SW5230801_Design Calculations_20231121

Sitework Calculations
70 Mosswood Blvd.
Youngsville, NC
Owner/Developer:
Allen Pipkin
Albemarle Properties LLC
10320 Durant Road Ste 113
Raleigh, NC 27614
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STOCKS REV.7-26-23
REV. 11-20-23
ENGINEERING
801 E. Washington Street Phone: [phone]
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: [e-mail]

STOCKS
ENGINEERING
Designing the Future,Today
TABLE OF CONTENTS
NARRATIVE
Site Location
Project Description
Stormwater Management
SUPPORTING DOCUMENTS
USGS Map
County Soils Map
NRCS Soils Report
FEMA Floodplain Maps
NOAA Precipitation Data
Geotechnologies Soils Report
CALCULATIONS
Constructed Wetland Design Worksheet
Buoyancy Resistance Calculations
Pre vs Post Runoff Computations
Rip Rap Outlet Protection Worksheet
NCDENR Forms
Stormwater Management Permit Application
Supplement EZ Form
O&M EZ Form
Deed
Secretary of State E-File Report
SNAP Tool PDF
MAPS
Pre. Dev. Runoff Map
Post Dev. Runoff Map

Site Location
Allen Pipkin of Albermarle Properties, LLC has contracted with Stocks Engineering to convert a previously
designed Bioretention into a Constructed Wetland and pursue permitting of the proposed revision. The
property is located in Youngsville, North Carolina. The subject property is located on the south side of NC
2019 (Mosswood Blvd), East of US Hwy 1. The proposed site will have two entrances on Mosswood Blvd.
The PIN is 1843-71-6024. The site address is 70 Mosswood Blvd. and is located in the Town of
Youngsville in Franklin County.
Project Description
Albermarle Properties, LLC currently owns the property and is improving the site with buildings, parking
lots, and the associated utilities and stormwater control measures. There are three multitenant buildings
that will ultimately occupy the site. The onsite storm drainage system will collect and direct the stormwater
runoff to the constructed wetland that is proposed at the rear of the property. The Wetland is designed to
meet the pre vs. post runoff requirements of the 1-year, 24-hour rainfall event as required bt the State of
North Carolina in the Town of Youngsville. The wetland will be equipped with an emergency spillway that
is designed to safely release rainfall events greater than the 1-year, 24-hour storm without overtopping
the main embankment.
Geotechnologies provided a soils boring report for the site that is included in the supporting document
section of this calculation packet.
Stormwater Management Plan
The main project soil consists of Sandy Loams. These onsite soils are mainly Cecil sandy loams. The
entire site has a Hydraulic Soil Group classification of Type A Soils.
Soils information was obtained through the NRCS website:
http://websoilsurvey.nres.usda.gov/app/for Alamance Count.
The site ultimately drains to Richland Creek beyond the Southern property line. The States stormwater
requirements of this site requires this project to meet Pre vs Post for the 1-year, 24-hour rainfall event.
The project meets the Pre vs Post at all points of discharge with the one proposed constructed wetland.
The Peak Flow Attenuation is proposed to be accomplished with one (1) constructed wetland located at
the rear of the property. There are two (2) storm drainage systems that will be installed to direct the
stormwater runoff into the SCM. All proposed impervious area is directed into one of the storm drainage
systems and into the SCM. The SCM is designed to safely discharge rainfall events larger than the 1-
year, 24-hour storm event. Calculations for the proposed SCM can be found in this calculation packet.
The Pre and Post Development flow rates were modeled with the SCS Method using Hydraflow
Hydrographs through Autodesk. If Tc values were less than 5 minutes, they have been manually edited to
be a minimum of 5 minutes.

SUPPORTING DOCUMENTS
USGS Map

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SUPPORTING DOCUMENTS
County Soils Map

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SUPPORTING DOCUMENTS
NRCS Soils Report

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RC S Agriculture and other Franklin County
Federal agencies, State
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Resources Agricultural Experiment
Conservation Stations, and local
Service participants 70 Mosswood Blvd
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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.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_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
2

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(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Franklin County, North Carolina 13
CaB—Cecil sandy loam, 2 to 6 percent slopes 13
CaC—Cecil sandy loam, 6 to 10 percent slopes 14
Soil Information for All Uses 15
Soil Properties and Qualities 15
Soil Qualities and Features 15
Hydrologic Soil Group (70 Mosswood Blvd) 15
References 20
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

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.
8

Custom Soil Resource Report
Soil Map
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9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Franklin County,North Carolina
+ Saline Spot Survey Area Data: Version 26,Sep 8,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 25,2022—May
31 Slide or Slip 20,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CaB Cecil sandy loam,2 to 6 2.5 45.6%
percent slopes
CaC Cecil sandy loam,6 to 10 2.9 54.4%
percent slopes
Totals for Area of Interest 5.4 100.0%
Map Unit Descriptions
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
development of resource plans. If intensive use of small areas is planned, however,
11

Custom Soil Resource Report
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.
12

Custom Soil Resource Report
Franklin County, North Carolina
CaB—Cecil sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2spnw
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost-free period: 200 to 250 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or saprolite derived
from schist
Typical profile
Ap- 0 to 8 inches: sandy loam
Bt- 8 to 42 inches: clay
BC-42 to 50 inches: clay loam
C- 50 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
13

Custom Soil Resource Report
CaC—Cecil sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 2spnx
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost-free period: 200 to 250 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cecil and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Shoulder, backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 8 inches: sandy loam
Bt- 8 to 42 inches: clay
BC-42 to 50 inches: clay loam
C- 50 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
14

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 (70 Mosswood Blvd)
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.
15

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.
16

Custom Soil Resource Report
Map—Hydrologic Soil Group (70 Mosswood Blvd)
N
W
$ 725070 725100 725130 725160 725190 725220 725250 725280
36°2'1"N 3� 167 — 36°2'1"N
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�i 725070 725100 725130 725160 725190 725220 725250 725280
3 3
M Map Scale:1:1,470 if printed on A portrait(8.5"x 11")sheet.
PI
N Meters
0 20 40 80 120
Feet
0 50 100 200 300
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
17

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils D
Soil Rating Polygons Warning:Soil Map may not be valid at this scale.
A Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
n ND Water Features misunderstanding of the detail of mapping and accuracy of soil
Streams and Canals line placement.The maps do not show the small areas of
n B
Transportation contrasting soils that could have been shown at a more detailed
0 B/D scale.
4_4-+ Rails
nC
•�i Interstate Highways
Please rely on the bar scale on each map sheet for map
n CID US Routes measurements.
0 D Major Roads
n Not rated or not available Source of Map: Natural Resources Conservation Service
Local Roads Web Soil Survey URL:
Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857)
• r A Aerial Photography
Maps from the Web Soil Survey are based on the Web Mercator
. ND projection,which preserves direction and shape but distorts
•y B distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
•v B/D accurate calculations of distance or area are required.
• • C
This product is generated from the USDA-NRCS certified data as
• • CID of the version date(s)listed below.
• • D
Soil Survey Area: Franklin County,North Carolina
• • Not rated or not available Survey Area Data: Version 26,Sep 8,2022
Soil Rating Points
A Soil map units are labeled(as space allows)for map scales
• 1:50,000 or larger.
• ND
▪ B Date(s)aerial images were photographed: Apr 25,2022—May
20,2022
▪ B/D
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
18

Custom Soil Resource Report
Table—Hydrologic Soil Group (70 Mosswood Blvd)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB Cecil sandy loam,2 to 6 A 2.5 45.6%
percent slopes
CaC Cecil sandy loam,6 to 10 A 2.9 54.4%
percent slopes
Totals for Area of Interest 5.4 100.0%
Rating Options—Hydrologic Soil Group (70 Mosswood Blvd)
Aggregation Method: Dominant Condition
Component Percent Cutoff:None Specified
Tie-break Rule: Higher
19

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
20

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
21

SUPPORTING DOCUMENTS
FEMA Floodplain Map

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' _-'m crating Technical State
This digital Flood Insurance Rate Map(FIRM)was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency(FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding.This is demonstrated by the State's commitment
to map flood hazard areas at the local level.Asa part of this effort,the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
INDEX MAP NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND IND
For information and questions about this map,available products associated with this FIRM including Map Projection: E NATIONAL FLOOD INSURANCE PROGRAM
historic versions of this FIRM,how to order products or the National Flood Insurance Program in general,
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING North Carolina State Plane Projection Feet(Zone 3200) CO OOD INSURANCE RATE MAP
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP(1-877-336-2697)or visit the FEMA Map
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT Service Center website at ht4://msefema.gay.An accompanying Flood Insurance Study report,Letter of Map Datum:NAD 1983(Horizontal),NAVD 1988(Vertical)
Revision(LOMR)or Letter of Map Amendment(LOMA)revising portions of this panel,and digital versions of this
HTTP://FRIS.NC.GOV/FRIS FIRM may be available.Visit the North Carolina Floodplain Mapping Program websleet hap://www,ncfloodmaps.com, bA NORTH CAROLINA 4]-5,°"ar
or contact the FEMA Map Service Center, 1 Inch=500 feet 1:6,000 OWithout Base Flood Elevation BFnn t( `/ Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as L =Zone A,V,A99 the curtent FIRM Index.These may be ortleretl tlirectly from the Map Service Center at the number listetl above. D 25D 5DD 1,DDD PANEL 1843With BFE or Depth Zone AE,AO,AH,VE,AR FeetCD �F� a6'
For community and countywide map dates refer to the Flood Insurance Study report for this junsmctlon. Meters W
SPECIAL FLOOD ® Regulatory Floodway To determine if flood insurance is available in the community,contact your Insurance agent or call the National 0 75 150 300 r f FEMA
HAZARD AREAS Flood Insurance Program at 1-800-638-6620. 4'1
0.2%Annual Chance Flood Hazard,Areas Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program(NCFMP).The source of this information can be determined from the metadete available in the PANEL LOCATOR 555 co Panel Contains:
of 1%Annual Chance Flood with Average digital FLOOD database and in the Technical Support Data Notebook(TSDN). _
Depth Less Than One Foot or With Drainage ACCREDITED LEVEE NOTES TO USERS:If an accredited levee note appears on this panel check with your local ]�' " COMMUNITY CID PANEL SUFFIX
Areas of Less Than One Square Mile one X community to obtain more information,such as the estimated level of protection provided(which may exceed the !! f/- FRANKLIN COUNTY 370377 1843 J
1 insurance rcent-annual-chance level)and Emergency Action Plan,en the levee syslem(s)shown as providing protection. WARREN COUNTY `•' Cl)v, YOUNGSVILLE,TOWN OF 370494 1843 J
Future Conditions 1%Annual To mitigate flood risk in residual risk areas,property owners and residents are encouraged to consider flood //////
and floodprooflng or other protective measures.For more information on flood insurance,interested /
We
— Chance Flood rd FloZone parties should visit the FEMA ED sae hap TES TO
Iusinesvisio ally Accredited
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OTHER AREAS OF Area with Reduced Flood Risk due to Levee PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS:If a ProvisioeallyAcoretlitetl Levee(PAL)note VANCE COUNTY /
FLOOD HAZARD appears on this panel,check with your local community to obtain more information,such as the estimated level of -,NE
See Notes Zone X protection provided(which may exceed the 1-percen.nnualchance level)and Emergency Action Plan,on the I 0
OTHER levee system(s)shown as providing protection.a maintain accreditation,the levee own of
community ti :Ira 1111111111111 0
Areas Determined to be Outside the required to submit the data and documentation necessary to comply with Sectionee65.10 owner
the NFIP regulations. 846 188
AREAS 0.2%Annual Chance Floodplain Zone X If the community or owner does not provide the necessary data and documentation or if the data and documentation ®fiiY®®® ® ,
hazar a indicates rikin the levee system adoesrea
t not comply with Section of the requirements,FEMA will revise the flood 1647 2807 LI—
Channel,Culvert,or Storm Sewer hazdu and risk as,pmation for this area to reflect are encourage the levee system.To ne mitigate flood risk in
® ®®®®
residual risk areas,measures
owners and residents are flood
roger to consider flood insurance and sitthe FEMA
log �''����� ,
Accredited or Provisionally Accredited or other protective measures For more Information on flood insurance,Interested parties should vigil the FEMA CZ
Webslle at hap://wwwfema.gov/business/nflplindex.sMm ®®® ®®1 0
GENERAL Levee,Dike,or Floodwall 2805
LIMIT ry MODERATE WAVE ACTION NOTES TO USERS:For some coastal flooding zones the he Zone
STRUCTURES m m .. m m Non-accredited Levee,Dike,or Floodwal category has been 1.5-foot
t a Limit of Moderate Wave A ion(LIMWAd The LIMWA VE Z represents the approximate
landward limit ofshe eline and the ing LIMWAwave.are s r VE e are nbetween the Zone and the to LIMWA ®®®®®®®®® •
}+
BM5510 X North Carolina Geodetic Survey bench mark (Br between the shoreline and the LIMWA for areas where VE Zones are not Identified)will be similar to,but less 437t1
ere than those In the VE Zone,
BM551O® National Geodetic Survey bench mark s Limit of Moderate Wave Action(LiMWA)
aSC 2802��� , CTS
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01 with 1,s-2—Cross Sections with %Annual Chance COASTAL BARRIER RESOURCES SYSTEM(CBRS)NOTE
This map may include approxmate boundaries of the CBRS for informational purposes only.Flood insurance is not 1860 2820 2830
Water Surface Elevation(BEE) available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map.For more information see http:l/ww.v.fws.govlhabitatcenservation/coastal barrier,html,the �I u171:11:9®
0 Coastal Transect FIS Report,or c\\alll the U.S.Fish end Wildlife Service Customer Servi a Cele er at 1-800-344-WILD. : •1
Coastal Transect Baseline \ Y CBRS Area , \ ,� .\I Otherwise Protected Area WAKE COUNTY ISM
—- Profile Baseline i11Yi21W6 NASH COUNTYa
Hydrogra hic ature �S ' a am MAP NUMBER
S 3720184300J
OTHER Limit of Study j ) i/ '
FEATURES t _ •4„„„�w• MAP REVISED
Jurisdiction Boundary 4/16/2013

