SW3201002_7-Eleven Long Ferry Road SIA - 201020_20201022

7-ELEVEN LONG FERRY ROAD
Stormwater Impact Analysis and Final Design of Stormwater Management Facility

STORMWATER IMPACT ANALYSIS

creating experiences through experience 3430 Toringdon Way, Suite 110, Charlotte, NC 28277 / 704. 527. 0800

GENERAL DESCRIPTION

Located in Rowan County at the south-west corner of the intersection of Long Ferry Road and Front Creek
Road, is a proposed 7-Eleven convenience store and fuel station. The existing site consists of grass and
existing impervious area. Proposed development on this site will consist of a 7-Eleven convenience store
and fuel station, along with the associated parking lot, sidewalks, utility improvements, and one
stormwater control measure.

The proposed development is located within the Yadkin River basin with stormwater runoff from the
proposed development draining into Town Creek (Class C – index number 12-115-3). This development is
located within Rowan County and as a result the proposed stormwater management on this site shall
meet the minimum design criteria of NCDEQ:

NCDEQ Design Standards
A. Development Standards For High Density Projects (per 15A NCAC 02H .1003)

(a) SCMs shall be designed, constructed, and maintained so that the project achieves either “runoff
treatments” or “runoff volume match”.
(b) When new built-upon area is added to existing development or existing development is replaced
with new built-upon area, only the area of the next increase shall be subject to this Section.
(c) SCMs shall meet the relevant MDC.

1. Storm Water Quality Treatment and Volume Match
Sand filters are designed to treat 0.75 times the design volume (discounted volume).

2. Storm Water Quality Treatment

All structural storm water treatment systems used to meet these requirements shall be designed to have
minimum of 85% average annual removal for Total Suspended Solids.

3. Storm Water Treatment System Design

General engineering design for the proposed sand filter is based on the MDC set forth in the NCDEQ
Stormwater Design Manual.

4. Storm Water Peak Control

Peak control is not required.

To meet the above requirements, one sand filter is proposed to treat the net increase of impervious area
for the proposed development. Please refer to the appropriate section of this report for additional
information.

STORMWATER IMPACT ANALYSIS

creating experiences through experience 2 of 2

CALCULATION METHODOLOGY

> Rainfall data for the analysis was taken from the most current data available from the National
Oceanic and Atmospheric (NOAA) Precipitation Frequency Data Server website.
> Using maps contained within the Rowan County Soil Survey, the on-site soils were determined to
be hydrologic soil group (HSG) ‘B’.
> A composite SCS Curve Number was calculated for both the pre- and post-development condition
for each sub-basin using SCS curve numbers and land cover conditions. Land cover conditions for
the pre-development condition were taken from available survey and GIS information. Land cover
conditions for the post-development condition were taken from the proposed development plan.
> The time of concentration was calculated using SCS TR-55 (Segmental Approach, 1986). The Tc
flow path was divided into three segments: overland flow, concentrated flow, and channel flow.
The travel time was then computed for each segment, from which the overall time of
concentration was determine by taking the sum of each segmental time.
> PondPack Version V8i was used in determined the post-development peak flow rate for the 100-
year storm event to check for overtopping, as well as routing calculations for the proposed
stormwater control measure.
> The proposed stormwater control measure was designed in accordance with the Minimum
Design Criteria (MDC) standards set forth in the NCDEQ Stormwater Design Manual.

DISCUSSION OF RESULTS

Water Quality Requirements:
The proposed facility has been designed in accordance with the Minimum Design Criteria (MDC)
standards set forth in the NCDEQ Stormwater Design Manual. The proposed facility will provide the
required 85% TSS removal.

CONCLUSION

If the development on this tract is built as proposed within this report, then the requirements set forth in
NCDEQ’s Post-Construction Stormwater Ordinance will be met. However, modifications to the proposed
development may require that this analysis be revised. Some modifications that would require this
analysis to be revised include:

> The proposed site impervious surface exceeds the amount accounted for in this report.
> The post-development watershed breaks change significantly from those used to prepare this
report.

The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become apparent
as development of the proposed site moves forward.
4 SITE PRECIPITATION DATA
1 SUMMARY OF RESULTS
2 MISCELLANEOUS SITE INFORMATION
3 WATERSHED SOILS INFORMATION
5 PRE-DEVELOPMENT HYDROLOGIC CALCULATIONS
6 POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
7 STORMWATER CONTROL MEASURE A DESIGN
CALCULATIONS
7-ELEVEN LONG FERRY ROAD
CPR-20000

SUMMARY OF RESULTS

Project Name: 7-Eleven - Long Ferry Road Date: 10/20/2020
Project Number:CPR-20000 Calculated By: J. Woodard, PE
STORMWATER CONTROL MEASURE A SUMMARY
Design Drainage Area =0.90 acres
Design Impervious Area =0.70 acres
% Impervious =77.7%
Water Quality Volume dis =1,667 cf
Top of Dam =706.50 ft
Riser =4'x4'(internal dimensions)
Riser Elevation =705.00 ft
Barrel Diameter =15 in
Invert In =699.15 ft
Invert Out =697.25 ft
Length =76 ft
% Slope =2.49%
STORMWATER CONTROL MEASURE A ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period [cfs][cfs][ft][ft]
WQV 1.03 0.03 703.66 2.84
100-Year 6.78 6.24 705.22 1.28
SUMMARY OF RESULTS
7-ELEVEN LONG FERRY ROAD
CPR-20000

