SW4190902_SW Report_20191105

Table of Contents
1) Stormwater Narrative
1. Project Overview and Design
a. Site Information
b. Existing Site Background
2. Proposed Stormwater Improvements
a. Proposed Gas Station
b. SCM Design
c. TSS Removal
d. Supplemental Form
e. Operation & Maintenance Manual
2) Maps & Deeds
1. Surface Water Classification Information
2. NRCS Website Hydrologic Soil Map
3. USGS Map for Rural Hall
4. FEMA FIRM Panel
5. Property Deed
6. Secretary of State Information on Property Owner
3) SCM Design Calculations
1. SCM 41— Bayfilter by ADS
a. Storm-EZ 1.0-inch Volume Calculation & Bayfilter Cartridge Design
b. Orifice Outflow Calculation
c. Stage -Storage Table with 100% WQV treatment volume vs pipe elevation
d. ADS Bayfilter Details
e. Hydraflow Hydrographs Detention Routing Calculations (SCS
Method)
i. Hydraflow Report for Pre- and Post -Development
1-, & 10-Year storms
4) MDC Documentation
a.15A NCAC 02H . 10 17 (Post -Construction Requirements)
b. Section D.4 Stormwater Control Measure Credit Document
5) Manufacturer's Operation & Maintenance Agreement
6) Drainage Area Maps
1. See Plans

Stormwater Narrative
Pro*ect Overview
The project is a proposed raze and rebuild of a gas station with related parking and utilities.
For reference, the subject property information is as follows:
Owner:
Circle K Stores Inc.
Address:
1065 Bethania-Rural Hall Rd.
Rural Hall, NC 27045
PINS:
6819-58-8488
Deed:
DB 03339, PG 01359
Stream Name:
Grassy Creek
Classification:
C
River Basin:
Yadkin Pee -Dee
Proposed Site Acreage:
1.26 Acres
Proposed Impervious Area:
0.89 Acres (38,747 sf)
Impervious Area Contingency:
0.10 Acres (4,294 sf)
15A NCAC 02H . 10 17 Post -Construction Requirements Non -Coastal Counties
Storm Depth — 1.0 inch (5)
Additional Special Provisions — None
Existing Site Background
The existing property area is 1.26 acres per survey information. There is an existing gas station with related
parking. The existing site is mostly impervious (63%) and drains from north to south, towards Montroyal
Rd in one drainage area. The drainage areas run overland to a roadside ditch that flows southeast along
Montroyal Rd. Per FEMA FIRM Panel 371068900J the site is not located in a flood plain. No surface
waters or wetlands have been identified on the project site. Due to the low SHWT, and the presence of well -
drained HSG A soils, it is unlikely that wetlands exist in this location.
From the NRCS Soil Survey, the site is composed of two primary soils: Udorthents (Hydrologic Soil Group
C) and Clifford Sandy Loam (HSG A).
The proposed development impervious runoff will be conveyed through a new storm drainage system and
discharge to the existing roadside ditch in Montroyal Rd. A portion of the impervious, including the
building roof and gas canopy will be treated by one (1) underground stormwater control measure prior to
discharge.
Proposed Stormwater Improvements
Proposed Gas Station
The proposed site will have a net increase in impervious following redevelopment:
Existing BUA:
34,755 sf
Existing BUA to be removed:
5,773 sf
Proposed New Impervious:
8,420 sf
Future Impervious:
900 sf
Total Impervious:
3 8,3 02 sf (0.88 ac); See Supplement-EZ for Sq Ft breakdown
SCM Design
The roof drains from the building and gas canopy are directed through the proposed SCM. This accounts
for the difference of total built -upon area. This SCM will be a Bayfilter by ADS which is a proprietary
SCM system and it has been designed by Advanced Drainage Systems, Inc. per Section D-4 of the NCDEQ
Stormwater BMP Manual (see attached calculations in the SCM Design section of this report).

TSS Removal
Bayfilter by ADS is a primary SCM which provides greater than 85% TSS removal.
SHWT
No groundwater was observed during geotechnical investigation.
Supplemental Form
The completed Bayfilter supplement is included in this report.
Operation & Maintenance Manual
The completed O&M manual and Agreement are included as well as the manufacturer's maintenance
manual.
Post -Construction Stormwater Permitting Requirements
Detention
NCDEQ does not require detention for specific storm event(s). The site is located within Rural Hall's
jurisdiction. The town's ordinance does not include a stormwater section.
Treatment
The North Carolina State Department of Water Quality has the authority to regulate treatment of
stormwater from this property.
For expansions or replacement of existing developments:
SCMs shall be designed, constructed, and maintained so that the project achieves either "runoff
treatment" or "runoff volume match" for the net increase of built upon area.
There are no additional nutrient mitigation requirements in the Yadkin Pee -Dee river basin.
Results
While the overall runoff from the site does increase, there are no adverse effects expected downstream as
a result of the proposed development.
Conclusions
The analysis shows that the proposed stormwater control measures treat the net increase in runoff from
the first inch of rainfall.

Maps & Deeds
Surface Water Classification Information
NRCS Website Hydrologic Soil Map
USGS Map Rural Hall
FEMA FIRM Panel 3720436800J
Property Deed
Secretary of State Information on Property Owner

NC Surface Water Classification
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Surface Water Classifications
River Basins
r ROA
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Surface Water Classifications:
Stream Index:12-94-7-3
Stream Name -Grassy Creek
Description: From source to Mill Creek
Classification :C
Date of Class. -August 31, 1974
River Basin -Yadkin Pee -Dee
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GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL,
Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong),
swisstopo, © OpenStreetMap contributors, and the GIS User
NCDENR Div. Water Resources
State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, USGS, METI/NASA, EPA, USDA I NCDENR- Division of Water Resources

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Forsyth County,
North Carolina
Circle K - R&R 2723188
February 4, 2019

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface....................................................................................................................
2
SoilMap..................................................................................................................
5
Soil Map (Circle K - R&R 2723188)......................................................................6
Legend..................................................................................................................7
Map Unit Legend (Circle K - R&R 2723188)........................................................
8
Map Unit Descriptions (Circle K - R&R 2723188).................................................8
Forsyth County, North Carolina.......................................................................10
CIB—Clifford sandy loam, 2 to 6 percent slopes.........................................10
Ud—Udorthents, loamy...............................................................................
11
Soil Information for All Uses...............................................................................13
Soil Properties and Qualities..............................................................................
13
Soil Qualities and Features.............................................................................13
Hydrologic Soil Group (Circle K - R&R 2723188)........................................13

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

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Custom Soil Resource Report
Map Unit Legend (Circle K - R&R 2723188)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CIB
Clifford sandy loam, 2 to 6
percent slopes
0.8
63.3%
Ud
Udorthents, loamy
0.5
36.7%
Totals for Area of Interest
1.3
100.0%
Map Unit Descriptions (Circle K - R&R
2723188)
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the

Custom Soil Resource Report
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.

Custom Soil Resource Report
Forsyth County, North Carolina
CIB—Clifford sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2mp87
Elevation: 200 to 2,000 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 59 degrees F
Frost -free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Clifford and similar soils: 90 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clifford
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy loam
BA - 6 to 10 inches: sandy loam
Bt - 10 to 47 inches: clay
BC - 47 to 57 inches: clay loam
CB - 57 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Westfield
Percent of map unit. 3 percent
10

Custom Soil Resource Report
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: 2mp8k
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 51 inches
Mean annual air temperature: 54 to 63 degrees F
Frost -free period: 190 to 250 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 92 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy and clayey human -transported material derived from
igneous, metamorphic and sedimentary rock
Typical profile
C - 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 5.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
11

Custom Soil Resource Report
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit: 8 percent
Hydric soil rating: No
12

Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group (Circle K - R&R 2723188)
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.
13

Custom Soil Resource Report
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.
14

Custom Soil Resource Report
Map —Hydrologic Soil Group (Circle K - R&R 2723188)
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Table —Hydrologic Soil Group (Circle K - R&R 2723188)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CIB
Clifford sandy loam, 2 to
6 percent slopes
A
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63.3%
Ud
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C
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36.7%
Totals for Area of Interest
1.3
100.0%
Rating Options —Hydrologic Soil Group (Circle K - R&R 2723188)
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
17

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ROAD CLASSIFICATION
NORTH Expressway Local Connector
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QUADRANGLE LOCATION
1 Pinnacle
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3 Walnut Cove
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Book 3339 Page 1359
2017012024 00003
FORSYTH CO. NC FEE $26.00
STATE OF NC REAL ESTATE EXTX
$1365.00
PRESENTED & RECORDED
03/31 /2017 08:04:52 AM
LYNNE JOHNSON
REGISTER OF DEEDS
BY: RANDY L SMITH
DPTY
BK: RE 3339
PG: 1359-1362
NORTH CAROLINA SPECIAL WARRANTY DEED
Excise Tax: $1,365.00
Parcel Identifier No. Verified by County on the day of 120
By:
Mail/Box to: Joan M. Balderamos, Bell, Davis & Pitt, P.A., 100 N. CheM Street, Suite 600, Winston-Salem, NC 27101
This instrument was prepared by: Joan M. Balderamos (no title examination requested or performed)
Brief description for the Index: 1065 Bethariia-Rural Hall Road, Rural Hall, Forsyth County, NC (Store #3188)
THIS DEED made this 29th day of March , 2017, by and between
GRANTOR
Taylor Development Group, LLC, a North Carolina
limited liability company
1645 Westbrook Plaza Drive
Winston-Salem, North Carolina 27103
GRANTEE
Circle K Stores Inc.,
a Texas corporation
1100 Situs Court
Suite 100
Raleigh, North Carolina 27606
Enter in appropriate block for each Grantor and Grantee: name, mailing address, and, if appropriate, character of entity, e.g.
corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by contort.
WITNESSETH, that the Grantor, for a valuable consideration paid bythe Grantee, the receipt ofwhich is hereby acknowledged, has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain parcel of land situated in Rural Hall,
Forsyth County, NC and more particularly described as follows (the "Property"):
See Exhibit A attached hereto and incorporated herein by this reference.
The Property hereinabove described was acquired by Grantor by instrument iecorded in Book 2604 page 3584.
All or a portion of the Property herein conveyed _ includes or X does not include the primary residence of a Grantor.
A map showing the above described Property is recorded in Plat Book page
TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto belonging to the Grantee in fee simple.
NC Bar Association Form No.7 © 1/1/2010, 2013
Printed by Agreement with the NC Bar Associatio
This standard form has been approved by:
North Carolina Bar Association -NC Bar Form No. 7
submitted electronically by "Nelson Mullins LLP"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Forsyth county Register of Deeds.