SUPPORTING DOCUMENTS
NOAA Precipitation Data

NOAA Atlas 14,Volume 2,Version 3
es,""°,e4, Location name:Youngsville, North Carolina, USA* '''
i If a Latitude:36.0327°,Longitude: -78.5011° i norm
Elevation:452 ft** 1 I
ono s'a Es o,,+`' *source:ESRI Maps "w„� �.'�
**source:USGS "`""`'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 - 200 500 1000
5-min 0.404 0.471 0.538 0.602 0.667 0.717 0.762 0.801 0.844 0.881
(0.373-0.440) (0.433-0.513) (0.495-0.585) (0.552-0.654) (0.609-0.725) (0.652-0.779) (0.689-0.827) (0.719-0.872) (0.752-0.919) (0.779-0.961)
10-min 0.646 0.753 0.862 0.963 1.06 1.14 1.21 1.27 1.34 1.39
(0.595-0.702) (0.693-0.820) (0.793-0.937) (0.883-1.05) (0.971-1.16) (1.04-1.24) (1.10-1.31) (1.14-1.38) (1.19-1.45) (1.23-1.51)
15-min 0.807 0.946 1.09 1.22 1.35 1.45 1.53 1.60 1.68 1.74
(0.744-0.878) (0.871-1.03) (1.00-1.19) (1.12-1.32) (1.23-1.46) (1.32-1.57) (1.38-1.66) (1.44-1.74) (1.50-1.83) (1.54-1.90)
30-min 1.11 1.31 1.55 1.77 2.00 2.18 2.34 2.49 2.68 2.82
(1.02-1.20) (1.20-1.42) (1.43-1.68) (1.62-1.92) (1.82-2.17) _(1.98-2.36) (2.12-2.54) (2.24-2.71) (2.38-2.91) (2.49-3.08)
60-min 1.38 1.64 1.99 2.30 ' 2.66 2.95 3.23 3.50 3.84 4.12
(1.27-1.50) (1.51-1.79) (1.83-2.16) (2.11-2.50)i (2.43-2.89) I (2.68-3.20) (2.92-3.50) (3.14-3.81) (3.42-4.18) (3.64-4.49)
2-hr 1.62 1.93 2.36 2.76 3.24 3.64 4.04 4.43 4.94 5.38
(1.48-1.77) (1.77-2.11) (2.16-2.58) (2.51-3.01) (2.92-3.52) (3.28-3.96) (3.61-4.39) (3.94-4.82) (4.35-5.38) (4.70-5.88)
3-hr 1.72 2.05 2.52 2.96 3.51 3.98 4.45 4.94 5.59 6.17
(1.57-1.90) (1.88-2.26) (2.30-2.78) (2.69-3.25) (3.16-3.85) (3.57-4.37) (3.96-4.88) (4.36-5.41) (4.88-6.12) (5.33-6.77)
6-hr 2.06 2.46 3.02 3.56 4.23 1 4.83 5.43 6.05 6.89 7.64
(1.88-2.28) (2.25-2.71) (2.75-3.33) (3.24-3.92) (3.82-4.64) I (4.33-5.29) (4.83-5.94) (5.33-6.60) (5.99-7.52) I (6.56-8.36)
12-hr 2.43 2.90 3.58 4.24 5.08 5.84 6.60 7.42 8.54 9.55
(2.23-2.67) (2.67-3.18)_ (3.29-3.93) (3.88-4.65) (4.62-5.56) (5.26-6.35) (5.88-7.18) (6.54-8.05) (7.41-9.27) (8.17-10.4)
24-hr 2.87 3.47 4.34 5.02 5.95 6.68 7.43 1 8.20 9.25 10.1
(2.68-3.09) (3.24-3.73)_ (4.05-4.66) (4.68-5.38) (5.53-6.38) (6.19-7.17) (6.86-7.98) (7.55-8.81) (8.48-9.95) (9.20-10.9)
2-day 3.34 4.02 4.99 5.74 6.76 7.56 8.37 9.20 10.3 11.2
(3.12-3.58) (3.76-4.31) I (4.66-5.35) (5.36-6.16) I (6.28-7.25) (7.01-8.11) (7.74-8.98) (8.48-9.89) (9.47-11.1) (10.2-12.1)
3-day 3.54 4.24 5.25 6.03 7.09 7.93 8.78 9.66 10.8 11.8
(3.31-3.78) (3.98-4.54) (4.90-5.61) (5.63-6.45) (6.60-7.59) (7.36-8.49) (8.12-9.41) I (8.90-10.4) (9.94-11.7) (10.8-12.7)
4-day 3.73 4.47 5.51 6.32 7.43 8.30 9.19 10.1 11.4 12.3
(3.50-3.99) (4.19-4.78) (5.15-5.88) (5.90-6.75) (6.92-7.94) (7.71-8.88) (8.51-9.84) (9.33-10.8) (10.4-12.2) (11.3-13.3)
7-day 4.32 5.16 6.27 7.15 8.36 9.31 10.3 11.3 12.6 13.7
(4.06-4.62) (4.84-5.50) (5.88-6.69) (6.70-7.64) (7.80-8.92) (8.66-9.94) (9.54-11.0) (10.4-12.1) (11.6-13.6) (12.6-14.8)_
10-day 4.92 5.85 7.02 7.95 9.19 10.2 11.2 12.2 13.5 I 14.6
(4.62-5.24) (5.49-6.23) (6.60-7.48) (7.45-8.47) (8.59-9.80) (9.48-10.8) (10.4-11.9) (11.3-13.0) (12.5-14.5) (13.4-15.7)
20-day 6.59 7.78 9.18 10.3 11.8 13.0 14.2 15.4 17.1 18.4
(6.22-7.00) (7.33-8.25) (8.65-9.74) (9.69-10.9) (11.1-12.5) (12.2-13.8) (13.2-15.1) (14.3-16.4) (15.8-18.2) (16.9-19.7)
30-day 8.18 9.62 11.2 12.4 14.0 15.2 16.4 17.7 19.3 20.5
(7.73-8.66) (9.09-10.2) (10.6-11.8) (11.7-13.1) (13.2-14.8) (14.3-16.1)_ (15.4-17.4) (16.5-18.8) (17.9-20.5) (19.0-21.9)
45-day 10.4 12.2 13.9 15.3 17.1 18.4 19.7 21.0 22.7 24.0
(9.89-11.0) (11.6-12.8) (13.2-14.7) (14.5-16.1) (16.2-18.0) (17.4-19.4) (18.6-20.8) (19.8-22.2) (21.3-24.1) (22.4-25.5)
60-day 12.5 14.6 16.5 17.9 19.8 21.2 22.5 23.9 25.6 26.8
(11.9-13.1) (13.9-15.3) (15.7-17.3) (17.0-18.8) (18.8-20.8) (20.1-22.3) (21.3-23.7) (22.5-25.2) (24.1-27.0) 1 (25.2-28.4)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth-duration-frequency (DDF) curves
Latitude: 36.0327°, Longitude: -78.5011°
Average recurrence
25 - interval
(years)
c / — 1
— 20 -
_c2
a — 5
a)
v 15 - / — 10
o — 25
o — 50
a 10 — 100
rL '. — 200
500
5 -_ ��-� — 1000
c c c c c - - - I >, >,>, >, >, >, >, >,>,
— — — — — -c -c -c .ct co co co ru ro N ro ro ro
A A lb ry ,r -O -O-O D -9 7 7 77
n41 $ Duration A o N m v$
25 - •
I. 20 -
L Duration
w 15 - -- -- — 5-nun — 2-day
— 10-min — 3-day
Y
o
15-run — 4-day
ra
•a 10 - ��� � �W — 30-min — 7-day
'0 ���— — 60-nun — 10-day
rL 5 —� �� — 2-fir — 20-day
"--- .7.,"'"---....... -� ------ — 3-hr — 30-day
_ �_ — 6-hr — 45-day
0- — ' _j — 12-hr — 60-day
• •
I I — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMTI Mon Jun 5 1851:09 2023
Back to Top
Maps & aerials
Small scale terrain

:'.
1 _ At ken Ra
- --- -,6 Young sville
jg N�
C I
II
3km �o '
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• Lynchburg ''
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• �•� Rocky Mount
Greensboro •
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\a` •
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:harem-t. I'
100km
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Large scale map
al iiii bu �pKoanoKe
Norfc
istonSalem p Greensboro p
Rocky Mount
n
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Greenvill
North +
Carolina
tart one
Fayetteville
100km '
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Large scale aerial

Blacksburg • " '
•
N orf of
ston-Salem
Greensboro Durham • Rocky Mount
•
Raleigh
•
Gr eerni l le
North •
Carolina
arlotte
Fayetteville
100km
Jacksonville
Er 60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

NOAA Atlas 14,Volume 2,Version 3
°° Location name:Youngsville, North Carolina, USA* ''''
i If a Latitude:36.0327°,Longitude: -78.5011° i norm I
Elevation:452 ft** 1 I
?os�a Es o,,+` *source:ESRI Maps "w �.'�
**source:USGS "`""`'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.85 5.65 6.46 7.22 8.00 8.60 9.14 9.61 10.1 I 10.6
(4.48-5.28) (5.20-6.16) (5.94-7.02) (6.62-7.85)_ (7.31-8.70) (7.82-9.35) (8.27-9.92) (8.63-10.5) (9.02-11.0) (9.35-11.5)
10-min 3.88 4.52 5.17 5.78 6.38 6.85 7.27 7.61 8.02 8.33
(3.57-4.21) (4.16-4.92) (4.76-5.62) (5.30-6.28) (5.83-6.93) (6.23-7.44) (6.57-7.88) (6.84-8.29) (7.13-8.72) (7.36-9.08)
15-min 3.23 3.78 4.36 4.87 5.39 5.78 6.12 6.41 6.72 6.97
(2.98-3.51) (3.48-4.12) (4.02-4.74) (4.47-5.29) (4.92-5.86) (5.26-6.28) (5.54-6.64) (5.76-6.97) (5.99-7.32) (6.16-7.60)
30-min 2.21 2.61 3.10 3.53 3.99 4.36 4.69 4.99 5.35 5.64
(2.04-2.41) (2.41-2.85) (2.85-3.37) (3.24-3.83) (3.65-4.34) _(3.96-4.73) (4.24-5.09) (4.48-5.43) (4.76-5.83) (4.99-6.15)
60-min 1.38 1.64 1.99 2.30 ' 2.66 2.95 3.23 3.50 3.84 4.12
(1.27-1.50) (1.51-1.79) (1.83-2.16) (2.11-2.50)i (2.43-2.89) I (2.68-3.20) (2.92-3.50) (3.14-3.81) (3.42-4.18) I (3.64-4.49)
2-hr 0.809 0.965 1.18 1.38 1.62 1.82 2.02 2.22 2.47 2.69
(0.740-0.887) (0.885-1.06) (1.08-1.29) (1.26-1.51) (1.46-1.76) (1.64-1.98) (1.80-2.20) (1.97-2.41) (2.17-2.69) (2.35-2.94)
3-hr 0.572 0.683 0.838 0.986 1.17 1.33 1.48 1.64 1.86 2.05
(0.522-0.631) (0.625-0.753) (0.764-0.924) (0.895-1.08) (1.05-1.28) (1.19-1.45) (1.32-1.62) (1.45-1.80) (1.62-2.04) (1.77-2.25)
6-hr 0.343 0.410 0.504 0.594 0.707 0.806 0.906 1.01 1.15 1.28
(0.313-0.380) (0.375-0.452) (0.459-0.556) (0.541-0.653) (0.638-0.775) (0.723-0.883) (0.806-0.991) (0.889-1.10) (1.00-1.26) (1.10-1.40)
12-hr 0.201 0.240 0.297 0.352 0.422 0.484 0.547 0.615 0.708 0.792
(0.185-0.221) (0.221-0.264) (0.272-0.326) (0.321-0.386) (0.383-0.461) (0.436-0.527) (0.488-0.595) (0.542-0.668) (0.614-0.769) (0.677-0.861)
24-hr 0.119 0.144 0.180 0.209 0.247 0.278 0.309 0.341 0.385 0.419
(0.111-0.128) (0.135-0.155) (0.168-0.194) (0.195-0.224) (0.230-0.265) (0.258-0.298) (0.286-0.332) (0.314-0.367) (0.353-0.414) (0.383-0.452)
2-day 0.069 0.083 0.103 0.119 0.140 0.157 0.174 0.191 ' 0.215 0.233
(0.064-0.074) (0.078-0.089) (0.097-0.111) (0.111-0.128) (0.130-0.151)1(0.145-0.168) (0.161-0.187)1(0.176-0.206) (0.197-0.231) (0.213-0.252)
3-day 0.049 0.058 0.072 0.083 0.098 0.110 0.121 0.134 0.150 0.163
(0.045-0.052) (0.055-0.063) (0.068-0.077) (0.078-0.089) (0.091-0.105) (0.102-0.117) (0.112-0.130) (0.123-0.143) (0.138-0.162) (0.149-0.176)
4-day 0.038 0.046 0.057 0.065 0.077 0.086 0.095 0.105 0.118 I 0.128
(0.036-0.041) (0.043-0.049) (0.053-0.061) (0.061-0.070) (0.072-0.082) (0.080-0.092) (0.088-0.102) (0.097-0.112) (0.108-0.127) (0.117-0.138)
7-day 0.025 0.030 0.037 0.042 0.049 0.055 0.061 0.067 0.075 0.081
(0.024-0.027) (0.028-0.032) (0.035-0.039) (0.039-0.045) (0.046-0.053) (0.051-0.059) (0.056-0.065) (0.062-0.072) (0.069-0.080) (0.074-0.087)
10-day 0.020 0.024 0.029 0.033 0.038 0.042 0.046 0.050 0.056 0.060
(0.019-0.021) (0.022-0.025) (0.027-0.031) (0.031-0.035) (0.035-0.040) (0.039-0.045) (0.043-0.049) (0.047-0.054) (0.052-0.060) (0.055-0.065)
20-day 0.013 0.016 0.019 0.021 0.024 0.027 0.029 0.032 I 0.035 0.038
(0.012-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.034) (0.032-0.038) (0.035-0.040)
30-day 0.011 0.013 0.015 0.017 0.019 0.021 0.022 0.024 0.026 0.028
(0.010-0.012) (0.012-0.014) (0.014-0.016) (0.016-0.018) (0.018-0.020) (0.019-0.022) (0.021-0.024) (0.022-0.026) (0.024-0.028) (0.026-0.030)
45-day 0.009 0.011 0.012 0.014 0.015 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.023)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(0.008-0.009) (0.009-0.010) (0.010-0.011) (0.011-0.013) (0.013-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018)1(0.017-0.019)1
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 36.0327°, Longitude: -78.5011°
101 Average recurrence
_ interval
(years)
Z' 10° - \a 2
0 \ — 5
- 10
— zs
o — 50
-, 10-1 �� '� — 100
acu
— 200
V \
t_ �= — 500
o.
— 1000
10-2 -
r I I I I I I I I I I I I I I I
E E E E E A A u5 N 4 v vv -o -o -o -o-o
i N A4 N
1" O2 4 m $ Duration N 0 N m v V)
101 _ • } -
L_
L
C
Duration
.Z' 10°
c — 5-nun — 2-day
a
— 1 0-min — 3-day
O 15-min — 4-day
0
0 10-1 — 30-min — 7-day
,a 60-nin - 10-day
O — 2fir — 20-day
cu
a` — 3-hr — 30-day
— 6fir — 45-day
10-2 — 12-hr — 60-day
1 i 1 I i i — 24fir
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Mon Jun 5 18:52:29 2023
Back to Top
Maps & aerials
Small scale terrain

:'.
1 _ At ken Ra
- --- -,6 Young sville
jg N�
C I
II
3km �o '
I )
2mi
C.)", f
sa. 11
Large scale terrain
• Lynchburg ''
sburg Roanoke
N.
\ r
l
_ •rfol
.. •
I-Salern 0
'
• • Dui ham
• �•� Rocky Mount
Greensboro •
RJeigh •
\a` •
H C ARIL INA •Greene + \
:harem-t. I'
100km
Il 60mi •Jacksonville.,
Large scale map
al iiii bu �pKoanoKe
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istonSalem p Greensboro p
Rocky Mount
n
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Greenvill
North +
Carolina
tart one
Fayetteville
100km '
60mi Jacksonville
Large scale aerial

Blacksburg • " '
•
N orf of
ston-Salem
Greensboro Durham • Rocky Mount
•
Raleigh
•
Gr eerni l le
North •
Carolina
arlotte
Fayetteville
100km
Jacksonville
Er 60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