MISCELLANEOUS SITE INFORMATION

Esri, HERE, Garmin, (c) OpenStreetMap contributors, NC Center forGeographic Information & Analysis
0 2,000 4,0001,000 Feet1 inch = 2,000 feet
¯7-ELEVEN LONG FERRY ROAD
SITE AERIAL MAPPROJECT #: CPR-2000ROWAN COUNTY, NORTH CAROLINA
Copyright:© 2013 National Geographic Society, i-cubed
0 2,000 4,0001,000 Feet1 inch = 2,000 feet
¯7-ELEVEN LONG FERRY ROAD
USGS TOPO MAPPROJECT #: CPR-20000ROWAN COUNTY, NORTH CAROLINA
2012 North Carolina Integrated Report
10-digit Watershed 0304010303 High Rock LakeYadkin-Pee Dee River Basin
AU Number Name Description Length or Area Units Classification Category
Category Rating Use Reason for Rating Parameter Year
>
12-117-(3)Second Creek Arm of
High Rock Lake
From a point 1.7 miles downstream of Rowan County SR 1004 to High
Rock Lake
894.9 FW Acres WS-IV,B 5>
Not Rated Aquatic Life Potential Standards Viol High Water Temperature3a
Impaired Aquatic Life Standard Violation Chlorophyll a5 2008
Not Rated Aquatic Life Potential Standards Viol Turbidity3a
Impaired Aquatic Life Standard Violation High pH5 2008
12-117-2 Second Creek From source to Second Creek Arm of of High Rock Lake, Yadkin River 13.5 FW Miles C 2>
Supporting Aquatic Life Good-Fair Bioclassificati Ecological/biological Integrity FishCom1
Supporting Aquatic Life Good Bioclassification Ecological/biological Integrity Benthos1
12-117-2ut10 UT SECOND CR Source to SECOND CR 2.8 FW Miles 2>
Supporting Aquatic Life Not Impaired Bioclassific Ecological/biological Integrity Benthos1
12-117-2ut33 UT SECOND CR Source to SECOND CR 3.7 FW Miles 3>
Not Rated Aquatic Life Not Rated Bioclassificati Ecological/biological Integrity Benthos3a
12-digit Subwatershed 030401030301 Town of Spencer-Headwaters Crane Creek
12-115-3 Town Creek From source to Crane Creek 15.4 FW Miles C 5>
Impaired Aquatic Life Fair Bioclassification Ecological/biological Integrity FishCom5 1998
Impaired Aquatic Life Fair Bioclassification Ecological/biological Integrity Benthos5 1998
Supporting Recreation No Criteria Exceeded Fecal Coliform (recreation)1
12-digit Subwatershed 030401030305 Yadkin River-High Rock Lake
Monday, March 25, 2013 Page 525 of 554Category 5 Assessments Approved by EPA August 10, 2012
USGS The National Map: Orthoimagery. Data refreshed October, 2020.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
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 mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 10/19/2020 at 2:25 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
80°24'8"W 35°41'58"N
80°23'31"W 35°41'29"N
7-ELEVEN LONG FERRY ROAD
CPR-20000

WATERSHED SOILS INFORMATION

Hydrologic Soil Group—Rowan County, North Carolina
(PreDev DA)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/22/2020
Page 1 of 439500803950110395014039501703950200395023039502603950080395011039501403950170395020039502303950260554330554360554390554420554450554480554510554540554570554600
554330 554360 554390 554420 554450 554480 554510 554540 554570 554600
35° 41' 41'' N 80° 23' 58'' W35° 41' 41'' N80° 23' 46'' W35° 41' 35'' N
80° 23' 58'' W35° 41' 35'' N
80° 23' 46'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,370 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 Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
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: Rowan County, North Carolina
Survey Area Data: Version 17, Jun 3, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
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.
Hydrologic Soil Group—Rowan County, North Carolina
(PreDev DA)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/22/2020
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
EnC Enon fine sandy loam, 8
to 15 percent slopes
C 0.1 2.2%
LdB2 Lloyd clay loam, 2 to 8
percent slopes,
moderately eroded
B 4.8 97.8%
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.
Hydrologic Soil Group—Rowan County, North Carolina PreDev DA
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/22/2020
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Rowan County, North Carolina PreDev DA
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/22/2020
Page 4 of 4
7-ELEVEN LONG FERRY ROAD
CPR-20000

PRECIPITATION DATA

Project Name: 7-Eleven Long Ferry Road Date: 10/20/2020
Project Number: CPR-20000 Calculated By:J. Woodard, PE
INPUT DATA
(REF: NOAA Atlas 14).
Copy input data from NOAA Atlas 14.
Paste Special...Values and Transpose
ARI 5 10 15 30 60 120 3 6 12 24 48 3 4 7 10 20 30 45 60
[years] [min] [min] [min] [min] [min] [min] [hrs] [hrs] [hrs] [hrs] [hrs] [days] [days] [days] [days] [days] [days] [days] [days]
1 0.384 0.614 0.767 1.05 1.31 1.51 1.61 1.95 2.29 2.73 3.17 3.37 3.58 4.13 4.71 6.34 7.84 9.87 11.7
2 0.455 0.727 0.914 1.26 1.58 1.83 1.94 2.35 2.76 3.3 3.82 4.05 4.29 4.93 5.6 7.48 9.22 11.5 13.7
5 0.53 0.849 1.07 1.53 1.96 2.28 2.43 2.93 3.46 4.14 4.75 5.02 5.29 6 6.73 8.83 10.7 13.2 15.4
10 0.583 0.933 1.18 1.71 2.23 2.61 2.79 3.38 4.01 4.8 5.48 5.78 6.08 6.84 7.61 9.89 11.9 14.4 16.8
25 0.642 1.02 1.3 1.92 2.56 3.04 3.28 3.98 4.76 5.7 6.47 6.81 7.15 7.99 8.79 11.3 13.4 16.1 18.5
50 0.681 1.09 1.37 2.07 2.8 3.36 3.65 4.45 5.35 6.41 7.25 7.62 8 8.91 9.71 12.4 14.5 17.3 19.8
100 0.716 1.14 1.44 2.2 3.04 3.67 4.01 4.93 5.96 7.13 8.04 8.45 8.86 9.84 10.6 13.6 15.7 18.5 21.1
200 0.745 1.18 1.49 2.32 3.26 3.98 4.38 5.4 6.59 7.88 8.85 9.3 9.75 10.8 11.6 14.7 16.8 19.6 22.3
500 0.777 1.23 1.55 2.46 3.53 4.37 4.86 6.05 7.44 8.89 9.94 10.4 11 12.1 12.9 16.3 18.3 21.2 23.8
1000 0.798 1.26 1.58 2.55 3.73 4.66 5.22 6.53 8.09 9.69 10.8 11.3 11.9 13.1 13.8 17.4 19.4 22.3 25
RAINFALL CALCULATIONS
7-ELEVEN LONG FERRY ROAD
CPR-20000

PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS

PRE
PRE DEVELOPMENT
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
R
EXISTING
FRONT CREEK ROAD
(VARIABLE WIDTH PUBLIC R/W)
EXISTING
LONG FERRY ROAD (SR 2120)
(VARIABLE WIDTH PUBLIC R/W)
1"=30'
EXISTING CONDITIONS LEGEND
CLIENT
REVISIONS
PROJECT NO.CPR-20000
FILENAME
CHECKED BY JBW
DRAWN BY LSE
SCALE
DATE 09.24.2020
N0.DATE
M:\Projects\CroslandSE\CPR-20000\04-Production\Engineering\Construction Drawings\Current Drawings\CPR20000-Pre Development DA.dwg, 10/20/2020 10:21:13 AM, Woodard, JonathanThe John R. McAdams Company, Inc.
www.mcadamsco.com
3430 Toringdon Way
Suite 110
phone [phone]
fax [phone]
license number: C-0293, C-187
Charlotte, NC 28277
7-ELEVEN - LONG FERRY ROADSTORE NUMBER: 1047760CONSTRUCTION DRAWINGS1215 LONG FERRY ROADSALISBURY, NORTH CAROLINA 28146SHEET
PLAN INFORMATION
C4 STORE HOLDINGS II, LLC
121 WEST TRADE STREET, SUITE 2550
CHARLOTTE, NORTH CAROLINA 28202
PHONE: [phone]
CPR20000-Pre Development DA
FINAL DRAWING - RELEASED FOR CONSTRUCTION
N/F
LARRY R. BARNETTE
PID: 052 095
DB. 1295, PG. 611
ZONING: IB
JAMES EDWARD EPTING HIERS
PID: 052 213
DB. 1280, PG. 358
ZONING: CBI
176,466 S.F.= 4.051 AC
VICINITY MAP
N.T.S.
SITE
FOR REFERENCE ONLYCOVER CONDITIONS
POINT OF ANALYSIS
EXISTING DRAINAGE DIVIDE
IMPERVIOUS
AREA = 91,023 SF
EXISTING IMPERVIOUS AREA DRAINS TO POINT
OF ANALYSIS #2 THAT WAS NOT ANALYZED
POINT OF ANALYSIS #2
OFF-SITE AREA IS NOT INCLUDED
IN EXISTING IMPERVIOUS TAKEOFF
Project Name:7-Eleven - Long Ferry Road Date:10/20/2020
Project Number:CPR-20000 Calculated By:J. Woodard, PE
Subbasin ID:1
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG 'A' =0%
HSG 'B' =100%
HSG 'C' =0%
HSG 'D' =0%
Cover Composite
Condition SCS CN
Impervious 98
Open 61
Wooded 55
Pond 100
WATERSHED BREAKDOWN
Composite Area Area
SCS CN [sf][acres]
98 91,023 2.09
61 50,928 1.17
55 0 0.00
100 0 0.00
98 34,380 0.79
61 35,371 0.81
55 0 0.00
100 0 0.00
Total Area =211,702 sf
=4.86 acres
Composite SCS CN =83
% Impervious =59.24%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR-55).
Time of concentration is 5 minutes due to existing impervious area across the site and public ROW.
Offsite Pond -
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Offsite Impervious -
Offsite Open Assume good condition
Offsite Wooded Assume good condition
Comments
-
Assume good condition
Assume good condition
-
Contributing Area
Onsite Impervious
Onsite Open
Onsite Wooded
Onsite Pond
Comments
-
Assume good condition
Assume good condition
-
7-ELEVEN LONG FERRY ROAD
CPR-20000

POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS

CAT SCALEGRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
R
EXISTING
FRONT CREEK ROAD
(VARIABLE WIDTH PUBLIC R/W)
EXISTING
LONG FERRY ROAD (SR 2120)
(VARIABLE WIDTH PUBLIC R/W)
1"=30'
VICINITY MAP
N.T.S.
CLIENT
REVISIONS
PROJECT NO.CPR-20000
FILENAME
CHECKED BY JBW
DRAWN BY LSE
SCALE
DATE 09.24.2020
N0.DATE
M:\Projects\CroslandSE\CPR-20000\04-Production\Engineering\Construction Drawings\Current Drawings\CPR20000-Post Development DA.dwg, 10/20/2020 10:23:41 AM, Woodard, JonathanThe John R. McAdams Company, Inc.
www.mcadamsco.com
3430 Toringdon Way
Suite 110
phone [phone]
fax [phone]
license number: C-0293, C-187
Charlotte, NC 28277
7-ELEVEN - LONG FERRY ROADSTORE NUMBER: 1047760CONSTRUCTION DRAWINGS1215 LONG FERRY ROADSALISBURY, NORTH CAROLINA 28146SHEET
PLAN INFORMATION
C4 STORE HOLDINGS II, LLC
121 WEST TRADE STREET, SUITE 2550
CHARLOTTE, NORTH CAROLINA 28202
PHONE: [phone]
CPR20000-Post Development DA
FINAL DRAWING - RELEASED FOR CONSTRUCTION
STORMWATER CONTROL
MEASURE
CONTRACTOR SHALL NOTIFY "SC811" (811) OR (1-800-721-7877) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "SC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
R
EXISTING CONDITIONS LEGEND
POST
POST DEVELOPMENT COVER CONDITIONS
GRADING LEGEND
POINT OF ANALYSIS
IMPERVIOUS AREA DRAINS
TO SCM = 30,438 SF
IMPERVIOUS AREA DRAINS
TO POA = 52,619 SF
IMPERVIOUS AREA DRAINS
TO POA = 38,724 SF
TOTAL ON-SITE IMPERVIOUS AREA DRAINING TO POA = 120,986 SF
EX. ON-SITE IMPERVIOUS AREA DRAINING TO POA = 91,023 SF
DIFFERENCE IN IMPERVIOUS AREA REQUIRED TO BE TREATED = 29,945 SF
PROPOSED IMPERVIOUS AREA TO BE TREATED = 30,438 SF
FOR REFERENCE ONLY
Project Name:7-Eleven - Long Ferry Road Date:10/20/2020
Project Number:CPR-20000 Calculated By:J. Woodard, PE
Subbasin ID:1-To SCM A
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG 'A' =0%
HSG 'B' =100%
HSG 'C' =0%
HSG 'D' =0%
Cover Composite
Condition SCS CN
Impervious 98
Open 61
Wooded 55
Pond 100
WATERSHED BREAKDOWN
Composite Area Area
SCS CN [sf][acres]
98 30,438 0.70
61 5,850 0.13
55 0 0.00
100 2,910 0.07
98 0 0.00
61 0 0.00
55 0 0.00
100 0 0.00
Total Area =39,198 sf
=0.90 acres
Composite SCS CN =93
% Impervious =77.65%
TIME OF CONCENTRATION
Time of Concentration =5.00 minutes
SCS Lag Time =3.00 minutes
Offsite Open Assume good condition
Offsite Wooded Assume good condition
Offsite Pond -
Onsite Wooded Assume good condition
Onsite Pond -
Offsite Impervious -
Contributing Area Comments
Onsite Impervious -
Onsite Open Assume good condition
-
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Comments
-
Assume good condition
Assume good condition
7-ELEVEN LONG FERRY ROAD
CPR-20000