Book 3339 Page 1360
And the Grantor covenants with the Grantee, that Grantor has done nothing to impair such title as Grantor received, and Grantor will
warrant and defend the title against the lawful claims of all persons claiming by, under or through Grantor, other than the following
exceptions;
See Exhibit B attached hereto and incorporated herein by this reference.,
It is the intent of Grantor and Grantee that the certain lease referenced and described in the certain Memorandum of Lease- Store No.
3188 by and between Taylor Family Properties, LLC (predecessor in interest to Grantor), as Landlord, and The Pantry, Inc. (predecessor
in interest to Grantee), as Tenant, recorded in Book 2054, Page 1469, Forsyth County Registry, as amended by the certain Amended and
Restated Memorandum of Lease -Store No. 3188, recorded in Book 2085, Page 202, Forsyth County Registry, as amended by the
certain First Amendmentto Amended and Restated Memorandum of Lease -Store No. 3188 recorded in Book 2169, Page 1675, Forsyth
County Registry is terminated upon recordation of this Special Warranty Deed due to the merger of the fee and leasehold estates
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
Taylor Development Group, LLC,
a North Carolina limited liability company
Suzanne Taylor Rain
President & Manager
State of North Carolina - County of Forsyth
I, the undersigned Notary Public of the County of F d V5y+h and State aforesaid, certify that Suzanne Taylor
Ramrn, personally came before me this day and acknowledgedthat she is the President & Manager of Taylor Development Group, LLC,
a North Carolina limited liability company, and that by authority duly given and as the act of such entity, she signed the foregoing
instrument in its name on its behalf as its act and deed. Witness my hand and Notarial stamp or seal, this 2.q day of March, 2017.
My Commission Expires; 02j l4 f 2022.
(Affix Seal)
EMILY K. NIBLOCK
N NOTARY PUBLIC
FORSYTH COUNTY
NORTH CAROLINA
NC Bar Association Form No.7 © I/l/2010, 2013
Printed by Agreement with the NC Bar Associatio
1001C Notary Public
This standard form has been approved by:
North Carolina Bar Association -NC Bar Form No. 7

Book 3339 Page 1361
EXHIBIT A
Legal description
Being all of a certain parcel of land lying situate in Bethania Township, Forsyth
County, North Carolina bounded on the North by W&R Realty, LLC, on the Bast by
Gus and Maria Hodges, on the South by the northern right-of-way of Highway 52 and
on the West by the eastern right -of- way of NC 65 (60' public Right -of -Way) and
belug more particularly described as follows;
BBCINNING at an existing iron pipe on the northern right-of-way of Highway 52,
said existing Iron pipe being located N 56° 37" 28" l; 541,231 from NCGS Monument
''Rural having NC Grid Coordinates of N 897,941,9 03 Ew 1,61left , r2a241,lenthence , with
said rlgWof-way, along the arc of a spiral curve
(chord N 23" 20127" W 30,81') to an existing iron pipe; thence, continuing with said
right-ofiway, N 23" 5014711 W 253.381 to a mason ary nail 'set; 98r to a point in the
thence, continuing with said riot -of -way, N 61 20 38 W 19,
eastern right-of=way of NC 65 (60' public Rightwof--Way), thence, with said right-of-way,
N 270 12 23 B 146,661to an iron pipe set at the W&R Realty, LL,C's southwestern
corner; thence,
with W&R Realty, LL,C's southorn line, S 611 59' 24" 6 249,91' to an
existing iron pipe in Gus and Maria Hodges' western line; thettoo, with said line, S 280 49'
00' W 322.641 to the point or place of B13,GINNING, containing 1,29 acres, more or less,
NC Bar Association Form No.7 © 1/l/2010, 2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Associatio North Carolina Bar Association -NC Bar Form No. 7

Book 3339 Page 1362
EXHIBIT B
Exceptions
1. Taxes and assessments for the year 2017 and subsequent years, not yet due and payable.
2. Memorandum of Lease- Store No. 3188 by and between Taylor Family Properties, LLC (predecessor in interest to
Grantor), as Landlord, and The Pantry, Inc. (predecessor in interest to Grantee), as Tenant, recorded in Book 2054, Page
1469, Forsyth County Registry, as amended by the certain Amended and Reshted Memorandum of Lease -Store No.
3188, recorded in Book 2085, Page 202, Forsyth County Registry, as amended by the certain First Amendment to
Amended and Restated Memorandum of Lease -Store No. 3188 recorded in Book 2169, Page 1675, Forsyth County
Registry.
3. Conditions, reservations and other provisions in Deed from Exxon Corporation to David Vernon Ingram, et us, recorded
in Book 1626, Page 2444, Forsyth County Registry.
4. Rights of State of North Carolina reserved in Deed Book 953, Page 430, Forsyth County Registry,
5. Notice of Adoption of Roadway Corridor Official Map recorded in Book 1967, Page 2531, Forsyth County Registry,
6. The following matters as shown on the survey dated November 22, 2004, by Larry Lerue Callahan, Professional Land
Surveyor:
a. sprinkler control box, light poles, overhead utility lines, water meter, grate inlets, guy poles, universal valve,
unknown vaults, numerous FC, MW, clean outs, air & vacuum, HVAC units.
b. Canopy with gas pump islands, 1 story brick building,
c. point on sign base.
7. Encroachments, overlaps, overhangs, unrecorded easements, violated restrictive covenants, deficiency in quantity of
ground, lack of access, violated plat building lines, or any maters not of record, which would be disclosed by an accurate
survey and inspection of the land subsequent to November 22, 2004.
NC Bar Association Form No.7 © 1/1/2010, 2013 This standard form has been approved by:
Printed by Agreement with the NC Bar Associatin North Carolina Bar Association- NC Bar Form No. 7

North Carolina Secretary of State Search Results
https://www. sosnc.gov/online_services/searchBusiness_Registration_Re...
• File an Annual Report/Amend an Annual Report • Upload a PDF Filing • Order a Document Online -
Add Entity to My Email Notification List • View Filings • Print an Amended a Annual Report form • Print a
Pre -Populated Annual Report form
Business Corporation
Legal Name
Circle K Stores Inc.
Prev Legal Name
Circle K Convenience Stores, Inc.
Prev Legal Name
The Circle K Corporation
Information
Sosld: 0176043
Status: Current -Active
Annual Report Status: Current
Citizenship: Foreign
Date Formed: 10/25/1985
Fiscal Month: April
State of Incorporation:
TX
Registered Agent: Corporation Service Company
Addresses
Mailing
1130 West Warner Road, Building B
Tempe, AZ 85284-2816
Reg Office
2626 Glenwood Avenue, Suite 550
Raleigh, NC 27608-1370
Officers
Principal Office
1130 West Warner Road, Building B
Tempe, AZ 85284-2816
Reg Mailing
2626 Glenwood Avenue, Suite 550
Raleigh, NC 27608-1370
1 of 3 8/3/2018, 1:12 PM

North Carolina Secretary of State Search Results
https://www. sosnc.gov/online_services/searchBusiness_Registration_Re...
Assistant Secretary Assistant Secretary
Christine Anagnostou Kimberly Andrews
4204 Industriel 5500 S Quebec St. Suite 100
Laval XX H7LOE3 Greenwood Village CO 80111
Vice President
Brian Bednarz
25 W. Cedar Street, Suite 100
Pensacola FL 35202
Assistant Secretary Senior Vice President
Aaron Brooks Kathy Cunnington
305 Gregson Dr. 1130 West Warner Road Building B
Cary NC 27511 Tempe AZ 85284
Secretary
KATHY C. CUNNINGTON
1130 WEST WARNER ROAD
TEMPE AZ 85284
Senior Vice President
Darrell Davis
4080 W Jonathan Moore Pike
Columbus IN 47201
Vice President
Kathy Cunnington
1130 WEST WARNER ROAD
TEMPE AZ 85284
Assistant Secretary Assistant Secretary
Mike Foster Edward Giunta
2440 Whitehall Park Drive, Suite 800 12911 N Telecom Parkway
Charlotte NC 28273 Tampa FL 33637
President Senior Vice President
Geoffrey C Haxel Geoffrey C Haxel
1130 West Warner Road, Building B 1130 West Warner Road, Building B
Tempe AZ 85284 Tempe AZ 85284
Vice President Assistant Secretary Assistant Secretary
Pia Bach Henriksen Randy Horne Monica Huron
255 E. Rincon, Suite 100 25 W Cedar Street Suite 100 19500 Bulverde Road
Corona CA 92879 Pensacola FL 32502 San Antonio TX 78259
Assistant Secretary Assistant Secretary
Kim Kwiatkowski Luc Langevin
1130 West Warner Road, Building B 12911 N. Telecom Parkway
Tempe AZ 85284 Tampa FL 33637
Vice President Vice President Vice President
Francis Lapointe Francis Lapointe Steve Lattig
1130 West Warner Road, Building B 1130 West Warner Road, Building B 215 Pendleton Street
2 of 3 8/3/2018, 1:12 PM

North Carolina Secretary of State Search Results
https://www. sosnc.gov/online_services/searchBusiness_Registration_Re...
Tempe AR 85284 TEMPE AZ 85284 Waycross GA 31501
Assistant Secretary Assistant Secretary Vice President
John Little Sarah Longwell Matt Mccure
305 Gregson Drive 495 E Rincon, suite 150 2440 Whitehall Park Drive Suite 800
Cary NC 27511 Corona CA 92879 Charlotte NC 28273
Vice President
David G Morgan
12911 N Telecom Parkway
Tampa FL 33637
Senior Vice President
Mark Ostoits
2550 West Tyvola road Suite 200
Charlotte NC 28217
Vice President
Mark Ostoits
2550 West Tyvola road Suite 200
Charlotte NC 28217
Senior Vice President Assistant Secretary Vice President
Mark Ostoits Patrick Panzarella Meredith Will Rice , Jr.
2550 West Tyvola road Suite 200 19500 Bulverde Road 1100 Situs Court Suite 100
Charlotte NC 28217 San Antonio TX 78259 Raleigh NC 27606
Vice President
Paul Rodriguez
19500 Bulverde Road
San Antonio TX 78259
Stock
Class: COMMON
Shares: 12000000
Par Value 1
Vice President
Mark Tate
5500 S Quebec St. Suite 100
Greenwood Village CO 80111
3 of 3 8/3/2018, 1:12 PM

Stormwater Control Measure Design Calculations
SCM #1 —
1. Water Quality Treatment Volume Calculation
a. 70% WQV Calculation
b. Drawdown Rate Calculation
c. Operation & Maintenance Manual
2. Stage -Storage Table with 70% WQV Treatment Volume Vs Pipe
Elevation
3. ADS Bayfilter Details
4. Hydraflow Hydrographs Detention Routing Calculations (SCS Method)
a. Hydraflow Report for Pre- and Post -Development
i. 1- and 10-Year storms
5. Geotechnical Report with Groundwater