SUPPORTING DOCUMENTS
Geotechnologies Soils Report

GeoTechnologies,Inc.
Geotechnical and Construction Materials Testing Services
May 8,2019
Mr.Allen Pipken
Albemarle Properties,LLC
10320 Durant Road
Raleigh,NC 27614
Re: Report of Subsurface Investigation
Mosswood Blvd Development
Youngsville,North Carolina
GeoTechnologies Job No. 1-19-0253-EA
Dear Mr. Pipken:
GeoTechnologies, Inc. has completed the authorized investigation to evaluate subsurface soil conditions for
the proposed warehouse development off of Mosswood Blvd. in Youngsville,North Carolina. Subsurface conditions
at the site were investigated by completing thirteen soil test borings at the approximate locations shown on the attached
Figure 1. Eighteen borings were originally proposed for the subsurface investigation, but upon request from Allen
Pipkin five borings were excluded from the proposed drilling plan (Borings B-2, 4, 5 ,7, and 10). These eliminated
borings are lightly crossed out in the attached Figure 1.
The boring locations were established in the field using a hand held Trimble with State Plane coordinates.
These coordinates were obtained by placing the grading plan in an AutoCAD file and aligning the parcel corners to
scale with coordinates obtained from Franklin County GIS website. Elevations were estimated from the provided
topographic plan.The State Plane coordinates and estimated elevations are presented on the attached Table 1.Although,
it should be noted that the provided topographic plan provided does not include proposed and existing elevation for the
entire site. Consequently,we assumed that the southern office building,parking lot areas and bio-retention ponds will
receive approximately 5 to 15 feet of fill based on the general trend of the proposed and existing elevations. The soil
test borings were extended to depths of about 5 to 15 feet below site grade. The borings were completed utilizing
standard penetration test(SPT)procedures at selected intervals to evaluate the consistency and density of the subsurface
soils. This report presents the findings of our investigation and our recommendations concerning site grading and
foundation support considerations for the proposed office buildings.
SITE AND PROJECT INFORMATION
The property of interest is located off of the south side Mosswood Blvd in Youngsville,North Carolina. The
property is directly west of 30 Weathers Street and directly east of 20 Gatekeeper Drive. The site is currently cleared
and undeveloped. Preliminary site plans for the additions have been provided. Future site development will include
four one story industrial/flex buildings (ranging from 9,000 to 12,000 SF in footprint), asphalt paved parking lots,
bioretention basins, sidewalks and an entrance road.Elevations range from approximately 430 to 472 feet.Anticipated
amounts of cuts and fills are displayed in the attached Table 1.The grading plan provided shows proposed grades close
to existing grades on the north side of the site. However, on the southern side of the site, fills in excess of 13 feet are
proposed. We expect that the buildings will be supported on load bearing walls and isolated columns with a slab on
grade.No detailed structural loading information was provided;however,we expect column and wall loads of less than
140 kips and 12 klf,respectively.
3200 Wellington Ct..Ste. 108•Raleigh, NC 27615• Phone [phone]•Fax [phone]•www.geotechpa.com• License No.C-0894

Albemarle Properties,LLC
Re: Mosswood Blvd.Development
May 8,2019
Page: 2
AREA GEOLOGY
The proposed site is located within the Piedmont Geologic and Physiographic Province of North Carolina. The
Piedmont Province is characterized by gently to steeply sloping topography, rolling hills and ridgelines, dissected by
moderate to well-developed(mature)dendritic type drainage systems and drainages swales,hollows,tributaries,creeks,
streams, and rivers. More specifically, the site is located within the Raleigh Belt which is comprised of metamorphic
and intrusive rock. The specific bedrock materials in the vicinity of the site generally consist of biotite gneiss and
schists with small masses of granitic rock. These materials were deposited during the Cambrian Period approximately
500 to 570 million years ago. The underlying bedrock materials have weathered to form the near surface residual sandy
silts and silty sands which are typically found throughout the area.
LABORATORY TESTING
Laboratory testing included standard proctor(ASTM D-4318), soaked CBR analysis (ASTM D-4318), grain
size analysis (ASTM D-1140), and Atterberg limits tests (ASTM D-1883). The results of the laboratory testing are
attached.
For the samples tested, the percent passing the #200 sieve ranged from 66.5 to 71.9. The samples tested
indicated that the predominant soils in the top few feet of existing grade consist of slightly fine sandy clayey high to
low plasticity silts with Unified Soil Classifications of ML and MH. Soaked CBR testing of the near surface soils
indicated a CBR value of 7.3 %at a penetration depth of 0.1"and a CBR value of 7.1 %at a penetration depth of 0.2",
with a swell of 1.0%.
SUBSURFACE CONDITIONS
Generalized subsurface profiles prepared from the test boring data are attached to this report as Figures 2A and
2B to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions of the conditions
encountered at the individual test boring locations are then presented on the attached test boring records.
Subsurface conditions on the site were characterized by near surface topsoil that extended to depths of 3 to 9
inches. In approximately 2/3 of the borings performed,the topsoil was underlain by approximately 2 to 4.5 feet of fill
material consisting of stiff sandy to clayey silts. The topsoil and/or near surface fill material was underlain by residual
soils. The residual soils typically consisted of micaceous soft to very stiff low plasticity clayey to sandy silt.
Based on the results of the laboratory testing,some of the near surface soils are highly plastic in nature with a
USCS classifications of MH.However,high plasticity soils in this geology generally have high plasticity characteristics
but behave like low plasticity clays with respect to swell and design CBR values,which is confirmed by the results of
our laboratory CBR testing. Therefore, no special provisions to mitigate highly plastic soils on this site are likely
necessary.
Groundwater was only directly encountered in one of the thirteen borings performed. Groundwater was
encountered in boring B-1 at 7 feet below existing elevation at the time of boring completion. Borings B-3, B-6, and
W-2 had samples that were moist in the final drive which is likely indicative that the groundwater table was very close
to the termination depth of the boring. All other borings were dry at the time of completion. However, it should be
noted that the near surface soils at the site are conducive to the temporary development of perched groundwater
conditions during periods of wet weather,and that groundwater levels will fluctuate during different periods of the year.
6eoTechnologies,Inc
www geotechpa com

Albemarle Properties,LLC
Re: Mosswood Blvd.Development
May 8,2019
Page: 3
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction,and past experience with similar projects and subsurface conditions.Once
fmal site grading and structural plans are available,we would appreciate being provided with that information so that
these recommendations may be confirmed, extended, or modified as necessary. Additionally, should subsurface
conditions adverse to those indicated by this report be encountered during construction, those differences should be
reported to us for review and comment.
Site Grading Considerations. Site grading should initially begin with the removal of all topsoil and vegetation
from within the limits of the proposed construction. Following stripping, GeoTechnologies recommends that all areas
at grade or designated to receive fill be proofrolled with a partially loaded dump truck in the presence of a geotechnical
engineer. Any area which ruts or pumps excessively in the opinion of the engineer should then be undercut to firm
bearing and be backfilled with properly compacted structural fill.
The majority of the borings encountered near surface soils that were relatively stiff. However, a majority of
the near surface soils consisted of fill, which if placed in an unmonitored manner can be variable and inconsistent.
Additionally,the fill and native soils are moisture sensitive,and the consistency of the top several feet is likely to vary
seasonally and following rain events. Therefore, it should be anticipated that some of these soils will rut and pump
beneath a proofroll and require some degree of repair. Based on the borings performed, if the area is graded during a
warm and dry time of the year, repair areas are likely to be isolated and will generally be contained to the top 1 to 2
feet of existing grade. If the site can be graded during a period of warm and dry weather when unstable near surface
soils can be disced, dried, and recompacted, the quantity of undercut due to soft near surface soils can be reduced
significantly. Use of a farming disc can also generally expedite drying of any on-site soils which are above optimum
moisture content. However, during the wetter months of the year,the near surface soils will likely be wet of optimum
moisture and more extensive repairs will be needed for proper grading. It is highly recommended to include fair unit
pricing for removal of unsuitable material in the contact documents.
The on-site soils,excluding topsoil should be suitable for reuse as structural fill provided compaction moisture
is maintained near optimum during placement. Soil moisture contents must be maintained within 2%of optimum with
could require some drying or the addition of moisture.If off-site borrow is required,low plasticity clays,silts,or sands
with Unified Soil Classifications of CL,ML, SM,and SC may be imported for use as structural fill.All new fill should
be compacted to not less than 95% of the standard Proctor maximum dry density except in the final foot where this
requirement should be increased to 98%of the standard Proctor maximum.
Difficult Excavation Considerations. No difficult excavation material was encountered within the borings
performed. Although conditions can vary intermediate of borings performed, based on the borings performed and the
proposed grading plan, it is unlikely to encounter difficult excavation material in general grading for the site.
Foundation Support Considerations.Following repair of any soft near surface soils,the proposed building may
be supported on shallow spread footing foundations designed for a bearing pressure of 3,000 psf subject to the restriction
that column and wall footings have least dimensions of not less than 24 and 16 inches,respectively. These foundations
may bear at nominal depth below finished exterior grade in residual soils or in properly compacted fill except that a
minimum embedment depth of not less than 18 inches for exterior footings is recommended for frost protection.Careful
inspection of the foundation excavations by a geotechnical engineer is recommended.This should include hand augers
and DCP testing in the foundation excavations. Areas which are found to be soft or otherwise unsuitable should be
repaired as directed by the engineer.A typical repair would consist of neat line undercut, followed by backfilling with
washed#57 or#67 stone.
6eoTechndogies,Inc.
F';� www geotechpa com

Albemarle Properties,LLC
Re: Mosswood Blvd.Development
May 8,2019
Page: 4
Most soils encountered in the borings encountered were firm to stiff.However,because the top several feet of
the site encountered fill soils which were not monitored during placement, the consistency of the fill soils may vary.
Additionally,borings for the proposed office buildings were relatively widely spaced. Therefore, some soft soils may
be encountered which would require repair within the foundations.If a better estimate of the quantity of repair required
within the building pads is desired,GeoTechnolgies would be happy to perform investigations with either hand operated
equipment or excavator test pits in order to further investigate and estimate the presence of any near surface soft soils.
In order to evaluate potential settlement for the assumed loadings, GeoTechnologies utilized the FHA
settlement estimation procedure which correlates soil compressibility to soil type and standard penetration resistances.
The results of our analyses indicates total estimated maximum settlements are anticipated to be less than 1 inch for
column loads of up to 140 kips and wall loads of up to 12 klf. If heavier loads are anticipated undercut and stone
replacement techniques could be used to reduce settlements. Typically, differential settlement will be approximately
one-half of the maximum settlement. Once structural loads and site grading plans are available, GeoTechnologies
should be provided with that information so that settlement estimates can be finalized.
Subgrade Protection. It is important that the contractor protect the subgrade soils to minimize rutting from
heavy rubber tired equipment, sealing off the site with a smooth drum roller in advance of rain events, grading to
promote drainage and prevent ponding, and covering finalized on-grade areas with compacted CABC stone as
appropriate. Consideration could also be given to leaving subgrades a few inches high during construction and cutting
to grade just prior to placement of stone base. Even with the above provisions, it should be recognized that the
contractor's production and ability to limit undercut will in part be a function of weather conditions at the time of site
grading.
Slab-on-Grades. Approved soils or compacted structural fill will provide adequate support for conventional
concrete slab-on-grades, and a subgrade modulus of 100 pci may be used. We recommend capping the subgrade soils
with 4 inches of CABC to protect the subgrade.
Segmental Type Retaining Walls. Our experience has been that the near surface soils on this site are not well
suited for use as backfill in the reinforced zone for segmental unit retaining walls. Consideration can be given to using
the on-site behind low walls (less than 5 foot maximum height) away from structures; however, this should be
determined on a case-by-case basis.If we can be provided with planned wall locations and height,GeoTechnolgies can
help determine which walls (if any) can use on-site soils for backfill. In general, GeoTechnologies recommends that
backfill for segmental walls consist of an approved imported granular quarry material.If an import material is selected,
GeoTechnologies can provide recommended design parameters.
We recommend that all retaining wall designs include an assessment of global stability,to include tiered walls
and walls located in or on slopes. These analyses should be considered part of the wall design package, and designs
which do not explicitly address global stability should not be considered complete.Additionally,all wall designs should
include appropriate drainage provisions both directly behind the face block as well as behind the reinforced zone.
Although true groundwater is not prevalent near surface at this site,it may be encountered in cuts,and the potential for
perched water also exists. As such, adequate provisions should be included in the wall design details, and the
designer/contractor should be prepared to modify drainage provisions should areas of heavier than expected flows be
observed behind walls.
Fill Induced Settlements. In areas where site grades will be raised by more than 6 feet, some settlement of the
underlying residual soils will occur. It is recommended that fill induced settlements be allowed to subside before
construction begins. As such, we recommend that the project surveyors establish monitoring points in deep fill areas
(any area with more than 6 feet)to verify that fill induced settlements have subsided.Based on experience,we anticipate
that the monitoring period will not exceed 30 days following the completion of filling.
— 6eoTechndogies,Inc.
F';� www geotechpa com

Albemarle Properties,LLC
Re: Mosswood Blvd.Development
May 8,2019
Page: 5
Below Grade Walls and Retaining Walls. Below grade walls may be designed using the soil parameters
indicated in the table below for on-site soils. The design values assume level grade behind or in front of the wall and
should be modified for sloping grades.A buoyant unit weight should be used below the water table.
At-rest EP Active EP Passive EP Friction Base Friction Unit Weight
Coeff. Coeff. Coeff. Angle (pcf)
0.5 0.33 3.0 30° 0.35 120
Hydrostatic conditions should be considered for any walls extending below the water table (not expected).
Below grade walls must include an effective drainage medium which intercepts water moving towards the wall such
that hydrostatic conditions do not develop above the static water level. Appropriate safety factors should be used in
conjunction with these design values.
Any fill material placed adjacent to below grade walls should be compacted to a minimum of 95% of the
standard Proctor maximum dry density,except where 98%is required at subgrade.Additionally,any soils placed within
3 to 4 feet of below grade walls should be compacted with light hand held equipment to prevent overstressing of the
walls. This will necessitate that backfill be placed in 4 to 6 inch lifts.
Dewatering Considerations. Our borings generally indicate that cuts of at least 7 feet can be made without
encountering significant groundwater.We anticipate that any water encountered in general grading will be minor such
that it can be handled with a sump pump operation. If deeper utility installations (bearing more than 7 feet below
existing grade) are anticipated, these excavation may encounter heavier flows and may require more extensive
dewatering measures such as well points. Ultimately, dewatering is the responsibility of the contractor performing the
work.
Temporary Excavations. Trench excavation methods are the responsibility of the contractor. Temporary
excavations into residual soils should be designed in accordance with OSHA guidelines assuming that the on-site soils
can be classified as Type "B" soils. Excavations exceeding 20 feet in depth must be designed by an engineer. Once
open,all excavations should be observed on a daily basis by qualified personnel.
Storm Water Pond Considerations: The provided drawing shows that ponds are proposed on the south side of
the site. In recent years we have seen wet ponds which appear to meet plan infiltration criteria(typically 0.01 in/hr),
but which do not perform as expected. This is due to the fact that the boundary conditions of the field infiltration test
typically do not match those of the pond under normal pool conditions. Essentially,the hydraulic head(and therefore
gradient) of the pond under normal operating conditions is higher(often significantly higher) than the head from the
standard double ring infiltrometer test. Common problems we have seen associated with this issue include water levels
which cannot support the required vegetation and unacceptably low water levels for a project amenity such as a fountain.
Our experience has been that,when required,a soil liner constructed from a properly tested(lab and field)and
placed low permeability soil can be used to maintain water levels reasonably close to the intent of the infiltration
specification, even when accounting for the hydraulic head/liner thickness at normal pool levels. However,the higher
the head and/or thinner the liner, the more impervious the liner material should be. As such, a soil liner material may
be acceptable for one combination of hydraulic head/liner thickness, but not for another. If a wet pond will be
incorporated as an architectural amenity, it is recommended that a manufactured synthetic liner be used in conjunction
with a soil liner or as a replacement. In this case, if a synthetic liner is not used, consideration should be given to
installing a make-up well to maintain pond water levels.
Permanent Slopes. In this geology,dry and well compacted unreinforced fill slopes built at 2.5H:1 V are stable
without exception. Steeper fill slopes can be used with properly designed and installed geosynthetic reinforcement.Cut
6eoTechndogies,Inc.
F';� www geotechpa com