DESIGN OF STORMWATER CONTROL
MEASURE A

Project Name:7-Eleven - Long Ferry Road Date:10/20/2020
Project Number:CPR-20000 Calculated By:J. Woodard, PE
Facility ID:SCM A
SAND FILTER
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage LN Storage
[ft][ft][sf][sf][cf][cf][ft]
703.00 0.00 580
703.50 0.50 727 654 327 327 0.51 5.79
704.00 1.00 857 792 396 723 0.98 6.58
705.00 2.00 1,184 1,021 1,021 1,743 2.02 7.46
b =1.2078
Ks =744
STAGE-STORAGE FUNCTION - SAND FILTER 'A'
y = 1329.2x1.2173
R² = 0.9997
0
500
1000
1500
2000
2500
3000
3500
0 0.5 1 1.5 2 2.5Storage (CF)Stage (feet)
Storage vs. Stage
Project Name:7-Eleven - Long Ferry Road Date:10/20/2020
Project Number:CPR-20000 Calculated By:J. Woodard, PE
Facility ID:SCM A
PRE-TREATMENT
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage LN Storage
[ft][ft][sf][sf][cf][cf][ft]
703.00 0.00 940
703.50 0.50 1,125 1,033 516 516 0.51 6.25
704.00 1.00 1,290 1,208 604 1,120 0.98 7.02
705.00 2.00 1,687 1,489 1,489 2,609 2.02 7.87
b =1.1685
Ks =1147
STAGE-STORAGE FUNCTION - PRE-TREATMENT 'A'
y = 2122.2x1.8492
R² = 0.9997
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
0 0.5 1 1.5 2 2.5Storage (CF)Stage (feet)
Storage vs. Stage
Project Name:7-Eleven - Long Ferry Road Date:10/20/2020
Project Number:CPR-20000 Calculated By:J. Woodard, PE
Facility ID:SCM A
TOTAL STORAGE ABOVE SAND FILTER
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage LN Storage
[ft][ft][sf][sf][cf][cf][ft]
703.00 0.00 1,520
704.00 1.00 2,147 1,834 1,834 1,834 1.01 7.51
705.00 2.00 2,871 2,509 2,509 4,343 1.96 8.38
705.50 2.50 3,329 3,100 1,550 5,893 2.49 8.68
706.00 3.00 3,668 3,499 1,749 7,642 3.04 8.94
706.50 3.50 4,021 3,845 1,922 9,564 3.62 9.17
b =1.2904
Ks =1816
ASSOCIATED DEPTH IN POND
WQv =1667 cf
Stage/Storage Data:
Ks =1816
b = 1.2904
Zo =703.00
Volume of 1" =1667 cf
Calculated Values:
0.94 ft (Depth used to set depth of ponding in calculations)
=11.23 inches
Elevation =703.94
STAGE-STORAGE FUNCTION - TOTAL 'A'
Depth of WQv in Basin =
y = 3522.6x1.5663
R² = 0.9996
0
5000
10000
15000
20000
25000
30000
35000
40000
0 1 2 3 4 5Storage (CF)Stage (feet)
Storage vs. Stage
Project Name:7-Eleven - Long Ferry Road Date:10/20/2020
Project Number:CPR-20000 Calculated By:J. Woodard, PE
Facility ID:SCM A
DETERMINATION OF WATER QUALITY VOLUME
(REF: Simple Method, Schueler, 1987).
WQV = P x Rv x A / 12
where,
WQV = Water Quality Volume (acre-ft)
Rv = 0.05 + 0.009 x I, where I is % Impervious Cover
A = Area (acres)
P = Rainfall (inches)
Total Drainage Area, A =0.90 acres
Net Increase in Imp.Area =0.63 acres
% Impervious, I =70.1%
Rainfall, P =1.00 inches
Rv =0.68
WQV =0.05 acre-ft
2,223 cf
Sizing is based upon the discounted water quality volume, WQVdis (75% of the total WQV) per MDC standards
WQVdis =1667 cf
SAND FILTER SIZING
AF = WQVdis / D
where,
AF = surface area of filter bed (sf)
WQVdis= discounted water quality volume (cf)
D = ponding depth
WQVdis =1,667 cf
D =2.00 ft
AF = 834 sf (minimum sand filter surface area required)
AP = 1,520 sf (sand filter area provided)
Design Summary
WATER QUALITY VOLUME CALCULATION
(REF: MDC).
Asf > 834 sf (min. total sand and sedimentation chamber surface area)
Asf > 1,520 sf (total sand and sedimentation chamber surface area provided)
Asand >417 sf (min. sand chamber area required)
Asand >580 sf (min. sand chamber area provided)
Ased >417 sf (min. sedimentation chamber area required)
Ased >940 sf (min. sedimentation chamber area provided)
D =2.00 ft (max. WQVdis ponding depth in facility)
UNDERDRAIN SIZING
(REF: Charlotte-Mecklenburg BMP Design Manual).
Compute drawdown through filter bed
Q = A(k)(hF+dF)/(dF)
where,
A = provided surface area of filter bed (sf)
k = coefficient of permeability of filter media (ft/day)
hF = height of water above filter bed (feet)
dF = filter bed depth (feet)
A =580 sf
k =3.50 ft/day
hF = 2.00 ft
dF = 2.00 ft
Q =4,060 cf/day
=0.047 cfs
Compute minimum drawdown discharge
WQV =2,223 cf
t =1.667 days
Minimum drawdown, Q =0.015 cfs
Compute underdrain pipe capacity
Number of rows, n = 2
Diameter of underdrains, d = 6 inches
Area, A =0.196 sf
Wetted perimeter, P =1.571 ft
Slope, S = 0.005 ft/ft
Capacity of one pipe = 0.395 cfs
Total capacity = 0.790 cfs
Assume 50% clogging =0.395 cfs DESIGN ACCEPTABLE
Compute underdrain preforation capacity
3/8-inch perforations spaced 3 inches on center, along 4 longitudinal rows spaced 90 o apart
Number of rows, n = 2
Diameter of underdrains, d = 6 inches
Length of underdrains, L = 18 ft
Number of perforations =576 holes
Capacity of one hole = 0.008 cfs
Total capacity = 4.757 cfs
Assume 50% clogging =2.378 cfs DESIGN ACCEPTABLE
STAGE-DISCHARGE FOR SAND MEDIA
(REF: Charlotte-Mecklenburg BMP Design Manual).
AF = [(WQV)(dF)]/[(k)(hA+ dF)(t)]
WQV / t = QO = AF (k)(hF+ dF)/(dF)
A =580 sf
dF = 2.00 ft
Surface of sand media = 703.00 ft
k =3.50 ft/day
Elevation Height hF Discharge Qo
[ft][ft][sf]
703.00 0.00 0.000
703.50 0.50 0.029
704.00 1.00 0.035
704.50 1.50 0.041
Project Name: 7-Eleven - Long Ferry Road Date: 10/20/2020
Project Number: CPR-20000 Calculated By: J. Woodard, PE
Facility ID:SCM A
INPUT DATA
Inside Length =4.00 ft
Inside Width =4.00 ft
Wall Thickness =6.00 in
Standard Base Length =5.00 ft
Standard Base Width =5.00 ft