TIMMONS GROUP
Project: CIRCLE K - R&R 2723188 Project No.: 37630.025
Calculated By: R. Wingate/R. Baker, PE
Determine Volume To Be Treated
(NCDEQ SDM - Part B)
Developed Drainage Areas
Description
Acres
Total Drainage Area To SCM
0.24
Future Impervious Area
0.02
Drainage Area Imperious
0.19
Percent Impervious Area
90.2%
1-Inch Runoff Volume Calculation
Volume calculations using the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.9(I) Where: Rv = Runoff Coefficient, in/in
I = Percent Imperious
1= 90.2%
Rv = 0.862
V = 3630 x Rainfall Depth x Rv x Drainage Area
Runoff Volume From Schueler Simple Method
Design Rainfall =
1.0
inch
Drainage Area =
0.24
acres
V Required=
742
cu. ft.
*V Required (70%)
557
cu. ft.
*(NCDEQ SDM - Part D-4 - MDC 4)
Water Quality Drawdown Rate
(NCDEQ SDM - Part D-4 - MDC 2)
Q1-- = CdA(2gh)1/2 (Orifice Equation; Cd=0.60 & h=h/3; Pg 3-13 BMP Manual)
41
(Inches To 70% WQV)
0.438
Eqivalent Office Diameter (inches)
1.13
Driving Head (h/3) to Centroid of Orifice (ft)
0.01
Drawdown Rate (cfs)
«'
75% Water Quality Volume (WQv)
VWQ/(Drawdown Rate x 86,400) Drawdown Time (days)
1.2 Drawdown Time (days)
29 Drawdown Time (hours)
*Minimum draw down time = 24 hours
Date: 11 /01 /2019

Project: Circle K Rural Hall 114
Chamber Model - SC-740 StormTech®
Units - Imperial pereww-Rer om - water Quality
Click Here for Metric
A fiivirian of �.
Number of chambers - 6
Voids in the stone (porosity) - 40 % Q Include Perimeter Stone in Calculations
Base of STONE Elevation - 956.67 ft
Amount of Stone Above Chambers - 6 in
Amount of Stone Below Chambers - 6 in
Area of system - 289 sf Min. Area - 203 sf min. area
Height of
Incremental Single
Incremental
Incremental
Incremental Ch
Cumulative
System
Chamber
Total Chamber
Stone
I
& St
Chamber
I
Elevation
(inches)
(cubic feet)
(cubic feet)
(cubic feet)
(cubic feet)
(cubic feet)
(feet)
42
0.00
0.00
9.63
9.63
570.02
960.17
41
0.00
0.00
9.63
9.63
560.39
960.09
40
0.00
0.00
9.63
9.63
550.76
960.00
39
0.00
0.00
9.63
9.63
541.12
959.92
38
0.00
0.00
9.63
9.63
531.49
959.84
37
0.00
0.00
9.63
9.63
521.86
959.75
36
0.05
0.33
9.50
9.83
512.22
959.67
35
0.16
0.98
9.24
10.22
502.39
959.59
34
0.28
1.69
8.96
10.65
492.17
959.50
33
0.60
3.62
8.18
11.81
481.52
959.42
32
0.80
4.81
7.71
12.52
469.72
959.34
31
0.95
5.70
7.35
13.06
457.20
959.25
30
1.07
6.45
7.05
13.50
444.14
959.17
29
1.18
7.08
6.80
13.88
430.64
959.09
28
1.27
7.59
6.60
14.19
416.76
959.00
27
1.36
8.13
6.38
14.51
402.57
958.92
26
1.45
8.72
6.14
14.87
388.05
958.84
25
1.52
9.15
5.97
15.12
373.19
958.75
24
1.58
9.49
5.84
15.33
358.06
958.67
23
1.64
9.85
5.69
15.55
342.73
958.59
22
1.70
10.20
5.55
15.75
327.19
958.50
21
1.75
10.52
5.43
15.94
311.44
958.42
20
1.80
10.82
5.31
16.12
295.49
958.34
19
1.85
11.13
5.18
16.31
279.37
958.25
18
1.89
11.36
5.09
16.45
263.06
958.17
17
1.93
11.60
4.99
16.60
246.61
958.09
16
1.97
11.85
4.89
16.74
230.01
958.00
15
2.01
12.06
4.81
16.87
213.27
957.92
14
2.04
12.27
4.73
17.00
196.40
957.84
13
2.07
12.45
4.65
17.10
179.41
957.75
12
2.10
12.63
4.58
17.21
162.30
957.67
11
2.13
12.79
4.52
17.31
145.09
957.59
10
2.15
12.92
4.46
17.39
127.79
957.50
9
2.18
13.06
4.41
17.47
110.40
957.42
8
2.20
13.19
4.36
17.55
92.93
957.34
7
2.21
13.24
4.34
17.58
75.38
957.25
6
0.00
0.00
9.63
9.63
57.80
957.17
5
0.00
0.00
9.63
9.63
48.17
957.09
4
0.00
0.00
9.63
9.63
38.53
957.00
3
0.00
0.00
9.63
9.63
28.90
956.92
2
0.00
0.00
9.63
9.63
19.27
956.84
1
0.00
0.00
9.63
9.63
9.63
956.75

Hydraflow Table of Contents
37630.025-u n de rg ro u n d. g pw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
Year
SummaryReport.........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No.
1, SCS Runoff, DA1.0-PRE-DEVELOPMENT...............................................
4
Hydrograph No.
3, SCS Runoff, DA2.0(a) TO SCM.................................................................
5
Hydrograph No.
4, SCS Runoff, DA2.0(b) BYPASS SCM.......................................................
6
Hydrograph No.
7, Diversion1, WQV.......................................................................................
7
Hydrograph No.
8, Diversion2, HIGH -FLOW BYPASS............................................................
8
Hydrograph No.
9, Reservoir, UNDERGROUND.....................................................................
9
Pond Report
- UNDERGROUND.......................................................................................
10
Hydrograph No.
13, Combine, DA2.0-POST-DEVELOPMENT.............................................
11
10 -Year
SummaryReport
.......................................................................................................................
12
HydrographReports.................................................................................................................
13
Hydrograph No.
1, SCS Runoff, DA1.0-PRE-DEVELOPMENT.............................................
13
Hydrograph No.
3, SCS Runoff, DA2.0(a) TO SCM...............................................................
14
Hydrograph No.
4, SCS Runoff, DA2.0(b) BYPASS SCM.....................................................
15
Hydrograph No.
7, Diversion1, WQV.....................................................................................
16
Hydrograph No.
8, Diversion2, HIGH -FLOW BYPASS..........................................................
17
Hydrograph No.
9, Reservoir, UNDERGROUND...................................................................
18
Hydrograph No.
13, Combine, DA2.0-POST-DEVELOPMENT.............................................
19
OFReport.................................................................................................................. 20

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
1 3
ED 4
7 $
13
Leaend
Hvd. Origin Description
1 SCS Runoff DA1.0-PRE-DEVELOPMENT
3 SCS Runoff DA2.0(a) TO SCM
4 SCS Runoff DA2.0(b) BYPASS SCM
7 Diversion1 WQV
8 Diversion2 HIGH -FLOW BYPASS
9 Reservoir UNDERGROUND
13 Combine DA2.0-POST-DEVELOPMENT
Project: 37630.025-underground.gpw Thursday, 02 / 21 / 2019

Hydrograph Return Period Regd ��
Hydra w Hydrographs Extension for Autodesk® Civil 3D® 2019 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
------
2.729
-------
-------
-------
6.596
1-------
-------
11.15
DA1.0-PRE-DEVELOPMENT
3
SCS Runoff
------
0.661
-------
-------
-------
1.431
-------
-------
2.300
DA2.0(a) TO SCM
4
SCS Runoff
------
2.807
-------
-------
-------
6.082
-------
-------
9.773
DA2.0(b) BYPASS SCM
7
Diversion1
3
0.661
-------
-------
-------
0.456
-------
-------
0.091
WQV
8
Diversion2
3
0.495
-------
-------
-------
1.431
-------
-------
2.300
HIGH -FLOW BYPASS
9
Reservoir
7
0.009
-------
-------
-------
0.009
-------
-------
0.008
UNDERGROUND
13
Combine
4, 8, 9,
2.815
-------
-------
-------
7.521
-------
-------
12.08
DA2.0-POST-DEVELOPMENT
Proj. file: 37630.025-underground.gpw
Thursday, 02 / 21 / 2019

Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.729
1
718
5,480
------
------
------
DA1.0-PRE-DEVELOPMENT
3
SCS Runoff
0.661
1
718
1,341
------
------
------
DA2.0(a) TO SCM
4
SCS Runoff
2.807
1
718
5,699
------
------
------
DA2.0(b) BYPASS SCM
7
Diversion1
0.661
1
718
568
3
------
------
WQV
8
Diversion2
0.495
1
721
773
3
------
------
HIGH -FLOW BYPASS
9
Reservoir
0.009
1
721
563
7
959.93
541
UNDERGROUND
13
Combine
2.815
1
718
7,035
4, 8, 9,
------
------
DA2.0-POST-DEVELOPMENT
37630.025-uInd erg round.gpw
Return Period: 1 Year
Thursday, 02 / 21 / 2019

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 1
DA1.0-PRE-DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 2.729 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 5,480 cuft
Drainage area
= 1.260 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.550 x 98) + (0.150 x 74) + (0.310 x 39) + (0.250 x 98)] / 1.260
DA1.0-PRE-DEVELOPM ENT
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
DA2.0(a) TO SCM
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 0.240 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 2.80 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 02 / 21 / 2019
= 0.661 cfs
= 718 min
= 1,341 cuft
= 92*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(0.190
Q (cfs)
x 98) + (0.050 x 39)] / 0.240
DA2.0(a) TO SCM
Hyd. No. 3 -- 1 Year
Q (cfs)
1.00
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
0.10
0.10
0.00
0 120
Hyd No.
240 360 480
3
600 720 840 960 1080
0.00
1200 1320 1440
Time (min)

Hydrograph Report
A
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
DA2.0(b) BYPASS SCM
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.020 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) = [(0.470 x 98) + (0.150 x 39) + (0.240 x 98) + (0.160 x 74)] / 1.020
Q (cfs)
3.00
rM
1.00
120 240
Hyd No. 4
DA2.0(b) BYPASS SCM
Hyd. No. 4 -- 1 Year
360 480 600 720 840 960
Thursday, 02 / 21 / 2019
= 2.807 cfs
= 718 min
= 5,699 cuft
= 86*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 7
WQV
Hydrograph type
= Diversion1
Peak discharge
= 0.661 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 568 cuft
Inflow hydrograph
= 3 - DA2.0(a) TO SCM
2nd diverted hyd.
= 8
Diversion method
= First Flush Volume
Volume Up To
= 557.00 cuft
WQV