Albemarle Properties,LLC
Re: Mosswood Blvd.Development
May 8,2019
Page: 6
slopes should also be about 2.5H:1V or flatter. Any water encountered on the face of slopes should be brought to the
attention of the geotechnical engineer so that necessary provisions can be made.
Pavement Design. Following proper completion of grading, the site should be suitable for support of
conventional pavement structures. Based on the results of the CBR testing performed we recommend using a design
CBR of 6%for the design of flexible pavements and a subgrade modulus of 100 pci for rigid pavements. This design
CBR value is based upon samples that were typical in the top several feet of existing grade on the site.Any areas which
receive fill should be resampled at design subgrade elevation for laboratory CBR testing to verify that the soils at
subgrade elevation can provide the design CBR values. Soils which do not provide the design CBR value may
necessitate thickening of the stone base section. Some of the underlying soils contain a significant amount of mica and
will likely be unstable during a proof roll. If these micaceous soils are used to support pavements, a thickened stone
section may be necessary.
Any new pavement subgrades should be moisture conditioned and recompacted to not less than 98% of the
standard Proctor maximum dry density immediately prior to placement of base course stone.The subgrades should also
be proofrolled for stability. Site grades should be detailed to promote drainage away from the pavement areas, and
underdrains or ditches should be provided along the high side of all pavements. If irrigated planter islands will be
utilized,French drains should be installed around the edge of the curbing to intercept and divert perched water during
the wetter winter months of the year.
The design CBR value may generate pavement sections which are unsuitably thin. Therefore, for drive areas
we typically recommend a minimum pavement section consisting of 8 inches of CABC and 3 inches of asphalt. For
parking areas we typically recommend a minimum pavement section consisting of 8 inches of CABC and 2 inches of
asphalt.Pavement sections(rigid and flexible)can be provided once traffic loading and volume details are known
Seismic Design. This site is a seismic site class"D"under the building code based on the test boring data and
past experience in the area of the site.
CLOSING
GeoTechnologies, Inc. appreciates the opportunity to have provided you with our services on this project.
Please contact us if you should have questions regarding this report or if we may be of any further assistance.
0,%11111,,Sincerely, �.� k CAROB
OQ•FESS/p/V. -7
GeoTechnologies,Inc., :Q 9�• 9
SEAL
046382
Sean A.Corcoran,P.E.
NC License No.46382 q CCR�'
'll llllllll\\\\
SAC/pr-mrp
(.\ 6eoTechndogies,Inc.
r www geotechpa com

Table 1
Mosswood Blvd. Development Borings
Job # 1-19-0253EA
Boring Northing (ft) Easting (ft) Depth (ft) Proposed Depth (ft) Existing Depth (ft) Fill (-) / Cut (+) (ft)
B-1 2,147,435 830,790 15 ? ? ?
B-2 2,147,508 830,762 15 ? ? ?
B-3 2,147,506 830,970 15 459 446 -13
B-4 2,147,581 830,942 15 459 446 -13
B-5 2,147,560 831,110 15 459 454 -5
B-6 2,147,634 831,078 15 459 455.5 -3.5
B-7 2,147,628 831,284 15 463 462 -1
B-8 2,147,703 831,254 10 463 462.5 -0.5
B-9 2,147,647 831,335 15 467.6 465 -2.6
B-10 2,147,649 831,393 15 467.6 467.5 -0.1
B-11 2,147,798 831,335 15 467.6 466 -1.6
B-12 2,147,798 831,393 15 467.6 467.5 -0.1
P-1 2,147,601 830,739 5 ? ? ?
P-2 2,147,671 830,929 5 457 449 -8
P-3 2,147,769 831,135 5 460 459.5 -0.5
P-4 2,147,678 831,480 5 470 472 2
W-1 2,147,392 830,719 15 ? ? ?
W-2 2,147,691 830,770 15 ? ? ?

ADOPTED FROM MAP BOO(109)-3T1
. .
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3 =»� Job 9 0 53
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I/ DATE FEB.14,19
;
n
o TOPOGRAPHIC SURVEY FOR I F%f SCALE r=40'
g SHELTER BUILDING CORPORATION I ,I/, ,,, A III
DRAWN BTB
y OWNER: SHELTER BUILDING CORPORATION YOUNGSNUE C311ERCE CENTER I I
m LOT 2, YOUNGSVILLE COMMERCE CENTER 1AAP eooK 199)sr I JOB NO.
`o REF: MAP BOOK 1997-371 I I REVISIONS
a YOUNGSVILLE TOWNSHIP
FRANKLIN COUNTY,NORTH CAROLINA
40 20 0 40 80
C
SCALE 1"=40'
MAY 12, 1998
SHEET
ZONED HIGHWAY BUISNESS AND LIGHT INDUSTRY C 1 . 0
E
0
6

Elevation (Feet) GENERALIZED SUBSURFACE PROFILE LEGEND
■ Topsoil
475 Low Plasticity Silt
P-4
Silty Sand
470 1•1•. 0 Low Plasticity Clay
B-12
B_11 17 High Plasticity Silt
B - 9 /
465 % 9
B -8 11
12
14 Fill
7
460 13 15 P'3 18 Standard Penetration Resistance
B - 6 9 15 11111 7 V Groundwater at Time of Boring
455 17 15 !II!•t3 / ii Auger Refusal
10
13 14 =Proposed Elev.
13
450 11 .. .. 15 P-2
B - 3 20 Iiiii
445 12 ...��6 13
440 .... 16 6
435 22
430 8
PROJECT: SCALE: As Shown
JOB No:1-19-0253-EA
Mosswood Blvd Development Ir//////4••••••• GeoTechnologies, Inc
Youngsville, North Carolina FIGURE No:2A

Elevation (Feet) GENERALIZED SUBSURFACE PROFILE LEGEND
■ Topsoil
448 W-2 Low Plasticity Silt
446
14
444 p_1
--•••• Fill
442 13
11 Standard Penetration Resistance
440
Groundwater at Time of Boring
438 .11 7 Auger Refusal
B - 1 9
436 •
W-1 No Proposed Elevations Were
434 119
AIR Provided For These Borings
432 .. .IQ .4
8
430
V
6
428 •••
426 6 •••
424 •••
422 •••
7
420 •••
6
418
PROJECT: SCALE: As Shown
JOB No:1-19-0253-EA
Mosswood Blvd Development I........ GeoTechnologies, Inc.
Youngsville, North Carolina FIGURE No:2B

Borings Logs

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 436.00 10 20 40 60 100
0.5 Topsoil and Occasional Rocks
FILL-Stiff Red Clayey SILT ML
•
3-4-5
3.0
Firm Micaceous Red,Orange,and Black Clayey 1ML
SILT
431
3-4-4
a
426 � .
2-3-3
a,
m
H
O
H
C7
•
3-3-4 a
15.0 421_ w
Boring Terminated At 15 Feet Below Existing
Elevation
z
I I
Groundwater Encountered At 7 Feet Below Exisitng Elevation
JOB NUMBER 1-19-0253-EA
BORING NUMBER B- 1
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 446.00 10 20 40 60 100
0.4 Topsoil and Occasional Rocks
FILL-Stiff Red Clayey SILT ML
4-5-7
3.0
Very Stiff Red and Brown Clayey SILT ML
441 •
5-7-9
8.0
Very Stiff to Firm Micaceous Red,Brown,and ML
Yellow Fine Sandy SILT
436 . . . . . .
8-12-10
a,
m
H
O
H
C7
3-4-4 `?a
15.0 431
Boring Terminated At 15 Feet Below Existing N
Elevation
z
(-
Moist at Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER B-3
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 455.50 10 20 40 60 100
0.3 Topsoil and Occasional Rocks
FILL-Stiff Red Clayey SILT ML
6-4-6
3.5
Firm Micaceous Red,Orange,and Yellow Clayey ML
SILT
451
5-5-6
446 •
2-3-3
a,
m
H
O
H
C7
2-3-3 c?
15.0 441
Boring Terminated At 15 Feet Below Existing
Elevation
z
Moist at Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER B-6
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 462.50 10 20 40 60 100
Topsoil and Occasional Rocks
0.8
Stiff Red Clayey SILT MH
•
5-6-7
3.0
Stiff Micaceous Red and Orange Fine Sandy SILT ML
458
1 4-4-5
453 •
5-6-7
a,
m
C)
13.5 0
Very Stiff Micaceous Red and Orange Silty Fine to ISM, (.9
Coarse SAND with Quartz Fragments
8-12-8 (.9
15.0 • 448 w
Boring Terminated At 15 Feet Below Existing
Elevation
z
I-
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER B-8
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 465.00 10 20 40 60 100
Topsoil and Occasional Rocks
0.7 -71
Stiff Red and Orange Clayey SILT ML
5-5-7
3.5
Very Stiff Micaceous Red,Orange,and Black Fine ML
Sandy SILT
460
7-8-10
455
6-8-9
a,
m
H
O
C7
H
C7
5-7-8 c?
15.0 450 w
Boring Terminated At 15 Feet Below Existing N
Elevation
z
cal
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER B-9
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 466.00 10 20 40 60 100
Topsoil and Occasional Rocks
0.7 -71
Stiff Red and Orange Clayey SILT ML
•
7-6-5
3.5
Stiff Micaceous Orange,Red,and Yellow Fine ML
Sandy SILT
461 •
7-8-7
456 •.
5-7-8
a,
m
H
O
H
C7
5-6-7 c?
15.0 451
Boring Terminated At 15 Feet Below Existing N
Elevation
z
(79
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER B-11
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 467.50 10 20 40 60 100
0.5 Topsoil and Occasional Rocks
FILL-Stiff Red Silty CLAY CL/
//
6-4-5
4.5
Stiff Red Clayey SILT ML 463
4-6-8
7.0
Stiff Micaceous Red,Yellow,Orange Clayey SILT ML�
458 •.
4-7-8
a,
m
H
O
C7
H
C7
6-6-8 `?
15.0 453
Boring Terminated At 15 Feet Below Existing
Elevation
z
(79
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER B-12
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 443.00 10 20 40 60 100
Topsoil and Occasional Rocks
0.3 71111
FILL-Stiff Micaceous Red and Orange Clayey ML
SILT
•
4-5-6
2.5
Stiff Micaceous Red and Orange Clayey SILT ML
• 3-5-6
5.0 438 . . . . . . .
Boring Terminated At 5 Feet Below Existing
Elevation
m
H
O
C7
H
C7
a
C7
w
m
N
O
m
Z
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER P-1
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 449.00 10 20 40 60 100
Topsoil and Occasional Rocks
0.7
FILL-Firm Red Fine Sandy SILT ML
3.0
Stiff Micaceous Red Clayey SILT ML
• 5-6-7
5.0 444 . . . . . . .
Boring Terminated At 5 Feet Below Existing
Elevation
m
H
O
C7
H
C7
a
C7
w
m
N
O
m
Z
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER P-2
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 459.50 10 20 40 60 100
Topsoil and Occasional Rocks
0.8
FILL-Firm Red and Brown Fine Sandy SILT ML
•
5-3-4
2.5
Stiff Micaceous Red and Orange Fine Sandy SILT •
ML
5-6-7
5.0 455 . . . . . . .
Boring Terminated At 5 Feet Below Existing
Elevation
io
H
O
C7
H
C7
a
C7
w
m
N
O
m
Z
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER P-3
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 472.00 10 20 40 60 100
Topsoil and Occasional Rocks
0.7
Stiff Red Clayey SILT ML
• 5-6-5
2.5
Very Stiff Micaceous Red Clayey SILT ML
• 6-7-10
5.0 467 . . . . . . .
Boring Terminated At 5 Feet Below Existing
Elevation
m
H
O
C7
H
C7
C7a
w
m
N
O
m
Z
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER P-4
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 434.00 10 20 40 60 100
0.5 Topsoil and Occasional Rocks
FILL-Stiff Orange and Red Clayey SILT ML
2-4-6
3.0
Firm to Soft Micaceous Orange,Tan,and Red Fine ML
Sandy SILT
429 • .
2-3-3
424 •
2-1-2
a,
m
H
O
C7
H
C7
• a
2-3-3 c?
15.0 419
Boring Terminated At 15 Feet Below Existing
Elevation
z
(79
Dry At Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER W-1
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

/ TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 447.00 10 20 40 60 100
0.3 _ Topsoil and Occasional Rocks
FILL-Stiff Orange and Brown Fine Sandy SILT ML
•
5-6-8
3.5
Stiff to Soft Orange and Yellow Fine Sandy SILT ML
442
4-5-8
437
3-4-5
a,
m
H
O
C7
H
C7
2-2-2 `?
15.0 432 w
Boring Terminated At 5 Feet Below Existing N
Elevation
z
Moist at Time of Boring
JOB NUMBER 1-19-0253-EA
BORING NUMBER W-2
DATE 5-1-19 J GeoTechnologies, Inc.
PAGE 1 OF 1 3200 Wellington Court,Ste 108
Raleigh,NC 27615

Laboratory Data

GeoTechnologies, Inc. CBR DATA SHEET ASTM D-1883
JOB#: 1-19-0253-EA JOB NAME: Mosswood Blvd. Development
DATE: 5/7/2019 SAMPLE I.D.: S-1 Depth: 0.0-3.0'
NOTES: PROCTOR DATA: TEST PROCEDURE: ASTM D-698
Opt. Moisture= 26.8% Max.Dry Density = 94.5 PCF
SOIL DESCRIPTION: Red Brown Micaceous Sandy Silt
CBR SPECIMEN DATA Swell Data
MOISTURE CONTENT 25.5% Initial Reading 0.485
WET DENSITY 116.4 Ibs./cu.ft. Final Reading 0.530
DRY DENSITY 92.7 lbs./cu.ft. Mold Height 4.594
%COMPACTION 98.1% % Swell 0.98
LOAD CELL 5000 LB. RATE OF DEFORMATION .05 in./min.
SURCHARGE USED 10 lbs.
180.00
I
160.00 -
1 .
140.00
120.00
.
o. 100.00 -
d Q 80.00
60.00
40.00 -
20.00 -
0.00 1
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Penetration (in.)
CBR @ 0.1" 7.3
CBR @ 0.2" 7.1
%SWELL 1.0

1
ASTM D-4318
80
01CH
70 •
P 60 . •
A
S
T 50 •
1
C
T 40 .
Y
I 30 - •
N
D .
X 20 .
10 •
CL-ML , CD CD
0
0 20 40 60 80 100
LIQUID LIMIT(LL)
Specimen Identification LL PL PI Fines Classification
•B-8 S-1 0.5-2.0' 54 32 22 66.5 Red Brown Micaceous Medium to Fine Sandy Clayey Silt
I P-4 S-1 0.5-2.0' 39 25 14 71.9 Red Brown Micaceous Medium to Fine Sandy Clayey Silt
PROJECT Mosswood Blvd Development-Youngsville, NC JOB NO. 1-19-0253-EA
DATE 5/7/19
Date Recieved• ATTERBERG LIMITS' RESULTS
Dates Tested: 3200 Wellington Court, Ste 108
Raleigh, NC 27615