Standard Base Thickness =6.00 in
Inside Height of Riser =5.95 ft
Concrete Unit Weight =142.00 pcf Unit weight of manhole concrete is 142 pcf per NC Products
Outside Diameter of Barrel =30.00 in
Drain Pipe (if present) =0.00 in
CONCRETE PRESENT IN RISER STRUCTURE
Riser Walls =53.550 cf
Standard Base of Riser =12.500 cf
Less Opening for Barrel =2.454 cf
Less Opening for Drain Pipe =0.000 cf
Total Concrete Less Openings =63.596 cf
Weight of Concrete =9,031 lbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete =63.596 cf
Displacement by Open Air =95.200 cf
Total Water Displaced =158.796 cf
Weight of Water Displaced =9,909 lbs
AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor =1.15 Recommend 1.15 or higher
Add'l Weight for Bouyancy =2,365 lbs
Bouyant Weight of Concrete =79.60 pcf
Bouyant Weight w/ SF =69.22 pcf
Add'l Concrete to Add =34.162 cf
Less Standard Base =12.500 cf
New Base Design Required =46.662 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length =7.00 ft
AF Block Width =7.00 ft
AF Block Thickness =12.00 in
AF Block Provided =49.000 cf
Total Concrete Present =100.096 cf
=14,214 lbs
RISER ANTI-FLOTATION CALCULATION
Project: Date: 10/20/2020
Project Number: Calculated By: JBW
Outlet Number:
Outlet flowrate =6.24 cfs
Pipe diameter = 15 inches
Number of pipes = 1
Pipe separation = 0 feet
Outlet Velocity = 5 ft/sec
Zone from graph above =1
Outlet pipe diameter 15 in.Length =5.0 ft.
Outlet flowrate 6.2 cfs Width =3.3 ft.
Outlet velocity 5.0 ft/sec Stone diameter =3 in.
Material =Class A Thickness =12 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4 x D(o) 3 x D(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class I 13 24 8 x D(o) 3 x D(o)
4 Class I 13 24 8 x D(o) 3 x D(o)
5 Class II 23 36 10 x D(o) 3 x D(o)
6 Class II 23 36 10 x D(o) 3 x D(o)
7
1. Calculations based on Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full-flow velocity
Special study required
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
7-Eleven - Long Ferry Road
CPR-20000
SCM-A
5.0 ft/sec
0
5
10
15
20
25
0 1 2 3 4 5 6 7 8 9 10Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1 Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
Scenario Calculation
Summary
Scenario Summary
95ID
Post WQVLabel
Notes
<I> Post Active TopologyActive Topology
Hydrology Alternative - WQVHydrology
WQVRainfall Runoff
<I> Post PhysicalPhysical
<I> Post Initial ConditionInitial Condition
<I> Post Boundary ConditionBoundary Condition
<I> Post Infiltration and InflowInfiltration and Inflow
<I> Post OutputOutput
<I> Post User Data ExtensionsUser Data Extensions
1 year 24 hour Calculation OptionsPondPack Engine Calculation Options
Output Summary
min1.00Output Increment min7,200.00Duration
Rainfall Summary
0Return Event Tag Time-Depth
CurveRainfall Type
in1.0Total Depth 1 inchStorm Event
Executive Summary (Nodes)
Maximum
Pond
Storage
(ft³)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to
Peak
(min)
Hydrograph
Volume
(ft³)
TruncationReturn
Event
(years)
ScenarioLabel
(N/A)(N/A)0.031338.001,464.000None0Post WQVPOA-1
(N/A)(N/A)1.027186.001,464.000None0Post WQVSCM-A (IN)
1,129.000703.660.031338.001,464.000None0Post WQVSCM-A
(OUT)
(N/A)(N/A)1.027186.001,464.000None0Post WQVSub-1-to-
SCM-A
Executive Summary (Links)
Node Flow
Direction
End PointPeak Flow
(ft³/s)
Peak Time
(min)
Hydrograph
Volume
(ft³)
LocationTypeLabel
Pond InflowSCM-A1.027186.001,464.000Upstream
Pond
Outflow
SCM-A0.031338.001,464.000Outflow
0.031338.001,464.000Link
POA-10.031338.001,464.000Downstream
Messages
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Scenario Calculation
Summary
Messages
WarningSource
Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke=
0.50 .
Message
(N/A)Time
SCM-ALabel
143Element Id
Composite Outlet StructureElement Type
Post WQVScenario
15Message Id
WarningSource
Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve
(s) in E-Q-TW table, edit, then route with ICPM option.
Message
(N/A)Time
SCM-ALabel
143Element Id
Composite Outlet StructureElement Type
Post WQVScenario
19Message Id
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
J. Woodard, PE7-Eleven Long Ferry Road
Scenario Calculation
Summary
Scenario Summary
79ID
Post 100 yearLabel
Notes
<I> Post Active TopologyActive Topology
<I> Post HydrologyHydrology
100 yearRainfall Runoff
<I> Post PhysicalPhysical
<I> Post Initial ConditionInitial Condition
<I> Post Boundary ConditionBoundary Condition
<I> Post Infiltration and InflowInfiltration and Inflow
<I> Post OutputOutput
<I> Post User Data ExtensionsUser Data Extensions
Base Calculation OptionsPondPack Engine Calculation Options
Output Summary
min1.00Output Increment min1,440.00Duration
Rainfall Summary
100Return Event Tag Time-Depth
CurveRainfall Type
in7.1Total Depth 100 yearStorm Event
Executive Summary (Nodes)
Maximum
Pond
Storage
(ft³)
Maximum
Water
Surface
Elevation
(ft)
Peak Flow
(ft³/s)
Time to
Peak
(min)
Hydrograph
Volume
(ft³)
TruncationReturn
Event
(years)
ScenarioLabel
(N/A)(N/A)6.244723.0016,230.000None100Post 100
year
POA-1
(N/A)(N/A)6.782721.0020,559.000None100Post 100
year
SCM-A (IN)
4,965.000705.226.244723.0016,230.000None100Post 100
year
SCM-A
(OUT)
(N/A)(N/A)6.782721.0020,559.000None100Post 100
year
Sub-1-to-
SCM-A
Executive Summary (Links)
Node Flow