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 8
HIGH -FLOW BYPASS
Hydrograph type
= Diversion2
Peak discharge
= 0.495 cfs
Storm frequency
= 1 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 773 cuft
Inflow hydrograph
= 3 - DA2.0(a) TO SCM
2nd diverted hyd.
= 7
Diversion method
= First Flush Volume
Volume Up To
= 557.00 cuft
HIGH -FLOW BYPASS
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 9
UNDERGROUND
Hydrograph type
= Reservoir
Peak discharge
= 0.009 cfs
Storm frequency
= 1 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 563 cuft
Inflow hyd. No.
= 7 - WQV
Max. Elevation
= 959.93 ft
Reservoir name
= UNDERGROUND
Max. Storage
= 541 cuft
Storage Indication method used.
UNDERGROUND

Pond Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Pond No. 1 - UNDERGROUND
Pond Data
UG Chambers -Invert elev. = 957.17 ft, Rise x Span = 2.50 x 3.34 ft, Barrel Len = 42.00 ft,
No. Barrels = 1, Slope = 0.00%, Headers = No
Encasement -Invert elev. = 956.67 ft, Width = 6.85 ft, Height = 3.50
ft, Voids = 40.00%
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 956.67
n/a
0
0
0.35 957.02
n/a
40
40
0.70 957.37
n/a
57
97
1.05 957.72
n/a
69
167
1.40 958.07
n/a
68
235
1.75 958.42
n/a
67
302
2.10 958.77
n/a
64
367
2.45 959.12
n/a
61
428
2.80 959.47
n/a
56
483
3.15 959.82
n/a
45
528
3.50 960.17
n/a
40
568
Culvert / Orifice Structt
[A]
Rise (in)
= 12.00
Span (in)
= 12.00
No. Barrels
= 1
Invert El. (ft)
= 955.00
Length (ft)
= 20.00
Slope (%)
= 4.50
N-Value
= .013
Orifice Coeff.
= 0.60
Multi -Stage
= n/a
Stage (ft)
4.00
r M
m
0.00
0.00
DISCHARGE
PIPE
i res
[B]
[C]
[PrfRsr]
0.44
0.00
0.00
0.44
0.00
0.00
1
0
0
955.10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
n/a
.013
.013
n/a
0.60
0.60
0.60
Yes
No
No
Weir Structures
[A]
Crest Len (ft)
= 4.00
Crest El. (ft)
= 963.00
Weir Coeff.
= 3.33
Weir Type
= 1
Multi -Stage
= Yes
Exfil.(in/hr)
= 0.000 (by
TW Elev. (ft)
= 0.00
[B] [C] [D]
3.00
0.00
0.00
960.09
0.00
0.00
3.33
3.33
3.33
Rect
---
---
Yes
No
No
et area)
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir ri rs checked for orifice conditions (ic) and submergence (s).
7/16" WQV TOP OF HIGH -FLOW
DRAWDOWN PAVEMENT BYPASS WEIR
ORIFICE
Stage / Discharge Elev (ft)
960.67
0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27
Total Q
11111101*:x:U
958.67
957.67
`- 956.67
0.30
Discharge (cfs)

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 13
DA2.0-POST-DEVELOPMENT
Hydrograph type
= Combine
Peak discharge
= 2.815 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 7,035 cuft
Inflow hyds.
= 4, 8, 9
Contrib. drain. area
= 1.020 ac
DA2.0-POST-DEVELOPMENT
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 13 Hyd No. 4 Hyd No. 8 Hyd No. 9

12
Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
6.596
1
718
13,541
------
------
------
DA1.0-PRE-DEVELOPMENT
3
SCS Runoff
1.431
1
717
3,006
------
------
------
DA2.0(a) TO SCM
4
SCS Runoff
6.082
1
717
12,776
------
------
------
DA2.0(b) BYPASS SCM
7
Diversion1
0.456
1
705
558
3
------
------
WQV
8
Diversion2
1.431
1
717
2,448
3
------
------
HIGH -FLOW BYPASS
9
Reservoir
0.009
1
706
553
7
959.55
493
UNDERGROUND
13
Combine
7.521
1
717
15,777
4, 8, 9,
------
------
DA2.0-POST-DEVELOPMENT
37630.025-uInd erg round.gpw
Return Period: 10 Year
Thursday, 02 / 21 / 2019

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
DA1.0-PRE-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 1.260 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.87 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 02 / 21 / 2019
= 6.596 cfs
= 718 min
= 13,541 cuft
= 81 *
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(0.550 x 98) + (0.150 x 74) + (0.310 x 39) + (0.250 x 98)] / 1.260
DA1.0-PRE-DEVELOPM ENT
Q (cfs) Hyd. No. 1 -- 10 Year
7.00
Q (cfs)
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
0 120
— Hyd No.
240 360 480 600 720 840 960 1080
1
0.00
1200 1320 1440
Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
DA2.0(a) TO SCM
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.240 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) = [(0.190 x 98) + (0.050 x 39)] / 0.240
Q (cfs)
2.00
1.00
M
DA2.0(a) TO SCM
Hyd. No. 3 -- 10 Year
Thursday, 02 / 21 / 2019
= 1.431 cfs
= 717 min
= 3,006 cuft
= 86*
= 0 ft
= 5.00 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3
Q (cfs)
2.00
1.00
0.00
1320
Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 02 / 21 / 2019
Hyd. No. 4
DA2.0(b) BYPASS SCM
Hydrograph type
= SCS Runoff
Peak discharge
= 6.082 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 12,776 cuft
Drainage area
= 1.020 ac
Curve number
= 86*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.470 x 98) + (0.150 x 39) + (0.240 x 98) + (0.160 x 74)] / 1.020
Q (cfs)
7.00
5.00
3.00
1.00
DA2.0(b) BYPASS SCM
Hyd. No. 4 -- 10 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 4 Time (min)

Hydrograph
Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 7
WQV
Hydrograph type
= Diversion1
Peak discharge
= 0.456 cfs
Storm frequency
= 10 yrs
Time to peak
= 705 min
Time interval
= 1 min
Hyd. volume
= 558 cuft
Inflow hydrograph
= 3 - DA2.0(a) TO SCM
2nd diverted hyd.
= 8
Diversion method
= First Flush Volume
Volume Up To
= 557.00 cuft
Q (cfs)
2.00
1.00
M
WQV
Hyd. No. 7 -- 10 Year
120 240 360 480 600 720 840
Hyd No. 7 -- Up to 557.00 cuft — Hyd No. 3 -- Inflow
Q (cfs)
2.00
1.00
0.00
960 1080 1200 1320
Time (min)
Hyd No. 8 -- 3 minus 7

Hydrograph
Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 8
HIGH -FLOW BYPASS
Hydrograph type
= Diversion2
Peak discharge
= 1.431 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 2,448 cuft
Inflow hydrograph
= 3 - DA2.0(a) TO SCM
2nd diverted hyd.
= 7
Diversion method
= First Flush Volume
Volume Up To
= 557.00 cuft
Q (cfs)
2.00
1.00
e
HIGH -FLOW BYPASS
Hyd. No. 8 -- 10 Year
120 240 360
480 600 720
840
960 1080 1200
Hyd No. 8
Hyd No. 3 --
Inflow
Hyd No. 7
Q (cfs)
2.00
1.00
___& 0.00
1320
Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 9
UNDERGROUND
Hydrograph type
= Reservoir
Peak discharge
= 0.009 cfs
Storm frequency
= 10 yrs
Time to peak
= 706 min
Time interval
= 1 min
Hyd. volume
= 553 cuft
Inflow hyd. No.
= 7 - WQV
Max. Elevation
= 959.55 ft
Reservoir name
= UNDERGROUND
Max. Storage
= 493 cuft
Storage Indication method used.
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
UNDERGROUND
Hyd. No. 9 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
1200 1440 1680 1920 2160 2400
Time (min)
Total storage used = 493 cult

Hydrograph
Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 02 / 21 / 2019
Hyd. No. 13
DA2.0-POST-DEVELOPMENT
Hydrograph type
= Combine
Peak discharge
= 7.521 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 15,777 cuft
Inflow hyds.
= 4, 8, 9
Contrib. drain. area
= 1.020 ac
DA2.0-POST-DEVELOPMENT
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
— Hyd No. 13 Hyd No. 4 Hyd No. 8 Hyd No. 9

Hydraflow Rainfall Report
20
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Intensity-Duration-Frequency Equation Coefficients (FHA)
N
B
D
E
(N/A)
1
0.0000
0.0000
--------
2
\74.05
13.3000
0.8788
--------
3
0.0000
0.0000
--------
5
83.5112
14.8000
0.8514
--------
10
105.7041
1 000
0.8710
--------
25
118.9252
17.600
0.8582
--------
50
137.0265
18.6000
0.8630
--------
100
157.1769
19.6000
��O692
--------
File name: raleigh.IDF
Intensity = B / (Tc + D)^E
Thursday, 02 / 21 / 2019
Return
Period
Intensity Values (in/h
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.76
4.65
3.92
3.40
3.01
2.70
2.45
2.25
8
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.64
4.07
3.63
3.28
3.00
2.76
2.57
0
2.25
2.12
10
7.22
6.03
5.19
4.57
4.09
3.71
3.40
3.13
2.91
2.72
2.56
2.41
25
8.19
6.90
5.98
5.29
4.75
4.32
3.97
3.67
3.41
3.20
. 1
2.84
50
8.95
7.59
6.60
5.86
5.27
4.80
4.41
4.08
3.81
3.57
3.36
3.17
100
9.71
8.27
7.22
6.42
5.79
5.28
4.86
4.50
4.20
3.93
3.70
3.
Tc = time in minutes. Values may exceed 60.
file name: S:\332\37630-025-2723188 Rural Hall\Calc\Stm\2 Hvdraflow\2 Hvdraflow SCM\RURALHALL SCS.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.80
3.38
0.00
0.00
4.87
5.75
6.46
7.18
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

ENVIRONMENTAL a GEOTECHNICAL
BUILDING SCIENCES • MATERIALS TESTING
REPORT OF GEOTECHNICAL EXPLORATION
1065 Bethania-Rural Hall Road
Rural Hall, North Carolina
ATC Project No. CIRK3188GT
Prepared For:
Kangaroo Express/Circle K
305 Gregson Drive
Cary, North Carolina 27511
Prepared By:
ATC Associates of NC, PC
7606 Whitehall Executive Center Drive, Suite 800
Charlotte, North Carolina 28273
May 24, 2018