135 GcoTechnologies, Inc.
Job No: 1-19-0253-EA Date: 5/7/19
130 Job Name: Mosswood Blvd Development
Job Location: Youngsville, NC
Boring No:
Sample No: S-1
125 Depth: 0.0-3.0'
TEST RESULTS
Method of Test: ASTM D 698
120 Maximum Dry Density: 94.5 PCF
Optimum Moisture Content: 26.8%
\ Natural Moisture Content:
0 115 Atterberg Limits: LL PI
Soil Description: Red Brown Micaceous
Sandy Silt
N110
0
a Date Recieved• 5/2/2019
Dates Tested: 5/2-5/7/2019
2 105
>-
❑
re
100
CURVES OF 100%SATURATION
95 FOR SPECIFIC GRAVITY EQUAL TO:
2.80
90 2.70
\ 2.60
85
80
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT(Percent Dry Weight)
MOISTURE-DENSITY RELATIONSHIP
3200 Wellington Court, Ste 108
Raleigh, NC 27615

U.S. Standard Sieve Sizes
Cr N CO
1" " #4 #10 #20 #40 #60 #100 #200
100
60
m
c
m
2
40
0
100 8 6 4 2 10 8 6 4 2 1 8 6 4 2 0.1 8 6 4 2 0.01 8 6 4 2 0.0018 6
Grain Size In Millimeters
GRAVEL SAND FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
Boring No. Elev./Depth Nat.W.C. L.L. P.L. P.I. Soil Description or Classification
B-$ GRAIN SIZE DISTRIBUTION
0.5-2.0' 54.0 32.0 22.0 Red Brown Micaceous Medium to Fine Sandy
S-1 Clayey Silt % GeoTechnologies, Inc.
Project: Job No.: 1-19-0253-EA
Mosswood Blvd Development Date Recieved• 3200 Wellington Court, Ste 108
Youngsville, NC Date: 5/7/19 Dates Tested: Raleigh, NC 27615

U.S. Standard Sieve Sizes
V N CO
1" " #4 #10 #20 #40 #60 #100 #200
100
60
m
c
m
2
40
0
100 8 6 4 2 10 8 6 4 2 1 8 6 4 2 0.1 8 6 4 2 0.01 8 6 4 2 0.0018 6
Grain Size In Millimeters
GRAVEL SAND FINES
COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
Boring No. Elev./Depth Nat.W.C. L.L. P.L. P.I. Soil Description or Classification
P_4 GRAIN SIZE DISTRIBUTION
0.5-2.0' 39.0 25.0 14.0 Red Brown Micaceous Medium to Fine Sandy
S-1 Clayey Silt % GeoTechnologies, Inc.
Project: Job No.: 1-19-0253-EA
Mosswood Blvd Development Date Recieved• 3200 Wellington Court, Ste 108
Youngsville, NC Date: 5/7/19 Dates Tested: Raleigh, NC 27615

CALCULATIONS
Constructed Wetland Design Worksheet

STOCKS
ENGINEERING
Wetland Design
Project: Allen Pipkin Youngsville
Location: Youngsville, NC
Date: 7-Nov-23 REVISED
Basin ID: Bioretention to Wetland Conversion
Drainage Area (A) 5.1 Acres
Impervious Area 3.97 Acres *Includes all offsite drainage area
% Impervious (I) 77.84% as impervious.
Water Quality Volume
Calculate Rv: Rv= 0.05+.9 X I
Rv= 0.75
WQV= 3630XRDXRvXA
RD= 1.00 Inch
WQV= 13,896 CF
Surface Area
Design Depth = 15.00 INCHES
Surface Area= 11,117 SF
Orifice Sizing
Design Orifice Q= CoAo /2gHo
CD= 0.6
g= 32.2 FT/S2
Ho= H/3= 0.33 FT
H= 1 FT
Ao= 0.02 FEET
Design Pipe= 2 INCH
Design Orifice Q= 0.06 CFS
Days to Drain = 2.7
Grass-like
Wetland Zones Herbaceous Herbaceous
Area in SF %of Total Plants Plants Shrubs Trees
Deep Pool (Non-Forebay) 1553.49 0.113302 NA NA NA NA
Deep Pool (Forebay) 2019.7 0.147304 NA NA NA NA
Shallow Water 5862.18 0.427551 1465.545 NA NA NA
Temporary Inundation Zone 4275.71 0.311843 1068.9275 855.142 171.0284 1
Total Wetland Area 13711.1 The Temp. Inundation zone shall be planted with one of the
three following combinations of plants:
1. Herbaceous Plants
2. Shrubs
3.Trees and Grass-like Herbaceous Plants

CALCULATIONS
Buoyancy Resistance Calcs

Buoyancy Resistance Calculations for Wetwell
Assumptions:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [g�o��] = 147 pcf
Unit Weight of Water [gw] = 62.4 pcf
Base Length [L] = 5 feet Same if Extended Moorbase
Base Width [W] = 5 feet Same if Extended Moorbase
Known:
Inside Diameter of Wetwell (ft) = ID 3.39
Outside Diameter of Wetwell (ft) = OD 4.51
Depth of Structure (ft) = D 6.8
Minimum Base Slab Thickness (in) = T 6
Minimum Top Slab Thickness (in) = Tts 0
Average Invert Thickness (in) = Ti 0
Base Slab Area (ft2) = A (L x W) or pi(L/2)2
Displacement Volume, Wetwell (ft2) = Vw pi(OD/2)2D
Displacement Volume, Base Slab (ft2) = Vbs A(T/12)
Buoyant Force = B (VW+ Wbs) x gW
Effective Weight of Soil Over Slab Extension = S (gsat- gW) x (A-pi(OD/2)2)D
Structure Weight, Walls = Ww (pi(OD/2)2 - pi(ID/2)2)Dgconc
Structure Weight, Invert = Wi pi(ID/2)2T;gconc
Structure Weight, Top Slab = Wts pi(OD/2)z(Tts/12)gconc
Structure Weight, Base Slab = Wbs A(T/12)gconc
Structure Weight, Total = W Ww+ W; + Wts + Wbs
Table of Calculations:
A Ww Wi Wts Wbs W
(ft2) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs)
19.63 6942.90 0 0.00 1442.438 8385.339
Vw Vbs B S W+ S = 9818.11
(ft) (ft3) (Ibs) (Ibs) B = 7387.41 FOS
108.58 9.81 7387.41 1432.77 Is W+ S > B? YES 1.33
Conclusion:
Since the weight of the structure and the base slab is greater than the buoyancy for of the wetwell,
the resistance to buoyant force is provided.

CALCULATIONS
Pre. vs Post Runoff Computations

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
1 2
CP fp
v
ipt
Project: 70 Mosswood Blvd Wetland Conversion.gpw Thursday, 06/29/2023

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Inflow I 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 1.714 4.034 12.07 Pre Dev.Runoff
2 SCS Runoff 14.76 19.44 31.82 Post Dev.Runoff
3 Reservoir 2 1.202 5.655 21.05 Constructed Wetland
Proj.file: 70 Mosswood Blvd Wetland Conversion.gpw Thursday, 06/29/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 1.714 1 720 5,495 Pre Dev.Runoff
2 SCS Runoff 14.76 1 718 30,045 Post Dev.Runoff
3 Reservoir 1.202 1 751 23,124 2 442.09 16,333 Constructed Wetland
70 Mosswood Blvd Wetland Conversion.gpw Return Period: 1 Year Thursday, 06/29/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 1
Pre Dev. Runoff
Hydrograph type = SCS Runoff Peak discharge = 1.714 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 5,495 cuft
Drainage area = 5.100 ac Curve number = 60
Basin Slope = 4.3 % Hydraulic length = 885 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Runoff
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 2.00
1.00 1 1.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 2
Post Dev. Runoff
Hydrograph type = SCS Runoff Peak discharge = 14.76 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 30,045 cuft
Drainage area = 5.100 ac Curve number = 86.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev. Runoff
Q (cfs) Hyd. No. 2-- 1 Year Q (cfs)
15.00 15.00
12.00 1 12.00
9.00 9.00
6.00 6.00
3.00 3.00
7(
0.00 - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 3
Constructed Wetland
Hydrograph type = Reservoir Peak discharge = 1.202 cfs
Storm frequency = 1 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 23,124 cuft
Inflow hyd. No. = 2 - Post Dev. Runoff Max. Elevation = 442.09 ft
Reservoir name = Proposed Wetland Max. Storage = 16,333 cuft
Storage Indication method used.
Constructed Wetland
Q (cfs) Hyd. No. 3-- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I I Total storage used = 16,333 cuft

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Pond No. 1 - Proposed Wetland
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation =440.75 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 440.75 9,435 0 0
0.25 441.00 11,187 2,578 2,578
1.25 442.00 13,711 12,449 15,027
2.25 443.00 16,718 15,214 30,241
2.75 443.50 21,310 9,507 39,748
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 0.00 0.00 Crest Len(ft) = 12.00 16.00 0.00 0.00
Span(in) = 18.00 2.00 0.00 0.00 Crest El.(ft) = 442.00 442.90 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 435.20 440.75 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 38.00 0.67 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.01 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
3.00 443.75
2.00 442.75
1.00 - 441.75
0.00 440.75
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Total Q Discharge(cfs)

8
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 4.034 1 719 9,900 Pre Dev.Runoff
2 SCS Runoff 19.44 1 717 40,029 Post Dev.Runoff
3 Reservoir 5.655 1 725 33,087 2 442.27 19,064 Constructed Wetland
70 Mosswood Blvd Wetland Conversion.gpw Return Period: 2 Year Thursday, 06/29/2023

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 1
Pre Dev. Runoff
Hydrograph type = SCS Runoff Peak discharge = 4.034 cfs
Storm frequency = 2 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 9,900 cuft
Drainage area = 5.100 ac Curve number = 60
Basin Slope = 4.3 % Hydraulic length = 885 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Runoff
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 1 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 2
Post Dev. Runoff
Hydrograph type = SCS Runoff Peak discharge = 19.44 cfs
Storm frequency = 2 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 40,029 cuft
Drainage area = 5.100 ac Curve number = 86.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev. Runoff
Q (cfs) Hyd. No. 2--2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 4 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
7( --,—..
0.00 - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 3
Constructed Wetland
Hydrograph type = Reservoir Peak discharge = 5.655 cfs
Storm frequency = 2 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 33,087 cuft
Inflow hyd. No. = 2 - Post Dev. Runoff Max. Elevation = 442.27 ft
Reservoir name = Proposed Wetland Max. Storage = 19,064 cuft
Storage Indication method used.
Constructed Wetland
Q (cfs) Hyd. No. 3--2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 I Total storage used = 19,064 cuft

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 12.07 1 718 25,063 Pre Dev.Runoff
2 SCS Runoff 31.82 1 717 67,120 Post Dev.Runoff
3 Reservoir 21.05 1 722 60,139 2 442.69 25,497 Constructed Wetland
70 Mosswood Blvd Wetland Conversion.gpw Return Period: 10 Year Thursday, 06/29/2023

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 1
Pre Dev. Runoff
Hydrograph type = SCS Runoff Peak discharge = 12.07 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 25,063 cuft
Drainage area = 5.100 ac Curve number = 60
Basin Slope = 4.3 % Hydraulic length = 885 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Runoff
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 f 8.00
6.00 6.00
4.00 4.00
2.00LI.--------11 - 2.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 2
Post Dev. Runoff
Hydrograph type = SCS Runoff Peak discharge = 31.82 cfs
Storm frequency = 10 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 67,120 cuft
Drainage area = 5.100 ac Curve number = 86.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev. Runoff
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 2 Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/29/2023
Hyd. No. 3
Constructed Wetland
Hydrograph type = Reservoir Peak discharge = 21.05 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 60,139 cuft
Inflow hyd. No. = 2 - Post Dev. Runoff Max. Elevation = 442.69 ft
Reservoir name = Proposed Wetland Max. Storage = 25,497 cuft
Storage Indication method used.
Constructed Wetland
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 uullll I 111 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 I Total storage used = 25,497 cuft

CALCULATIONS
Rip Rap Outlet Protection Worksheets

STOCKS
ENGINEERING
Rip-Rap Outlet Protection
Pipe# FES 8
.:4• •...r-4radp ! Known:
ado A ;ik:�ii�.��1i,A ir 18 RCP
�..tj./r�•.�:�r�e. Q10= 9.5 CFS
do WM:S•alig11 V10= 5.38 FPS
ltdiil:�e��il1 l fGr
1:41 1 0.0 /• Min. Required:
Plan La= 8 FT
La W= 13 FT
irlill�� 3do= 5 FT
• +��-• •.•.;;+_•;;11=1 I d50= 0.4 (Rip Rap Size, FT)
Filter
Section AA ,blanket *Use Class B Rip Rap over
Mirafi 140N 18 " in depth.
Rip-Rap Outlet Protection
Pipe# FES 16
4tig
ii rre roll_ Known:
�••��a��I+��• 30 RCP
3d0 A rih ire p rOoIii A
raj str ram-: Qio= 18.35 CFS
fo ���4�1:�ISSj��: Vio= 3.74 FPSg•ikidp
�"var•��. r
011313 Min. Required:
Plan La= 15 FT
_ W= 18 FT
■ La �1
3do= 8 FT
d5o= 0.6 (Rip Rap Size, FT)
Section AA 'Filter blanket *Use Class B Rip Rap over
Mirafi 140N 18" " in depth.

Rip-Rap Outlet Protection
Pipe# FES 19
.+•�.�.1
•/(4,0°i�.NW Known:
j�%a�•Iien" 18 " RCP
3do A ��i��i��������iiA
�� ttaii.,f��eb•il Qio= 21.05 CFS
do ���;1�;•�°�•ig� Vio= 11.92 FPS
•�-.1,140.sio: �++r Min. Required:
Plan La= 10 FT
W= 6 FT
7 ,, La 7 3do= 4.5 FT
d50= 0.6 (Rip Rap Size, FT)
---. ICJ. _ 'i•.i,:••• s.4��:-iii -"1
Filter
Section AA 'blanket *Use Class B Rip Rap over
Mirafi 140N 18" " in depth.

