average recurrence
101 - - interval
(years)
\ - 1 • 2
10° -
— s
c \ — 25
o — 50
ft 10 ' I — 100
a — 200
a.) 500
— 1000
10 - - 1 - - —
E E E E E ry n5 kb L L v -0•o .D m ro Z.. ro �o
u1 A. n v v "Cl v MIN �
.-1 r.a A Duration ry 'y "�4 O o o u1 0
.-1 .-..1 re, v,,o
101 - I — _-
I
L
G •
Duration
Z* 10° -
c — 5-min — 2-day
c — 10-min — 3-day
c 15-mrn — 4-day
0 10-1 -. -- — 30-rnIn — 7-day
c — 60-min — 10-day
u — 2-hr — 20-day
a — 3-hr — 30-day
— 6-hr — 45-day
10-2 — — — 12fir — 60-day
1 1 — 24fir
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT) Tue Jul 11 13-2L09 2023
Back to Top
Maps & aerials
Small scale terrain
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7/11/23,9:21 AM Precipitation Frequency Data Server
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Large scale aerial
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=36.3144&Ion=-78.3631&data=intensity&units=english&series=pds 3/4

Hydrologic Soil Group—Vance County, North Carolina
U
736610 736640 f. ,'0 Tizi736700 736730 736760 736790 736820
36°18'58"N v rr 36°18'58"N
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36°18'48"N 36°18'48"N
736640 736670 736700 736730 736760 736790 736820
3 3
N
Map Scale:1:1,430 if printed on A portrait(8.5"x 11")sheet. v
ri
Meters
m N 0 20 40 80 120 m
Feet
0 50 100 200 300
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 7/11/2023
dila Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Vance County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:20,000.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n AID Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
B/D
Rails Please rely on the bar scale on each map sheet for map
n C measurements.
r..i Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• A distance and area.A projection that preserves area,such as the
III Aerial Photography Albers equal-area conic projection,should be used if more
• • ND accurate calculations of distance or area are required.
•+r B This product is generated from the USDA-NRCS certified data as
.,r B/D of the version date(s)listed below.
• r C Soil Survey Area: Vance County, North Carolina
Survey Area Data: Version 23,Sep 12,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 25,2022—May
Soil Rating Points 20,2022
G A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
▪ ND imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
▪ B/D
USDA Natural Resources Web Soil Survey 7/11/2023
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Vance County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApB Appling sandy loam,2 to B 4.9 100.0%
8 percent slopes
Totals for Area of Interest 4.9 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
USDA Natural Resources Web Soil Survey 7/11/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

8.7 Curve Number Estimation and Abstrac
ihle 8.7.2 The values of CN for various land uses on these soil types are given in Table 8.7.3.F
shed made up of several soil types and land uses, a composite CN can be calculated.
Minimum infiltration rates for the various soil groups are:
Group Minimum Infiltration Rate(in/hr)
A 0.30 — 0.45
B 0.15 — 0.30
C 0 — 0.05
Table 8.7.3 Runoff Curve Numbers(Average Watershed Condition,h=0.2S)
Curve Numbers for
Hydrologic Soil Group
Land Use Description AB CD
Fully developed urban areas'(vegetation established)
Lawns,open spaces,parks,golf courses,cemeteries,etc.
Good condition;grass cover on 75%or more of the area 39 61 74 80
Fair condition;grass cover on 50%to 75%of the area 49 69 79 84
Poor condition;grass cover on 50%or less of 68 79 86 89
B-SO I LS Paved parking lots,roofs,drivewa - 98 98 98 98
GRASS Streets and roads
curbs and storm sewers 98 98 98 98
Gravel 76 85 89 91
Dirt 72 82 87 89
Paved with open ditches 83 89 92 93
Average%imperviousb
Commercial and business areas 85 89 92 94 95
Industrial districts 72 81 88 91 93
Row houses,town houses,and residential 65 77 85 90 92
with lot sizes 1/8 acre or less
Residential: average lot size
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 12 46 65 77 82
Developing urban areas`(no vegetation established)
Newly graded area 77 86 91 94
Cover
Hydrologic
Land Use 'Treatment of Practice Conditiond
Cultivated agricultural land
Fallow Straight row 77 86 91 94
oil type and Conservation tillage Poor 76 85 90 93
Conservation tillage Good 74 83 88 90
Row crops Straight row Poor 72 81 88 91
Straight row Good 67 78 85 89
usually Conservation tillage Poor 71 80 87 90
Conservation tillage Good 64 75 82 85
•
saline so