AIT
Jff
N Ak C
ENVIRONMENTAL • GEOTECHNICAL
BUILDING SCIENCES • MATERIALS TESTING
ATC Associates of NC, PC
7606 Whitehall Executive Center Drive, Suite 800
Charlotte, North Carolina 28273
March 24, 2018
Mr. Brent Puzak
Real Estate Manager
Kangaroo Express/Circle K
305 Gregson Drive,
Cary, North Carolina 28304
Subject: Report of Geotechnical Exploration
Proposed Commercial Improvement
Circle K Store
1065 Bethania-Rural Hall Road
Rural Hall, North Carolina
ATC Project No. CIRK3188GT
Dear Mr. Puzak:
ATC is pleased to submit this report providing engineering analysis for the proposed Commercial
Development to be constructed at the above -referenced project location. This report, which details the
results of our geotechnical exploration for the referenced project, summarizes the project information
provided to us, describes the site and subsurface conditions encountered, and details our geotechnical
recommendations for the project. The Appendix contains a Boring Location Plan, Soil Test Boring Logs,
and Laboratory Test data.
We appreciate the opportunity to be of service to you for this phase of the project. If you have any
questions concerning this report, please call us.
Respectfully Submitted,
ATC Associates of NC, PC
Brian Carpenter, P.E.
Staff Geotechnical Engineer
Joseph G. Schold, P.E.
Reg. NC No. 21736
Principal Geotechnical Engineer
[e-mail]
CiAA��`°P$
fa� sm
#,2173G =

+ P%QTEl%TLkL FWYANING
WALL
- PF§OPOSM FULL
annec8 MV
PROPDXDU6r
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` .. PR .E 4ting UST
RIGHT C{.. 0 CFUVEMY
(sR 4ao-z)
P;.. 91G FULL Flff]iBECElCCV
PER H+=0? PRLS.IEGT R-2N?M
= approximate boring location
7606 Whitehall Executive Center Dr.
Figure 1 Field Work Location Plan :��C suite soo
Charlotte, North Carolina 28217
Proposed Circle K www.atcaroupservices.com
Yl ENVIRONMENTAL - CEOTECHHICK Phone: [phone]
f" 90IMNG SCIENCES • MATERIALS TESTINE
1065 Bethania-Rural Hall Rd. Fax: [phone]
Rural Hall, NC N.C. Engineering License No. C-1598
Date: May 9, 2018 PROJECT No: CIRK3188GT
SOURCE: Partial Copy Google Earth Photo Scale: NTS

7606 Whitehall Executive Center Drive
,; .. Charlotte, NC 28273
�, 704-529-3200
Fax [phone]
CLIENT urcle K
PROJECT NAME Circle K
PROJECT LOCATION Bethania-Rural Hall Road
BORING #
JOB #
DRAWN BY
TEST BORING LOG
Rural Hall, North Carolina APPROVED BY JGS
DRILLING and SAMPLING INFORMATION
TEST DATA
Date Started 5/9/18 Hammer Wt. 140 lbs.
Date Completed 5/9/18 Hammer Drop 30 in.
Drill Foreman RDL Spoon Sampler OD 2.25 in.
Inspector MB Rock Core Dia. NA in.
Boring Method HSA Shelby Tube OD NA in.
N
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'- O
m o
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_
C C E
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SOIL CLASSIFICATION
2 z
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a,
a
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°
Ca
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a
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SURFACE ELEVATION
aa)
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om
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Ci U
0-
iD
a
o
a
aEi
8" Graded Aggregate Base
0.7
Medium dense brown and tan silty SAND
1
SS
16
13.1
3.5
Very stiff reddish brown sandy CLAY with little mica
2
SS
19
5
6.0
Stiff reddish brown and brown clayey SILT with little
3
SS
13
21.1
mica and sand
8.5
Stiff tan and brown sandy SILT
4
SS
X
9
17.0
10
13.5
Stiff tan, brown, and black sandy SILT
5
SS
15
15.0
15
BORING TERMINATED
Sample Type
SS
- Driven Split Spoon
ST
- Pressed Shelby Tube
CA
- Continuous Flight Auger
RC
- Rock Core
CU
- Cuttings
CT
- Continuous Tube
Depth to Groundwater
! Noted on Drilling Tools DRY ft.
f At Completion (in augers) DRY ft.
9 At Completion (open hole) NA ft.
- After NA hours NA ft.
T After NA hours NA ft.
3a Cave Depth NA ft.
Boring Method
HSA
- Hollow Stem Augers
CFA
- Continuous Flight Augers
DC
- Driving Casing
MD
-Mud Drilling
Page 1 of 1

7606 Whitehall Executive Center Drive
,; .. Charlotte, NC 28273
�, 704-529-3200
Fax [phone]
CLIENT urcle K
PROJECT NAME Circle K
PROJECT LOCATION Bethania-Rural Hall Road
BORING #
JOB #
DRAWN BY
TEST BORING LOG
Rural Hall, North Carolina APPROVED BY JGS
DRILLING and SAMPLING INFORMATION
TEST DATA
Date Started 5/9/18 Hammer Wt. 140 lbs.
Date Completed 5/9/18 Hammer Drop 30 in.
Drill Foreman RDL Spoon Sampler OD 2.25 in.
Inspector MB Rock Core Dia. NA in.
Boring Method HSA Shelby Tube OD NA in.
N
o .
'- O
m o
O C
_
C C E
o
C
J
E
QW
N
a
a)
C 3:
a) O
C
O O
O>
C
O
J
v
d
v
O`
a)
C
SOIL CLASSIFICATION
2 z
°
°�'
J
J
a
E
=
`�
= a)
a,
a
a ao
°
-o
a
o
o
o
o
m
m
SURFACE ELEVATION
aa)
cn 0
aa) U
0 U)
m o
cn z
m m a"i
cn cn W
C7
�
cn
Ci U
0-
iD
a
o
a
aEi
2" Topsoil
0.2
Loose brown and tan silty SAND
1
SS
4
20.8
3.5
Very stiff to stiff reddish brown sandy CLAY with rock
2
SS
16
23.9
fragments
5
SS
12
23.4
3
SS
12
4
10.0
10
BORING TERMINATED
Sample Type
SS
- Driven Split Spoon
ST
- Pressed Shelby Tube
CA
- Continuous Flight Auger
RC
- Rock Core
CU
- Cuttings
CT
- Continuous Tube
Depth to Groundwater
! Noted on Drilling Tools DRY ft.
f At Completion (in augers) DRY ft.
9 At Completion (open hole) NA ft.
- After NA hours NA ft.
T After NA hours NA ft.
3a Cave Depth NA ft.
Boring Method
HSA
- Hollow Stem Augers
CFA
- Continuous Flight Augers
DC
- Driving Casing
MD
-Mud Drilling
Page 1 of 1

MDC Documentation
15A NCAC 02H . 10 17 (Post -Construction Requirements)
Selected pages from North Carolina Stormwater Control Measure Credit
Document (11-07-2018)
A-2 SCM Credit Table
A-3 Other SCM Benefits
D-1 StormFilter with Perlite media

15A NCAC 0211.1017 NPDES MS4 AND URBANIZING AREAS: POST -CONSTRUCTION
REQUIREMENTS
The purpose of this Rule is to minimize the impact of stormwater runoff from new development on the water quality
of surface waters and to protect their best usages.
(1) IMPLEMENTING AUTHORITY. The requirements of this Rule shall be implemented by
permittees, delegated programs, and regulated entities in accordance with Rule .0151 of this
Subchapter and Rule .1016 of this Section.
(2) APPLICABILITY. This Rule shall apply to all development subject to Rule .1016 of this Section
or that disturbs one acre or more of land, including a development that disturbs less than one acre
of land that is part of a larger common plan of development or sale, and is subject to a local
NPDES post -construction stormwater program pursuant to Rule .0153 of this Subchapter. Where
this Rule is administered by the Division, it shall not apply to projects that are subject to any of the
following rules:
(a) Water Supply Watershed I (WS-I) — 15A NCAC 02B .0212;
(b) Water Supply Watershed II (WS-II) — 15A NCAC 02B .0214;
(c) Water Supply Watershed III (WS-III) — 15A NCAC 02B .0215;
(d) Water Supply Watershed IV (WS-IV) — 15A NCAC 02B .0216;
(e) High Quality Waters (HQW) in Non -Coastal Counties — 15A NCAC 02H .1021;
(f) Outstanding Resource Waters (ORW) in Non -Coastal Counties — 15A NCAC 02H .1021;
(g) Neuse River Basin Nutrient Sensitive Waters (NSW) Management Strategy — 15A
NCAC 02B .0235;
(h) Tar -Pamlico River Basin Nutrient Sensitive Waters (NSW) Management Strategy — 15A
NCAC 02B .0258;
(i) Randleman Lake Water Supply Watershed Nutrient Management Strategy — 15A NCAC
02B .0251;
(j) Jordan Water Supply Nutrient Strategy: Stormwater Management for New Development
— 15A NCAC 02B .0265;
(k) Falls Reservoir Water Supply Nutrient Strategy: Stormwater Management for New
Development — 15A NCAC 02B .0277;
(1) Coastal Counties: Stormwater Management Requirements — 15A NCAC 02H .1019;
(m) Goose Creek Watershed: Stormwater Control Requirements — 15A NCAC 02B .0602; or
(n) Universal Stormwater Management Program — 15A NCAC 02H .1020.
(3) GENERAL REQUIREMENTS FOR DEVELOPMENT. In addition to the requirements of this
Rule, development shall comply with Rule .1003 of this Section.
(4) PROJECT DENSITY. A project shall be considered a low density project if it meets the low
density criteria set forth in Rule .1003(2) of this Section and contains no more than 24 percent
built -upon area or no more than two dwelling units per acre; otherwise, a project shall be
considered high density. Low density projects shall comply with the requirements set forth in
Rule .1003(2) of this Section. High density projects shall comply with the requirements set forth
in Rule .1003(3) of this Section.
(5) REQUIRED STORM DEPTH. For high density projects designed to achieve runoff treatment, the
required storm depth shall be one inch. Applicants shall have the option to design projects to
achieve "runoff volume match" in lieu of "runoff treatment" as those terms are defined in Rule
.1002 of this Section.
(6) OPERATION AND MAINTENANCE PLANS. Permittees and regulated entities shall implement
and delegated programs shall require an operation and maintenance plan for SCMs in accordance
with Rule .1050 of this Section. In addition, the operation and maintenance plan shall require the
owner of each SCM to annually submit a maintenance inspection report on each SCM to the local
program or regulated entity.
(7) FECAL COLIFORM REDUCTION. Regulated entities and delegated programs shall implement
a fecal coliform reduction program that controls, to the maximum extent practicable, sources of
fecal coliform. At a minimum, the program shall include a pet waste management component,
which may be achieved by revising an existing litter ordinance, and an on -site domestic
wastewater treatment system component to ensure proper operation and maintenance of such
systems, which may be coordinated with local county health departments.