NCDENR FORMS
Stormwater Management Permit Application Form

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: £ Coastal SW—1995 £ Coastal SW—2008 £ Ph II-Post Construction
(select all that apply) £ Non-Coastal SW-HQW/ ORW Waters £ Universal Stormwater Management Plan
£ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name(subdivision, facility,or establishment name -should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Allen Pipkin Youngsville SCM Conversion
2. Location of Project(street address):
70 Mosswood Boulevard
City:Youngsville County:Franklin Zip:27596
3. Directions to project(from nearest major intersection):
At the intersection of Rt 1 and SR 2019 in Youngsville,NC head East on Mosswood Boulevard.
The property is on the south side of the road approximately 700' from Rt 1 and 330'beyond Gatekeeper Rd.
4. Latitude:36Y'2'0.1212"N Longitude:781/30' 1.1664"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102—Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number ,its issue date(if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application,list the stormwater project number,
if assigned, and the previous name of the project,if different than currently
proposed,
4.a.Additional Project Requirements (check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 5.11 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/ Permit Number,
issue date and the type of each permit:FRANK-2019-033
5. Is the project located within 5 miles of a public airport? No ❑Yes
If yes,see S.L. 2012-200,Part VI:http://portal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31,2013 Page 1 of 6

III. CONTACT INFORMATION
1.a.Print Applicant/ Signing Official's name and title(specifically the developer,property owner,lessee,
designated government official,individual, etc.who owns the project):
Applicant/Organization:Albermarle Properties LLC
Signing Official&Title:Allen Pipkin,Manager
b.Contact information for person listed in item la above:
Street Address:10320 Durant Road Suite 113
City:Raleigh State:NC Zip:27614
Mailing Address (ifapplicable):10320 Durant Road Suite 113
City:Raleigh State:NC Zip:27614
Phone: (919 ) 524-1144 Fax: ( )
Email:tapipkinliahoo.com
c.Please check the appropriate box.The applicant listed above is:
® The property owner(Skip to Contact Information,item 3a)
n Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
n Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
n Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization:
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official&Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:Franklin County Builidng Inspections
Point of Contact:Tommy Harris Phone#: (919 ) 496-2281
Form SWU-101 Version Oct. 31,2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
The stormwater runoff will be collected in an underground drainage system,treated by a constructed
wetland and then will be discharged from the site.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
n Approval of a Site Specific Development Plan or PUD Approval Date:
n Valid Building Permit Issued Date:
n Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
n Coastal SW—1995 n Ph II—Post Construction
3. Stormwater runoff from this project drains to the Neuse River basin.
4. Total Property Area: 5.11 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area:0 acres
7. Total Property Area(4)—Total Coastal Wetlands Area(5)—Total Surface Water Area(6)=Total Project
Area+: 5.11 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures,the area
between the banks of streams and rivers,the area below the Normal High Water(NHW)line or Mean High Water
(MHW)line,and coastal wetlands landward from the NHW(or MHW)line.The resultant project area is used to
calculate overall percent built upon area(BUA). Non-coastal wetlands landward of the NHW(or MHW)line may
be included in the total project area.
8. Project percent of impervious area:(Total Impervious Area/ Total Project Area)X 100 =68.2
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects,use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area_ Drainage Area_ Drainage Area
Receiving Stream Name Richland Creek
Stream Class * C;NSW
Stream Index Number * 27-21-(0.5)
Total Drainage Area(sf) 222,847
On-site Drainage Area(sf) 202,061
Off-site Drainage Area(sf) 20,786
Proposed Impervious Area'`(sf) 152,024
%Impervious Area'`(total) 68.2
Imp ervious**Surface Area Drainage Area 1 Drainage Area_ Drainage Area_ Drainage Area
On-site Buildings/Lots (sf) 42,600
On-site Streets (sf) 0
On-site Parking (sf) 105,000
On-site Sidewalks (sf) 4,424
Other on-site (sf) 0
Future (sf) 0
Off-site (sf) 0
Existing BUA p'a (sf) 0
Total (sf): 152,024
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas, etc.
Form SWU-101 Version Oct. 31,2013 Page 3 of 6

''''''Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined?Provide documentation. Construction Docs.
provided by owner and original site designer.The original plans are included with 11-6-23 resubmittal.
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened&
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&M)forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/ su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy,Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/ su/ statesw/ forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/ su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/ su/ statesw/ forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions&Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s)(sealed,signed and dated)and O&M
agreement(s)for each BMP.
4. Permit application processing fee of$505 payable to NCDENR. (For an Express review,refer to
http://www.envhelp.org/pages/ onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative(one to two pages)describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within %mile of the site boundary,include the 'h
mile radius on the map.
7. Sealed,signed and dated calculations(one copy).
8. Two sets of plans folded to 8.5"x 14" (sealed,signed,&dated),including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line of tidal
waters,and any coastal wetlands landward of the MHW or NHW lines.
Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures,the banks of streams or rivers,and the MHW (or NHW)of tidal waters.
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours,proposed contours,spot elevations,finished floor elevations.
1. Details of roads,drainage features,collection systems,and stormwater control measures.
m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site),drainage easements,pipe sizes,runoff calculations.
o. Drainage areas delineated (included in the main set of plans,not as a separate document).
Form SWU-101 Version Oct. 31,2013 Page 4 of 6

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations(Please identify
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xl l" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed.Deed book:2186 Page No:463
11. For corporations and limited liability corporations(LLC):Provide documentation from the NC
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-
stormwater-forms docs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required, shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:J.Michael Stocks
Consulting Firm: Stocks Engineering
Mailing Address:PO Box 1108
City:Nashville State:NC Zip:27856
Phone: (252 ) 459-8196 Fax: (252 ) 459-8197
Email:astockstocksengineering.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information,item 2 has been filled out,complete this
section)
I, (print or type name ofperson listed in Contact Information,item 2a) ,certify that I
own the property identified in this permit application,and thus give permission to (print or type name ofperson
listed in Contact Information,item la) with (print or type name of organization listed in
Contact Information,item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31,2013 Page 5 of 6

As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DEMLR Stormwater permit reverts back
to me,the property owner.As the property owner,it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that th r treatment facility
without a valid permit is a violation of NC Gener e 43-215.1 and may result in appropriat orcement
action including the assessment o 'vil ies of up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature:
I, ,a Notary Public for the State of ,County of
,do hereby certify that personally appeared
before me this day of ,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item la)Albemarle Properties LLC(Allen Pipkin)
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater r under 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
)Signature: Datee11 �r� —
I, i4rr r r�1 ,a Notary Public for the State of A10(411 IA)It( ►nG ,County of
w4I ,do hereby certify that TMtn A(I&n l 1p kr% 3 r personally appeared
before me this 14 day of 21E3 ,and acknowledge the due execution of the application for
44/re)
a stormwater permit. Witness and and official seal, (411!4i4
SEAL
AMANDA BURGESS
Notary Public,North Carolina
Wake County
My Commission Expires 4�//����
February 15,2028 My commission expires
I
Form SWU-101 Version Oct. 31,2013 Page 6 of 6

NCDENR FORMS
Supplement EZ Form

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Allen Pipkin Youngsville SCM Conversion
2 Project Area(ac) 5.1 •
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 50
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond
14 Stormwater Wetland 1
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting(RWH)
18 ,Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: J.Michael Stocks,PE
28 Organization: Stocks Engineering
29 Street address: 801 E Washington St.
30 City,State,Zip: Nashville,NC 27856
31 Phone number(s): 252-459-8196
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
`‘`��fltEtltlt��,
or% t...S S .o. 1,,Z-c4g
04/%1. s
4C 17ignatu of Designer
i SEAL
i 19843 •• ::
. •
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4*p,...s.„.....,c0-14/-7/1.--3 t(/7/ 3
Seal :t f:s i l l%S Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 7
4 Type of SCM Wetland
5 Total drainage area(sq ft) 219029 sf 219029 sf
6 Onsite drainage area(sq ft) 198243 sf 198243 sf
7 Offsite drainage area(sq ft) 20786 sf 20786 sf
8 Total BUA in project(sq ft) 152024 sf 152024 sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft) sf sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 154024 sf 154024 sf
11 Offsite BUA(sq ft) 20786 sf 20786 sf
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) 105000 sf 105000 sf
-Sidewalk(sq ft) _ 4424 sf 4424 sf
-Roof(sq ft) 42600 sf 42600 sf
-Roadway(sq ft) sf sf
-Future(sq ft) sf sf
-Other,please specify in the comment box
below(sq ft) sf sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft) sf sf
New infiltrating permeable pavement not on
14 subdivided lots(sq ft) sf sf
Existing BUA that will remain(not subject to
15 permitting)(sq ft) sf sf
16 Existing BUA that is already permitted(sq ft) sf sf
17 Existing BUA that will be removed(sq ft) sf sf
18 Percent BUA 68% 79%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 15027 cf
21 Calculation method for design volume Simple
ADDITIONAIIVFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

STORMWATER WETLAND
1 Drainage area number 1
2 Minimum required treatment volume (cu ft) 13896 cf
GENERAL MDC FROM 02H .1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM (H:V)? 3:1
6 Does the SCM have retaining walls, gabion walls or other engineered No
side slopes?
7 Are the inlets, outlets, and receiving stream protected from erosion Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump (preferred)
10 If applicable, will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC (8)? Yes
12 Does the drainage easement comply with General MDC (9)? _ Yes
13 If the SCM is on a single family lot, does (will?) the plat comply with N/A
General MDC (10)?
14 Is there an O&M Agreement that complies with General MDC (11)? Yes
15 Is there an O&M Plan that complies with General MDC (12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
STORMWATER WETLAND MDC FROM 02H .1054
18 Design volume of SCM (cu ft) 13896 cf
19 Are the inlet(s) and outlet located in a manner that avoids short- Yes
circuiting?
20 Are berms or baffles provided to improve the flow path? No
21 Does the orifice drawdown from below the top surface of the Yes
permanent pool?
Does the wetland minimize impacts to the receiving channel from the
22 Yes
1-yr, 24-hr storm?
23 Is a trash rack or other device provided to protect the outlet system? Yes
'Elevations
24 Elevation, peak attenuation above temporary pool (if applicable) 442.90
(fmsl) I
25 Elevation, temporary pool (top of the temporary inundation zone) 442.00
(fmsl)
26 Elevation, permanent pool (top of the shallow water zone) (fmsl) 440.75
27 Elevation, bottom of shallow water zone (fmsl) 440.00
28 Elevation, bottom of forebay deep pool at deepest point (at forebay 436.00
entrance) (fmsl)
29 Elevation, bottom of forebay deep pool at shallowest point (at forebay 437.00
exit) (fmsl)
30 Elevation, bottom of non-forebay deep pool at deepest point (fmsl) 439.00
'Planting Zones
31 Area,
total surface area of the SW wetland at temporary pool elev. 13,711.00
32 Area, temporary inundation zone at temporary pool elev. (sq ft) 4,276.00
33 Area, shallow water zone at temporary pool elev. (sq ft) 5,862.00
Wetland 1 1:26 PM 11/7/2023

STORMWATER WETLAND
34 Area, forebay at temporary pool elev. (sq ft) 2,020.00
35 Area, non-forebay deep pool at temporary pool elev .(sq ft) 1,553.00
36 Percent area provided, temporary inundation zone (should be 30- 31
45%) _
37 Percent area provided, shallow water zone (should be 35-45%) 43%
38 Percent area provided, deep pool (forebay) (should be 10-15%) 15%
391 Percent area provided, deep pool (non-forebay) (should be 5-15%) 11%
1Depths and Outlet
40 Peak attenuation depth above temporary inundation zone (inches) 10.80 in
41 Temporary inundation zone depth (temporary pool to permanent 15.00 in
pool) (inches)
42 Shallow water zone depth (permanent pool to bottom of wetland) gin
(inches)
43 Depth, forebay at entrance (permanent pool to bottom of forebay 48 in
entrance) (inches)
44 Depth, forebay at exit (permanent pool to bottom of forebay exit) 36 in
(inches)
45 Depth, non-forebay deep pools (permanent pool to deep pool bottom)1 24 in
(inches)
46 If there is an orifice, diameter (inches) 2 in
47 If there is a weir, weir height (inches) NA
48 If there is a weir, weir length (inches) NA
49 Drawdown time for the temporary pool (days) 2.7
Wetland 2 1:26 PM 11/7/2023

STORMWATER WETLAND
Soil and Plants
50 Soil amendment depth (inches) 12 in
51 Has a soil amendment specification been provided? Yes
52 Has a landscaping plan that meets SW Wetland MDC (12) been Yes
provided?
53 Number of plants per 200 square feet (#) in the shallow water zone:
54 Does the temporary inundation zone planting comply with SW Yes
Wetland MDC (14)?
55 Are the dam structure and temporary fill slopes planted in non- Yes
clumping turfgrass?
56 Will cattails be planted in the wetland? No
ADDITIONAL INFORMATION
T T
57 Please use this space to provide any additional information about the
stormwater wetland(s):
Wetland 1 1:26 PM 11/7/2023

NCDENR FORMS
O&M EZ Form

Operation & Maintenance Agreement
Project Name: Allen Pipkin SCM Conversion
Project Location: 70 Mosswood Blvd. Youngsville, NC
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM elements noted in the inspection will be corrected, repaired,or replaced immediately. These deficiencies can
affect the integrity of structures,safety of the public,and the pollutant removal efficiency of the SCM(s).
The SCM(s)on this project include(check all that apply&corresponding O&M sheets will be added automatically):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: Location(s):
Wet Pond Quantity: Location(s):
Stormwater Wetland Quantity: 1 Location(s): rear of site
Permeable Pavement Quantity: Location(s):
Sand Filter Quantity: Location(s):
Rainwater Harvesting Quantity: Location(s):
Green Roof Quantity: Location(s):
Level Spreader-Filter Strip Quantity: Location(s):
Proprietary System Quantity: Location(s):
Treatment Swale Quantity: Location(s):
Dry Pond Quantity: Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: No Type:
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above,and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party: Allen Pipkin
Title&Organization: Albemarl Properties LLC
Street address: 10320 Durant Road Suite 113
City,state,zip: Raleigh,NC 27614
Phone number(s): 1.919.524.1144
Email: [e-mail]
Signature: L /t 4 .-, ��� Date: ) ) )`-f'-2 3
I .41))11 CA j 1 /1v�� ,a Notary Public for the State of N C
County of (A.)Ct K(} ,do hereby certify that 77 v .L S 4Ji on p p it i`n
personally appeared before me this rh day of Alaimo f 70(} and
acknowledge the due execution of the O er ion nd Maintenance Agreement.
Witness my hand and official seal, y.01111111
•`` Ca..\ .........
b
���e�ri••07 „0• %, My commission expires 7'?G "— 'OZ
C0 t to•
STORM-EZ 11/7/2023
Version 1.5 O&M Agreement Page 1 of 4

Stormweter Wetland Maintenance Requirements
Important operation and maintenance procedures:
Immediately following construction of the stornmater wetland,conduct bi-weekly inspections and water wetland plants bi-
weekly until vegetation becomes established(commonly six weel6).
Before and immediately after plant installation,monitor water level and adjust to ensure that plants are not completely
inundated.
No portion of the stormwater wetland will be fertilized after the initial fertilization that is required to establish the wetland
plants.
- Stable g roundcover will be maintained in the drainage area to reduce the sediment load to the wetland.
At least once annually,a dam safety expert will inspect the embankment.Any problems that are found will be repaired
- immediately.
After the wetland is established,it shall be inspected quarterlyand within 24 hours after everystorm event greater than 1.0 inches(or 1.5
inches if in a Coastal County). Records of operation and maintenance shall be kept in a(mown set location and shall be available upon
request.
Inspection activities shall be performed as follows.Any problems that are found shall be repaired immediately.
SCM element: Potential problem: Howl will remediate the problem:
The entire wetland Trash/debris is present. Remove the trash/debris.
The perimeter of the wetland Areas of bare soil and/or erosive Regrade the soil if necessary to remove the gully,plant ground cover and
gullies have formed. water until it is established. Provide lime and a one-time fertilizer application.
The inlet pipe is clogged(if Unclog the pipe. Dispose of the sediment off-site.
applicable).
The inlet pipe is cracked or
otherwise damaged(if Repair or replace the pipe.
The inlet device applicable).
Erosion is occurring in the Regrade the swale if necessary and provide erosion control devices such as
swale(if applicable). reinforced turf matting or riprap to avoid future problems with erosion.
Sediment has accumulated in
the forebayto a depth of less Search for the source of the sediment and remedy the problem if possible.
than 15"or that inhibits the Remove the sediment and dispose of it in a location where it will not cause
forebay from functioning well. impacts to streams or the SCM.
The forebay
Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or riprap
if needed to prevent future erosion problems.
Weeds are present. Remove the weeds,preferably by hand. If pesticide is used,wipe it on the
plants rather than spraying.