266 Chapter 8 Surface Runoff 1
. I
Table 8.7.3 Runoff Curve Numbers(continued)
Curve Num, `,
Cover Hydroloo;.Soil r
Hydrologic
Land Use Treatment of Practice Condition' A 4 c
Contoured Poor 70 79 84
Contoured Good 65 75 82
Contoured and conservation Poor 69 78 83 -:
tillage Good 64 74 g1
Contoured and terraces Poor 66 74 80 ;,.
Contoured and terraces Good 62 71 78 81,
Contoured and terraces Poor 65 73 79 ,,,
and conservation tillage Good 61 70 77 ,
Small grain Straight row Poor 65 76 84 s;y
Straight row Good 63 75 83 87
Conservation tillage Poor 64 75 83 86
Conservation tillage Good 60 72 80 84
Contoured Poor 63 74 82 85
Contoured Good 61 73 81 84
Contoured and conservation Poor 62 73 81 84
tillage Good 60 72 80 83 #
Contoured and terraces Poor 61 72 79 82
Contoured and terraces Good 59 70 78 81
Contoured and terraces Poor 60 71 78 81
and conservation tillage Good 58 69 77 80
Close-seeded Straight row Poor 66 77 85 89
legumes or Straight row Good 58 72 81 85
rotation meadowe Contoured Poor 64 75 83 85
Contoured Good 55 69 78 83
Contoured and terraces Poor 63 73 80 83
Contoured and terraces Good 51 67 76 80
Noncultivated agricultural
land Pasture or range No mechanical treatment Poor 68 79 86 89
No mechanical treatment Fair 49 69 79 84
No mechanical treatment Good 39 61 74 80 1
FOREST/ Contoured Poor 47 67 81 88
BRUSH Contoured Fair 25 59 75 83
Contoured Good 6 35 70 79
B-SOILS Meadow — 30 58 71 78
Forestland—grass or Poor 55 73 82 86
orchards—evergreen or Fair 44 65 76 82 8.7.3 Cur t
deciduous Good 32 58 72 79 }
Brush Poor 48 67 77 83
Good 20 48 65 73 ,
Woods 45 66 77 83
Fair 36 60 73 79
Good 2 70 77
Farmsteads — 59 74 82 86
Forest-range "
Herbaceous Poor 79 86 92
Fair 71 80 89
Good 61 74 84

NORTH AMERICAN GREEN®
EROSION CONTROL Products
Guaranteed SOLUTIONS
A tensar Company
PRODUCT APPLICATION GUIDE
Temporary Protection
Permissible
Shear Stress, Max.Flow FHWA
Typical Bare Soil Velocity FP-03 ECTC
Product Product Description Longevity Applications lbs./ft.'(Pascal) his(m/s) Category Category Typical Projects
S75 1.50-lb.photodegradable 12 months 4:1 to 3:1 slopes 1.55(74) 5.00(1.52) Type 2.0 Type 2.0 Highways,mines,pipeline,
polypropylene top net Low-flow channels woodlands,golf courses,
100%straw fiber matrix residential lawns,
landfill caps
DS75 1.50-lb.accelerated 45 days
photodegradable polypropylene
top net
100%straw fiber matrix
o S150 1.50-lb.photodegradable 12 months 3:1 to 2:1 slopes 1.75(84) 6.00(1.83) Type 2.D Type 2.D
y polypropylene top and bottom nets Medium-flow
100%straw fiber matrix channels
DS150 1.50-lb.accelerated 60 days
photodegradable polypropylene top
and bottom nets
100%straw fiber matrix
C125 3.0-lb.UV-stable polypropylene 36 months 1:1&greater 2.25(108) 10.00(3.05) Type 4 Type 4 Landfill caps,
top and bottom nets slopes drainage ditches,
100%coconut fiber matrix High-flow stream bank restoration,
channels steep slopes
Stream banks
a
SC150 3.0-lb.UV-stable polypropylene 24 months 2:1 to 1:1 slopes 2.00(96) 8.00(2.44) Type 3.B Type 3.B Steeper slopes,landfills,
top net Medium-flow moderate drainage swales
X
W 70%straw/30%coconut fiber channels
matrix
1.50-lb.photodegradable
polypropylene bottom net
C125BN 9.30-lb.leno-woven biodegradable 24 months 1:1&greater 2.35(112) 10.00(3.05) Type 4 Type 4 Wetland mitigation,
jute top net slopes bioengineering,shaded
100%coconut fiber matrix High-flow areas,environmentally
m 7.70-lb.woven biodegradable jute channels sensitive sites
bottom net Shorelines
o SC150BN 9.30-lb.leno-woven biodegradable 18 months 2:1 to 1:1 slopes 2.10(100) 8.00(2.44) Type 3.B Type 3.B
jute top net Medium-flow
70%straw/30%coconut fiber channels
matrix
7.70-lb.woven biodegradable jute
bottom net
S75BN 9.30-lb.leno-woven biodegradable 12 months 4:1 to 3:1 slopes 1.60(76) 5.00(1.52) Type 2.0 Type 2.0
jute top net Low-flow channels
100%straw fiber matrix
S150BN 9.30-lb.leno-woven biodegradable 12 months 3:1 to 2:1 slopes 1.85(88) 6.00(1.83) Type 2.D Type 2.D
jute top net Medium-flow
100%straw fiber matrix channels
7.70-lb.woven biodegradable jute
bottom net
Note:These guides are for general purposes only.Actual project design and product selection should be developed using North American Green ECMDS®software,available at www.nagreen.com.
North American Green I P.O.Box 66 I Evansville,IN 47618-9989 I Phone[phone] I Toll-Free Phone[phone] I Fax[phone] I [e-mail] I www.nagreen.com
©2009 North American Green