(8) DEED RESTRICTIONS AND PROTECTIVE COVENANTS. Restrictions and protective
covenants shall be recorded by permittees or regulated entities on the property in the Office of the
Register of Deeds in the county where the property is located prior to the issuance of a certificate
of occupancy and in accordance with Rule .1003(7) of this Section.
(9) PROJECTS IN AREAS DRAINING TO SENSITIVE RECEIVING WATERS. Additional
requirements shall apply to projects located in areas draining to certain sensitive receiving waters
as follows:
(a) projects subject to the Class SA waters requirements of Rule .1019 of this Section shall
meet those requirements and shall use SCMs that result in the highest degree of fecal
coliform die -off and control sources of fecal coliform to the maximum extent practicable;
(b) projects located in areas draining to Trout waters shall use SCMs that avoid a sustained
increase in the receiving water temperature; and
(c) projects located in areas draining to Nutrient Sensitive Waters shall use SCMs that reduce
nutrient loading, while still incorporating the stormwater controls required for the
project's density level. Delegated programs and regulated entities may implement a
nutrient application management program for inorganic fertilizer and organic nutrients to
reduce nutrients entering waters of the State. In areas subject to a Nutrient Sensitive
Water Stormwater Management Program, the provisions of that program fulfill the
nutrient loading reduction requirement. Nutrient Sensitive Water Stormwater
Management Program requirements are set forth in 15A NCAC 02B .0200.
(10) VEGETATED SETBACKS. Vegetated setbacks from perennial waterbodies, perennial streams,
and intermittent streams shall be required in accordance with Rule .1003 of this Section and shall
be at least 30 feet in width. Vegetated setbacks from such waters shall be required if the water is
shown on either the most recent version of the soil survey map prepared by the Natural Resources
Conservation Service of the United States Department of Agriculture which is herein incorporated
by reference, including subsequent amendments and editions, and may be accessed at no cost at
http://www.nres.usda.gov/wps/portal/nres/main/soils/survey/ or the most recent version of the
1:24,000 scale (7.5 minute) quadrangle topographic maps prepared by the United States Geologic
Survey (USGS) which is herein incorporated by reference, including subsequent amendments and
editions, and may be accessed at no cost at http://www.usgs.gov/pubprod/. Relief from this
requirement may be allowed when surface waters are not present in accordance with 15A NCAC
02B .0233(3)(a). In addition, an exception to this requirement may be pursued in accordance with
Item (12) of this Rule.
(11) EXCLUSIONS. Development shall not be subject to this Rule if it is conducted pursuant to one of
the following authorizations, provided that the authorization was obtained prior to the effective
date of the post -construction stormwater control requirements in the area in which the
development is located, and the authorization is valid, unexpired, unrevoked, and not otherwise
terminated:
(a) a building permit pursuant to G.S. 153A-357 or G.S. 160A-417;
(b) a "site specific development plan" as defined by G.S. 153A-344.1(b)(5) and G.S. 160A-
385.1(b)(5);
(c) a "phased development plan" as defined by G.S. 153A-344.1 for a project located in the
unincorporated area of a county that is subject to this Rule, if the Commission is
responsible for implementation of the requirements of this Rule, that shows:
(i) for the initial or first phase of development, the type and intensity of use for a
specific parcel or parcels, including the boundaries of the project and a
subdivision plan that has been approved pursuant to G.S. 153A-330 through
G.S. 153A-335; and
(ii) for any subsequent phase of development, sufficient detail that demonstrates to
the permitting authority that implementation of the requirements of this Rule to
that phase of development would require a material change in that phase of
development as contemplated in the phased development plan. Sufficient detail
may include documentation of financial expenditures and contractual
obligations, a copy of an approved site -specific development plan, and a
narrative of how the new rules will require a material change to the subsequent
phase or phases of development;

(d) a vested right to the development pursuant to G.S. 153A-344(b), G.S. 153A-344.1, G.S.
160A-385(b), or G.S. 160A-385.1 issued by a local government that implements this
Rule; or
(e) a vested right to the development pursuant to common law.
(12) EXCEPTIONS. The Department or an appropriate local authority, pursuant to Article 18 of G.S.
153A or Article 19 of G.S. 160A, may grant exceptions from the 30-foot landward location of
built -upon area requirement of Item (10) of this Rule as well as the deed restrictions and protective
covenants requirement of Item (8) of this Rule as follows:
(a) An exception shall be granted if the application meets all of the following criteria:
(i) unnecessary hardships would result from strict application of the requirement,
and these hardships result from conditions that are peculiar to the property, such
as the location, size, or topography of the property, and not as a result from
actions taken by the petitioner; and
(ii) the requested exception is consistent with the spirit, purpose, and intent of this
Rule; will protect water quality; will secure public safety and welfare; and will
preserve substantial justice. Merely proving that the exception would permit a
greater profit from the property shall not be considered adequate justification for
an exception.
(b) Notwithstanding Sub -Item (a) of this Item, exceptions shall be granted in any of the
following instances:
(i) when there is a lack of practical alternatives for a road crossing, railroad
crossing, bridge, airport facility, or utility crossing as long as it is located,
designed, constructed, and maintained to minimize disturbance; provide
maximum nutrient removal; protect against erosion and sedimentation; have the
least adverse effects on aquatic life and habitat; and protect water quality to the
maximum extent practicable through the use of SCMs; or
(ii) when there is a lack of practical alternatives for a stormwater management
facility; a stormwater management pond; or a utility, including water, sewer, or
gas construction and maintenance corridor; as long as it is located 15 feet
landward of all perennial waterbodies, perennial streams, and intermittent
streams and as long as it is located, designed, constructed, and maintained to
minimize disturbance, provide maximum nutrient removal, protect against
erosion and sedimentation, have the least adverse effects on aquatic life and
habitat, and protect water quality to the maximum extent practicable through the
use of SCMs.
A lack of practical alternatives may be shown by demonstrating that, considering the
potential for an alternative configuration, or a reduction in size or density of the proposed
activity, the basic project purpose may not be practically accomplished in a manner that
would avoid or result in less adverse impact to surface waters.
(c) Conditions and safeguards may be imposed upon any exception granted in accordance
with G.S. 143-215.1(b).
(d) Delegated programs and regulated entities shall document the exception procedure and
submit an annual report to the Department on all exception proceedings.
(e) Appeals of the Department's exception decisions shall be filed with the Office of
Administrative Hearings, under G.S. 15013-23. Appeals of a local authority's exception
decisions shall be made to the appropriate Board of Adjustment or other appropriate local
governing body, pursuant to G.S. 160A-388 or G.S. 153A-345.1.
(13) In order to fulfill the post -construction minimum control measure program requirement, a
permittee, delegated program, or regulated entity may use the Department's model ordinance,
design its own post -construction practices based on the Department's guidance on scientific and
engineering standards for SCMs, incorporate the post -construction model practices described in
this Section, or develop its own comprehensive watershed plan that meets the post -construction
stormwater management measure required by 40 CFR 122.34(b)(5) (1 July 2015 Edition), which
is incorporated by reference, not including subsequent amendments and editions. A copy of the
reference material may be accessed at no cost at http://www.gpo.gov/fdsys/.

(14) Nothing in this Rule shall alter the requirement that a discharge fully comply with all applicable
State or federal water quality standards.
History Note: Authority G.S. 143-214.1; 143-214.7; 143-215.1; 143-215.3(a)(1); S.L. 2006-246; S.L. 2008-198;
Eff. July 3, 2012;
Readopted Eff. January 1, 2017.

J
iFla 9

Stormwater Control Measure Credit Document
<<ronmenral
Quality
Table of Contents
Acknowledgements..............................................................................................................A-1
Part A: Introductory Information..........................................................................................A-2
A-1. Purpose of this Document............................................................................................A-2
A-2. SCM Credit Table......................................................................................................... A-4
A-3. Other SCM Benefits..................................................................................................... A-6
A-4. Glossary.......................................................................................................................A-7
Part B: Technical Foundation for Credits............................................................................B-1
B.1. Primary vs. Secondary SCMs....................................................................................... B-2
B.2. Annual Runoff Treated Based on Percent Sizing.......................................................... B-4
B.3. Fates of Treated Runoff............................................................................................... B-6
B.4. EMC Methodology........................................................................................................ B-8
Part C: Credit for each SCM.................................................................................................C-1
C.1.
Infiltration System.........................................................................................................C-1
C.2.
Bioretention Cell...........................................................................................................
C-3
C.3.
Wet Pond and Floating Wetland Islands.......................................................................
C-6
CA.
Stormwater Wetland.....................................................................................................C-9
C.S.
Permeable Pavement.................................................................................................C-12
C.6.
Sand Filters................................................................................................................C-16
C.7.
Rainwater Harvesting.................................................................................................C-18
C.B.
Green Roof................................................................................................................
C-20
C.9.
Disconnected Impervious Surface..............................................................................C-22
C.10.
Level Spreader — Filter Strips...................................................................................
C-24
C.11.
Pollutant Removal Swale.........................................................................................
C-28
C.12.
Dry Pond..................................................................................................................
C-30
Part ❑: Credit for each New Stormwater Technology.........................................................a-1
D.1. StormFilter................................................................................................................... D-1
D.2. Silva Cell Suspended Pavement with Bioretention....................................................... D-3
D.3. Filterra°........................................................................................................................ D-5
DA. BayFilter.......................................................................................................................D-6
Part E: Overview of NCSU Modeling and Accounting Tools .............................................. E-8
Part F: Technical Justifications and References................................................................ F-1
Part G: Summary of TSS Data for SCMs.............................................................................G-1
Revised: 11-7-2018