Direction
End PointPeak Flow
(ft³/s)
Peak Time
(min)
Hydrograph
Volume
(ft³)
LocationTypeLabel
Pond InflowSCM-A6.782721.0020,559.000Upstream
Pond
Outflow
SCM-A6.244723.0016,230.000Outflow
6.244723.0016,230.000Link
POA-16.244723.0016,230.000Downstream
Messages
Scenario Calculation
Summary
Messages
WarningSource
Kr (reverse flow entrance loss coefficient) was not specified. Kr was set to same value as Ke=
0.50 .
Message
(N/A)Time
SCM-ALabel
143Element Id
Composite Outlet StructureElement Type
Post 100 yearScenario
15Message Id
WarningSource
Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating curve
(s) in E-Q-TW table, edit, then route with ICPM option.
Message
(N/A)Time
SCM-ALabel
143Element Id
Composite Outlet StructureElement Type
Post 100 yearScenario
19Message Id
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
Element Details
SCM-ALabel Notes
Headwater Range
Use Pond for
Headwater
Range
Headwater Type
ft706.50Maximum (Headwater)
SCM-APond ft0.50Increment (Headwater)
ft703.00Minimum (Headwater)
SpotElevation
(ft)
Tailwater Setup
Free OutfallTailwater Type
Tailwater Tolerances
30Maximum Iterations ft0.50Tailwater Tolerance
(Maximum)
ft0.01Headwater Tolerance
(Minimum)
ft³/s0.001Flow Tolerance (Minimum)
ft0.50Headwater Tolerance
(Maximum)
ft³/s10.000Flow Tolerance (Maximum)
ft0.01Tailwater Tolerance
(Minimum)
Outlet Structure
CulvertOutlet Structure Type CircularCulvert Type
Outlet Structure (IDs and Direction)
CulvertOutlet ID TailwaterDownstream ID
Forward Flow
OnlyFlow Direction Notes
Outlet Structure (Advanced)
ft0.00Elevation (On) ft0.00Elevation (Off)
Culvert Data
1Number of Barrels ft697.25Downstream Invert
ft76.25Length in15.000Diameter
ft699.15Upstream Invert
Unsubmerged->Submerged
FalseSpecify Transitions FalseCompute Inlet Control Only
Culvert Coefficients
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
Culvert Coefficients
Concrete -
Square edge
w/headwall
Inlet Description
0.0398C
Chart 1Chart 0.6700Y
Nomograph 1Nomograph 0.013Manning's n
Form 1Equation Form 0.50Ke
0.0098K 0.00Kr
2.0000M -0.50Slope Correction Factor
Culvert (Advanced)
ft0.00Convergence Tolerance FalseSpecify Number of Backwater
Sections
Pond Water Surface Elevation (ft)676.25
675.63
675.00
674.38
673.75
673.13
672.50
671.88
671.25
670.63
670.00
Flow (ft³/s)
12.00010.0008.0006.0004.0002.000
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert (Culvert-Circular)
---------------------------------------
Mannings open channel maximum capacity: 5.364 ft³/s
Upstream ID = Riser, Media
Downstream ID = Tailwater (Pond Outfall)
Next Downstream
Hydraulic Grade Line
(ft)
Converge Downstream
Hydraulic Grade Line
(ft)
(into) Headwater
Hydraulic Grade Line
(ft)
Device Flow
(ft³/s)
Water Surface
Elevation
(ft)
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert (Culvert-Circular)
---------------------------------------
Mannings open channel maximum capacity: 5.364 ft³/s
Upstream ID = Riser, Media
Downstream ID = Tailwater (Pond Outfall)
Next Downstream
Hydraulic Grade Line
(ft)
Converge Downstream
Hydraulic Grade Line
(ft)
(into) Headwater
Hydraulic Grade Line
(ft)
Device Flow
(ft³/s)
Water Surface
Elevation
(ft)
Free OutfallFree Outfall666.920.048670.50
Free OutfallFree Outfall666.940.057671.00
Free OutfallFree Outfall666.950.065671.50
Free OutfallFree Outfall666.960.080672.00
Free OutfallFree Outfall666.970.084672.50
Free OutfallFree Outfall666.980.091672.90
Free OutfallFree Outfall666.980.094673.00
Free OutfallFree Outfall666.990.103673.50
Free OutfallFree Outfall666.990.114674.00
Free OutfallFree Outfall667.000.121674.50
Free OutfallFree Outfall667.010.135675.00
Free OutfallFree Outfall667.020.136675.30
Free OutfallFree Outfall668.214.439675.50
Free OutfallFree Outfall676.0013.093676.00
Tailwater Error
(ft)
Downstream Channel
Tailwater
(ft)
Convergence Error
(ft³/s)
Downstream Hydraulic
Grade Line Error
(ft)
0.00(N/A)0.0010.00
0.00(N/A)0.0010.00
0.00(N/A)0.0000.00
0.00(N/A)0.0050.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0010.00
0.00(N/A)0.0000.00
0.00(N/A)0.0020.00
0.00(N/A)0.0000.00
0.00(N/A)0.0040.00
0.00(N/A)0.0010.00
0.00(N/A)0.0000.00
0.00(N/A)15.1690.00
Message
BACKWATER CONTROL.. Vh= .025ft
hwDi= .087ft H.JUMP IN PIPE
Hev= .00ft
BACKWATER CONTROL.. Vh= .029ft
hwDi= .095ft Lbw= 151.0ft
Hev= .00ft
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert (Culvert-Circular)
---------------------------------------
Mannings open channel maximum capacity: 5.364 ft³/s
Upstream ID = Riser, Media
Downstream ID = Tailwater (Pond Outfall)
Message
CRIT.DEPTH CONTROL Vh= .033ft
Dcr= .098ft H.JUMP IN PIPE
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .037ft
Dcr= .109ft H.JUMP IN PIPE
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .038ft
Dcr= .111ft H.JUMP IN PIPE
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .039ft
Dcr= .116ft H.JUMP IN PIPE
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .040ft
Dcr= .117ft H.JUMP IN PIPE
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .042ft
Dcr= .123ft H.JUMP IN PIPE
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .044ft
Dcr= .129ft H.JUMP IN PIPE
Hev= .00ft
BACKWATER CONTROL.. Vh= .045ft
hwDi= .135ft Lbw= 151.0ft
Hev= .00ft
CRIT.DEPTH CONTROL Vh= .048ft
Dcr= .142ft CRIT.DEPTH Hev= .00ft