Stormwater Wetland Maintenance Requirements(Continued)
SCM element: Potential problem: Howl will remediate the problem:
A tree has started to grow on the If the tree is<6"in diameter,remove the tree. If the tree is>6"in diameter,
embankment. consult a dam safety specialist to remove the tree.
An annual inspection by an
Embankment appropriate professional shows
that the embankment needs Make all needed repairs immediately.
repair.
Evidence of muskrat or beaver Consult a professional to remove muskrats or beavers and repair any holes or
activity is present. erosion.
Algal growth covers over 30%of
the deep pool and shallow water Consult a professional to remove and control the algal growth.
areas.
Cattails,phrag mites or other
invasive plants cover 30%of the Remove the plants by hand or by wiping them with pesticide(do not spray)-
deep pool and shallow water consult a professional.
areas.
The temporary inundation zone
remains flooded more than 5 Unclog the outlet device immediately.
days after a storm event.
Deep pool,shallowwater and
shallowland areas Determine the source of the problem: soils,hydrology,disease,etc. Remedy
Plants are dead,diseased or the problem and replace plants. Provide a one-time fertilizer application to
dying. establish the ground cover if necessary.
Best professional practices
show that pruning is needed to Prune according to best professional practices.
maintain optimal plant health.
Sediment has accumulated and
reduced the depth to 75%of the Search for the source of the sediment and remedy the problem if possible.
original design depth of the Remove the sediment and dispose of it in a location where it will not cause
deep pools. impacts to streams or the SCM.
Sediment has accumulated and Search for the source of the sediment and remedy the problem if possible.
Micropool reduced the depth to 75%of the Remove the sediment and dispose of it in a location where it will not cause
original design depth. impacts to streams or the SCM.
Clogging has occurred. Clean out the outlet device. Dispose of the sediment in a location where it will
o9g g not cause impacts to streams or the SCM.
The outlet device
The outlet device is damaged Repair or replace the outlet device.

Stormwater Wetland Maintenance Requirements(Continued)
SCM element: Potential problem: Howl will remediate the problem:
Erosion or other signs of
damage hake occurred at the Repair the damage and improve;the flow dissipation structure.
outlet.
The receiving water
Discharges from the wetland
are causing erosion or
sedimentation in the receiving Contact the local NCDEQ Regional Office.
water.

NCDENR FORMS
Deed

BK 2186 PG 463 - 464 (2) DOC# 10016311
This Document eRecorded : 08/28/2019 03: 59:20 PM
Fee: $26. 00 Tax: $950. 00
Franklin County, North Carolina
Brandi Smith Davis, Register of Deeds
Excise Tax: S950.00 Recording Time, Book and Page
Parcel Number: 03 108 5
Mail after recording to Grantee
This instrument was prepared by Hamrick & Galanis, PLLC, licensed North Carolina attorneys.
Delinquent taxes, if any, to be paid by the closing attorney to the county tax collector upon disbursement of closing proceeds.
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this 31st day of July, 2019, by and between
GRANTOR GRANTEE
Shelter Building Corporation Albermarle Properties, LLC
a NC corporation a NC limited liability company
Mailing address:
10320 Durant Road Suite 113
Raleigh, NC 27614
Enter in appropriate block for each party: name, address, and, if appropriate, character of entity, e.g, corporation or partnership.
The designations 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 context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and
by these presents does grant, bargain, sell, and convey unto the Grantee, in fee simple, all that certain lot or parcel of land situated in the
Township, Franklin County, North Carolina, and more particularly described as follows:
BEING all of Lot 2, containing 5.113 acres, as said lot is shown on map recorded in Book of Maps 2002, page 236,
Franklin County Registry.
All or a portion of the property herein conveyed does not include the primary residence of a Grantor.
Submitted electronically by "Hamrick & Galanis , PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Franklin County Register of Deeds .

BK2186 PG 464 DOC# 10016311
The property hereinabove described was acquired by Grantor by instrument recorded Book 1033, Page 236, Franklin County
and anent recorded in Book 1277, Page 180, Franklin County Regjstry4
A map showing the above-described property is recorded in Book of Maps 2002, Page 236, Franklin County Registry.
TO HAVEAND TO HOLD the aforesaid lot or parcel of land and an privileges and appurtenances thereto, belonging to the Grantee in
fee simple.
And the Grantor covenants with the Grantee that Grantor is seized of the premier in fee simple, has the right to convey the same in fee
simple, that tie is marketable and free and clear of all encumbrances, and that Grantor will want and defend the title against the lawful
claims of all persons whomsoever, except for the exceptions hereinafter stated. Title to the propeny hereinabove described is subject to
the following exceptions:
(1) Easements and other matters as may be shown on recorded map.
(2) Public utility easements and rights of way to public roads and streets.
(3) Restrictive Covenants recorded in Book 1068, Page 558, Franklin County Regislry,
IN WITNESS WHEREOF, the Grantor has caused this instrument to be properly executed the day and year first above
Witten.
Shelter Building Co .: .i. I_:ration
\\4\1, A _J., 44i;\\k\
a, � c \; .7 . ..,.. .,_ .
(SEAL)
By: lktha l L. Alley, President :.;
I.
W W.. W. - _ -- — ea._. , .n.,r„r- - -- -�
SEAL-ST } :' State of North Carolina, County of e _
}
/W
`6knr\tk Notary Public of the
County are State aforesaid, certify M 4:::. ' . L. Alley,
Press ofSh .. : . :: , Carper : i , Gnuat r, personally appeared betive
me this day and ac n ledz.: the execution of the foregoing ent.
WITNESS my hand : I I official stamp or seal, 0 14--
day
i . k 2O1 .
Dui• .. 11 , i
A IGLESIAS
Notary Public
Wake Co North Carolina . . I
'i $40 „i. : t ‘.411,
My Commission Expires June 91 2021 4
Notary blie
' on Expire
s is: . .. .i g,_0A _ ,
;

NCDENR FORMS
Secretary of State E-File Report

,t ! `` LIMITED LIABILITY COMPANY ANNUAL REPORT
k= z
1/6/2022
NAME OF LIMITED LIABILITY COMPANY: ALBERMARLE PROPERTIES, LLC
Filing Office Use Only
SECRETARY OF STATE ID NUMBER: 0678196 STATE OF FORMATION: NC E-Filed Annual Report
0678196
C138
REPORT FOR THE CALENDAR YEAR: 2023 4/170/20237 0:30
SECTION A: REGISTERED AGENT'S INFORMATION (Changes
1. NAME OF REGISTERED AGENT: Pipkin, T. Allen. , Jr.
2. SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS&COUNTY 4. REGISTERED AGENT OFFICE MAILING ADDRESS
10320 Durant Road,Suite 113 10320 Durant Road,Suite 113
Raleigh, NC 27614-6466 Wake County Raleigh, NC 27614-6466
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Rental
2. PRINCIPAL OFFICE PHONE NUMBER: (gig) 5j24-1 144 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS 5. PRINCIPAL OFFICE MAILING ADDRESS
10320 Durant Road,Suite 113 10320 Durant Road,Suite 113
Raleigh, NC 27614-6466 Raleigh, NC 27614-6466
6. Select one of the following if applicable. (Optional see instructions)
The company is a veteran-owned small business
The company is a service-disabled veteran-owned small business
SECTION C: COMPANY OFFICIALS(Enter additional company officials in Section E.)
NAME: T. Allen Pipkin Jr. NAME: NAME:
TITLE: Managing Member TITLE: TITLE:
ADDRESS: ADDRESS: ADDRESS:
10320 Durant Road,Suite 113
Raleigh, NC 27614
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
T.Allen Pipkin Jr., by T.Allen Pipkin Jr. Manager 4/17/2023
SIGNATURE DATE
Form must be signed by a Company Official listed under Section C of This form.
T.Allen Pipkin Jr., by T.Allen Pipkin Jr. Manager Managing Member
Print or Type Name of Company Official Print or Type Title of Company Official
This Annual Report has been filed electronically.
MAIL TO:Secretary of State, Business Registration Division,Post Office Box 29525,Raleigh,NC 27626-0525

NCDENR FORMS
SNAP Tool PDF

Project Information Complete this sheet if required by your reviewing authority.
Contact them for any questions. Grey boxes/text are optional.
SNAPv4.2.0 LOCATION
Project Name(optional): Parcel ID(optional):
Submission Date(optional): date Nutrient Management Watershed: Neuse menu
Local Jurisdiction/Reviewing Agency: Youngsville menu Subwatershed: Neuse Upper menu
Project Latitude Coordinates(optional): N Phosphorus Delivery Zone: Neuse- Upper 03020201 menu
Project Longitude Coordinates(optional): W Nitrogen Delivery Zone: Neuse- Upper 03020201 menu
PROJECT DETAILS
Development Land Use Type: Commercial menu Disturbed Area: 222,156 ftz
Part of Common Development Plan? no y/n Project Activity: New Development menu
Designated Downtown Area? no y/n Project Drains to SA Waters? yes y/n
Public Linear Road/Sidewalk Project? no y/n Pre-Project Land Use: fallow/open menu
.Project Owner Type: Private menu Project Description(optional):
STORM WATER DETAILS
(Falls ONLY)Onsite Reduction%Req. % Project Uses LID/Runoff Volume Match? no y/n
Existing BUA/Development Onsite? no y/n Local Gov't nutrient req's same as State? N/A y/n
.Local Gov't cutoff date for Existing BUA: NA date Project Drains to Regional SCM? no yin
Nitrogen Export Rate Target: 3.60 lb/ac/yr Total Nitrogen Offset Credits Needed: 4.9 lb/yr
Phosphorus Export Rate Target: lb/ac/yr Total Phosphorus Offset Credits Needed: lb/yr

SNAP v4.2.0
Project Area and Offsite Land Cover Characteristics Precipitation Louisburg
Station:
Copy t' Paste VALUES ONLY for Best Results Click here to scroll down to error messages on this sheet.
I I
PROJECT AREA LAND COVERS TN EMC (mg/L) TP EMC (mg/L) Pre-Project Area (ft2) Post-Project Area (ft2) Change pre-to-post(ft2)
Roof 1.18 0.11 0 42,600 42,600
Roadway 1.64 0.34 0 0 0
Parking/Driveway/Sidewalk 1.42 0.18 0 109,424 109,424
Protected Forest 0.97 0.03 0 0 0
Managed Pervious/Landscaping 2.48 1.07 222,156 56,421 -165,735
Offsite or Existing Roof _ 1.18 0.11 0 0 0
Offsite or Existing Roadway _ 1.64 _ 0.34 _ 0 20,786 20,786
Offsite or Existing Parking/Driveway/Sidem 1.42 0.18 _ 0 0 0
Offsite Protected Forest 0.97 0.03 0 0 0
Offsite Managed Pervious 2.48 1.07 20,786 0 -20,786
CUSTOM LAND COVER 1 0
CUSTOM LAND COVER 2 _ 0
CUSTOM LAND COVER 3 0
LAND TAKEN UP BY SCM 1.18 0.11 13,711 13,711
Total (Regulated & UnReg)Area 242,942.00 242,942.00
Project (Regulated) Area 222,156.00 222,156.00

SCM Characteristics
Stormwater Control Measure (SCM) Characteristics Click here to go to
Copy Ft Paste VALUES ONLY SCM101's Land Cover Data
SNAP v4.2.0
for Best Results
Catchment ID 1 1 1
Drains to Drains to
I SCM ID 101 102 103
LType of SCM Stormwater Wetland
IHydrologic soil group at SCM location A
ISCM Description Near Rear of Site
` Design Storm Size(inches/24hrs) 1.00
■ Percent of Full Size 108% I
1 %Annual Effluent 52% 0% 0%
IME %Annual Overflow 13% 0% 0%
■ %Annual ET/Infiltrated 35% 0% 0%
■ Custom %Annual Effluent
I. Custom%Annual Overflow
imCustom%Annual ET/Infiltrated
ISCM Effluent TP EMC (mg/L) 0.15 0.00 0.00
SCM Effluent TN EMC(mg/L) 0.94 0.00 0.00
rCustom Effluent TP EMC
1 Custom Effluent TN EMC
ISCM Land Cover TP EMC(mg/L) 0.11 0.00 0.00
ISCM Land Cover TN EMC(mg/L) 1.18 0.00 0.00
■This SCM Drains to Numbered SCM 0 0 0
Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 101 SCM 102 SCM 103
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
Error Check-Min/Max Size:
Ilim Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 101 102 103
Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 101(ft2) SCM 102(ft2) SCM 103(ft2)
Roof 42,600
Roadway 0
Parking/Driveway/Sidewalk 109,424
Protected Forest 0
Managed Pervious/Landscaping 32,508
Offsite or Existing Roof 0
Offsite or Existing Roadway 20,786
Offsite or Existing Parking/Driveway/Sidem 0
Offsite Protected Forest 0
Offsite Managed Pervious 0
CUSTOM LAND COVER 1 0
CUSTOM LAND COVER 2 0
CUSTOM LAND COVER 3 0
LAND TAKEN UP BY SCM 13,711
TOTAL AREA DRAINING TO SCM (ft2): 219,029 0 0
CATCHMENT AREA(ft2): 219,029

SCM Characteristics
Stormwater Control Meast. Click here to go to Click here to go back to the
Click here to review Errors
Summary Data top
SNAP v4.2.0
_ Catchment ID 2 2 2
II SCM I D I 201 Drains to 202 Drains to 203
Type of SCM
' Hydrologic soil group at SCM location
' SCM Description
' Design Storm Size (inches/24hrs)
LPercent of Full Size
%Annual Effluent 0% 0% 0%
I. %Annual Overflow 0% 0% 0%
I. %Annual ET/Infiltrated . 0% 0% 0%
I. Custom%Annual Effluent
I. Custom%Annual Overflow
I. Custom %Annual ET/Infiltrated
IIM SCM Effluent TP EMC(mg/L) 0.00 0.00 0.00
' SCM Effluent TN EMC (mg/L) Al 0.00 0.00 0.00
I. Custom Effluent TP EMC
. Custom Effluent TN EMC
' SCM Land Cover TP EMC (mg/L) 1 0.00 0.00 0.00
' SCM Land Cover TN EMC(mg/L) l 0.00 0.00 0.00
' This SCM Drains to Numbered SCM 0 0 0
L Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 201 SCM 202 SCM 203
1 Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
L _
Error Check-Min/Max Size:
Inm Error Check-Hydrology:
Error Check-Missing SCM Info:
I _
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 201 202 203
I Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 201 (ft2) SCM 202(ft2) SCM 203 (ft2)
,
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidev
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM (ft2): 0 0 0
CATCHMENT AREA(ft2): 0

SCM Characteristics
Stormwater Control Measi
SNAP v4.2.0
Catchment ID 3 3 3
Drains to Drains to
II SCM ID 301 > 302 303
Type of SCM
' Hydrologic soil group at SCM location
' SCM Description
' Design Storm Size(inches/24hrs)
LPercent of Full Size
%Annual Effluent 0% 0% 0%
%Annual Overflow ■ 0% 0% 0%
I. %Annual ET/Infiltrated , 0% 0% 0%
I. Custom%Annual Effluent
I. Custom%Annual Overflow
I. Custom%Annual ET/Infiltrated
IIM SCM Effluent TP EMC(mg/L) 0.00 0.00 0.00
' SCM Effluent TN EMC(mg/L) J 0.00 0.00 0.00
I. Custom Effluent TP EMC
. Custom Effluent TN EMC
' SCM Land Cover TP EMC(mg/L) 1 0.00 0.00 0.00
' SCM Land Cover TN EMC(mg/L) I 0.00 0.00 0.00
' This SCM Drains to Numbered SCM 0 0 0
L Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 301 SCM 302 SCM 303
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
LError Check-Min/Max Size:
F.— Error Check-Hydrology:
Error Check-Missing SCM Info:
I _
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 301 302 303
I Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 301 (ft2) SCM 302(ft2) SCM 303 (ft2)
,
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidev
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM (ft2): 0 0 0
CATCHMENT AREA(ft2): 0