ill
NORTH AMERICAN GREEN'
EROSION CONTROL Products
Guaranteed SOLUTIONS
to
A tensar Company
PRODUCT APPLICATION GUIDE
Permanent Protection
' Limiting Shear Stress Flow Duration
lbs./ft.2(Pascal) Permissible Velocity
Bare Soil Vegetated ft./s(m/s) FHWA
Product Typical g FP-03 ECTC
Product Description Applications 0.5 hrs 50 hrs 0.5 hrs 50 hrs Unvegetated Vegetated Category Category Typical Projects
P300 5.0-lb.UV-stable 1:1&greater 3.0 2.0 8.0 8.0 9.0(2.7) 16.0(4.9) Type 5.A Type 5.A Roadside ditches,
polypropylene slopes (144) (98) (384) (384) and B and B stream banks,
top net Medium-to high- shorelines,
d 100% flow channels steep slopes
W polypropylene fiber Stream banks
E matrix
d Shorelines
3.0-lb.UV-stable
polypropylene
bottom net
SC250 5.0-lb.UV-stable 1:1&greater 3.0 2.5 10.0 8.0 9.5(2.9) 15.0(4.6) Type 5.A, Type 5.A, Roadside ditches,
polypropylene top slopes (144) (120) (480) (383) B,and C B,and C golf course swales,
and bottom nets Medium-to high steep slopes,
24.0-lb.UV-stable flow channels stream banks
polypropylene Stream banks
corrugated center
y net
Ca
70%straw/30%
E. coconut fiber
E matrix
e
w C350 8.0-lb.UV-stable 1:1&greater 3.2 3.0 12.0 10.0 10.5(3.2) 20.0(6.0) Type 5.A, Type 5.A, Severe slopes,
d polypropylene top slopes (153) (144) (576) (480) B,and C B,and C drainage areas,
_ and bottom nets high-flow areas,
High-flow channels stream banks,
'5 24.0-lb.UV-stable Shorelines
d polypropylene shorelines
o corrugated center
E net
0
cu 100%coconut
= fiber matrix
d
c
2
a P550 24.0-lb.UV-stable 1:1&greater 4.0 3.25 14.0 12.0 12.5(3.8) 25.0(7.6) Type 5.A, Type 5.A, Severe slopes,
® polypropylene top slopes (191) (156) (672) (576) B,and C B,and C spillways,swales,
and bottom nets Extreme,high flow high-flow areas,
24.0-lb.UV-stable channels shorelines
polypropylene Shorelines
corrugated center
net
I 100%
polypropylene fiber rix I, II ■
Note:These guides are for general purposes only.Actual project design and product selection should be developed using North American Green ECMDS®software,available at www.nagreen.com.
North American Green I P.O.Box 66 I Evansville,IN 47618-9989 I Phone[phone] I Toll-Free Phone[phone] I Fax[phone] I [e-mail] I www.nagreen.com
©2009 North American Green