CRIT.DEPTH CONTROL Vh= .048ft
Dcr= .142ft H.JUMP IN PIPE
Hev= .00ft
BACKWATER CONTROL.. Vh= .326ft
hwDi= .921ft Lbw= 151.0ft
Hev= .00ft
FULL FLOW...Lfull=150.78ft
Vh=1.769ft HL=8.849ft Hev= .00ft
Outlet Structure
User Defined
Rating TableOutlet Structure Type
Outlet Structure (IDs and Direction)
MediaOutlet ID CulvertDownstream ID
Forward Flow
OnlyFlow Direction Notes
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
Outlet Structure (Advanced)
ft0.00Elevation (On) ft0.00Elevation (Off)
Outlet Structure (Common)
ft703.00Elevation
User Defined Rating Curve
Flow
(ft³/s)
Elevation
(ft)
0.0000.00
0.0290.50
0.0351.00
0.0411.50
0.0472.00
0.0532.50
0.0593.00
0.0653.50
Pond Water Surface Elevation (ft)676.25
675.63
675.00
674.38
673.75
673.13
672.50
671.88
671.25
670.63
670.00
Flow (ft³/s)
0.1400.1300.1200.1100.1000.0900.0800.0700.0600.050
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Media (User Defined Table)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert (Culvert-Circular)
Next Downstream
Hydraulic Grade Line
(ft)
Converge Downstream
Hydraulic Grade Line
(ft)
(into) Headwater
Hydraulic Grade Line
(ft)
Device Flow
(ft³/s)
Water Surface
Elevation
(ft)
666.92666.92670.500.047670.50
666.94666.93671.000.056671.00
666.95666.95671.500.065671.50
666.96666.96672.000.075672.00
666.97666.97672.500.084672.50
666.98666.98672.900.091672.90
666.98666.98673.000.093673.00
666.99666.99673.500.103673.50
666.99666.99674.000.112674.00
667.00667.00674.500.121674.50
667.01667.01675.000.131675.00
667.02667.02675.300.136675.30
668.21668.21675.500.140675.50
676.00676.00676.000.150676.00
Tailwater Error
(ft)
Downstream Channel
Tailwater
(ft)
Convergence Error
(ft³/s)
Downstream Hydraulic
Grade Line Error
(ft)
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
Message
Interpolated from input table
Interpolated from input table
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
Outlet Structure
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
Outlet Structure
RiserOutlet Structure Type
Outlet Structure (IDs and Direction)
RiserOutlet ID CulvertDownstream ID
Forward Flow
OnlyFlow Direction Notes
Outlet Structure (Advanced)
ft0.00Elevation (On) ft0.00Elevation (Off)
Outlet Structure (Riser)
Inlet BoxRiser ft²16.000Orifice Area
ft16.00Weir Length ft0.00Transition Elevation
(ft^0.5)/s3.00Weir Coefficient ft0.00Transition Height
0.60Orifice Coefficient 1.00K Reverse
Outlet Structure (Common)
ft705.00Elevation
Outlet Structure (Riser, Advanced)
TrueUse Orifice Depth to Crest?FalseUse Submerged Weir
Equation?Pond Water Surface Elevation (ft)676.25
675.63
675.00
674.38
673.75
673.13
672.50
671.88
671.25
670.63
670.00
Flow (ft³/s)
27.00024.00021.00018.00015.00012.0009.0006.0003.0000.000
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser (Inlet Box)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert (Culvert-Circular)
Next Downstream
Hydraulic Grade Line
(ft)
Converge Downstream
Hydraulic Grade Line
(ft)
(into) Headwater
Hydraulic Grade Line
(ft)
Device Flow
(ft³/s)
Water Surface
Elevation
(ft)
666.920.000.000.000670.50
666.940.000.000.000671.00
666.950.000.000.000671.50
666.960.000.000.000672.00
666.970.000.000.000672.50
666.980.000.000.000672.90
666.980.000.000.000673.00
666.990.000.000.000673.50
666.990.000.000.000674.00
667.000.000.000.000674.50
667.010.000.000.000675.00
667.020.000.000.000675.30
668.21Free Outfall675.504.293675.50
676.00676.00676.0028.112676.00
Tailwater Error
(ft)
Downstream Channel
Tailwater
(ft)
Convergence Error
(ft³/s)
Downstream Hydraulic
Grade Line Error
(ft)
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
0.00(N/A)0.0000.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser (Inlet Box)
---------------------------------------
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Weir: H =0.2ft
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=0.
Hev=0.000
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
Composite Rating Table
Tailwater Elevation = Free Outfall (SCM-A)
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.00(N/A)0.048670.50
0.00(N/A)0.057671.00
0.00(N/A)0.065671.50
0.00(N/A)0.080672.00
0.00(N/A)0.084672.50
0.00(N/A)0.091672.90
0.00(N/A)0.110673.00
0.00(N/A)0.292673.50
0.00(N/A)0.386674.00
0.00(N/A)0.456674.50
0.00(N/A)0.523675.00
0.00(N/A)0.553675.30
0.00(N/A)4.869675.50
0.00(N/A)13.571676.00
Contributing Structures
Media,Culvert (no Q:
Riser,Orifice - 1)
Media,Culvert (no Q:
Riser,Orifice - 1)
Media,Culvert (no Q:
Riser,Orifice - 1)
Media,Culvert (no Q:
Riser,Orifice - 1)
Media,Culvert (no Q:
Riser,Orifice - 1)
Media,Culvert (no Q:
Riser,Orifice - 1)
Media,Culvert,Orifice - 1
(no Q: Riser)
Media,Culvert,Orifice - 1
(no Q: Riser)
Media,Culvert,Orifice - 1
(no Q: Riser)
Media,Culvert,Orifice - 1
(no Q: Riser)
Media,Culvert,Orifice - 1
(no Q: Riser)
Media,Culvert,Orifice - 1
(no Q: Riser)
Riser,Media,Culvert,Orifice
- 1
Riser,Media,Culvert,Orifice
- 1
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road
Composite Outlet
Structure Detailed
Report: SCM-A
Rating Curve
Pond Water Surface Elevation (ft)676.25
675.63
675.00
674.38
673.75
673.13
672.50
671.88
671.25
670.63
670.00
Flow (ft³/s)
12.00010.0008.0006.0004.0002.000
10/20/2020CPR20000.ppc
J. Woodard, PE7-Eleven Long Ferry Road