.:, I viranmenral
Stormwater Control Measure Credit Document Kcra
Quality
DA BayFilter
Credit Table
A 0 100
BayFilterrm per MDC Primary 90 C 0 100 TBD TBD
D 0 100
Annual Runoff Treated Based on Percent Sizing
Based on modeling done by NCSU using 20 years of rainfall data, a device designed for the
design storm (1 inch or 1.5 inches on the Coast) and a 12-hour drawdown time will treat 90
percent of the total annual runoff volume. Per the MDC, the required water quality volume
retained upstream of the BayFilter shall be 0.75 times the design storm because it has such a
rapid draw down time that allows stormwater to be treated throughout the duration of the storm.
If a rate based sizing is used, the device will be sized based on the flow rate of the 1 inch or 1.5
inches on the Coast rainfall event and no upstream storage will be required. Per the
requirements of the New Stormwater Technology (NEST) Program, the approval is for the
configuration in which the device is tested. All BayFilter testing sited were equipped with 100
percent sized devices; therefore, the approval of this BayFilter requires 100-percent sizing be
provided.
Design Variants
There are no approved design variants for BayFilter. Any design variants would be required to
be approved through the NEST program.
EMCs have not yet been determined for BayFilter, but will be referencing the following studies.
Data from two monitored sites in North Carolina and one monitored site in Washington are
available to determine the EMCs for BayFilter. These studies were conducted in Huntersville,
NC, Jacksonville, NC, and Woodinville, WA.
Huntersville Town Center Huntersville , NC BaySaver Technologies, LLC et al (2016)
Jacksonville Marketplace Jacksonville, NC BaySaver Technologies, LLC et al (2016)
D-6 Revised: 11-7-2018

Stormwater Control Measure Credit Document
CC viranmental
Quality
Woodinville Sammamish River Woodinville, WA BayFilter Technologies, LLC et al (2016)
Outfall
D-7 Revised: 11-7-2018

NCDEQ Stormwater Design Manual
En v8roamenfal
Quafiry
D-4. BayFilter by ADS
A BayFilter system shall be designed to capture the design storm in either a flow based or
volume based application. Flow based treatment relies on filtering the water quality flow (cfs)
as it comes into the unit, while the volume based approach has storage upstream of the
BayFilter system and treats the stored water quality stormwater volume as it exits the storage
cell. Stormwater shall have an adequate flow path with drop or driving head to bring about
removal of sediment (TSS) and nutrients through media filtration. The BayFilter system shall
be designed in a manner that the system is able to conservatively treat either the peak flow
or total water quality volume and provide an adequate service life before being maintained.
The BayFilter system should be inspected regularly and maintained when needed to ensure
it is performing to protect and improve water quality.
The sizing the BayFilter cartridge system for a flow based treatment application should
handle one of three flow rates based on the size and surface area of a given cartridge. Each
BayFilter 522 and 622 cartridge will handle 22.5 gallons per minute (gpm); the BayFilter 530
and 630 cartridges will handle 30 gpm each; and the BayFilter 545 and 645 cartridges will
handle 45gpm each. The 500 series of cartridges contains the standard media for most
commercial applications, while the 600 series targets metals removal as well.
D-4. BayFilter by ADS 1 Revised: 2-9-2018

NCDEQ Stormwater Design Manual
K� C, En vironmental
Quality
When the BayFilter cartridge system is used in a volume based application the system is
sized to drain down the water quality volume within a 24 to 48 hour period. Each BayFilter
522 and 622 will conservatively handle 1,250 cubic feet (cft) of water quality volume; the
Bayfilter 530, 630, 545 and 645 will conservatively handle 2,500 cft of water quality volume.
As with the flow based designs, the total water quality volume required will be divided by the
filtration volume rate per cartridge type to address the total number of BayFilter cartridges
required to filter the entire water quality volume. When the BayFilter system is used in
conjunction with an upstream detention system, it should be sized to provide capture and
treatment of 75% of the first 1.0" rainfall or the first 1.5" rainfall in coastal counties. If
retention (infiltration) is used on the site, it is recommended that it should occur after the
BayFilter treatment has taken place.
Figure 1: BayFilter Cartridge
*BAYFILTER
POLYMER'
SEAL
f
INLET
DRAI NAGE
MATERIAL
hlE:�I�
SFI :r.L
kH nil
OLrTLET
DRAT MACE
MATERIAL
OUTLET PIPE
AIR RELEASE ','AL"'E
OUTLET CHzMBER
:r•Ti�: �L
-A;IFl,'E
I`, LET
r LATE
FILTER
LEG
OUTLET
CCLLEU-noh
MaMFOLD
D-4. BayFilter by ADS 2 Revised: 2-9-2018

NCDEQ Stormwater Design Manual
En viroRmental
Quality
Figure 2: Standard Configurations Examples (Vault and Manhole)
INLET [FILLER INLET
r_
Pam
P-AN VIEd4 SECTION A -A
INu
aul
Guidance on the MDG
INLET-, .
7l1TLET
26" F3C-
STEPS
MDC 1. FLOW BASED SIZING.
To size a flow based BayFilter system, calculate the flow rate created by the water quality
storm over the total inflow area (i.e., typically the water quality event is one that is
represented for 85-95% of the storms seen in a geographic area- many times this is
considered the 1-yr storm event). For North Carolina it is the 1 inch and 1.5 inch (coastal
counties) rainfall event.
Determining the number of cartridges required for a flow application involves the following:
• First, the water quality flow rate is computed.
• Secondly, the WQ flow rate is divided by the individual BayFilter cartridge rate. All
fractional values require rounding up to the next cartridge minimum. For example, if the
flow rate is 0.53 cfs if using the BayFilter 545 cartridge at 0.1 cfs per cartridge would
require 5.3 BayFilter Cartridges. This value is rounded up to the next whole number, 6.
D-4. BayFilter by ADS 3 Revised: 2-9-2018

K�cEnvironmental
NCDEQ Stormwater Design Manual Quality
• Finally, a mass removal calculation is performed to determine an anticipated
maintenance cycle for the cartridges that will be a minimum of 1 year. See Table 1
below for BayFilter's assumptions regarding influent concentrations of TSS.
MDC 2. VOLUME BASED SIZING.
When utilizing upstream retention/detention, size the storage system and filter to capture
and treat 75% of the first 1.0" rainfall or the first 1.5" rainfall in coastal counties.
Determining the number of cartridges required is a dual design process where:
First, the water quality volume is computed by converting the 1.0" or 1.5" rainfall event
into a water quality volume based on the inflow area (impervious area, C-value, etc.).
Secondly, the WQ volume is multiplied by 0.75 to yield the modified volume required for
filtration. This computed volume is divided by the BayFilter cartridge 24-hour filtration
volume detailed above in this document (i.e., 1,250 cft, or 2,500 cft). All fractional values
require rounding up to the next cartridge minimum. For example, if the adjusted water
quality volume is 11,250 cft and if the designer is using the BayFilter 545 cartridge at
2,500 cft per cartridge it would require 4.5 BayFilter Cartridges. This value is rounded
up to the next whole number, 5. Finally, a mass removal calculation is performed to
determine an anticipated maintenance cycle for the cartridges that will be a minimum of
1 year. See Table 1 below for BayFilter's assumptions regarding influent concentrations
of TSS.
Table 1: Assumed Influent Concentrations of TSS
Residential 60 mg/L
Commercial 70 mg/L
Industrial 100 mg/L
MDC 3. MEDIA FLOW RATE
The BayFilter Media Flow Rate shall be a maximum of 0.5 GPM/ft2 of Media Surface Area.
After the number of cartridges has been determined, a single, equivalent orifice calculation can
be provided by BaySaver/ADS to the designer in order to assist in modeling the BayFilter in
routing calculations and sizing the flow disk for the BayFilter Vault. The equivalent orifice
calculation is based on the flow rate as specified above, the number of cartridges, and the
available driving Head (H). H is defined as the height of water in the system above the orifice
(in inches).
D-4. BayFilter by ADS 4 Revised: 2-9-2018

K�cEnvironmental
NCDEQ Stormwater Design Manual Quality
MDC 4. SEDIMENTATION
The System Pretreatment Credit shall be 30% if system includes a minimum sediment sump
with minimum dimensions of 4' diameter by 2' deep.
The sediment sump is normally located at the inlet(s) of the upstream detention/retention
systems. BayFilter cartridges can remove either 262 Ibs (BayFilter 530, 545, 630 or 645) or 131
Ibs (BayFilter 522 or 622) of sediment per cartridge depending on the size of cartridge used.
MDC 5. MEDIA TYPE
BaySaver uses the same media for both sediment (TSS) and Nutrient (TP) removal. For
Metals removal, a granular activated carbon (GAC) component is used to facilitate
"enhanced metals" (e.g., Zinc and Copper) removal. In Nutrient Sensitive Watersheds
(NSW) and for Nutrient removal credit, it is up to NCDEQ and the local permitting authority to
allow the use of the BayFilter device.
The standard BayFilter
media is a lightweight
media comprised of
Zeolite, Perlite and
activated alumina. It
removes total suspended
solids (TSS) mainly by
physical "inception" and
the media removes total
phosphorus (TP) by both
absorbing/adsorbing
dissolved phosphorus
and physically filtering
particulate phosphorus
simultaneously.
The type of media shall
be designated in print
label on the top of
cartridge shell, EMC 545,
530, 522 for TSS and TP;
and EMC 645, 630, 622
for metals (see example
in Figure 3 showing the
545 cartridge).
Figure 3: BayFilter Name Plate Media Type Photo
D-4. BayFilter by ADS 5 Revised: 2-9-2018

NCDEQ Stormwater Design Manual
K� C, En vironmental
Quality
MDC 6. MAINTENANCE
Maintenance shall be performed per BaySaver Operation and Maintenance Instructions and
performed by Certified Maintenance Providers.
The BayFilter Inspection and Maintenance Guide can be found at the following link:
http://www.baysaver.com/Working With Us/engineers/BayFilter/easy inspection.html
or
http://www.ads-pipe.com/sites/defauIt/files/BayFilter Design Manual%2C 08-17 LR.pdf
A local listing of certified maintenance providers can be found by contacting the local ADS
representative 1-800-229-7283.
D-4. BayFilter by ADS 6 Revised: 2-9-2018

Culvert & Outlet Protection Sizing Calculations

TIMMONS GROUP
Project: Circle K R&R 2723188
Project No.: 37630.025
• - - • • •
- ..
DATE
STRUCTURE
8-Feb-2019
NUMBER
PROJECT NAME
PROJECT NO
Circle K R&R 2723188
37630.025
LOCATION
BY
Rural Hall, NC
JR. Wingate/R.
Baker, PE
Red = Inputs
Pipe Dia. = 18 in
Drain. Area =
1.26
acres
Q10 = 7.9 cfs
1 10 =
7.87
in/hr
V10 = 7.4 fps
CN =
87
unitless
From Fig. 8.06.c:
ZONE =
1
From Fig. 8.06.e: (N/A)
Riprap Class
=
A
y
Apron Thickness
=
12
in
3
Apron Length (1-2)
=
6.0
ft
Length
Apron Width = 3xDia.
=
4.5
ft
• - - • • •
- • •
DATE
STRUCTURE
9
8-Feb-2019
NUMBER
PROJECT NAME
PROJECT NO
Circle K R&R 2723188
37630.025
0
LOCATION
BY
Rural Hall, NC
R. Wingate/R.
Baker, PE
Red =Inputs
Pipe Dia. = 0 in
Drain. Area =
acres
Q10 = 0.0 cfs
1 10 =
in/hr
V10 = 0.0 fps
C =
unitless
From Fig. 8.06.c:
ZONE =
1
From Fig. 8.06.e: (N/A)
Riprap Class
=
A
y
Apron Thickness
=
12
in
3
Apron Length (1-2)
=
0.0
ft
Length
Apron Width = 3xDia.
=
0.0
ft
LATEST REVISION: 2/8/2019 15:15