SCM Characteristics
Stormwater Control Meast.
SNAP v4.2.0
Catchment ID 4 4 4
Drains to Drains to
1� SCM ID 401 402 403
Type of SCM
' Hydrologic soil group at SCM location
' SCM Description
' Design Storm Size (inches/24hrs)
LPercent of Full Size
IMI %Annual Effluent 0% 0% 0%
I. %Annual Overflow 0% 0% 0%
I. %Annual ET/Infiltrated . 0% 0% 0%
I. Custom%Annual Effluent
I. Custom%Annual Overflow
I. Custom %Annual ET/Infiltrated
IIM SCM Effluent TP EMC(mg/L) 0.00 0.00 0.00
' SCM Effluent TN EMC (mg/L) Al 0.00 0.00 0.00
I. Custom Effluent TP EMC
. Custom Effluent TN EMC
' SCM Land Cover TP EMC (mg/L) 1 0.00 0.00 0.00
' SCM Land Cover TN EMC (mg/L) I 0.00 0.00 0.00
' This SCM Drains to Numbered SCM 0 0 0
L Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 401 SCM 402 SCM 403
1 Catchment 1
Catchment 2
Catchment 3
Catchment 4 . ■ ■
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
LError Check-Min/Max Size:
F.— Error Check-Hydrology:
Error Check-Missing SCM Info:
I _
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 401 402 403
I Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 401 (ft2) SCM 402(ft2) SCM 403 (ft2)
,
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidev
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM (ft2): 0 0 0
CATCHMENT AREA(ft2): 0

SCM Characteristics
Stormwater Control Meast.
SNAP v4.2.0
Catchment ID 5 5 5
Drains to Drains to
1� SCM ID 501 502 -1> 503
Type of SCM
' Hydrologic soil group at SCM location
' SCM Description
' Design Storm Size (inches/24hrs)
LPercent of Full Size
%Annual Effluent 0% 0% 0%
I. %Annual Overflow 0% 0% 0%
I. %Annual ET/Infiltrated . 0% 0% 0%
I. Custom%Annual Effluent
I. Custom%Annual Overflow
I. Custom %Annual ET/Infiltrated
IIM SCM Effluent TP EMC(mg/L) 0.00 0.00 0.00
' SCM Effluent TN EMC (mg/L) Al 0.00 0.00 0.00
I. Custom Effluent TP EMC
. Custom Effluent TN EMC
' SCM Land Cover TP EMC (mg/L) 1 0.00 0.00 0.00
' SCM Land Cover TN EMC (mg/L) I 0.00 0.00 0.00
' This SCM Drains to Numbered SCM 0 0 0
L Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 501 SCM 502 SCM 503
1 Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5 ■ ■
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
LError Check-Min/Max Size:
F.— Error Check-Hydrology:
Error Check-Missing SCM Info:
I _
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 501 502 503
I Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 501 (ft2) SCM 502(ft2) SCM 503 (ft2)
,
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Sidev
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM (ft2): 0 0 0
CATCHMENT AREA(ft2): 0

SCM Characteristics
Stormwater Control Meast.
SNAP v4.2.0
Catchment ID 6 6 6
Drains to Drains to
1� SCM ID 601 602 > 603
Type of SCM
' Hydrologic soil group at SCM location
' SCM Description
' Design Storm Size (inches/24hrs)
LPercent of Full SizeL____ I
in_ %Annual Effluent 0% 0% 0%
I. %Annual Overflow 0% 0% 0%
I. %Annual ET/Infiltrated 0% 0% 0%
I. Custom%Annual Effluent
I. Custom%Annual Overflow ■
I. Custom %Annual ET/Infiltrated -
IIM SCM Effluent TP EMC(mg/L) 0.00 0.00 0.00
' SCM Effluent TN EMC (mg/L) Al 0.00 0.00 0.00
I. Custom Effluent TP EMC
. Custom Effluent TN EMC
' SCM Land Cover TP EMC (mg/L) 1 0.00 0.00 0.00
' SCM Land Cover TN EMC (mg/L) I 0.00 0.00 0.00
' This SCM Drains to Numbered SCM 0 0 0
L Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to
SCM 601 SCM 602 SCM 603
1 Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6Ilimm MI
Error Check-Missing SCM Area:

SCM Characteristics
L _
Error Check-Min/Max Size:
Inm Error Check-Hydrology:
Error Check-Missing SCM Info:
I _
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
SCM ID: 601 602 603
I Area Draining Directly to Area Draining Directly to Area Draining Directly to
SCM Drainage Area Land Covers SCM 601 (ft2) SCM 602(ft2) SCM 603 (ft2)
,
Roof
Roadway
Parking/Driveway/Sidewalk
Protected Forest
Managed Pervious/Landscaping
Offsite or Existing Roof
Offsite or Existing Roadway
Offsite or Existing Parking/Driveway/Side
Offsite Protected Forest
Offsite Managed Pervious
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
TOTAL AREA DRAINING TO SCM (ft2): 0 0 0
CATCHMENT AREA(ft2): 0

SCM Characteristics
Stormwater Control Meast.
SNAP v4.2.0
Catchment ID
ii SCM ID
Type of SCM
' Hydrologic soil group at SCM location
' SCM Description
' Design Storm Size (inches/24hrs)
LPercent of Full Size
%Annual Effluent
I. %Annual Overflow
I. %Annual ET/Infiltrated
I. Custom%Annual Effluent
I. Custom%Annual Overflow
I. Custom %Annual ET/Infiltrated
IIM SCM Effluent TP EMC(mg/L)
' SCM Effluent TN EMC (mg/L)
I. Custom Effluent TP EMC
. Custom Effluent TN EMC
' SCM Land Cover TP EMC (mg/L)
' SCM Land Cover TN EMC (mg/L)
' This SCM Drains to Numbered SCM
Catchment Routing
1 Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
Error Check-Missing SCM Area:

SCM Characteristics
L _
Error Check-Min/Max Size:
Ism Error Check-Hydrology:
Error Check-Missing SCM Info:
Error Check-Drainage Data w/o SCM:
Error Checks-SCM Type:
sCM ID:
I Allowable Total Land Use
Total Land Use Area Post-Project Untreated
SCM Drainage Area Land Covers z Area to be Treated Based z
Treated By All SCMs (ft ) Z Land Area (ft2)
on Post-Project Areas(ft2)
•—
Roof 42,600 42,600 0
Roadway 0 0 0
Parking/Driveway/Sidewalk 109,424 109,424 0
Protected Forest 7 0 0 0
Managed Pervious/Landscaping 32,508 56,421 23,913
Offsite or Existing Roof 0 0 0
Offsite or Existing Roadway 20,786 20,786 0
Offsite or Existing Parking/Driveway/Sidevk 0 0 0
Offsite Protected Forest 0 0 0
Offsite Managed Pervious 0 0 0
CUSTOM LAND COVER 1 0 0 0
CUSTOM LAND COVER 2 0 0 0
CUSTOM LAND COVER 3 0 0 0
LAND TAKEN UP BY SCM 13,711 13,711 0
TOTAL AREA DRAINING TO SCM (ft2): 219,029 242,942 23,913
CATCHMENT AREA(ft2):

Nutrient Export Summary
Landcover Et SCM Data Review
Errors/Advisories
Avg Annual precip (in) = 45.63
Total(Regulated+
242,942
Unregulated)Area (ft2)=
Project(Regulated)
222,156
Area (ft2)=
Net BUA(Project Area
152,024 Net BUA indicates new development or expansion.
BUA only ft2)=
Custom Landcovers are
present:
no
Total Nitrogen Export Target
Scaled to Project Area (Ib/yr): 18.36
,
Total Area Total Area Project Area
Project Area
(Onsite+ Post-Project Post-Project
Nutrient Export Summary (Onsite Only)
Offsite) before before
Pre-Project
Pre-Project Treatment Treatment
Area(All Landcover Types)(acres) _ 5.5772 5.1000 5.5772 5.1000
Percent Built-Upon Area (BUA)(%) _ 0% 0% 71% 63%
Built-Upon Area (BUA)(sqft) _ 0 0 172,810 139,017
Annual Runoff Volume(ft3/yr) 41,570 38,014 618,406 550,828
Annual Runoff%Change \ 1388% 1349%
Total Runoff Change(cuft/yr) 576,835 512,814
Total Nitrogen EMC(mg/L) 2.48 2.48 _ 1.39 1.36
Total Nitrogen Load Leaving Site(Ib/yr) 6.44 5.89 53.62 [ 46.70
Total Nitrogen Loading Rate(1b/ac/yr) 1.15 1.15 1 9.61 9.16
Total Nitrogen Change Pre-to-Post , ��� N 733% 693%
Total Nitrogen Change (Ib/yr) Pre-to-Post 1 ������ 47.18 + 40.81
Total Phosphorus EMC(mg/L) 1.07 1.07 0.19 0.17
Total Phosphorus Load Leaving Site(Ib/yr) 2.78 2.54 7.35 5.92 _
Total Phosphorus Loading Rate(Ib/ac/yr) 0.50 0.50 1.32 _ 1.16
Total Phosphorus Change Pre-to-Post �������������� ������������ 165% 133%
Total Phosphorus Change(Ib/yr)Pre-to-Post \ \ 4.57 3.38
SCM/Catchment Summary

,
SCM ID and Type Volume TN Reduction TP Reduction TN Out I TP Out
Reduction (%) (%) (%) (Ibs/ac/yr) I (Ibs/ac/yr)
Catchment 1 34.88% _ 51.70% _ 44.79% _ 5.09 _ 0.78
101:Stormwater Wetland 34.88% 51.70% _ 44.79% 5.09 _ 0.78
102:NA 0.00% 0.00% 0.00% 0.00 0.00
103:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 2 0.00% 0.00% 0.00% 0.00 0.00
201:NA 0.00% 0.00% 0.00% 0.00 0.00
202:NA 0.00% 0.00% 0.00% 0.00 0.00
203:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 3 0.00% 0.00% 0.00% 0.00 0.00
301:NA 0.00% 0.00% 0.00% 0.00 0.00
302:NA 0.00% 0.00% 0.00% 0.00 0.00
303:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 4 0.00% 0.00% 0.00% 0.00 0.00
401:NA 0.00% 0.00% 0.00% 0.00 0.00
402:NA 0.00% _ 0.00% _ 0.00% _ 0.00 _ 0.00
403:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 5 0.00% 0.00% 0.00% 0.00 0.00
501:NA 0.00% 0.00% 0.00% 0.00 0.00
502:NA 0.00% _ 0.00% _ 0.00% _ 0.00 _ 0.00
503:NA 0.00% 0.00% 0.00% 0.00 0.00
Catchment 6 0.00% 0.00% 0.00% 0.00 0.00
601:NA 0.00% _ 0.00% 0.00% _ 0.00 0.00
602:NA 0.00% 0.00% 0.00% 0.00 0.00
603:NA 0.00% 0.00% , 0.00% 0.00 0.00

SNAP v4.2.0
Errors/Advisories
r
SCM Area (ft2) = 13,711
SCM Treated Area (ft2) = 219,029
Catchment Routing: No errors
Treating Runoff from Offsite Area or Existing BUA drains to an SCM. See
yes Users' Manual for instructions to determine nutrient
Existing BUA or Offsite: reduction needs and reduction provided by SCMs.
Disturbed Area (ft2) = 222,156
Total Phosphorus Export Target
o.00
Scaled to Project Area (Ib/yr):
r i
Total Area Project Area Total Area Project Area Total Area Project Area
Post-Project Post-Project Post-Project Post-Project Post-Project Post-Project
after after SCM-Treated SCM-Treated Untreated Untreated
Treatment Treatment Area Only Area Only Areas Areas
5.5772 5.1000 5.0282 4.5510 0.5490 0.5490
71% 63% 79% 77% 0% 0%
172,810 139,017 172,810 152,024 - 0 _ 0 _
404,157 360,147 400,065 7 356,056 4,092 4,092
872% 847% NN N
,
362,586 322,134 N�\00`\000000
1.04 i 1.04 1.03 1.02 2.48 2.48
26.22 23.27 _ 25.59 I 22.64 0.63 0.63
4.70 4.56 5.09 4.97 1.15 1.15
295% \
19.790 i 17 38Nk ..\\�
0.17 0.16
4.18 3.67
0.75 0.72 0
51% 44% N
1.40 1.13 N N\

F__
Falls Lake ONLY: Onsite Reduction Compliance Check
Nitrogen Phosphorus
Onsite% Reduction Requirement
Export Target Scaled to Area (Ib/yr) _ 18.36
Export Load Post-Project Before Treatment 46.70 5.92
Total Reduction Need (Ib/yr) _
Onsite Reduction Need (Ib/yr) _
Onsite Export Target(Ib/yr)
Project Area Post-Project After Treatment 23.27 3.67

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
SNAP v4.2.0
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
httpi/deq.nc.gov/about/divisions/water-resources/planning/non point-source-management/nutrient-offset-information
PROJECT INFORMATION
Applicant Name: Allen Pipkin
Project Name: Allen Pipkin Youngsville SCM Conversion
Project Address: 70 Mosswood Blvd. Youngsville,NC
Date: (mm/dd/yyyy) 11/19/2023 Development Land Use Type: Commercial
County: Franklin Project Activity Type: New Development
Project Area(sgft): 222,156 Project Latitude: 36.033437
Post-Project Built-Upon Area%: 62.58% I Project Longitude: -78.500374
WATERSHED INFORMATION
Nutrient Management Watershed: Neuse N Target Export Rate(Ib/ac/yr): 3.60
Subwatershed:i Neuse-Upper P Target Export Rate(Ib/ac/yr): 0.00
Nitrogen Delivery Zone: Neuse-Upper 03020201 Nitrogen Delivery Factor: 100%
Phosphorus Delivery Zone: Neuse-Upper 03020201 Phosphorus Delivery Factor: 100%
PERMANENT NUTRIENT OFFSET REQUEST
Post-Project Nitrogen Calculations -Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
TN Export TN Remaining TN Permanent Additional Total TN
TN Untreated TN Treated TN Delivery Offsets Permanent
Load(Ib/yr) Target Load Load(Ib/yr) Reduction Factor(%) Required Local Gov't Offsets to
(Ib/yr) Need(Ib/yr) (Ib/yr) Offsets(Ib/yr) Buy(Ib/yr)
46.7 18.4 23.3 4.9 100.0% 4.9 I 4.9
Post-Project Phosphorus Calculations-Projects with No Offsite or Built-Upon Area
(A) (B) (C) (D) (F) (G) (Where
Applicable)
•
TP Export TP Remaining TP Permanent Additional Total TP
TP Untreated TP Treated TP Delivery Offsets Permanent
Load(Ib/yr) Target Load Load(lb/yr) Reduction Factor(%) Required Local Gov't Offsets to
(Ib/yr) Need(lb/yr) (Ib/yr) Offsets(Ib/yr) Buy(Ib/yr)
I I 0.0 I
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name:I
Staff Name: Phone:)
Staff Email: Date:
Local Government Authorizing Signature:

Maps
Pre-Development Runoff Map

I 1NOTE: BEFORE YOU DIG,
o
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Pre Dev. Runoff Map �`7' ,A�L,II`T``"s
+/-5.5 Ac. Drainage Area 11
I
+/-0.00 Ac. Impervious iSITERECONDITIONSJ
REVISIONS
NAB
NC_CRID_NO —
SCALE: 1"=40'
FILE N0. 2023-028
0 40 60 70 80 90 100 NORZ,SCALE: 1'=40'
VERT.SCALE: NONE
I
` CE—01
But store up for yourselves treasures in Heaven.where neither moth n rust destroys...Matthew 6:20

MAPS
Post Development Runoff Map

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+/-3.49 Ac. Impervious PRE DEV. 1
I SITE CONDITIONS J
II ` REVISIONS
NAD_83
NC_GRI
SCALE: 1"=40'
FILE NO. 2023-028
0 40 60 70 80 90 100 HORS SCALE: 1'=40'
VERT.SCALE: NONE
I
` CE-02
L But store up for yourselves treasures In Heaven.where neither moth nor
rust destroys...Matthew 6:20