K-C
15
10
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ate
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Operation & Maintenance Manual

BAYFILTER'm INSPECTION
AND MAINTENANCE MANUAL
The BayFilter system requires periodic maintenance
to continue operating at the design efficiency. The
maintenance process is comprised of the removal
and replacement of each BayFilter cartridge,
vertical drain down module; and the cleaning of
the vault or manhole with a vacuum truck.
The maintenance cycle of the BayFilter system
will be driven mostly by the actual solids load
on the filter. The system should be periodically
monitored to be certain it is operating correctly.
Since stormwater solids loads can be variable,
it is possible that the maintenance cycle could
be more or less than the projected duration.
BayFilter systems in volume -based applications
are designed to treat the WQv in 24 to 48 hours
initially. Late in the operational cycle of the BayFilter,
the flow rate will diminish as a result of occlusion.
When the drain down exceeds the regulated
standard, maintenance should be performed.
When a BayFilter system is first installed, it is
recommended that it be inspected every six (6)
months. When the filter system exhibits flows below
design levels the system should be maintained. Filter
cartridge replacement should also be considered
when sediment levels are at or above the level of
the manifold system. Please contact the BaySaver
Technologies Engineering Department for maintenance
cycle estimations or assistance at 1.800.229.7283.
BayFilter System Cleanout
Vactor Truck Maintenance
Jet Vactoring Through Access Hatch

Maintenance Procedures
1. Contact BaySaver Technologies for replacement filter
cartridge pricing and availability at 1-800-229-7283.
2. Remove the manhole covers and open all
access hatches.
3. Before entering the system make sure the air
is safe per OSHA Standards or use a breathing
apparatus. Use low 02, high CO, or other applicable
warning devices per regulatory requirements.
4. Using a vacuum truck remove any liquid and
sediments that can be removed prior to entry.
5. Remove the hold down bars. Using a small lift or the boom
of the vacuum truck, remove used cartridges by lifting
them out.
6. Any cartridges that cannot be readily lifted
can be easily slid along the floor to a location
they can be lifted via a boom lift.
7. When all the cartridges have been removed, it is
now practical to remove the balance of the solids
and water. Loosen the stainless clamps on the
Fernco couplings for the manifold and remove the
drain pipes as well. Carefully cap the manifold and
the Ferncos and rinse the floor, washing away the
balance of any remaining collected solids.
8. Clean the manifold pipes, inspect, and reinstall.
9. Install the exchange cartridges, reinstall the
hold down bars and close all covers.
10. The used cartridges may be sent back to
BaySaver Technologies for recycling.
For more information please see the BaySaver website
at www.baysaver.com or contact 1-800-229-7283.
,,,,,,,2 wtb%
Manifold Tee View of a Cleaned System
Cartridge Hoist Point

�1
lir
LLLLLLrAK7

THE ISOLATOR° ROW
INTRODUCTION
An important component of any Stormwater Pollution Prevention
Plan is inspection and maintenance. The StormTech Isolator Row is a
technique to inexpensively enhance Total Suspended Solids (TSS) and
Total Phosphorus (TP) removal with easy access for inspection and
maintenance.
THE ISOLATOR ROW
The Isolator Row is a row of StormTech chambers, either SC-160, SC-
310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, that is
surrounded with filter fabric and connected to a closely located manhole
for easy access. The fabric -wrapped chambers provide for settling
and filtration of sediment as storm water rises in the Isolator Row and
ultimately passes through the filter fabric. The open bottom chambers
and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow
storm water to flow both vertically and horizontally out of the chambers.
Sediments are captured in the Isolator Row protecting the storage areas
of the adjacent stone and chambers from sediment accumulation.
A woven geotextile fabric is placed between the stone and the Isolator
Row chambers. The woven geotextile provides a media for stormwater
filtration, a durable surface for maintenance, prevents scour of the
underlying stone and remains intact during high pressure jetting. A non-
woven fabric is placed over the chambers to provide a filter media for
flows passing through the perforations in the sidewall of the chamber.
The non -woven fabric is not required over the SC-160, DC-780, MC-3500
or MC-4500 models as these chambers do not have perforated side
walls.
The Isolator Row is typically designed to capture the "first flush" and
offers the versatility to be sized on a volume basis or flow rate basis.
An upstream manhole provides access to the Isolator Row and
typically includes a high flow weir. When flow rates or volumes exceed
the Isolator Row weir capacity the water will flow over the weir and
discharge through a manifold to the other chambers.
Looking down the Isolator Row from the
manhole opening, woven geotextile is shown
between the chamber and stone base.
StormTech Isolator Row with
Overflow Spillway (not to scale)
Another acceptable design uses one open grate inlet structure. Using
a "high/low" design (low invert elevation on the Isolator Row and a higher
invert elevation on the manifold) an open grate structure can provide the MANHOLE ITH
advantages of the Isolator Row by creating a differential between the °VER wE R
Isolator Row and manifold thus allowing for settlement in the Isolator Row.
The Isolator Row may be part of a treatment train system. The design
of the treatment train and selection of pretreatment devices by the ECCENTRIC
design engineer is often driven by regulatory requirements. Whether HEADER
pretreatment is used or not, the Isolator Row is recommended by
StormTech as an effective means to minimize maintenance requirements
and maintenance costs.
Note. See the StormTech Design Manual for detailed information on
designing inlets for a StormTech system, including the Isolator Row. °ACCESS

f-
ISOLATOR ROW
TNSPECTION/MAINTENANCE
'NOW-
INSPECTION
The frequency of inspection and maintenance varies by location. A
routine inspection schedule needs to be established for each individual
location based upon site specific variables. The type of land use (i.e.
industrial, commercial, residential), anticipated pollutant load, percent
imperviousness, climate, etc. all play a critical role in determining the
\
actual frequency of inspection and maintenance practices.
At a minimum, StormTech recommends annual inspections. Initially,
the Isolator Row should be inspected every 6 months for the first year
of operation. For subsequent years, the inspection should be adjusted
based upon previous observation of sediment deposition.
The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports
(as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to
perform a confined space entry for inspection purposes.
If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to
determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length
of the Isolator Row, clean -out should be performed.
MAINTENANCE
The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just
one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage
bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on
the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a
confined space entries.
Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water
nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is
retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe
maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle
will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are
preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet
of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only
be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by
StormTech) over their angular base stone.
StormTech Isolator Row (not to scale)
Note: Non -woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC-3500 and MC-4500 chamber
models and is not required over the entire Isolator Row.
SC-740. SC-310; COVER ENTIRE ISOLA'
GEDSVNTHETICS 601T NON -
SO M
SC310
MC-050E.. MCa5E0, D11SE. SC
CONNECTION TC
GEOSYNTHETICS 6O1T NON-1
24' (60E mm1 HDPE ACCESS PIPE REQUIRED: MC450E, IACa5E0, SC-]4E.. UG
12. (300 m,, HDPE ACCESS PIPE REQUIRED: SC:10
S" �2 r, m) HDPE ACCESS PIPE REQUIRED: SC-16OLP
OPTIONAL INSPECTION PORT
STORMTECH CHAMBER
STDP.MTECH END CAP
3VNTHETICS 315WT LVOVEN GEOTEXTILE BE-EEN
MAIABERS. CONTINUOUS FABRIC WITHOUT SEAMS
". .��I ..,�..... �...,,500
31, (2 F
mM) NMIN WIDE: MC3500
5bmJ MNIDEE: DC-780, SC ]0
4'(1.2mWDS6310, SC-16OLP

ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES
STEP 1
Inspect Isolator Row for sediment.
A) Inspection ports (if present)
i. Remove lid from floor box frame
ii. Remove cap from inspection riser
iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log.
iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3.
B) All Isolator Rows
i. Remove cover from manhole at upstream end of Isolator Row
ii. Using a flashlight, inspect down Isolator Row through outlet pipe
1. Mirrors on poles or cameras may be used to avoid a confined space entry
2. Follow OSHA regulations for confined space entry if entering manhole
iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2.
If not, proceed to Step 3.
STEP 2
Clean out Isolator Row using the JetVac process.
A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable
B) Apply multiple passes of JetVac until backflush water is clean
C) Vacuum manhole sump as required
STEP 3
Replace all caps, lids and covers, record observations and actions.
STEP 4
Inspect & clean catch basins and manholes upstream of the StormTech system.
SAMPLE MAINTENANCE LOG

Drainage Area Maps
DA1.0 — Pre -Development Drainage Area Exhibit
DA2.0 — Post -Development Drainage Area Exhibit

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Project: CIRCLE K - R&R 2723188
Project No.:
37630.025
Calculated By: R. Wingate/R. Baker, PE
Date:
11/01/2019
SCS Weighted Curve Numbers - Pre -Development
DA 1.0
Category
*CNi
Ai (Ac)
CNi x Ai
Open Space Fair (A Soils)
39
0.32
12
Open Space Fair (C Soils)
79
0.14
11
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98
0.80
78
0
1.26
102
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF WINSTON-SALEM,
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HATCHING LEGEND
DRAINAGE
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TIMMONS GROUP
Project: CIRCLE K - R&R 2723188
Project No.:
37630.025
Calculated By: R. Wingate/R. Baker, PE
Date:
11/01/2019
SCS Weighted Curve Numbers - Pre -Development
DA2.0-TOSCM
Category
*CNi
Ai (Ac)
CNi x Ai
Open Space Fair (A Soils)
39
0.02
1
Building/Pavement
98
0.21
21
0
0.24
22
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(Ci x Ai)
=
92
Z Ai
DA 2.1
Category
*CNi
Ai (Ac)
CNi x Ai
Open Space Fair (A Soils)
39
0.19
7
Open Space Fair (C Soils)
74
0.03
2
Building/Pavement
98
0.80
78
0
1.02
88
Cc =
(Ci x Ai)
=
86
Z Ai
951PRELIMINARY — NOT RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF WINSTON—SALEM,
FORSYTH COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS
HATCHING LEGEND
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